Stress–strain response of soft clay to traffic loading

Cai, Yuanqiang; Guo, Lin; Jardine, Richard J.; Yang, Z. X.; Wang, J.

doi:10.1680/jgeot.15.p.224

Cited by 114 publications

(22 citation statements)

References 22 publications

(21 reference statements)

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“…3, over many repeated cycles. Cai et al (2017) offered a preliminary summary of the samples' vertical strain development. This paper synthesizes these data with further detailed observations regarding the shear strength behaviour of the clay and the accumulated cyclic pore-water pressure trends as well as the resilient modulus and damping behaviours observed under cyclic loading.…”

Section: Introductionmentioning

confidence: 99%

Undrained behaviour of intact soft clay under cyclic paths that match vehicle loading conditions

et al. 2018

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4Vehicle traffic loading appears to contribute significantly to long term settlement beneath highways, airport runways 5 and metro lines in China. Wheel loading imposes cycles in both the magnitude and direction of the principal stresses acting 6 on the soils beneath pavement or rail-track structures. Conventional cyclic triaxial testing, which is not capable of imposing 7 such stress paths may underestimate how heavy traffic loading affects any underlying soft clay layers. Hollow cylinder 8 apparatus (HCA) can simulate such traffic loading stress paths more accurately, including rotation of the principal stress 9directions. This paper presents a systematic experimental study of cyclic HCA (CHCA) tests on K 0 -consolidated saturated 10 soft clay involving cyclic variations in both vertical and torsional shear stresses, along with a parallel programme of cyclic 11 triaxial (CT) tests, considering the undrained response of saturated samples of intact soft clay. It is shown that when 12 applied above certain critical cyclic stress ratios, principal stress rotation accelerates excess pore water pressure and 13 permanent strain development. Corresponding changes are also seen in the resilient modulus and damping ratio trends. 14 The discrepancies between the behaviour of CHCA and equivalent cyclic triaxial tests grow as the cyclic stress ratios 15 increase. 16

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Section: Introductionmentioning

confidence: 99%

Undrained behaviour of intact soft clay under cyclic paths that match vehicle loading conditions

et al. 2018

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“…Specimens were subjected to a constant K0 value of 0.55 in the normally consolidated area with effective lateral consolidated stress σ'30 of 41 kPa and axial stress of 75.4 kPa according to the in-situ depth prior to cyclic loading. The final stresses were maintained for 72 hours under drained conditions to allow residual vertical creep rates to diminish to 0.002%/h or less [24]. After K0-consolidation, close the drain valve and then stress controlled sinusoidal wave loading with three cyclic stress ratios, CSR=q ampl /p'0=0.189, 0.284, and 0.379, in which q ampl is the amplitude of cyclic deviator stress calculated as q ampl =σ1 ampl -σ3 ampl , p´0 is the mean effective principal stress after K0-consolidation (52.8 kPa).…”

Section: Test Equipment and Test Schemementioning

confidence: 99%

Effect of Variable Confining Pressure on Cyclic Triaxial Behavior of K0-consolidated Soft Marine Clay

Sun

2018

CivileJournal

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The effect of variable confining pressure (VCP) on the cyclic deformation and cyclic pore water pressure in K0-consolidated saturated soft marine clay were investigated with the help of the cyclic stress-controlled advanced dynamic triaxial test in undrained condition. The testing program encompassed three cyclic deviator stress ratios, CSR=0.189, 0.284 and 0.379 and three stress path inclinations ηampl=3,1 and 0.64. All tests with constant confining pressure (CCP) and variable confining pressure (VCP) have identical initial stress and average stress. The results were analyzed in terms of the accumulative normalized excess pore water pressure rqu recorded at the end of each stress cycle and permanent axial strain, as well as resilient modulus. Limited data suggest that these behavior are significantly affected by both of the VCP and CSR. For a given value of VCP, both of the pore water pressure rqu and permanent axial strains are consistently increase with the increasing values of CSR. However, for a given value of CSR, the extent of the influence of VCP and the trend is substantially depend on the CSR.

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“…The amplitudes of the two cyclic horizontal normal stresses (Δσ 22 and Δσ 33 ) are simplified to be equal and then represented by the same cyclic confining pressure (e.g., Rondón et al 2009;Cai et al 2013;Sun et al 2015a;Sun et al 2015b;Gu et al 2016). In the HCA tests, the cyclic axial and shear stresses are applied simultaneously, to mimic the coupling of traffic-induced vertical (Δσ 11 ) and shear stresses (termed Δσ 12 ) (e.g., Cai et al 2017;Wu et al 2017;Guo et al 2018). Compared to the CCP tests, the cyclic stress paths in VCP and HCA tests can be described in the two-dimensional p -q (mean principal stress -deviatoric stress) and τ zθ -(σ z -σ θ ) [shear stress -(axial stress-lateral stress)] planes, respectively.…”

Section: Introductionmentioning

confidence: 99%

“…For example, Cai et al (2013), Sun et al (2015a,b) and Gu et al (2016) compared the deformation of saturated clays between CCP and VCP tests, and concluded that the cyclic confining pressure promoted the accumulation of permanent axial strain greatly for both normally and overconsolidated clays. Cai et al (2017) and Guo et al (2018) found that the cyclic rotation of principal stress in HCA tests, which was induced by the coupling of cyclic axial and shear stresses, increased the development of permanent strains.…”

Section: Introductionmentioning

confidence: 99%

Deformation characteristics of saturated clay in three-dimensional cyclic stress state

Wang

Cai

et al. 2019

Can. Geotech. J.

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The dynamic stress field induced by moving loads is three dimensional, involving the cyclic variation of major, intermediate, and minor principal stresses, while so far very limited laboratory studies have been undertaken on the one-way deformation behavior of saturated clays in three-dimensional stress state. In this study, an advanced true triaxial apparatus, which can apply cyclic major and intermediate principal stresses simultaneously, is employed to carry out a total of 65 one-way cyclic tests on both normally and overconsolidated clays. Four values of overconsolidation ratio (OCR), five values of bcyc, which is termed the coefficient of cyclic intermediate principal stress, and a wide range of cyclic stress ratios (CSR) are tested. Emphasis is put on the effects of bcyc and OCR on the characteristics of permanent major and intermediate principal strains. Test results show that the increase of bcyc significantly reduces the accumulation of major principal strain, and linear relationships are observed between the permanent major principal strain and bcyc for test data with the same CSR, OCR, and cycle number. A critical value of bcyc ≈ 0.5, at which the permanent intermediate principal strain changes from tension to compression, is observed for the remolded clay. Furthermore, an empirical model is proposed, allowing the long-term deformation of saturated clays to be predicted in three-dimensional cyclic stress state.

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Stress–strain response of soft clay to traffic loading

Cited by 114 publications

References 22 publications

Undrained behaviour of intact soft clay under cyclic paths that match vehicle loading conditions

Undrained behaviour of intact soft clay under cyclic paths that match vehicle loading conditions

Effect of Variable Confining Pressure on Cyclic Triaxial Behavior of K0-consolidated Soft Marine Clay

Deformation characteristics of saturated clay in three-dimensional cyclic stress state

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