SURFACE STRUCTURES:DAMS & EMBANKMENTS approach embankment. The design of piles loaded by lateral soil movements is problematic in that existing design approaches are generally inconsistent or show poor correlation with available data. New empirical design charts are presented to allow an assessment of maximum pile bending moment and pile head deflection based on the relative soilpile stiffness and current loading level. A new analytical approach is also developed on the basis of a simple deformation mechanism. The method accounts for the main features of the problem through an approximate representation of the embankment-soil-pile interaction, and is shown to compare favourably with centrifuge model test data. Recommendations for the design of pile groups for loading from lateral soil movements are also given. (Authors) 951236 Lateral load capacity of single piles in sand M. Mahmoud & E. Burley, Proceedings ICE: Geotechnieal Engineering, 107(3), 1994, pp 155-162. - This paper investigates the behaviour of single unrestrained (flee-headed) scale model piles installed vertically in a cohesionless seabed sand, subjected to static lateral loading. A study is made of some of the parameters which influence the lateral load capacity of single piles; these are breadth, depth of embedment and the cross-sectional shape of the pile. Variations of lateral load with the above parameters show that the behaviour of laterally loaded piles is essentially controlled by all of these parameters. In order to illustrate these relationships further, test results are presented in terms of Broms dimensionless groups H/~'KpB' and LIB for different stages of loading corresponding to different pile head lateral displacement ratios (x/B). (from Authors) 951237 Lateral load analysis of mingle piles and drilled shafts J. M. Duncan, L. T. Evans Jr & P. S. K. Ooi, Journal of Geotechnieal Engineering - ASCE, 120(6), 1994, pp 10181033. The p-y method of analysis models nonlinear behavior, and is an effective method of designing deep foundations subjected to lateral loads. Deflections and bending moments calculated using p-y analyses have usually been found to he in good agreement with field measurements. This paper describes a method of analysis, the characteristic load method (CLM) that is simpler than p-y analyses, but that closely approximates p-y analysis results. The method uses dimensional analysis to characterize the nonlinear behavior of laterally loaded piles and drilled shafts by means of relationships among dimensionless variables. (from Authors) 33A Dams and embankments 951239 Detection of water leakage from dams by self-potential method N. H. AI-Saigh, Z. S. Mohammed & M. S. Dahham, Engineering Geology, 37(2), 1994, pp 115-121. A self-potential survey of streaming potentials along the eastern embankment of a dam was very successful in locating leakage areas and determining the relative intensity of discharge. Self-potential measurements have shown negative anomalies of up to 100 mV in amplitude. The width of the discharge areas ranged between about 40 m and 150 m. Repeated observations of SP data at two different reservoir levels showed no great change in the leakage flow behaviour. (from Authors) 951240 The practice of developing criteria of the safe state of an earth dam with respect to slope stability N. A. Kxasil'nikov, Hydrotechnical Construction, 27(12), 1993, pp 732-737; translated from: Gidrotekhnieheskoe Stroitel'stvo no. 12, 1993, pp 43-47. This article examines how to develop graphs or dependences making it possible to establish on the basis of the water level in piezometers the value of the stability factor of a dam slope at a specific time and, in particular, to determine the maximum allowable values of the water level in piezometers corresponding to the standard value of the slope stability factor in all operating regimes of the structure. The values of the maximum allowable indices (MAIs) developed for piezometers installed on structures provide a prompt evaluation of the state of the dam by operating personnel and can be used when analysing and interpreting the data of on-site measurements by monitoring and measuring instruments on earth dams. A method is given for developing the MAIs, the composition of the accompanying topographic and survey works, geotechnical and other investigations is shown. The introduction fo these recommendations into practice will promote a decrease of the failure rate of earth dams. (from Authors) 951241 Formulation of hydrodynamic pressures in cracks due to earthquakes in concrete dams R. Tinawi & L. Guizani, Earthquake Engineering & Structural Dynamics, 23(7), 1994, pp 699-715. A new analytical development of the seismic hydrodynamic pressure inside pre-existing cracks on the upstream face of concrete dams is presented. The finite control volume approach is utilized to derive an expression for the seismic hydrodynamic pressure using the continuity principle and the linear momentum theorem for the fluid inside the crack. The derived pressure expression is a function of the relative crackopening acceleration and velocity. (from Authors) 951238 Lateral load analysis of g r o u p of piles aod drilled shafts P. S. K. Ooi & M. Duncan, Journal of Geotechnical Engineering. ASCE, 120(6), 1994, pp 1034-1050. 951242 Reliability analysis of sediment control steel dams S. Katsuki & D. M. Frangopol, Structural Safety, 15(1-2), 1994, pp 131-148. This paper presents a simple method (the group amplification procedure) for estimating pile group deflections and maximum bending moments. The method is applicable to groups of drilled shafts as well as groups of piles. Group lateral deflections and the maximum bending moment in the most severely loaded pile in the group are estimated by multiplying the values for single piles by amplification factors (which have values larger than unity). (from Authors) This study presents a reliability analysis method for sediment control steel dams under rock impact loading. Because of the ability to develop significant postelastic deformations prior to failure, sediment control steel dams are analyzed by the incremental elastoplastic approach. The proposed method takes into account the axial-bending-torsional interaction as well as all uncertainties associated with the loading, including impact location, impact angle, rock mass, and rock velocity. R M M S 32 I J