A numerical model that considers both hydrodynamic consolidation and creep behavior of soft clays has been evaluated on the basis of a comparison between numerical predictions and centrifuge test results. The constitutive relationships and the centrifuge testing results are described. The comparisons between predictions and measured values show that the numerical model is capable of predicting the time‐dependent pore pressure and deformation responses of foundation clays subjected to embankment loadings. The discrepancy between predicted immediate undrained response and measured values is explained by the effect of the stiffer undrained compression response inherent in the modified Cam‐clay model.

Because of their practicality and simplicity, consolidated isotropic undrained compression (CIUC) triaxial tests are commonly used in practice to determine the undrained shear strength of cohesive soils, even though CAUC or ${\mathrm{CK}}_0\mathrm{UC}$ tests would model in situ conditions more effectively. As a consequence, engineers must implicitly assume that the undrained shear strength and strength ratio ${\tau }_f/{\sigma }_c^{\prime }$ obtained from CIUC tests is representative of the in situ or $K_0$ strength. The paper describes a simple procedure based on critical state soil mechanics principles, Skempton's pore pressure equation, and Jaky's $K_0$ relationship, to enable the prediction of in situ or $K_0$ undrained shear strength of normally consolidated clays directly from the results of a single CIUC test. Based on limited available test data in which both types of tests were conducted on the same soil, the procedure is shown to be valid and sufficiently accurate for practical purposes.

Erosion rates of unsaturated compacted Na‐montmorillonite clays are measured under a range of tractive stresses from surface flows in a rectangular flume. The degree of saturation of compacted samples ranges from 0.52–0.97. The Na‐montmorillonite (Volclay bentonite) is mixed with ground silica to obtain samples with various percentages of clay. Samples of 100, 70, 40, and 10% clay content by dry weight are tested. Samples are compacted under 700 Pa into sample containers with $160‐{\mathrm{cm}}^2$ surface area and are subjected to flowing water in the flume. The results of the study show that the erosion rate of Na‐montmorillonite soil samples increases when clay content decreases and is independent of compaction water content. The relationship between erosion rate and tractive stress is linear for all Na‐montmorillonite samples. For the range of water content tested, an empirical relationship is developed to estimate the erosion rate of compacted Na‐montmorillonite clays as a function of percent clay content and tractive stress.

A one‐dimensional wave equation model for pile‐driving analysis is presented. In this model, the pile is represented by discrete elements, while the soil is represented by a series of springs and dashpots, the coefficients of which are derived using elasto‐dynamic theory. The soil model incorporates the loss of wave energy to the soil through radiation or geometric damping. In addition, the effect of the increase in soil resistance to failure when subjected to rapid loading is taken into account. The capability of the proposed model is demonstrated by comparison with field data of two instrumented piles. The analyses include predictions of set, and driving stresses at various levels of the piles. Comparisons are made with the sets and driving stresses predicted by the Smith (1960) model. From the analyses by the proposed model and load test results, estimations of soil setup for the two piles are also presented.

The state‐of‐the‐art of pile jetting is reviewed. In general, jetting is a very effective time‐saving method of pile driving. It can be effectively utilized for the driving of both vertical and batter piles. It is almost indispensible for the driving of wide flange piles, T‐shaped sheet piles, or similar types of piling. The method requires very simple equipment, which typically includes a centrifugal pump, jet pipes, flexible pressure hoses, and a jet pipe handling winch. The flow rate and head required for the successful pile jetting primarily depend on foundation soil conditions and the type of pile.

Design charts for three-dimensional vertical cuts are introduced. The charts are based on a variational limit-equilibrium stability analysis. These charts can be used within the framewwork of total- or effective-stress analysis, considering the longitudinal extent of the cut. In addition to the factor of safety against collapse, the charts also provide information regarding the volume of the potentially sliding mass.

Tiebacks are used extensively for temporary lateral support for exterior walls of the new underground Harvard Square transit station in Cambridge, Massachusetts. Although not required for permanent conditions, some tiebacks having construction load cell monitoring were left in place after construction was completed. These tiebacks consisted of regroutable, multistrand tendons having design capacities of 282 kips (1,250 kn). All tiebacks have been subjected to a 30-min hold test to verify capacity. After five years' time, the instrumented tiebacks are observed to be holding the design loads.