One-dimensional consolidation

Direct shear test of soils under consolidated drained conditions Consolidated-undrained triaxial compression test on cohesive soils One-dimensional consolidation properties of soils One-dimensional consolidation properties of soils using controlled-strain loading... 

The Dave model considers a force balance on a porous medium (the fiber bed). The total force from the autoclave pressure acting on the medium is countered by both the force due to the springlike behavior of the fiber network and the hydrostatic force due to the liquid resin pressure within the porous fiber bed. Borrowing from consolidation theories developed for the compaction of soils [23,24], the Dave model describes one-dimensional consolidation... 

In 1925, Dr. Karl Terzaghi proposed a theory, still in use today, for the rate of one-dimensional consolidation in soils. The theory is based on the following assumptions ... 

The method described above forms the basis of the standard determination of the one-dimensional consolidation properties of soils for civil engineering purposes16. The diameter of the cell is not specified other than it should be at least 6 mm smaller than the soil samples available for testing, and the depth of the ring is... 

Within subsiding continental basins, groundwater can be induced by sediment compaction (pressure water) and by driving forces from topographic relief or from variations in fluid density. The intensive water flow can disturb the thermal profile and change the time-temperature history of buried source rocks. Maximal rate of pressure-water expulsion (Rpwe) can be estimated relatively easily using Eqs. 6.i and 6.2 for the case of one-dimensional consolidation of homogeneous sediments on immobile basement ... 

One-dimensional consolidation or confined compression, has a wide range of applicability in soil mechanics for testing insensitive and uncemented sediments. This arises because the sedimentation and subsequent consolidation of level ocean sediments is essentially... 

One-dimensional consolidation Compression Time-settlement curve Consolidation time (tsortgo)... 

Permeability can also be determined from the normal consolidation test. The permeability of a saturated sample undergoing consolidation under a load is used to model the dissipation of pore pressure with time (Terzaghi, 1925,1943). The coefficient of permeability (k) is a function of the coefficients of consolidation (Q) and volume compressibility (mj which arise from one-dimensional consolidation theory. 

Comparison of permeability values measured in the laboratory, and computed from consolidation tests have been reported by Nickerson (1978) and Olsen and Daniel (1979). In addition, Nickerson and Olsen and Daniel both show that the direct determination of permeability gives higher values than back-calculating values from consolidation tests. Nickerson suggests that the discrepancy between the direct determination of permeability in the laboratory and back calculated from the consolidation test are due to the variation of hydraulic gradients and/or the formation of a filter cake at the sediment-porous stone interface during consolidation. Olsen and Daniel (1979) attribute at least part of the discrepancy to the fact that Terzaghi s consolidation theory makes no adjustment for the structural viscosity (creep) of the soil. However permeability derived from one-dimensional consolidation tests may provide sufficiently accurate information for preliminary analyses. 

ASTM. D2435. Standard Test Method for One Dimensional Consolidation Properties of Soils Using Incremental Loading. American Society for Testing and Materials, Philadelphia, PA, p. 15. 

Raymond, G.P., and Wahls, H.E. 1976. Estimating one dimensional consolidation, including secondary compression of clay loaded from overconsolidated to normally consolidated state. Special Report 163. TRB, Washington, DC, pp. 17-23. 

Vertical (Primary) Consolidation Terzaghi s one-dimensional consolidation theory ... 

The usage of the flow equations can be summarized as follows. For the case of a one-dimensional single fluid flow, either equation 106 or 108 can be used to predict the normalized pressure drop factor in a porous medium. The determined normalized pressure drop factor is related to the pressure drop by equation 11. For the simple case of packed spherical beads, ds and e are known a priori. The Reynolds number is evaluated using equation 93. For random packs of nonspherical particles, the particle s sphericity needs to be known. Equation 73 can be used to estimate ds. For the case of consolidated porous medium, one can estimate ds from the knowledge of the intrinsic permeability using equation 14. 

Two transient simulations were conducted in addition to the one-element verification cases. The two simulations comprise one-dimensional isothermal consolidation simulation and one-dimensional non-isothermal consolidation simulation. These two simulations were designed to examine the coupling between two dominant modules the equilibrium module and the flow module. The heat transport module is weakly coupled to the flow module via the velocity terms and unilaterally coupled with the equilibrium module via the thermal expansion terms. 

Soil deformation One-dimensional and compression BS 1377 tests and consolidation tests ... 

The quantities Aik) and Bik) are interpreted as the amplitudes of the sine and cosine contributions in the range of angular spatial frequency between k and k + dk, and are referred to as the Fourier cosine and sine transforms. If we consolidate the sine and cosine transforms into a single complex exponential expression, we arrive at the complex form of the Fourier integral. This is the integral in Eq. (26.32), known as the Fourier transform, which for the one-dimensional function fix) is... 

Assuming that consolidation and settlement are one-dimensional, use the numerical method to investigate the effect of the magnitude of the maximum pre-load stress, Q, on the excess pore pressures and the settlement, time response of the road. 

A clay model is used for simulating consolidation. It i s assumed that on top of the clay layer there is a layer of sand, 2 m thick, and the water table is originally on the surface of sand. The water table is then lowered in sand by 1 m. Initial conditions for this model are calculated first, with water table 2 m above the model surface, resulting in consequent stresses and pore water pressures. For the final condition, pressure head of 1 m is specified at the model top boundary (Figure 15). This problem requires the use of both SEEP/W and SIGMA/W modules for one-dimensional coupled consolidation. 

When only vertical consolidation occurs (vertical flow of water), Terzaghi s one-dimensional consohdation theory is used to calculate the degree of consolidation. 

Yang, L.A. and Tan, TS. One-dimensional self-weight consolidation of a liunpy clay with non-hnear properties. Geotechnique, 55(3) 227-235, 2005. 

One of the first examples of mesoscopic-macroscopic two-dimensional ordering within a structure involved a bacterial superstructure formed from the co-aligned multicellular filaments of Bacillus subtilis that was used to template macroporous fibers of either amorphous or ordered mesoporous silica [82], The interfilament space was mineralized with mesoporous silica and, following removal of the organic, a macroporous framework with 0.5 pm wide channels remained. Mesoporous silica channel walls in this hierarchical structure were curved and approximately 100 nm in thickness. Dense, amorphous walls were obtained by replacing the surfactant-silicate synthesis mixture with a silica sol solution. The difference in the mode of formation between porous and non-porous wall structures was explained in terms of assembly from close-packed mesoporous silica coated bacterial filaments in the former compared to consolidation of silica nanoparticles within interfilament voids in the latter. 

In the last years the application of two-dimensional electrophoresis (2-DE) has often been declared outdated and a new century of gel-free proteomics was announced. Nevertheless, 2-DE is still the method of choice when analyzing complex protein mixtures. With a separation of10 000 proteins, 2-DE gives access to high-resolution proteome analysis. Continuous development has consolidated 2-DE application in proteomics, where the introduction of difference gel electrophoresis (DICE) is the latest improvement. DICE is based on fluorescently tagging all proteins in each sample with one set of matched fluorescent dyes designed to minimally interfere with protein mobility during 2-DE. 

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