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Abstract: In this paper we propose a degradation model to describe the damage-dependent behavior of saturated soft clay under cyclic loading, which is then applied to the analysis of a caisson breakwater. The degree of damage and remolding of soft clay is quantified by a damage parameter related to the accumulated plastic deviatoric strain. Through the correlation between the maximum pore pressure and the undrained strength of soft clay, we obtain a damage-dependent degradation model that employs the post-cyclic undrained strength degradation coefficient in terms of the cyclic stress ratio and the number of cycles. Based on the Tresca yield criterion, the degradation model of undrained strength of soft clay is numerically implemented in the user interface USDFLD of ABAQUS. The performance of this model is verified by a comparison between numerical results (finite element method) and experimental data (cyclic triaxial test). The model is applied to the numerical simulation of a caisson breakwater resting on a partially sand-filled soft clay seabed under cyclic wave loading. The cyclic stress distribution, pore pressure development, and strength degradation of the seabed soil are presented to illustrate the applicability and efficiency of the model in the analysis of the interaction between offshore structures and soft ground.

This manuscript presents a strength-degradation model for soft clay under cyclic loading. This mode assumes a strength degradation form and obtains the parameters by fitting curves. The post-cyclic strength is then implemented into Tresca model, which is further employed to analyze the post-cyclic behaviors of caisson breakwater.

饱和软黏土不排水强度弱化模型及其在沉箱式防波堤的应用分析

[1]Allotey N, El Naggar MH, 2008. A consistent soil fatigue framework based on the number of equivalent cycles. Geotechnical and Geological Engineering, 26(1):65-77.

[2]Andersen KH, Lauritzsen R, 1988. Bearing capacity for foundations with cyclic loads. Journal of Geotechnical Engineering, 114(5):540-555.

[3]Andresen L, Jostad HP, Andersen KH, 2008. Finite element analyses in offshore foundation design. Proceedings of the 12th International Conference of International Association for Computer Methods and Advances in Geomechanics, p.3247-3262.

[4]Cai YQ, Guo L, Jardine RJ, et al., 2017. Stress-strain response of soft clay to traffic loading. Geotechnique, 67(5):446-451.

[5]Chen W, Randolph MF, 2007. Uplift capacity of suction caissons under sustained and cyclic loading in soft clay. Journal of Geotechnical and Geoenvironmental Engineering, 133(11):1352-1363.

[6]Chen YM, Lai XH, Ye YC, 2005. Wave-induced pore water pressure in marine cohesive soils. Acta Oceanologica Sinica, 24(4):138-145.

[7]Einav I, Randolph MF, 2005. Combining upper bound and strain path methods for evaluating penetration resistance. International Journal for Numerical Methods in Engineering, 63(14):1991-2016.

[8]Gerolymos N, Gazetas G, 2006. Development of Winkler model for static and dynamic response of caisson foundations with soil and interface nonlinearities. Soil Dynamics and Earthquake Engineering, 26(5):363-376.

[9]Guo L, Cai YQ, Jardine RJ, et al., 2018. Undrained behaviour of intact soft clay under cyclic paths that match vehicle loading conditions. Canadian Geotechnical Journal, 55(1):90-106.

[10]Hu C, Liu HX, 2015. A new bounding-surface plasticity model for cyclic behaviors of saturated clay. Communications in Nonlinear Science and Numerical Simulation, 22(1-3):101-119.

[11]Hu C, Liu HX, Huang W, 2012a. Anisotropic bounding-surface plasticity model for the cyclic shakedown and degradation of saturated clay. Computers and Geotechnics, 44:34-47.

[12]Hu C, Liu HX, Huang W, 2012b. Damage-dependent bounding surface model for cyclic degradation of saturated clay. Rock and Soil Mechanics, 33(2):459-466 (in Chinese).

[13]Huang MS, Liu YH, Sheng DC, 2011. Simulation of yielding and stress-stain behavior of Shanghai soft clay. Computers and Geotechnics, 38(3):341-353.

[14]Iizuka A, Ohta H, 1987. A determination procedure of input parameters in elasto-viscoplastic finite element analysis. Soils and Foundations, 27(3):71-87.

