Coefficient Of Consolidation Research Articles

Geophysical Investigation: A Case Study of Basement Complex, Nigeria

Electrical resistivity survey involving both micro-resistivity and Vertical Electrical Sounding (VES) measurements was carried out at Iloko. This was to enable the generation of empirical equation relating the electrical resistivity with engineering parameters. The micro-resistivity measurements obtained down the hole and the VES interpretation results were plotted against each of the engineering parameters (Coefficient of Permeability, Consolidation and Compressibility, Liquid limit, Moisture content, Plasticity index, and Dry density). The results show that only few of the engineering parameters (Coefficient of Permeability and Consolidation) display non-linear relationship with (VES) electrical resistivity. Both the Coefficient of Permeability and Consolidation decreases with increase in electrical resistivity. The relevant empirical formulae were subsequently generated.

Liquefaction analysis on a seabed under combined wave and current loadings

Marine structures and the seabed are subjected to all kinds of marine environmental loadings for a long time, especially wave and current loadings. Most previous investigations of the dynamic response of marine structures and the seabed have only considered the influence of wave loading, but the important influence of current was ignored. In recent years, some scholars have studied the dynamic response of the seabed under combined wave and current loadings, but relatively few studies deal with liquefaction analysis under the combined wave and current loadings. On the basis of the poro-elastic theory by Biot and combined two-dimensional non-linear progressive wave and uniform current theory, an accumulated excess pore-water pressure calculation model considering the effect of instantaneous pore pressure on accumulated pore-water pressure is proposed in this paper. The seabed response of instantaneous pore pressure and accumulated pore-water pressure under the combined wave and current loadings are calculated through this model. The effects of the time, current velocity, consolidation coefficient, the relative density and water depth on excess pore pressure are discussed in detail; furthermore the stability of the seabed is evaluated through the liquefaction analysis.

COMPARING THE VALUES OF CONSOLIDATION AND DISCRETION BY SELECTIVE OBSERVATIONS AND THEIR COMPLEXES IN RIGIONAL FAMILIES OF VOLINIAN BEEF

Factory families today have not lost their influence on the formation of the desired genotype of offspring with high performance. This is contributed to the forgotten but active biological role of the maternal effect. The reduced attention in the breeding process with the work of factory families is reduced to two factors, namely the reduction of the length of productive use of cows and a small number of offspring. But in scientific publications, especially in dairy cattle breeding, there are constantly reported on the number, characteristics of breeding grounds or the evaluation of plant families in mathematical models based on population genetic parameters. In meat cattle, the importance of families has not become widespread, although the duration of productive use of cows of meat production has advantages over diary. The aim of the research was to evaluate the factory families of Volinian meat breed for using different coefficients of consolidation of the main breeding grounds. Materials and methods of research. The research was carried out in the conditions of the breeding farm of LLC "Zorya" of Kovel district of Volyn region. The object of research was the cows of the Volinian meat breed. According to the breeding records, 18 regional families were formed, which belong to six lines with a total population of 160 heads. In order to assess the stability (restriction of phenotypic variability) of plant families in practical selection, we have tested the methods of determining the degree of consolidation by certain characteristics of Yu. P. Polupan and the degree of discreteness of families V. V. Seromolot, S. I. Svyatchenko. The average level of consolidation by Yu. P. Polupan was calculated from the mean-square values. The methodical suitability of these methods was evaluated in two (dairy animals after the first calving and live weight in 210 days) and four (live weight at the age of 210 days, 12, 15 months and breast milk) by the studied characteristics. In the long-term selection process in families, the process of consolidation with a constant level of quantitative attributes, which are consistently inherited in generations while simultaneously narrowing genotype and phenotypic variability, is achieved. The mentioned process in the studied factory families has a significant variability according to the selection criteria. In studying the consolidation of live weight in different age periods, there are variables in ten families. The families of Akula 102, Arpha 599 and Wisla 1016 for live weight were unconsolidated at all ages, and their average rate was -0.148. Among the five, the consolidated families have an average value of 210 days, 0.244, in the 12 and 15 months, respectively, 0.375 and 0.268. The greatest value are the families of Verbi 1536, Galky 37 and Veselky 444 and Bistroi 1124, whose consolidation coefficient ranges from 0.260 to 0.430. These families, in our opinion, should be considered valuable, since, in addition to the reduced group volatility, they have high actual mean values for live weight, and therefore extensions of these families should have an advantage over the selection of repair young animals. The lowest level of consolidation is with the families of Arpha 599, Bulana 943 and Wisla 1016. Selection work with them should be aimed at selecting the breeding stock of prey bulls of high tribal value. The significant difference (1,136) between the threshold levels of the coefficient of family consolidation for the milk yield of cows after the first calving indicates a high variability. The average of nine consolidated families is 0.175, which is only 0.088 above the average for the general group. The highest coefficient values were obtained in the families of Garna 536, Galka 421 and Rosetka 1313. With a decrease in the number of economic indicators considered useful in both methods, there is a decrease in unconsolidated families to six. The average values in discrete families are 0.336, consolidated at 0.178. The most consolidated were the families of Galka 421, Rosetka 1313 and Garna 536, and the discrete families of Galka 421, Corona 2382 and Rosetka 1313, the average value of which is respectively 0.630 and 0.367. The use of the coefficients of phenotypic consolidation and discreteness in the complex of breeding grounds in the factory families showed the advantage of consolidation by the leveling of the results obtained and the lower the dependence on the number of accounted signs. The index of discreteness for an increase of two to four characteristics taken into account on a modulus increases on average by 1.54 times.

