An earth‐retaining structure that derives its stability from anchor plates placed in the backfill soil is described. The system has been used for railroad/highway bridge abutments and as earth‐retaining walls to contain soil. It can easily be installed in stages to reach the desired height, and compares favorably with the conventional retaining wall in construction cost. An analytical solution has been formulated to calculate the system equilibrium state from which the equilibrium lateral pressure can be determined. Based upon the results of a parametric study using granular backfill, it was found that the most significant factor that could effect the lateral earth pressure and the amount of outward wall movement is the ratio of the area of the anchor plates to the area of the wall. The analytical solution provides the basis of a more rational design procedure for the system described.

An investigation into the vertical uplift of anchor plates in a cohesionless medium is described. Factors investigated in relation to the load‐displacement response were the size and shape of plate, depth of embedment, sand density, and plate surface roughness. The results of laboratory tests are presented, together with equilibrium and limit analysis methods of predicting the ultimate resistance. Comparisons are made between the laboratory test results, the developed analyses, and existing theories. It is shown that the different theoretical solutions examined predict a relatively wide range of ultimate uplift resistance with no one approach showing good agreement with the experimental evidence for all cases examined.

A simple method is outlined for analyzing the residual stresses in a single pile following driving or jacking and for determining the subsequent axial load‐deformation behavior. It is found that the stiffness of the pile head response is generally less for tensile loading than for compression loading. The most significant effects occur for piles in sand; piles in soft clay are not significantly influenced by the presence of residual stresses. The cyclic response of piles in sand may also be affected adversely by residual stresses. Comparisons with field and laboratory test data suggest that the theory incorporating residual stress effects can give reasonable estimates of axial pile behavior.

The $C_{\alpha }/C_c$ concept, which completely defines secondary compression behavior of any one soil in terms of a constant $C_{\alpha }/C_c$ and the EOP e‐log ${\sigma }_{\upsilon }^{\prime }\text{,}$ is a powerful practical tool for settlement analysis and interpretation of data from load‐controlled and deformation‐controlled consolidation tests. The correct procedure for evaluating $C_{\alpha }/C_c$ for any soil is described. The $C_{\alpha }/C_c$ concept was used to obtain an expression for the behavior of the coefficient of earth pressure at rest, $K_0\text{,}$ during secondary compression. This approach predicts an increase in $K_0$ during secondary compression. This approach also predicts that the $K_0=1$ condition will not be reached during the typical geologic age of soft clay deposits. Laboratory measurements on the behavior of $K_0\text{,}$ including during secondary compression, are presented for four soft clays. The proposed approach also provides an estimate of in situ $K_0$ in soft clay deposits. Two alternative laboratory procedures were used to determine in situ $K_0$ for four soft clays. These values compare well with the predictions.

Nine slopes excavated in soft Conemaugh shales containing slickensides were investigated. The trace lengths and orientations of the slickensides found in exposures were measured. The shear strengths of the intact shales and slickensides were measured by means of direct shear tests. Stability analyses were performed to calculate the shear strength of the shale in the failed slopes. For the stable slopes, the strength required to attain a safety factor of 1 was calculated. The in situ strength must exceed this strength. The estimated strengths are examined in the light of the average density and the average length of slickenside traces and the stress distribution. Estimates are made of the effect of slickensides and stress distribution on the reduction of shear strength below its peak value.