Compaction Criteria for Eastern Coal Waste Embankments

103A 843208 Compaction criteria for eastern coal waste embankments Saxena, S K; Lourie, D E; Rao, J S J Geotech Engng Di~ A S C E VIIO, NGT2, Feb 1984, P262284

Four full scale embankments were constructed to evaluate compaction equipment performance, optimum lift thickness and number of passes required for a specified degree of compaction for coal refuse. It was found that the most suitable equipment considering shear strength and permeability is either a vibratory smooth drum or sheepsfoot rollers with an applied force of not less than 46,0001b and compaction lifts not greater than lft in thickness. 23 refs. 843209 Use of charts for reliability-based design of embankments on saturated clay layer Matsuo, M; Suzuki, H Soils Found V23, N3, Sept 1983, P13-26

The minimum central safety factor and the corresponding slip circle in the stability analysis of an embankment on a saturated clay layer are formulated, and charts for their estimation and the estimation of the failure/safety factor relationship are presented. Numerical examples of the optimization of the design of a slope gradient of an embankment, width of the counterweight fill and multistaged construction of an embankment are given. 843210 Three-dimensionai stability analyses of four embankment failures Azzouz, A S; Baligh, M M; Ladd, C C Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981 V3, P343-346. Publ Rotterdam: A. A. Balkema, 1981

Presents four case histories of embankments rapidly loaded to failure on saturated clay foundations. Two- and threedimensional total stress circular arc stability analyses are performed using two strength models: (1) the (uncorrected) field vane strength, and (2) the Stress History and Normalized Soil Engineering Properties strength, after accounting for strain compatibility along the shear surface and strength anisotropy. End effects are shown to increase the conventionht twodimensional factor of safety by as much as 30%, and hence, if neglected, can lead to significant overestimation of backfigured strengths. Auth. 843211 Construction pore pressures - case study of Ramganga Dam Goel, M C; Das, N C Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981 V3, P417-420. Publ Rotterdam: A. A. Balkema, 1981

843213 Stability test of a rocidill dam by centrifuge Mikasa, M; Mochizuki, A; Matumoto, T Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981 V3, P475-478. Publ Rotterdam: A. A. Baikema, 1981

Eleven types of two-dimensional dam models have been tested by centrifuge to investigate the stability of Gongen dam, a zoned type dam planned in Japan, three of which are reported here. The deformation of the model dam was observed as precisely as possible by a newly developed observation system. The features of Gongen dam such as inclined core, underlying diluvial clay layer and earthy material of the downstream shell were investigated to search their influence on the stability of the dam. The core type was found to be the most influential, not for the ultimate stability but for the deformability of the dam. 843214 Failures of a monozone earth dam of expansive clay Nagarkar, P K; Kulkarni, R P; Kulkarni, M V; Kulkarui, D G Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981 V3, P491-494. Publ Rotterdam: A. A. Balkema, 1981

The Swedish slip circle and Bishop's semi-rigorous methods have been used in stability analyses of several failures of the Waghad Dam, India, constructed of highly plastic, expansive black clay. The study has shown that the state of stability and the plane of slip are correctly represented by Bishop's method. 843215 Longterm behaviour of a dam in a period of 108 years Wackernagel, A Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981 V3, P561-563. Publ Rotterdam: A. A. Balkema, 1981

The behaviour and safety of a dam after a lifetime of 108 years has been checked using classical soil mechanics methods. As creep has occurred over the years the safety factor of the dam, believed to be close to unity at construction, has increased to 1.14 and is expected to carry on increasing. 843216 Geodrain installation at Lornex Tailings Dam Burke, H H; Smucha, S S Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981 V3, P599-602. Publ Rotterdam: A. A. Balkema, 1981

Observation data of pore pressures during construction of the 128m high gamganga Dam, India, was collected and analysed. The study indicated that the construction pore pressures assumed for the dam design were on the conservative side.

Construction of the Lornex Dam, British Columbia, Canada, was dependent on the gain in strength of the soft foundation. The dam was constructed at a predetermined rate so that the strength would always exceed the stress induced by the embankment load. The Geodrains placed in the foundation increased the rate of pore pressure dissipation and thus allowed a rate of construction compatible with the time available. Monitoring instruments were installed to control the rate of safe embankment construction.

843212 Behaviour of Venemo D m by three-dimensional FE Justo, J L; Saura, J Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981 V3, P449-452. Publ Rotterdam: A. A. Balkema, 1981

843217 Strain behaviour of soil-fabric model embankments McGown, A; Andrawes, K Z; Mashhour, M M; Myles, B Proc lOth International Conference on Soil Mechanics and Foundation Engineering, Stockholm, 15-19 June 1981 V3, P739-744. Publ Rotterdam: A. A. Balkema, 1981 The paper considers the influence of placing horizontal and inclined multilayers of non-woven melt-bonded fabric in plane strain model sand embankments 0.9m high, 2.0m half base width and 0.3m thick, resting on a 0.3m deep elastic foundation. From direct measurements of displacements in the model, direct and shear strains are calculated. Comparisons are made