An experimental investigation of the influence of plasticity on creep degradation rate

Olek, Bartłomiej Szczepan

doi:10.1007/s11440-021-01272-z

Cited by 10 publications

(4 citation statements)

References 65 publications

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“…Following the assumption of a constant length of the iteration step, the optimal value of 𝑐 𝑣 is increased by 9.32%, 18.56% and 27.96%, respectively, to obtain a theoretical curve that fits the experimental curve in the later stages of consolidation. Based on previous findings on the occurrence of creep during pore water pressure dissipation (e.g., [36][37][38][39][40]), one would be led to the conclusion that creep and dissipation processes act concurrently during consolidation. However, in the early stages of consolidation, the effects of creep are imperceptible and can be visibly noted in the late stages.…”

Section: Optimization Of the Dissipation Datamentioning

confidence: 99%

Archives of Civil Engineering

Olek

2022

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The pattern of pore water pressure dissipation from the one-dimensional consolidation test significantly affects the calculated value of the coefficient of consolidation. This paper discusses the interpretation methodology for laboratory dissipation data from the oedometer test with the pore water pressure measurements or Rowe cell test. In the analysis, the gradient-based algorithm for finding the optimal value of the coefficient of consolidation is used against experimental results, obtained for various fine-grained soils. The appropriate value of coefficient of consolidation is considered as one with the lowest associated error function, which evaluates fitness between the experimental and theoretical dissipation curves. Based on the experimental results, two different patterns of the pore water pressure dissipation are identified, and the saturation of the specimen was found to be the key factor in describing the change in the patterns. For the monotonically decreasing dissipation curve, an inflection point is identified. The values of degree of dissipation at the inflection point are close to the theoretical value of 53.4%.

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Section: Optimization Of the Dissipation Datamentioning

confidence: 99%

Archives of Civil Engineering

Olek

2022

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“…Uniaxial confined compression for clays typically consists of two processes: primary and secondary compression. Secondary compression (creep) is related to continuous readjustment of clay particles and pore water, which is manifested as continuous vertical deformation with time under an approximately constant stress after primary compression [13,14]. It is generally recognized that creep behavior is essential in evaluating long-term deformation (post-construction settlement) [15].…”

Section: Introductionmentioning

confidence: 99%

“…Secondary compression is a long-term process that often requires experiments or models to predict. The secondary compression coefficient (C α ) is the most widely used parameter for describing and predicting secondary compression with conciseness and general applicability [13,14,16].…”

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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“…In the most common methods, the oedometer tests are used (Wang et al 2021;Yigzaw et al 2016; Baille et al 2010). The potential of soils volume changes directly depends on the activity amount of their dominant clay minerals and, in other words, their plasticity (Olek 2021; GhavamShirazi and Bilsel 2021; Yuan et al 2016;Ewy 2014; Zhang et al 2018). In the present study, microstructural studies were performed on Bentonite clay soil with a plasticity index of 356.2%.…”

Section: Introductionmentioning

confidence: 99%

Indirect evaluation of the swelling-shrinkage potential of Bentonite soil through analysis of the stress-strain behavior of its stabilized sample with cement and epoxy resin in the durability process

Soltaninejad

Marandi

2022

Preprint

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Bentonite soil containing predominantly Montmorillonite minerals has the highest tendency to absorb water and swell. No study has been done yet to stabilize Bentonite soil to last against successive wetting and drying cycles. In this research, Bentonite soil with approximately 45 wt% Montmorillonite mineral of the total amount was stabilized with cement and epoxy resin additives by gradually increasing the ratio of epoxy resin to water to withstand six successive W/D cycles. The uniaxial tests were performed on the stabilized samples after curing and 24 h of soaking in the third and sixth cycles. The swelling-shrinkage potential of Bentonite soil was evaluated by analyzing their stress-strain behavior, and it was predicted indirectly by determining the strength parameters. The results showed that for different amounts of cement, the minimum ratio of epoxy resin to water added to Bentonite soil to last up to six cycles was equal to 1. Also, by stabilizing the Bentonite soil so that the total weight of the optimum moisture content was replaced with epoxy resin, the strength and rigidity attained the level of normal concrete, with the difference that the ductility was much more significant. The failure strain value increased by 32 times, and the plastic region of the stress-strain curve expanded over the wide strain interval with a length of about 5%. In order to overcome the swelling-shrinkage potential of Bentonite soil at the level on which no cracks developed during W/D cycles, the strength and ductility properties got to at least the mentioned level of stabilization.

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An experimental investigation of the influence of plasticity on creep degradation rate

Cited by 10 publications

References 65 publications

Archives of Civil Engineering

Archives of Civil Engineering

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

Indirect evaluation of the swelling-shrinkage potential of Bentonite soil through analysis of the stress-strain behavior of its stabilized sample with cement and epoxy resin in the durability process

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