Effect of spatial variation of strength and modulus on the lateral compression response of cement-admixed clay slab

Liu, Y.; Lee, Fook Hou; Quek, Swee Tian; Chen, E. J.; Yi, Jiang Tao

doi:10.1680/jgeot.14.p.254

Cited by 144 publications

(38 citation statements)

References 23 publications

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“…The relationship between the unconfined compressive strength and the curing time depending on different fiber content and fly ash cement content is shown in Figure 6 f ts = 176.4e 0.16t (4) f ts = 373.9e 0.23t (5) f ts = 373.9e 0.23t (6) where f ts is unconfined compressive strength, t is curing time.…”

Section: Effect Of Curing Time On Unconfined Compressive Strengthmentioning

confidence: 99%

“…Soft clays are widely present in offshore areas and cannot be used directly in geotechnical engineering activities, such as subgrade engineering, embankments, deep excavation and underground construction. Considering the economy and effectiveness, using cement to reinforce soft clay is of great popularity [3][4][5][6][7][8], compared with other chemical stabilization methods. Though cement-stabilized clay has the advantages of rapid formation, good plasticity and high compressive strength, it also has the disadvantages of low tensile strength and flexural strength.…”

Section: Introductionmentioning

confidence: 99%

“…The relationship between the unconfined compressive strength and the curing time at 7 d, 14 d and 28 d can be expressed by Equations (4)-(6), respectively. fts = 176.4e 0.16t (4)fts = 373.9e 0.23t(5)…”

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confidence: 99%

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Experimental Study on Unconfined Compression Strength of Polypropylene Fiber Reinforced Composite Cemented Clay

et al. 2020

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The effects of three main factors, including polypropylene fiber content, composite cement content and curing time on the unconfined compressive strength of fiber-reinforced cemented clay were studied through a series of unconfined compressive strength tests. The experimental results show that the incorporation of fibers can increase the compressive strength and residual strength of cement-reinforced clay as well as the corresponding axial strain when the stress peak is reached compared with cement-reinforced clay. The compressive strength of fiber-reinforced cement clay decreases first, then increases with small-composite cement at curing time 14 d and 28 d. However, fiber-reinforced cement clay’s strength increases with the increase of fiber content for heavy-composite cement. The compressive strength of fiber-composite cement-reinforced marine clay increases with the increase of curing time and composite cement content. The growth rate increases with the increase of curing time. The failure mode of composite cement-reinforced clay is brittle failure, while the failure mode of fiber-reinforced cemented clay is plastic failure.

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Section: Effect Of Curing Time On Unconfined Compressive Strengthmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Experimental Study on Unconfined Compression Strength of Polypropylene Fiber Reinforced Composite Cemented Clay

et al. 2020

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“…Generally, the mechanical properties of these subgrades cannot meet the requirements of practical engineering conditions. It is necessary to make ground improvements to avoid serious damage to the roadbed, pavement, and even the upper road structures [1][2][3][4]. As a typical example of the chemical improvement method, cement soil is widely applied to various roadbed treatment projects due to its advantages of good integrity, strong water stability, and low cost [5][6][7][8][9].…”

Section: Introductionmentioning

confidence: 99%

Investigation on the Triaxial Mechanical Characteristics of Cement-Treated Subgrade Soil Admixed with Polypropylene Fiber

et al. 2019

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In order to evaluate the improvement effect of fiber on the brittle failure of cement-treated subgrade soil, a series of triaxial unconsolidated undrained (UU) tests were carried out on samples of polypropylene fiber-cement-treated subgrade soil (PCS) with polypropylene fiber mass content of 0‰, 2‰, 4‰, 6‰, and 10‰. The results showed that, (1) the deviatoric stress-axial strain curve of PCS samples were all strain-softening curves. (2) For the same fiber mass content, the peak stress, residual stress, and strain at peak stress of PCS samples gradually increases with the increase in the confining pressure, while their brittleness index gradually decreases. (3) With the increase in confining pressure, compared with that of the 0‰ PCS sample, the increase in peak stress, residual stress, and strain at peak stress of 6‰ PCS sample were in the ranges of 24%–29%, 87%–110%, and 85%–120%, respectively. The decrease in the brittleness index and failure angle was 52%–79% and 16%, while the cohesion and internal friction angle increased by 25.9% and 7.4%, respectively. The results of this study indicate that it is feasible to modify cement subgrade soil with an appropriate amount of polypropylene fiber to mitigate its brittle failure.

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“…The SoF is then studied numerically by repeated realisations of the deep-mixed soil mass, taking into account the stochastic variation in binder concentration, positioning error of columns and the SoF of the in situ water content. The positioning error of columns refers to the deviation of column position from its designated position, which depends on the drilling verticality and is proportional to the depth of the improved zone from the ground level (see Liu et al, 2015). The relationship among the variances of strength ratio, in situ water content and binder mass fraction is explored.…”

Section: Introductionmentioning

confidence: 99%

Effect of in situ water content variation on the spatial variation of strength of deep cement-mixed clay

Liu

Jiang³

et al. 2019

Géotechnique

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This paper examines the interaction between the spatial variations in binder concentration (i.e. cement slurry concentration) and in situ water content, in cement-mixed soil, using field and model data as well as statistical analysis and random field simulation. The field data are first analysed to shed light on the spatial variation in the in situ water content, including its scale of fluctuation. A statistical model is then developed which takes into account the variation in binder concentration and in situ water content. This leads to a two-parameter model for the prediction of the mean, variance and probability distribution function of the strength of the cement-treated soil. The scale of fluctuation for the variation in binder concentration arising from imperfect mixing within a cement-mixed column is then examined using centrifuge model data. This indicates that the scale of fluctuation in binder concentration is much shorter in range than that of the in situ water content. The combined effect of these two scales of fluctuation is then studied by simulating the resulting random field using Monte-Carlo simulations. This indicates that the size of the sampling region has a significant effect on the scale of fluctuation that is captured. If the sampling region is of a similar size to the column diameter, the measured scale of fluctuation reflects that of the binder concentration. As the size of the sampling region increases, so does the measured scale of fluctuation. This explains the wide range of scales of fluctuation that have been reported for cementtreated soil. To capture both scales of fluctuation in core sampling, some boreholes should be sunk at close spacings of less than a column diameter, in order to capture short-range variation.

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Effect of spatial variation of strength and modulus on the lateral compression response of cement-admixed clay slab

Cited by 144 publications

References 23 publications

Experimental Study on Unconfined Compression Strength of Polypropylene Fiber Reinforced Composite Cemented Clay

Experimental Study on Unconfined Compression Strength of Polypropylene Fiber Reinforced Composite Cemented Clay

Investigation on the Triaxial Mechanical Characteristics of Cement-Treated Subgrade Soil Admixed with Polypropylene Fiber

Effect of in situ water content variation on the spatial variation of strength of deep cement-mixed clay

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