Stress Relaxation Test and Constitutive Equation of Saturated Soft Soil

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1 Journal of Highway and Transportation Research and Development Vol. 8 No. 7 Jul k 0 Merchant 4 Merchant U A Stress Relaxation Test and Constitutive Equation of Saturated Soft Soil YAO Beibei 1 MA Haohao 1. School of Civil Engineering Tongji University Shanghai 0009 China. School of Highway Chang'an Univwesity Xi'an Shaanxi China Abstract The stress relaxation test of the saturated soft soil was performed by using k 0 continuous loading consolidation apparatus the axial stress and relaxation rate of saturated soft soil changing with time in the relaxation phase were analysed. Based on the Merchant model the nonlinear model for description of stress relaxation properties of saturated soft soil was established by using variation of parameter and comparative analysis of the model calculated and test data was performed. The results show that 1 The relaxation stage of saturated soft clay includes relaxation acceleration stage and relaxation deceleration stage. With the time increasing the stress decreases and gradually stabilizes in the relaxation phase which producing certain residual deformation. The relationship between stress level and relaxation stress is linear the established variable parametric nonlinear model contains four parameters which related to the nature properties of soil those parameters can be obtained by back computation based on 1D relaxation test 3 the model reckoning fits well with the test data indicating that it provides a strong basis for the study of properties of soft soil relaxation. Key words road engineering saturated soft soil Merchant model stress relaxation relaxation stress yaobei31@ 16. com

2 k 0 Merchant k 0 h mm k w p 31 w L 59 I p S r 99% ρ g /cm 3 e kpa Fig. 1 Relation between axial stress and time

3 D i 5 E. Δσ i 1 4 E 3 4 Maxwell Fig. 4 Relation between relaxation stress and stress level Burger Merchant Maxwell Merchant Δσ i Eσ i + F E 0 E F E 1 K 1. 3 t i /σ vi t t i Merchant K 5 1 ε + E 1 ε E 0 + E 1 σ + K 1 σ 3 E 0 E 0 5 t i /σ vi t t i 3 ε 0 ε ε t i σ vi t C 3 it - D i E 0 + E 1 σ + K 1 σ E i t i σ vi t E 0 E 1 ε 4 0 E Fig. 5 5 t i /σ vi t - t i Relation between t i /σ vi t and t i E E ε 1 4 E 1i E σ vi t + K i σ vi t [ - σ vi ] t E σ vi t - σ vi t t [ ] t E 1-1 C i t ε - 1 5

4 7 17 { } K i E 1i - σ vi t - E σ vi t σ vi t [ ] t 0 - E σ vi t D i E D iσ σ vi t t 0 ε 6 σ vi t D i σ vi t + D i - 1 σ 1 vi t D i ( ) 7 σ vi t 1 + A i e - D i σ -1 t 8 t 0 σ vi t e - D i σ - 1 t 1 8 A i ( ) i 10 D i 4 D i t 0 t D i 6 Qε P 11 D i Mε N 1 Q P M N ( ) σ vi t ε -P Q + - ε -P Q Qε P -N e - M Qε p M N Q P 13 t σ t 0 σ t 0 6 Fig D i Relation of and D i with strain level σ vi t 1 + σ C - 1 e - D i σoi i C -1 t Merchant 7 ~ 9 3.

5 18 8 YANG Chunhe YIN Jianhua DAEMEN J J K. The Investigation of Stress Relaxation of Salt Rock J. Chinese Journal of Rock Mechanics and Engineering J YIN Qingjie WANG Shimei. The Flabby Model of Saturated Soil Establishment and Verification J. Journal of Heilongjiang Hydraulic Engineering College Fig. 9 Relation between relaxation stress and stress level J XIONG Junmin LI Zouqin. Creep-relaxation Coupling Test of Clays J. Rock and Soil Mechanics J LIU Baojian ZHANG Xiaorong CHENG Haitao. Study on Compacted Loess under Strain Control at Dynamic Triaxial Test J. Rock and Soil Mechanics M QIAN Jiahuan YIN Zongze. Geotechnical Principle and Calculation M. Beijing China Water Power Press J GENG Xingfu LI Baoxong MIAO Tiande. Study on Shear 3 Stress Relaxation Properties of Malan Loess J. Northwestern Seismological Journal Merchant 8. M SUN Jun. Geological Materials Rheology and Engineering Application M. Beijing China Architecture & Building Press References YIN Deshun REN Junjuan HE Chengliang et al. A 1. New Rheological Model Element for Geomaterials J. J Chinese Journal of Rock Mechanics and Engineering LI Shijun. Numerical Discussions on Coupled Effects of Creep and Stress Relaxation of Clay J. Rock and Soil Mechanics J D DAEMEN J J K. XONG Liangxiao. Deep Layered Geotechnical Rheological J Properties Test and Constitutive Model D. Shanghai Tongji University 009.

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