By E. Maranha das Neves (auth.), E. Maranha das Neves (eds.)
279 four. 2. easy formula 280 four. three. diversifications at the subject matter 285 four. four. C. S. Parameters 286 five. CONCLUSIONS 289 REFERENCES 290 bankruptcy 12 FINITE aspect equipment FOR FILLS AND EMBANKMENT DAMS D. J. NAYLOR 1. creation 291 2. variety of LAYERS - real AND ANALYTICAL 292 three. DEFORMATION IN A emerging FILL 292 four. uncomplicated FINITE aspect process 292 five. INTERPRETATION OF FINITE aspect DIS PLACEMENTS - 1D CASE 294 6. NEW LAYER STIFFNESS relief 296 7. MODELLING COMPACTION three hundred eight. FINITE aspect potent rigidity innovations 302 eight. 1. Undrained potent tension research 302 eight. 2. recognized pore strain swap research 305 nine. FIRST FILLING AND OPERATION - normal 306 10. LOADING as a result of IMPOUNDING 308 10. 1. upstream membrane dam 308 10. 2. inner membrane dam 308 10. three. Zoned embankment dams 312 eleven. research OF FIRST FILLING AND OPERATION 312 eleven. 1. First filling 312 eleven. 2. regular seepage 314 eleven. three. Finite aspect concerns 314 12. cave in cost 314 xili 12. 1. Nobari and Duncan's process 317 12. 2. Generalisation of Nobari and Duncan's procedure 319 12. three. One-dimensional instance 320 323 thirteen. functions thirteen. 1. carsington dam 323 thirteen. 2. Beliche dam 325 thirteen. three. Monasavu dam 330 REFERENCES 335 APPENDIX: DERIVATION OF an identical LAYER STIFFNESS 332 bankruptcy thirteen CONCRETE FACE ROCKFILL DAMS NELSON L. DE S. PINTO 1. advent 341 2. present layout perform 343 2. 1. Evolution 343 2. 2. Embankment 344 2. 2. 1.
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Extra resources for Advances in Rockfill Structures
SHAPE AND SIZE PROPERTIES Rockfills are particulate bodies whose constitutive elements may vary within a very large size range. The same descriptive concepts used for fine soils are applicable to rockfills but their experimental materialization is highly cumbersome with large dimension pieces. Particle size curves, mean diameter uniformity coefficient, etc. are useful concepts and the overall behaviour of rockfill structures depend very much on the 23 actual values of these parameters. Other papers will discuss this matter in more detail.
Voids may be more or less equidimensional (pores) or very flat entities (fissures) and the predominance of one of these types has far-reaching implications as regards rock properties. Plutonic and metamorphic rocks are fissured materials, and sedimentary rocks may be predominantly porous. Fissures reduce strength and ultrasonic velocities, and increase permeability much more efficiently than pores. In clastic rocks, cementing matter plays a decisive role in rock properties and frequently has more influence on mechanical properties than the clastic components.
The significance of test results varies according to the type of rock concerned and their relevance from a geotechnical viewpoint changes according to the objective, namely the use that is expected for the rock material. This means that it is not the number of tests that is meaningful but the criterion of choice that can point to the quality and relevance of any laboratory testing programme. The philosophy used for grouping and presenting rock properties depends on the objective and may vary widely.