Effect of Atrazine Contamination on Compressibility and Permeability Characteristics of Clay

Abstract Atrazine (ATZ) is one of the most heavily used herbicides in the world, particularly in the United States and Australia. This study evaluated the compressibility and permeability characteristics of two Western Australia natural clays contaminated with varying ATZ contents. A series of one-dimensional consolidation tests using fixed-ring oedometer device were conducted, and the final hydraulic conductivity was calculated at the end of each loading stage. At the first stage, the strain–time graphs at 1,280 kPa effective overburden pressure (σ′n) were evaluated, and the results indicated that the specimens with a greater ATZ content have higher values of final vertical strain (ϵv). Then, the compression index (Cc) values were computed from the void ratio–effective overburden pressure curves (e−σ′n), and the results showed that the compression index (Cc) increased as the ATZ content of the tested clays increased. At the next stage, the coefficient of consolidation (cv) was calculated using the Casagrande method and the Taylor method. The results showed that the computed coefficient of consolidation (cv) using the Taylor method was slightly greater than those calculated using the Casagrande method in both tested clays. Also, the hydraulic conductivity (k) values of the tested clays increased as the contamination content increased (i.e., 3.1 × 10-7 ≤ k ≤ 129 × 10-7 cm/s and 4.49 × 10-9 ≤ k ≤ 95.3 × 10-9 cm/s). This behavior, which was attributed to promotion of the agglomeration and aggregation between clay particles, promoted formation of the tiny voids in the soil. Finally, the secondary compression ratio (Rα) and secondary compression index (Cα) were computed, and the results showed that the specimens containing higher ATZ content had greater values of Rα and Cα.

Geotechnical and Geochemical Assessments of Shales in Anambra Basin, Southeastern Nigeria, as Landfill Liners

The use of landfills as containment for municipal solid waste management has received wide acceptance the world over. Its development in countries like Nigeria is constrained by high cost and scarcity of synthetic liners in the local markets. Exploration of the abundant locally available clay deposits in the country’s sedimentary Basins will prove economical, provided it satisfies the standard specifications for design and construction of landfill liners. This study thus evaluates the suitability of shales from three formations (Enugu, Ameki and Imo) within Anambra Basin of Southeastern Nigeria as liner materials. Geotechnical tests such as particle size distribution, Atterberg’s limits, compaction, coefficient of permeability and consolidation were performed on the shale samples. Geochemical analyses involving the inductively coupled plasma emission spectroscopy (ICPES) and cation exchange capacity (CEC) were also conducted; all employing standard methods. Based on the Unified Soil Classification System (USCS), Enugu and Imo shales contain high-plastic inorganic clay, while Ameki shales comprise low–medium-plastic inorganic clay. Coefficient of permeability result ranging from 9.12 × 10−6 to 2.14 × 10−6 cm/s indicates an increase above the standard specification. Expectedly, the cation exchange capacity (CEC), compressibility and plasticity index of the shales are positively related suggesting strong influence of the geotechnical properties on their sorption potentials. Overall assessment revealed that the high hydraulic conductivity and swelling potentials of the shales are not suitable for natural clay liners. Nevertheless, Enugu and Imo shales can further be stabilized chemically to the desired hydraulic conductivity of liners considering other suitable geotechnical properties and their CECs.