[15]Karapiperis K, Gerolymos N, 2014. Combined loading of caisson foundations in cohesive soil: finite element versus Winkler modeling. Computers and Geotechnics, 56:100-120.

[16]Kudella M, Oumeraci H, DeGroot MB, et al., 2006. Large-scale experiments on pore pressure generation underneath a caisson breakwater. Journal of Waterway, Port, Coastal, and Ocean Engineering, 132(4):310-324.

[17]Lee SR, Oh S, 1995. An anisotropic hardening constitutive model based on generalized isotropic hardening rule for modelling clay behaviour. International Journal for Numerical and Analytical Methods in Geomechanics, 19(10):683-703.

[18]Liang RY, Ma FG, 1992. Anisotropic plasticity model for undrained cyclic behavior of clays. I: Theory. Journal of Geotechnical Engineering, 118(2):229-245.

[19]Liyanapathirana DS, 2009. Arbitrary Lagrangian Eulerian based finite element analysis of cone penetration in soft clay. Computers and Geotechnics, 36(5):851-860.

[20]Matsui T, Bahr M, Abe N, 1992. Estimation of shear characteristics degradation and stress-strain relationship of saturated days after cyclic loading. Soils and Foundations, 32(1):161-172.

[21]Mayne PW, 1980. Cam-clay predications of undrained strength. Journal of the Geotechnical Engineering Division, 106(11):1219-1242.

[22]Mortezaie AR, Vucetic M, 2013. Effect of frequency and vertical stress on cyclic degradation and pore water pressure in clay in the NGI simple shear device. Journal of Geotechnical and Geoenvironmental Engineering, 139(10):1727-1737.

[23]Oumeraci H, 1994. Review and analysis of vertical breakwater failures-lessons learned. Coastal Engineering, 22(1-2):3-29.

[24]Ue S, Yasuhara K, Fujiwara H, 1991. Influence of consolidation period on undrained strength of clays. Ground and Construct, 9(1):51-62 (in Japanese).

[25]Ulker MBC, Rahman MS, Guddati MN, 2010. Wave-induced dynamic response and instability of seabed around caisson breakwater. Ocean Engineering, 37(17-18):1522-1545.

[26]Wang H, Liu HJ, Zhang MS, 2014. Pore pressure response of seabed in standing waves and its mechanism. Coastal Engineering, 91:213-219.

[27]Wang JH, Li C, Moran K, 2005. Cyclic undrained behavior of soft clays and cyclic bearing capacity of a single bucket foundation. Proceedings of the 15th International Offshore and Polar Engineering Conference, p.392-399.

[28]Wang YZ, Yan Z, Wang YC, 2016. Numerical analyses of caisson breakwaters on soft foundations under wave cyclic loading. China Ocean Engineering, 30(1):1-18.

[29]Xiao Z, Tian YH, Gourvenec S, 2016. A practical method to evaluate failure envelopes of shallow foundations considering soil strain softening and rate effects. Applied Ocean Research, 59:395-407.

[30]Yan SW, Liu R, Fan QJ, et al., 2005. Stability of the guiding dike in Yangtze Estuary under the wave load. China Ocean Engineering, 19(4):659-670.

[31]Yang PB, 2014. Experimental Study on the Strength Weakening Character of Muddy-silty Clay under Cyclic Dynamic Loading. MS Thesis, Tianjin University, Tianjin, China (in Chinese).

[32]Yasuhara K, 1994. Postcyclic undrained strength for cohesive soils. Journal of Geotechnical Engineering, 120(11):1961-1979.

[33]Yasuhara K, Hirao K, Hyde A, 1992. Effects of cyclic loading on undrained strength and compressibility of clay. Soils and Foundations, 32(1):100-116.

[34]Zhou J, Gong XN, 2001. Strain degradation of saturated clay under cyclic loading. Canadian Geotechnical Journal, 38(1):208-212.

[35]Zhou J, Yan JJ, Liu ZY, et al., 2014. Undrained anisotropy and non-coaxial behavior of clayey soil under principal stress rotation. Journal of Zhejiang University-SCIENCE A (Applied Physics & Engineering), 15(4):241-254.