Consolidation of unsaturated soil depends upon changes in stress‐state variables resulting from applied stress and movement of pore water and gas. Water movement is highly dependent on heat flow, and much water movement takes place in the vapor phase. Consequently, water movement, soil deformation, and heat flow in an unsaturated soil mass are coupled phenomena. Equations are developed to describe water movement and deformation as functions of time, taking into account evaporation and temperature effects. In these equations, coordinate transforms are defined that‐allow finite strain conditions to be included. A computer model was developed to solve these equations. Good correlation was observed between the model and results for standard cases of rigid, partially saturated flow and saturated consolidation. Examples are presented for drainage of singleand multiple‐layered soil. An example is also presented for a uranium mill tailings profile comprising several layers with placement of a cover on the surface and taking into account both drainage and evaporation.

Cementation effects are studied on the basis of three series of drained triaxial compression tests on compacted soil, soil‐cement, and mortar. The frictional materials have the same gradation curve and the same water content, and the specimens are produced using the same compactive effort and have nearly the same initial, total density. The only difference between the three sets of specimens is the amount of cement exchanged with inert rock flour. Increasing cement contents produces increasing cohesion and tensile strength as well as increasing friction angle at low confining pressures. The curvature of the failure envelopes increases with cementation, and the failure envelopes are parallel at medium confining pressures. At high confining pressures, they cross each other such that the compacted soil becomes stronger than the two cemented soils. Analyses of the strengths show that this behavior can be explained in terms of the different compressibilities and different rates of dilation observed for the three frictional materials.

The directions of the major principal strain increment, stress, and stress increment during rotation of the principal stress axes at any stress level are studied for $K_0$‐consolidated clay using a torsion shear apparatus with individual control of the vertical normal stress, the confining pressure, and the shear stress on hollow cylinder specimens under undrained and drained conditions. The torsion shear tests are performed along predetermined stress‐paths, which are chosen to cover the full range of rotation of principal stress axes from 0° to 90° relative to vertical. The test results indicate that the major principal strain increment directions coincide with the major principal stress directions at failure. The directions of major principal strain increment coincide with the directions of major principal stress increment at low stress levels and with the directions of major principal stress at higher stress levels. This indicates that the behavior of clay gradually changes from elastic to plastic as the stress level is increased. Elasto‐plastic theory is therefore suitable for modeling the behavior of clay during rotation of principal stress axes.

The effects of uncertainty in the steady‐state procedure for evaluation of liquefaction potential are evaluated and discussed. While steady‐state concepts provide a useful framework for understanding of the liquefaction behavior of soils, it is quite sensitive to parameters whose magnitude are in practice uncertain. Density changes during sampling and the slope of the steady‐state line are identified as uncertain parameters. The uncertainty associated with those parameters is quantified by statistical analyses of previously reported data. The effect of these uncertainties on the results of the steady‐state liquefaction evaluation procedure is evaluated. The results indicate that, for many liquefiable soils, significant uncertainty exists in the steady‐state strength predicted by the steady‐state method. For such soils, this steady‐state strength must be significantly reduced in order to reduce the probability of misclassifying a liquefiable soil as a nonliquefiable soil to an acceptably low value. Reduction factors corresponding to various probabilities of misclassification are presented.

This paper presents a method to calculate the chain tension at the anchor point and the chain configuration inside the soil for an anchoring system consisting of a pile with an embedded connection between the anchor pile and the mooring chain. Employing the incremental‐integration technique, the equilibrium equations of the embedded chain are derived and a solution procedure is proposed. In the mathematical model, the soil resistances to the chain are calculated on the basis of available soil models for estimating the bearing and sliding resistances on a strip foundation in clay. The effective widths of the chain to be used in the calculation of soil resistances in bearing and friction have been determined from a number of laboratory tests carried out on 6.4 mm, 9.5 mm, and 16 mm chains in soft clay, and a recommendation is made in this respect. A practical application of the method demonstrates the optimization of the design that can be obtained.

In one‐dimensional consolidation tests, sensitive clays exhibit a nonlinear compression behavior characterized by a small change in void ratio up to the maximum past effective vertical stress, followed by an abrupt decrease in the void ratio over a small effective stress range. As the effective stress increases still further, the rate of change of void ratio diminishes. It is proposed to represent this behavior by two models, one very simple, and a second somewhat more complex, analogous to those used to describe the phase transition of liquid to a solid with a decrease in temperature below the melting (or solidification) point. The maximum past effective stress is equivalent to the solidification temperature. A simplified analysis, which can be performed by hand, of the one‐dimensional compression of over‐consolidated clay results, and is presented for the field case of the settlement measured at the Olga B test site, with some success.

An approach for stability analysis of geosynthetic reinforced earth structures over firm foundations is presented. The approach involves both internal and external stability analyses. The internal stability analysis is based on variational limiting equilibrium and satisfies all equilibrium requirements. Two extreme inclinations of reinforcement tensile resistance are investigated: orthogonal to the radius defining the geosynthetic sheet, and horizontal, signifying the as‐installed position. Although a horizontal positioning requires slightly longer anchorage to assure pullout resistance, the slip surface is shallower when compared to the orthogonal case. As a result, the required total embedment length is longer for the orthogonal inclination. The external stability analysis is an extension of the bilinear wedge method and it allows a slip plane to propagate horizontally along a reinforcing sheet. The results for both the internal and external stability analyses are conveniently presented in the form of design charts. Given a slope and a design safety factor, the geosynthetic sheets' profile as well as their required tensile resistance can be determined utilizing these charts.

A laboratory technique for the determination of the lateral swelling pressure of expansive clays is described. The method uses a hydraulic triaxial cell fitted with a lateral strain belt, and is based on the ``Method of Equilibrium Void Ratios'' (Sridharan et al). Comparative tests on a high-plasticity clay from southeast Queensland, Australia, using a conventional oedometer cell indicate that the lateral swelling pressure may be more than twice the vertical value. The method has the advantage that a constant vertical stress similar to field conditions may be imposed on the soil sample. Furthermore, lateral strains are measured directly, thus obviating the need for inferring them from measurements of axial and volumetric strain. The method enables the lateral swelling pressure under conditions of some known, finite value of lateral strain to be estimated, which is useful for applications such as retaining walls where finite deflections are inevitable. A disadvantage of the method is the time required to conduct sufficient tests to accurately define the swelling pressure.

Three methods used to determine the relative compaction of fill having oversize particles are compared. For the purpose of this study, oversize particles are defined as rock that is retained on the 3/4-in. (19-mm) sieve, while the soil matrix is the material passing the 3/4-in. (19-mm) sieve. The three methods are the elimination method, adjusted maximum dry density method, and the substitution method. The three methods did not give the same results for the tested soil. Assuming a fill that must be compacted to 90% relative compaction, the elimination method would require the highest field dry density, while the adjusted maximum dry density method would require the lowest field dry density. For fill that contains large amounts of oversize particles, the adjusted maximum dry density method should be used with caution, since this method can result in low dry density values of the soil matrix.

Curves for estimating allowable pressures, for square footings on sand, have been computed using Schmertmann's method for settlement prediction. Although the form of these curves is consistent with Taylor's qualitative assessment, there are significant differences between the results obtained and those previusly published by other authors. To permit comparison with previous work, curves were computed using simplifying assumptions including uniform static cone resistance and a surface loading for square footings on soil depths greater than twice the footing width. The computed curves show that allowable values of soil pressure, for 25-mm settlement, vary substantially with width of footing (hence the previously published constant value approach may be oversimplified), and that for large footings, previously published values of soil pressure may be excessive.