Effect of organic matter in soft soils on the effectiveness of preloading for foundations

This paper examines the effect of organic matter in soil on the effectiveness of preloading soft ground to accelerate primary consolidation and mitigate creep settlements prior to foundation construction. Four organic matter contents (1·2, 4·1, 6·4 and 8·3%) and two preloading levels (25 and 50 kPa) are studied. The increase in organic matter content has a significant impact on primary and secondary consolidation, inducing an increase in the void ratio, compressibility indices and creep deformations, and a decrease in the coefficient of consolidation. The results show that the creep strain with log time changes from a linear trend for samples without preloading to an increase in the creep strain rate for samples submitted to preloading. The results of the creep tests also highlight that preloading is more effective for a higher preloading level, in the short term, and for higher organic matter content.

Stress-dependent consolidation characteristics of marine clay in the Northern Arabian Gulf

Abstract The main objective of this paper is to study the variation of the coefficient of consolidation ( Cv ) with stress level for the marine clay in the Northern Arabian Gulf. Undisturbed samples were collected from three sites and laboratory-tested using the conventional Oedometer test. The variation of permeability with applied stress was expressed in terms of the Permeability Change Index. The Coefficient of Consolidation Change Index was introduced as a new parameter to quantify the change in Cv with stress level. Region-specific correlations were developed between these two indices and the Liquid Limit. The uncertainty in these correlations was quantified using statistical techniques and was found to be higher in the case of Cv . Accordingly, risk-based correction factors were introduced based on the target probability of unsatisfactory performance. Finally, a simplified methodology was proposed to estimate the stress-dependent Cv in the absence of site-specific consolidation tests.

Experimental Study to Evaluate the Effect of Consolidation Behavior on Pile Setup

Abstract This paper presents the field experimental results of static load tests (SLTs) and dynamic load tests (DLTs) that were conducted on instrumented prestressed concrete (PSC) test piles to characterize the pile setup phenomenon for individual soil layers along the piles' length. For this purpose, three PSC piles were driven at a bridge construction site in Lake Charles, LA, that were tested at different times after installation. The piles were instrumented with sister bar strain gauges to measure the load transfer along the piles' length, and pressure cells and piezometers to measure the total stress, effective stress and excess pore water pressure (PWP) with time and hence the setup for different soil layers along the piles' length. Multilevel piezometers were installed in the surrounding soil to evaluate the spatial distribution of excess PWP and to measure the influenced zone caused by pile driving. The load tests showed that the side resistance increased by 129 %, 99 %, and 91 % for the three test piles during the last load test. The case pile wave analysis program (CAPWAP) analysis of the DLTs and the load distribution plots from SLTs were used to compute the resistance of individual soil layers along the piles with time. The results showed that the soil layers with low undrained shear strength and high value of generated excess PWP exhibited higher amount of setup; while soil layers with low permeability and low coefficient of consolidation exhibited higher rate of setup compared to other soil layers. The results also showed that setup increased at a higher rate before the dissipation of excess PWP and the rate became much slower after the end of dissipation process. The dissipation of excess PWP (or consolidation data) was used to quantify the setup by its contributing factors (i.e., consolidation and aging effect). The results showed that a majority of setups was because of the consolidation effect. The results of multilevel piezometers indicated that the influenced zone because of pile driving was almost 3B (B = pile width) radial distance from pile face.

Settlements and Consolidation Rates under Embankments in a Soft Soil with Vertical Drains

In this paper, a study was carried out in order to estimate settlements and consolidation rates under embankments constructed on Moroccan soft soils. Settlement measurements in several embankments in High Speed Railway project between two Moroccan cities, Tangier and Assilah, were analyzed. The objective of this study is to estimate settlement values and settlement rates, with sufficient precision, in soft soils under embankment loadings. It was found that the elastic method using the pressuremeter modulus results in more accurate settlement values than the oedometric method. Furthermore, settlement rates could be determined with fair accuracy by using a correlation between the vertical coefficient of consolidation and the liquid limit, and also by considering an isotropic behavior of soil.

