Secondary Compression Features of Jiangsu Soft Marine Clay

Miao, Linchang; Kavazanjian, Edward

doi:10.1080/10641190701380258

Cited by 13 publications

(4 citation statements)

References 9 publications

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“…[10] found that the ratio of the secondary consolidation coefficient to the compression index is in the range of 0.01 to 0.07 for undisturbed soils and is a constant for the same type of undisturbed soil. is conclusion has been accepted by a number of researchers [11][12][13][14][15]. rough calculation, it was found that the ratios of the secondary consolidation coefficient to the compression index for the Dalian IMTdeposit samples collected from depths of 14, 18, and 25 m ranged from 0.033-0.058, consistent with Mesri's conclusion.…”

Section: Secondary Consolidation Coefficientsupporting

confidence: 77%

Study on the Creep Behaviors of Interactive Marine‐Terrestrial Deposit Soils

Zou

Zhang

et al. 2019

Advances in Civil Engineering

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The interactive marine-terrestrial (IMT) deposit soils were formed in the complex depositional environment; their mechanical properties are different from the other deposits. The creep behaviors of Dalian clayey soils were studied according to one-dimensional creep tests and drained triaxial creep tests. Based on the creep test results, the empirical model was established to describe the one-dimensional creep behavior and triaxial creep behavior, respectively. The results showed that Dalian deposits have typical nonlinear creep behavior. With the increasing of consolidation pressure, the strain is increased, the stability time is extended, and the demarcation point between primary and secondary consolidation is more obvious. The deposits belong to medium to high secondary compressibility soil, and the secondary consolidation coefficient is decreased with the increasing of consolidation time and increased with consolidation pressure increasing. The ratio between secondary consolidation coefficient and compression index at different depths changes from 0.033 to 0.058, which conform to Mesri conclusion. Under low deviator stress, the creep processes showed the characteristic of attenuation creep and shear contraction. However, it showed the characteristic of acceleration creep, shear contraction, and shear dilatancy under damage deviator stress. The axial strain rate decreased with the increasing of creep time and increased with the deviator stress increasing, while the deviator stress has little effect on the m values. The tests results agree well with the calculation results, which showed that the creep equation is suitable for describing the creep behaviors of Dalian interactive marine-terrestrial deposits.

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Section: Secondary Consolidation Coefficientsupporting

confidence: 77%

Study on the Creep Behaviors of Interactive Marine‐Terrestrial Deposit Soils

Zou

Zhang

et al. 2019

Advances in Civil Engineering

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“…Water content and Atterberg limits (liquid limit and plastic limit) significantly influence secondary compression, which mainly manifests as the effect of water content on deformation [17] and C α [18][19][20]. The main criticism of existing studies is the oversimplification of the compression mechanism, and the different pore water types and their effects are not properly considered.…”

Section: Introductionmentioning

confidence: 99%

Effect of Bound Water Content on Secondary Compression of Three Marine Silty Clays

Wang

Guo

et al. 2022

JMSE

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Secondary compression studies can provide insights for evaluating the engineering potential and environmental impact of soil. The objective of this research was to investigate the effect of bound water content on the secondary compression of marine silty clay. To this end, a novel method was established based on thermogravimetric analysis (TGA) to determine the contents and limits of strongly bound water and weakly bound water for three typical marine silty clays including Tianjin mucky silty clay (TJ), Qingdao mucky silty clay (QD), and Weihai silty clay (WH). A total of 17 groups of uniaxial confined compression tests were performed for reconstituted samples at different absolute water contents under the condition of multistage loading to investigate their secondary compression characteristics. The results show that the initial dehydration temperature of strongly bound water (Ts) corresponds to the peak of the derivative thermogravimetry (DTG) curve. The values of Ts for TJ, QD and WH are 112.35 °C, 109.67 °C and 118.46 °C, respectively. The initial dehydration temperatures of weakly bound water (Tw) for TJ, QD and WH are 55.26 °C, 52.56 °C and 56.56 °C, respectively. The secondary compression coefficient Cα changes little before the strongly bound water limit and increases dramatically as weakly bound water content increases at the same vertical stress. A piecewise linear model and a quadratic polynomial model are established for calculating the average secondary compression coefficient from bound water content. Weakly bound water is the determining factor controlling secondary compression. Increasing the bound water content weakens the connection force and friction force among the particles and the viscosity of weakly bound water. The results will guide decisions on long-term settlement assessment and facilitate understanding of the secondary compression mechanism of marine silty clays affected by bound water.

