A Theory of Clay Consolidation Accounting for Secondary Compression

Taylor, Donald W.; Merchant, W.

doi:10.1002/sapm1940191167

Cited by 169 publications

(57 citation statements)

References 0 publications

Supporting

Mentioning

Contrasting

Unclassified

Order By: Relevance

“…During the past decades, many consolidation theories taking into consideration the rheological properties of soft clay were developed [8][9][10][11][12][13]. However, only a few of them were available for time-dependent loading conditions, especially for cyclic loading [11][12][13].…”

Section: Introductionmentioning

confidence: 99%

Analytical theory for one‐dimensional consolidation of clayey soils exhibiting rheological characteristics under time‐dependent loading

Xie

2008

Num Anal Meth Geomechanics

View full text Add to dashboard Cite

SUMMARYThis paper presents analytical solutions to the one-dimensional consolidation problem taking into consideration the rheological properties of clayey soil under variable loadings. A four-element rheological model is introduced, and different loading types are involved, i.e. constant loading, one-step loading, triangular loading, rectangular loading, and isosceles-trapezoidal cyclic loading. The differential equations governing consolidation are solved by the Laplace transform. Based on the solutions obtained, the influences of the rheological parameters and loading conditions on the consolidation process are investigated. It has been shown that the consolidation behavior is mainly governed by four dimensionless parameters, a 1 , a 2 , b, and T v0 . Load shape has a great influence on the rate of consolidation. A decrease either in the modulus of the spring in the Kelvin body or in the viscosity coefficient of independent dashpot will slow down the rate of consolidation. An increase in the viscosity coefficient of the dashpot in the Kelvin body will make the rate of consolidation increase at an early stage but decrease at a later stage. For isosceles-trapezoidal cyclic loading, the consolidation rate in each cycle reaches a maximum at the end of the constant loading phase and the minimum at the end of this cycle.

show abstract

Section: Introductionmentioning

confidence: 99%

Analytical theory for one‐dimensional consolidation of clayey soils exhibiting rheological characteristics under time‐dependent loading

Xie

2008

Num Anal Meth Geomechanics

View full text Add to dashboard Cite

show abstract

“…(5) seems at first to be proportional to K(e0). However, this is not so, because (dP/dy)v,0 is indirectly related to the function K(e) by the differential equation (4). This equation is insoluble except for simple forms of the functions / and k and these forms do not involve enough parameters to describe reasonably the functions.…”

Section: Qmentioning

confidence: 99%

“…Neglecting «2 and taking e as a linear function of P, and k as a constant, gives a constant value for K as in Terzaghi's theory. The linear theory proposed by D. W. Taylor and W. Marchant in 1940 [4] has a constant K and an e -P relationship of the form e = e0 -c(P -P0) + (c -c')(P -P0) exp ( -fit).…”

Section: Qmentioning

confidence: 99%

Untitled

1960

Quart. Appl. Math.

View full text Add to dashboard Cite

Summary.Terzaghi's conception of the nature of one-dimensional soil consolidation [1] is shown to lead to a non-linear differential equation. A dimensional analysis of this equation and the boundary conditions of the standard consolidation test [2] gives a more general explanation of a well known linear relationship between the total consolidation U(t) after a time t and tl/'\ By linearizing the equation in a general manner, an expression is obtained for U{t) which includes secondary consolidation terms. Two solutions of the linearized equation are obtained; the first for the standard consolidation test and the second for consolidation under a boundary load increasing uniformly with time.Introduction. A medium of clay saturated with water and subjected to a constant pressure, continues to contract in volume over a long period of time. Terzaghi, in his Erdbaumechanik[3], put forward a diffusion theory to explain the time dependent nature of this volume contraction. The following three ideas are the basis of his treatment and will be taken as the starting point of this paper.(1) The medium is imagined as a porous water saturated skeleton of particles of negligible compressibility, so that a change in the volume of any region of the skeleton equals the volume of water displaced through its boundary.(2) Stresses applied to the boundary of the clay produce a hydrostatic head h in the pore water and a stress at each point of the skeleton of such a direction and magnitude as to maintain static equilibrium at all instants of time.(3) It is finally assumed that spatial variations in h cause the pore water to diffuse through the skeleton in accordance with Darcy's law, which equates the quantity of water flowing through any small . plane surface a in unit time to the product of the area of a, the rate of change of h with distance along the normal to a and a constant K called the permeability.By considering the problem of the consolidation of clay in one direction only, the need for a tensor description of the stress distribution is avoided. The one-dimension problem is defined by the assumption that the fluid flow and the motion of the skeleton particles are in one direction only and that all relevant physical properties are constant at any instant of time on any plane with a normal along this direction. The stress function is then the pressure P(z, t) which the skeleton in the neighborhood of the plane z can support at time t and, like K, will depend on the physical state of the solid matter

show abstract

“…Early methods of creep assessment were done by assuming creep occurring after consolidation is completed. However, subsequent laboratory and field research, among others by Taylor [3,4], Šuklje [5], Bjerrum [6], Janbu [7], Larsson and Mattsson [8], and Leroueil [9] indicated that creep also occurs during primary consolidation. A detailed and exhaustive overview of creep settlement studies can be found in Feng's [10] dissertation.…”

Section: Introductionmentioning

confidence: 99%

Post Preloading Creep Properties of Highly Compressible Harbor Marine Sediments

Toha

2017

J. Eng. Technol. Sci.

View full text Add to dashboard Cite

Abstract.A laboratory experimental research in creep behavior of soft clay marine sediments was done to investigate creep strain under reloading. A total of 52 oedometer tests were carried out with 16 slurry sediment samples subjected to cycles of unloading at preload removal pressure and reloading to higher design pressures. Common practice as well as more recent advanced methods of creep deformation analysis were used to refine the predictions. The study indicates that although preloading substantially reduces post construction creep, the analysis is very sensitive to creep indices at slight overconsolidation and the resulting creep may not be negligible at previously established limits of primary to secondary compression ratios.

show abstract

A Theory of Clay Consolidation Accounting for Secondary Compression

Cited by 169 publications

References 0 publications

Analytical theory for one‐dimensional consolidation of clayey soils exhibiting rheological characteristics under time‐dependent loading

Analytical theory for one‐dimensional consolidation of clayey soils exhibiting rheological characteristics under time‐dependent loading

Untitled

Post Preloading Creep Properties of Highly Compressible Harbor Marine Sediments

Contact Info

Product

Resources

About