Effect of Curing Pressure on Compression and Consolidation Behaviors of Cement Admixed Clay

The cemented soils are typically produced and cured under confining pressure of soil. The cemented soil properties are, however, obtained from laboratory tests on the cement admixed clay samples cured under atmospheric pressure. Thus, the parameters of cemented soil obtained from laboratory tests are not representative of the actual values in the field. In this research, a series of consolidation tests using oedometer apparatus on cement admixed clay samples with different curing pressure conditions was carried out. The samples was cured under pressure values of 0 kPa (atmospheric pressure) and 50 kPa. The test samples with values of cement content of 0, 1 and 2 percent were cured for 28 days before testing. The compression curves of cement admixed kaolin showed the elasto-plastic deformation in all cases of the tests. It was found that the range of void ratio of the samples with curing pressure of 0 kPa (atmospheric pressure) was higher than that of the samples with curing pressure of 50 kPa. With increasing curing pressure and cement content, the value of recompression index decreased while the value of compression index was approximately constant. It was also observed that the preconsolidation pressure increased with increasing cement content for both cases of curing pressure. It should be noted that the values of preconsolidation pressure increased with increasing curing pressure. Moreover, the values of coefficient of consolidation decreased with increasing effective vertical stress in all cases. It was also found that the values of coefficient of consolidation increased with increasing curing pressure and cement content.

Accelerated Consolidation Test Using $$ \sqrt t $$ t Method

Consolidation parameters are essential for the design of a variety of geotechnical structures. These parameters are commonly determined by performing laboratory one-dimensional consolidation test. The conventional one-dimensional consolidation test takes about 10–14 days to complete one test. This paper describes an accelerated consolidation testing procedure, in which the standard $$ \sqrt t $$ method is used to decide the subsequent increment. To validate the suggested testing procedure, tests were conducted on five reconstituted and three undisturbed soil samples. Results from the suggested procedure and the conventional incremental load one-dimensional consolidation data are analysed and compared. The time required to complete the test using the accelerated consolidation method could be as low as 2–5 h for most of the soils compared to 10–14 days in the case of the conventional consolidation test. Soils with very low coefficient of consolidation, of the order of 10−9 m2/s, requires about 30 h (11 h during loading stage and 19 h during unloading stage) to complete the test.

New observational method for prediction of one-dimensional consolidation settlement

The Chapman–Richards model is adopted in this paper to best fit the Terzaghi's one-dimensional consolidation curve. The obtained formula fits the theoretical solution well, with a regression coefficient R2 of 0·9995 and an error of less than 2%. By adopting this model, a new method to predict the ultimate settlement and the coefficient of consolidation using monitoring settlement data is proposed. The accuracy of the proposed method is verified against oedometer test and field monitoring data. For the cases verified, the ultimate settlement predictions from the proposed method are more reliable than those from the Asaoka's method for the different range of settlement data.

An investigation into effect of sawdust treatment on permeability and compressibility of soil-bentonite slurry cut-off wall

Landfills containing municipal solid waste (MSW) are increasing with growing population and consumption rate in Australia. However, construction of conventional containment systems such as slurry walls are a cost-effective and timesaving approach to control the leachate diffusion, they are weak barriers when exposed to volatile organic compounds (VOCs) or heavy metals, which are abundant in municipal solid wastes. This study investigates effect of sawdust addition on hydraulic conductivity and compressibility of the Soil-Bentonite (SB) slurry cut-off wall. A series of hydraulic conductivity and consolidation tests performed on SB backfill amended with 2%, 5% and 10% sawdust contents. The results showed that application of sawdust reduced the final hydraulic conductivity (kf) in the range of 2.13 × 10−10 ≤ kf ≤ 3.5 × 10−10 m/s. The computed hydraulic conductivity values using consolidation theory (ktheory) also showed an identical decreasing trend in the range of 5.10 × 10−11 ≤ ktheory ≤ 3.50 × 10−10 m/s under 24 ≤ σ′n ≤ 1280 kPa effective overburden pressure (σ′n). The coefficient of consolidation (cv) was computed using Casagrande and Taylor methods showed a good agreement range value. Additionally, the computed compression index (Ci) and swelling index (Cs) were calculated using void ratio and effective overburden pressure graphs (e - logσ′n) showed that application of sawdust had no significant impact on settlement of the SB backfill.

