The state of the art of sheet pile bulkheads design and investigation is reviewed. Using some examples of relatively recent large scale model tests and full scale investigations it is shown that the Coulomb Theory of earth lateral pressure against retaining structures with some empirical modifications could be used in design of anchored sheet pile bulkheads. However, in some cases of full scale investigations of anchored bulkheads it was found that the value of lateral soil pressure exceeded the value of minimum active pressure, as determined by Coulomb Theory, and it was close to “at rest” pressure. This phenomenon is explained by the soil “heredity” effect.

In stability analysis of slopes susceptible to toppling, the forces generated by the overturning columns in rock slopes are calculated as a function of slope height and column thickness $(H/t)$ for various failure plane dip values. Because toppling failure is essentially a two‐dimensional process, the dimensionless geometric components of the interactive forces can be obtained by assigning a unit value for column thicknesses. Then, the actual magnitudes of the interactive forces on the columns can be calculated using the scalar values of the slope height and unit weight of the rock. The stability of a potentially toppling slope is defined by the stability of the toe column of the slope; i.e., the slope is stable if the toe column requires no support. A set of diagrams are constructed to reveal the relationships between the dimensionless geometric components of the required support forces on the two column and $H/t$ ratios, for limit equilibrium conditions. The actual values of the required support forces are later calculated for actual slope heights and unit weight of the slope material.

This paper utilizes an efficient finite‐element formulation to study the dynamic response characteristics of single constrained‐head piles embed ded in a soil stratum whose modulus is proportional to depth from the surface. The excitation consists of a harmonic horizontal force or moment applied at the pile head, and the soil is modeled as a linear hysteretic medium. The results of a comprehensive parametric study are presented in the form of non‐dimensional graphs from which one can readily estimate static and dynamic stiff nesses and effective damping ratios of piles in many practical situations. For flexible piles, in particular, simple, yet sufficiently accurate, algebraic formulas are derived, valid for a wide range of problem parameters. Finally, the concept of an effective soil modulus is introduced to elucidate the importance of soil nonhomogeneity and to gain valuable insight to the mechanics of the problem.

A double underreamed drilled shaft with 5 ft (1.5 m) diameter bells and 2.5 ft (0.8 m) diameter shaft was instrumented and load tested. Results of the load test indicate that the underreams act independently at very small displacements and that settlement of only about 0.2% of the base diameter causes the underreams to act as a unit. The ultimate resistance of the unit consists of bearing on the lower base and shear resistance on the cylinder circumscribing the bells. A double underreamed production drilled shaft with 12 ft (3.6 m) diameter bells was instrumented to determine long term settlement and to verify the support mechanism. Both load test and production drilled shafts were designed for a bearing pressure slightly below the preconsolidation pressure. Settlement at the working load of the production drilled shaft was only 1.25% of the base diameter or 1.8 in. (46 mm) indicating that long term settlement at the working load is within tolerable limits.

A mathematical model describing the behavior of a fully saturated sediment subjected to a uniformly eroding load is developed on the basis of Terzaghi's classical consolidation theory. The model is used to analyze simultaneous generation and dissipation of deficient pore water pressures. A moving boundary erosion/swelling problem results from this formulation. Analytical solutions are obtained for several cases of practical interest. The computed results are presented in dimensionless quantities. It has been found that the deficient pore water pressure normalized with respect to the (soil) weight removed at any instant is a function of: (1) The ratio of the depth to the thickness of soil removed up to that instant; and (2) the ratio of the rate of soil removal to the swelling coefficient of the soil.

This paper presents an analysis of the depth of penetration of sheet piles necessary to provide stability against overturning. Previously developed equations of eqiulibrium are used. Results are given for a two-parameter and a one-parameter soil.

An equivalent stationary motion model is evaluated for a liquefaction study. This ground motion model transforms a true, nonstationary motion into a segment of a ficticious Gaussian stationary random process. In the liquefaction study, an excitation is further converted into uniform cycles according to Palmgren-Miner criterion. Effective peak acceleration (EPA) is used as an indicator for liquefaction potential of a motion, which is the amplitude of a motion after it is converted into 10 uniform cycles. For 140 earthquake records, EPA are calculated for both the original and the equivalent stationary motions. Close agreements are observed between these two sets of EPA. Thus, the equilavent stationary motion for ground motions provides an attractive tool for use in the evaluation of the risk of liquefaction.

This report describes a new technique to install piezometers under flowing artesian conditions. A unique procedure and special equipment were developed and fabricated in the field to facilitate the piezometer installation in the abutments of an arch dam. The foundation pressures were recorded during the reservoir filling. The instruments responded accurately to the reservoir water level fluctuations. The instruments were monitored for three years.

Results, of elastic analysis of laterally loaded fixed-head piles embedded in a two-layer soil system, are presented for a wide range of cases of practical interest for piles having length to diameter ratio (L/d) of 25 and 50 in non-dimensional form. It is concluded that stiff surface layer of thickness varying from 0.1L to 0.3L broadly controls the lateral response of piles. Surface layer having Young's modulus equal to or greater than six times that of a under layer, and depths varying from 0.1L to 0.2L, has considerable beneficial effects in reducing the ground deflection and fixed head moment of a pile. Lower depths are associated with very flexible piles. An illustrative example shows the utility and applicability of the results.