Generalized hyperbolic formula capturing curing period effect on strength and stiffness of cemented clay

Yao, Kai; Li, Na; Chen, Dar‐Hao; Wang, Wei

doi:10.1016/j.conbuildmat.2018.11.288

Cited by 41 publications

(19 citation statements)

References 35 publications

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“…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]. However, a large number of tests show that, due to the defects of low tensile strength, large brittleness, and poor deformability, cement soil is not suitable for every kind of project [10][11][12][13].…”

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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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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“…Logically, cement hydration should cease when reaction products are consumed. This led to an improved hyperbolic function model on strength development over time [28,29]. Pozzolans, are defined as "siliceous or siliceous and aluminous materials which in themselves possess little or no cementitious value but will, in finely divided form and in the presence of moisture, chemically react with calcium hydroxide at ordinary temperatures to form compounds possessing cementitious properties" [30].…”

Section: Cement Bindersmentioning

confidence: 99%

Cementitious, Pozzolanic And Filler Materials For DSM Binders

2020

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Deep Soil Mix (DSM) is a proven method of ground improvement for deeper underlying soft soil layers which are otherwise impractical to reach using conventional shallow soil stabilization and replacement methods. The predominant binder materials used are Ordinary Portland cement (OPC) and Lime (CaO) but negative effects to the environment from manufacture and increasing construction cost have prompted research into alternative materials. This review identifies pozzolans and filler materials as possible supplements or partial substitutes for better results. The DSM method and binder reaction processes during treated soil strength development are outlined and effectiveness of different pozzolans (Fly Ash, Silica Fume, Ground Granulated Blast Furnace Slag, Rice Husk Ash, Kaolin, and Metakaolin) and filler materials (e.g. fine sand) discussed together with their influence factors. With many pozzolans, a clear optimum dosage is observed where improved strength peaks. Aluminosilicate pozzolans perform better over siliceous pozzolans with Metakaolin (MK) identified as the most effective pozzolan for enhancing compressive strength. Up to date research results on these materials are compiled. MK blended cements are readily available and can be readily applied for initial field tests. Treated soil strength may be regulated with addition of filler materials to further reduce reliance on cement.

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“…If the CGM at the site is directly used to test the dynamic characteristics by a resonant column device, the size effect from large-sized gravels cannot be ignored, so it is necessary to conduct a reduced scale test. Based on the technical manuals of the geotechnical test and the corresponding references [2,[29][30][31], it is concluded that the diameter of the gravels should not be greater than one fifth of the minimum size of the specimen. Hence, in in-door model testing, the gravel size was limited within the range of 2 mm (which is the threshold between soil and gravel) and 10 mm (which is one fifth of the diameter of the specimen), and the specific gradation curves are shown in Figure 2.…”

Section: Experimental Gravelsmentioning

confidence: 99%

“…Compactness degree, density, and compacting power usually act as the control parameters in specimen preparation [14,25,29,[33][34][35]. In this article, for better comparing the indoor tests with in-site engineering construction, the same compacting power (160 J, mass of compact hammer is 2 kg, g is recognized as 10 N/kg, height of compact hammer is 0.4 m, 20 times with the compacting-sample device of each layer) was used in specimen preparation.…”

Section: Preparation For Specimenmentioning

confidence: 99%

Characterization of the Dynamic Properties of Clay–Gravel Mixtures at Low Strain Level

et al. 2020

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In order to support the dynamic design of subgrade filling engineering, an experiment on the dynamic shear modulus (G) and damping ratio (D) of clay-gravel mixtures (CGMs) was carried out. Forty-two groups of resonant column tests were conducted to explore the effects of gravel content (0%, 10%, 20%, 30%, 40%, 50%, and 60%, which was the mass ratio of gravel to clay), gravel shape (round and angular gravels), and confining pressure (100, 200, and 300 kPa) on the dynamic shear modulus, and damping ratio of CGMs under the same compacting power. The test results showed that, with the increase of gravel content, the maximum dynamic shear modulus of CGMs increases, the referent shear strain increases linearly, and the minimum and maximum damping ratios decrease gradually. In CGMs with round gravels, the maximum dynamic shear modulus and the maximum damping ratio are greater, and the referent shear strain and the minimum damping ratio are smaller, compared to those with angular gravels. With the increase of confining pressure, the maximum dynamic shear modulus and the referent shear strain increase nonlinearly, while the minimum and maximum damping ratios decrease nonlinearly. The predicting equation for the dynamic shear modulus and the damping ratio of CGMs when considering confining pressure, gravel content, and shape was established. The results of this research may put forward a solid foundation for engineering design considering low-strain-level mechanical performance.

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Generalized hyperbolic formula capturing curing period effect on strength and stiffness of cemented clay

Cited by 41 publications

References 35 publications

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

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

Cementitious, Pozzolanic And Filler Materials For DSM Binders

Characterization of the Dynamic Properties of Clay–Gravel Mixtures at Low Strain Level

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