The spatio-temporal mechanical environment of healthy and injured human cartilage during sustained activity and its role in cartilage damage

Recently we presented a computational model of articular cartilage calibrated for normal human tissue explants. This model was able to capture the transient deformation of cartilage experiencing a cyclic load. The model takes into account the tension-compression nonlinearity of the cartilage and incorporates the dependency of the compressive stiffness and fluid permeability of cartilage on the deformation-dependent aggrecan concentration in cartilage tissue. As such it represents a leading constitutive model of articular cartilage. Here we build on the previous study to develop an experimentally validated computational model to simulate mechanical consolidation response of intact and previously injured cartilage under sustained static loading, to develop our understanding of the implications for rates of tissue damage. We see that the type of prior injuries compromise the cartilage function in different ways. Relatively rapid consolidation is predicted for cartilage with a complete meniscectomy and that with a full thickness defect, indicating the inability of cartilage with such injuries to sustain interstitial fluid pressurisation for long periods of time, as does uninjured cartilage. By comparing the consolidation response of articular cartilage predicted by computational model against experimental measurements of the apparent friction coefficient following static loading, we find a strong linear positive correlation exists between cartilage degree of consolidation (DoC) and friction coefficient at the joint. As the DoC of articular cartilages can be estimated in vivo via medical imaging, the DoC can be used as an index to non-invasively evaluate the apparent friction coefficient between opposing cartilage surfaces, and so estimate the likelihood of frictional surface wear and/or cartilage damage.

Creep behaviour of intact and remoulded fibrous peat

This paper presents the creep behaviour of intact and remoulded specimens of fibrous peat obtained from a field site near Anzac, Alberta, Canada. The creep behaviour was investigated by means of long-term drained and undrained triaxial tests. The development of volumetric, axial, and undrained axial strain and strain rate during drained and undrained creep tests under variable stress conditions is presented. The stress – strain – strain rate (p′–e v– $$\dot{\varepsilon }_{\text{v}}$$ ) relationship is found to be unique for different stress and loading durations. The p′–e v– $$\dot{\varepsilon }_{\text{v}}$$ relationship is analysed and represented by creep isotaches. The applicability of different creep models developed for normally consolidated clay is discussed and applied to define the development of creep strain in fibrous peat under varying isotropic and deviator stresses. The secondary consolidation coefficient for evaluating the volumetric strain rate of peat is found to be applicable with some limits. The drained creep behaviour of remoulded peat specimens differs from the behaviour shown by Shelby tube specimens, whereas the undrained creep behaviour in remoulded and Shelby tube specimens is similar.

Research on the equivalence between digital core and rock physics models

In this paper, we calculate the elastic modulus of 3D digital cores using the finite element method, systematically study the equivalence between the digital core model and various rock physics models, and carefully analyze the conditions of the equivalence relationships. The influences of the pore aspect ratio and consolidation coefficient on the equivalence relationships are also further refined. Theoretical analysis indicates that the finite element simulation based on the digital core is equivalent to the boundary theory and Gassmann model. For pure sandstones, effective medium theory models (SCA and DEM) and the digital core models are equivalent in cases when the pore aspect ratio is within a certain range, and dry frame models (Nur and Pride model) and the digital core model are equivalent in cases when the consolidation coefficient is a specific value. According to the equivalence relationships, the comparison of the elastic modulus results of the effective medium theory and digital rock physics is an effective approach for predicting the pore aspect ratio. Furthermore, the traditional digital core models with two components (pores and matrix) are extended to multiple minerals to more precisely characterize the features and mineral compositions of rocks in underground reservoirs. This paper studies the effects of shale content on the elastic modulus in shaly sandstones. When structural shale is present in the sandstone, the elastic modulus of the digital cores are in a reasonable agreement with the DEM model. However, when dispersed shale is present in the sandstone, the Hill model cannot describe the changes in the stiffness of the pore space precisely. Digital rock physics describes the rock features such as pore aspect ratio, consolidation coefficient and rock stiffness. Therefore, digital core technology can, to some extent, replace the theoretical rock physics models because the results are more accurate than those of the theoretical models.