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“…As a multiphase medium, soft soil's properties are closely related to the soil composition and structural characteristics. Currently, research on the secondary compression deformation law of soil is mainly focused on the influence of pore moisture content, load, loading history and loading time on secondary compression [5][6][7][8][9][10]. There have been some studies on the effects of different soil compositions on the secondary compression characteristics.…”

Section: Introductionmentioning

confidence: 99%

Influence of Structure and Liquid Limit on the Secondary Compressibility of Soft Soils

Jiang

Wang

et al. 2020

JMSE

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The macroscopic mechanical properties of natural sedimentary soft soils, which are usually linked to their microstructure, are different from those of remolded soils. The interaction between soil structure and mechanical behavior is a manifestation of structural mechanics effects. It is essential to understand the effects of secondary compressibility to predict long-term foundation deformations. The effects of soil composition on secondary compression deformation are little studied, and the soil structure is rarely involved in the compression process. The sedimentary environment creates the initial composition and structure of soft soil, and it also basically determines its grain size and mineral composition, while different depths give soft soil different overburden pressures, and the soil composition and depth directly affect its yield stress during compression. So, natural sedimentary soft soils sampled at different depths and from different sedimentary environments (such as marine-neritic facies, sea shore facies and limnetic facies) were selected to study the influence of structure on the secondary compression coefficient Cα during pressure change and the relationship between soil composition and Cα. One-dimensional compression and consolidation creep tests were carried out on undisturbed and remolded samples. The undisturbed samples were obtained by the thin-wall samplers in rotary wash borings, and the quality of the samples met the test standard. Based on the concept of the void index Iv and the intrinsic compression line (ICL) proposed by Burland, the role of structure in the compression process was studied, and the influence of soil composition and structure on secondary compression characteristics was summarized. The Cα/Cc values are 0.031, 0.034, 0.030, and 0.036 for Shanghai, Tianjin, Suzhou, and Ningbo soft soils, respectively, within the range of inorganic clays and silts (0.04 ± 0.01) given by Mesri. According to the compression index Cc obtained by compression test, Cα/Cc can be used to estimate Cα. The yield stress of normal consolidated soil is near pre-consolidation pressure, while that of structural soft soil is greater than its pre-consolidation pressure. Natural sedimentary soft soils show over-consolidation characteristics due to the action of the structure; the soil structure resists the external load and hinders secondary compression. When the soil structure is almost destroyed, the pressure reaches the structure full yield stress P′. The tests of structural soft soils show that Cα changes with pressure before the structure completely yields, first increasing and reaching peak Cαmax near P′; the value of P′ is approximately 1.6–3.0 σ’k, where σ’k refers to the structure yield stress of soil obtained by the Casagrande method. After the structure disappeared, Cα gradually decreased and then stabilized, which is considered to be independent of the load. The Cαmax is positively correlated with the liquid limit, indicating that the peak value that can be reached by the Cα is related to the maximum content of bound water in soft soil, thus the soil composition has a significant influence on secondary compressibility, which contributes to the prediction of long-term foundation deformation.

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Secondary Compression Features of Jiangsu Soft Marine Clay

Cited by 13 publications

References 9 publications

Study on the Creep Behaviors of Interactive Marine‐Terrestrial Deposit Soils

Study on the Creep Behaviors of Interactive Marine‐Terrestrial Deposit Soils

Effect of Bound Water Content on Secondary Compression of Three Marine Silty Clays

Influence of Structure and Liquid Limit on the Secondary Compressibility of Soft Soils

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