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By E. Maranha das Neves (auth.), E. Maranha das Neves (eds.)

279 four. 2. uncomplicated formula 280 four. three. adaptations at the topic 285 four. four. C. S. Parameters 286 five. CONCLUSIONS 289 REFERENCES 290 bankruptcy 12 FINITE aspect tools 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. simple FINITE point process 292 five. INTERPRETATION OF FINITE aspect DIS­ PLACEMENTS - 1D CASE 294 6. NEW LAYER STIFFNESS aid 296 7. MODELLING COMPACTION three hundred eight. FINITE point potent pressure options 302 eight. 1. Undrained potent pressure research 302 eight. 2. recognized pore strain switch research 305 nine. FIRST FILLING AND OPERATION - basic 306 10. LOADING because 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 point issues 314 12. cave in cost 314 xili 12. 1. Nobari and Duncan's strategy 317 12. 2. Generalisation of Nobari and Duncan's process 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 identical LAYER STIFFNESS 332 bankruptcy thirteen CONCRETE FACE ROCKFILL DAMS NELSON L. DE S. PINTO 1. creation 341 2. present layout perform 343 2. 1. Evolution 343 2. 2. Embankment 344 2. 2. 1.

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By E. Maranha das Neves (auth.), E. Maranha das Neves (eds.)

279 four. 2. uncomplicated formula 280 four. three. adaptations at the topic 285 four. four. C. S. Parameters 286 five. CONCLUSIONS 289 REFERENCES 290 bankruptcy 12 FINITE aspect tools 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. simple FINITE point process 292 five. INTERPRETATION OF FINITE aspect DIS­ PLACEMENTS - 1D CASE 294 6. NEW LAYER STIFFNESS aid 296 7. MODELLING COMPACTION three hundred eight. FINITE point potent pressure options 302 eight. 1. Undrained potent pressure research 302 eight. 2. recognized pore strain switch research 305 nine. FIRST FILLING AND OPERATION - basic 306 10. LOADING because 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 point issues 314 12. cave in cost 314 xili 12. 1. Nobari and Duncan's strategy 317 12. 2. Generalisation of Nobari and Duncan's process 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 identical LAYER STIFFNESS 332 bankruptcy thirteen CONCRETE FACE ROCKFILL DAMS NELSON L. DE S. PINTO 1. creation 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

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In some cases, owing to difficulties concerning the existing methodologies of assessment, and in others owing to limitations in the available testing facilities, we have been led to develop some very simple alternative ways of tackling this problem. When first trying to systematize the situation referring to carbonate rocks an abacus for the geotechnical classification was developed (Delgado Rodrigues, 1988). It has porosity and swelling strain as the only parameters and some applications so far available support the validity of this procedure (Fig.

In order that the index might keep its comparative value, the swelling strain only can be expressed as mentioned, which means that the value used corresponds to the actual swelling strain multiplied by 10 4 • In this way, for most common rocks, the weights that correspond to swelling and porosity in the proposed formula fall within the same range (between 0 and 30), and therefore, variations in each parameter may noticeably influence the final value of the index. From the above mentioned paper, it can be seen that the first trials with this index are very promising.

1970». Fig. 2 shows an example taken from carbonate rocks illustrating some details that may accompany such correlations. Correlations between porosity and ultimate compressive strength show two different branches. One applied to specimens 17 with porosity higher than about 3 to 4 percent, while a second branch embraces those having lower porosity. ) Figure 2 Relationship between porosity strength for dried specimens of limestones and compressive High porosity carbonate rocks commonly correspond to materials having more or less equidimensional pores while those of low porosity are predominantly fissured materials.

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