Hydraulic conductivity and compressibility characteristics of bentonite enriched soils as a barrier material for landfills

An experimental program was undertaken for the index and engineering properties (compaction, hydraulic conductivity and consolidation) of various mix proportions of sand, silt and coal ash with bentonite as an admixture to act as a barrier material for landfills. Thirty-four mixes were tested in all with different categories of mixes comprising of bentonite–sand, bentonite–sand-coal ash, bentonite-coal ash, bentonite-silt and bentonite-silt-coal ash mixes with bentonite content varying from 0 to 40% and coal ash from 0 to 90%. A series of hydraulic and mechanical tests were conducted to assess the Atterberg’s limits, hydraulic conductivity, compressibility characteristics, etc. of the mixes. The influence of bentonite and coal ash content, effective consolidation pressure and void ratio on the hydraulic conductivity and consolidation indices (compression index, swell index, coefficient of consolidation) was studied. The hydraulic conductivities of the sand-bentonite mixtures decreased from 1.75 × 10−5 to 3.34 × 10−11 m/s, when the bentonite content increased from 0 to 40%. An optimum amount of admixture viz. bentonite to be added to the base materials i.e. sand, silt and coal ash to obtain different category of mixes was ascertained. Disregarding the 5% soil-bentonite mix in case of sand and coal ash, an optimum mix of 10% sand-bentonite, 10% coal ash bentonite and a range of 5–10% for silt-bentonite is recommended for use as a barrier material considering the present study. The addition of coal ash to bentonite had a favourable effect on the properties of the mix in terms of hydraulic conductivity, to act as a barrier material.

Site characterisation for the Ballina field testing facility

A soft soil field testing facility has been recently established near Ballina, New South Wales, on the east coast of Australia, which is aimed at improving design and construction methods for transport infrastructure. Several sampling, laboratory and in situ testing campaigns have been performed to characterise the material properties of the soil. High-quality laboratory testing has been performed at one location through the soil profile and a range of geophysics, cone penetrometer, seismic dilatometer, shear vane and permeability tests have been carried out at other locations. The in situ tests have demonstrated that the stratigraphy and test data are reasonably uniform across the site. Seasonal groundwater variations cause the in situ stress state to vary with time. In situ test data have been compared with laboratory tests in order to estimate soil material properties at the locations of the in situ tests. The accuracy of published correlations was variable and site-specific correlations were found to provide a better outcome. The coefficient of consolidation and the water permeability obtained from small-scale laboratory tests shows good agreement with in situ estimations based on piezocone penetration test (CPTu) dissipation tests and BAT tests, respectively. The correlation between laboratory and in situ data is used to develop a robust geotechnical model for the Ballina site.

Geotechnical Evaluation of Clayey Soil Contaminated with Industrial Wastewater

Abstract The impacts of industrial wastewater contamination on the geotechnical properties of clayey soil have been studied in the research presented in this paper. The contaminant in question is industrial wastewater released from Thi-Qar oil refinery as a by-product of production, and the soil samples obtained from Thi-Qar oil refinery plant in Al-Nassyriah (a city located in the south of Iraq). The geotechnical properties of contaminated soil samples were compared with those of intact soil to measure the effects of such a contaminant. The soil samples were obtained from three locations in the study area; representing the highly contaminated area, the slightly contaminated area, and the intact area used as a reference for comparison of test results. The results of the tests showed that the contaminant causes an increase of natural moisture content, field unit weight, Atterberg’s limits, and maximum dry unit weight, as well as an increase of the compression index and the coefficient of vertical consolidation. Also, the contaminant causes a decrease in specific gravity, the optimum moisture content initial void ratio, the swelling index, the coefficient of permeability, and cohesion between soil particles.

Evolution of mechanical properties of soils subsequent to a pile jacked in natural saturated clays

The mechanical properties of soils adjacent to a jacked pile significantly affect the bearing capacity and settlement of the pile. This paper investigates the evolution of the mechanical properties of the remolded soil surrounding a jacked pile by considering in-situ properties of natural clays, pile installation effects and variable coefficient of consolidation. The pile installation process is modeled by the undrained cylindrical cavity expansion. The distribution of excess pore pressures around the pile is derived by adopting the K0-based anisotropic modified Cam-clay (K0-AMCC) model, which can incorporate the initial stress anisotropy and the initial stress-induced anisotropy of natural clays. The Terzaghi's radial consolidation theory is further developed by introducing a variable coefficient of consolidation to the governing equation, which is solved by the variable separation method. The predicted results are in good agreement with the published test data. The variations of the mechanical properties of the remolded soil are studied with different variable coefficients of consolidation and the in-situ properties. The calculated results show that the variable coefficient of consolidation plays a significant role in the dissipation rate of excess pore pressures. The undrained shear strength considering thixotropic effect and the shear modulus of the remolded soil increase more rapidly with larger values of the introduced parameter α (related to the variable coefficient of consolidation). Moreover, the overconsolidation ratio has a pronounced effect on the undrained shear strength and the shear modulus of the remolded soil after pile installation.