Analytical evaluations are presented on the behavior of piles in permafrost subjected to long‐term lateral loads and unbalanced moments. Frozen soils that exhibit secondary (uniform) creep characteristics are considered. Computer simulations are used to analyze the behavior of laterally loaded piles in permafrost and to develop comparisons with laterally loaded piles on thawed soils. Comparisons with available field and lab test data are presented. Procedures are developed that allow the prediction of the time required for a laterally loaded pile to attain a uniform creep rate; these results can be used to plan and evaluate future test programs.

Relatively simple analytical procedures are developed for analyzing laterally loaded piles in permafrost. The procedures are based on a model, developed by Nixon, which analyzes a laterally loaded pile in permafrost as a strip footing on a viscous medium. The procedures are applicable to free‐headed piles subject to long‐term lateral loads and/or moments in frozen soils that exhibit secondary (uniform) creep. Equations are presented which allow calculation of the uniform pile lateral creep rate, the maximum pile moment, and shear force. An example problem demonstrating the application of the developed procedures is included.

In the design of vertical piles subjected to lateral dynamic loads, the lateral soil resistance is often represented as a series of discrete springs, each with a nonlinear resistance‐deflection $p‐y$ curve. Owing to the lack of dynamic test data, it is common to use static load results, even for dynamic loading. The results from a recent full‐scale cyclic dynamic pile test series in sand have been reduced to yield dynamic $p‐y$ curves and indicate that the current oil industry recommendations overestimate the dynamic lateral resistance, especially at large deflection levels. Strain‐softening, partial liquefaction, and gapping effects were observed. Variations in dynamic stiffness and damping capacity appear more dependent on nonlinear behavior than on the frequency of excitation.

Postconstruction deformations of some rockfill dams with a slightly inclined or central till (moraine) core are presented. Although deformation still continues, even 30 years after dam construction, for all practical purposes the settlement could be nevertheless considered to cease 36 months following the end of construction. The crest settlement reflects the core compression, which is relatively low, while the downstream rockfill shoulders exhibit much higher settlements. The maximum settlement expressed as a percentage of height (%H) does not always concur with the maximum measured settlement value or with the maximum fill height. Depending on the valley cross section (width), an arching phenomenon can develop and push the maximum %H towards the abutments. Horizontal deflection downstream also expressed as a percentage of the height of the dam crest could reach 1.5–5.0 times the settlement value. The effect of impounding is illustrated by a differential deformation (settlement and deflection) of the upstream and downstream edge of the crest, inducing a progressive spreading (widening) of the crest (danger of longitudinal fissuration). Settlement and deflection envelope curves based on the values recorded by the analyzed structures could be used as a quick tool for monitoring the future behavior of dams and dikes.