Graphite is used within a reactor as a moderator and a reflector material. During fast neutron irradiation, the physical properties and dimensions of nuclear graphite are changed significantly. Graphite shrinkage could lead to disengagement of individual component and loss of core geometry; differential shrinkage in the graphite component could lead to the generation of internal stresses and component failure by cracking. The latter behaviour is complicated by the irradiation induced changes in Young's modulus and strength. These dimensional and modulus change have been associated with the irradiation-induced closure of many thousands of micro-cracks associated with the graphite crystallites due to crystal dimensional change. Closure of microcracks in nuclear graphite was simulated by external pressure (hydrostatic loading, deviatory stress and dynamic loading) and not by irradiation, whilst Young's modulus was measured to check if there was any correlation between the two mechanisms. A study of the deformation behaviour of polycrystalline graphite hydrostatically loaded up to 200MPa are reported. Gilsocarbon specimens (isotropic) and Pile Grade A (PGA) specimens are (anisotropic in nature) were investigated. Strain measurements were made in the axial and circumferential directions of cylindrical samples by using strain gauges. Dynamic Young's modulus was also investigated from the propagation velocity of an ultrasonic wave. Porosity measurements are made to determine the change in the porosity before and after deformation and also their contribution towards the compression and dilatation of graphite under pressure. Graphite crystal orientation during loading was also investigated by using XRD (X-ray diffraction) pole figures. Effective medium models were also investigated to describe the effect of porosity on graphite elastic modulus. All the graphite specimens investigated exhibited non-linear pressure- volumetric strain behaviour in both direction (axial and circumferencial). In most of the experiments, the deformation was closing porosity despite new porosity being generated. Under hydrostatic loading, PGA graphite initially stiff then it became less stiff after a few percent of volume strain and then after about ~20% volumetric strain they stiffen up again, whist Gilsocarbon showed similar behaviour at lower volumetric strain (~10-13%). Gilsocarbon was stiff than PGA; this behaviour is due to the fact that Gilsocarbon has higher density and lower porosity than PGA. During unloading, a large hysteresis was formed. The stressed grains are relieved; the initial closed pores began to reopen. It is suggested that during this stage, the volume of pore re-opening superseded the volume of pores closing, the graphite sample volume almost fully recovered. In the axial compression test, PGA perpendicular to the extrusion direction (PGA-AG) was less stiff than PGA parallel to the extrusion direction (PGA-WG); in the hydrostatic compaction test, the PGA-WG sample deformed more because it had to undergo a less complicated shape change. This is because the symmetry of their anisotropy is parallel to the symmetry of the sample. The Pole figures showed an evidence of slight crystal reorientation after hydrostatic loaded up to 200MPa. The effective medium model revealed the importance of porosity interaction in graphite during loading.

O presente trabalho discute comparativamente o comportamento mecânico de solos lateríticos e não lateríticos para uso em pavimentação. Para tanto foram ensaiados 3 pares de solos, sendo cada par constituído por solos de curvas granulométricas semelhantes, mesma classificação HRB e comportamentos distintos quanto à laterização. Foram realizados ensaios triaxiais convencionais do tipo CD saturado e não saturado sem controle de sucção e ensaios de compressão simples. A partir dos resultados dos ensaios foram modeladas as deformações elásticas em função das tensões de confinamento e determinadas as envoltórias de ruptura de Mohr-Coulomb. Concluiu-se que a maior resistência dos solos lateríticos está representada na componente coesão da envoltória de Mohr-Coulomb e que esta é mobilizada praticamente ao máximo desde o início em um ensaio triaxial. A diferença de resistência entre os ensaios saturados e não saturados também se mostrou na coesão, com a soma nesta da componente coesão aparente, fruto da sucção. O ângulo de atrito mostrou-se constante para as duas gêneses, tanto para a condição saturada como para a condição não saturada. Os solos lateríticos apresentam rigidez maior que os não lateríticos, tanto na condição saturada como na condição não saturada. Para os níveis de tensão de confinamento utilizados, a rigidez dos solos, de ambas as gêneses, na condição saturada, diminui com o aumento da tensão confinante. Também se observou que a ação da sucção existente nos ensaios não saturados proporciona, para ambas as gêneses, uma mudança da sensibilidade da rigidez ao aumento da tensão confinante. / The present paper discusses the mechanical behavior of lateritic and no-lateritic soils for use in pavement. To attain that goal, 3 pair soils were rehearsed, being each pair constituted by soils of similar granulometric curves, same HRB classification and different genesis. The experimental program was constituted of static triaxial compression test of the type saturated CD and of the type unsaturated without suction control and unconfined compression strength test. With the results of the tests, the elastic strains were modeled in function of the confinement stresses and the rupture paths of Mohr-Coulomb were determined. The analysis that the shear strength of the lateritic soils is greater than no-lateritic soil because of the cohesion. Since the begin it, the cohesion is mobilized practically to the maximum for both soils. The difference of shear strength between the saturated and unsaturated tests it is also cohesion, with the sum in that component of the cohesion apparent produced for suction. The angle of internal friction is constant for the two genesis as much for the saturated test as for the unsaturated test. The lateritic soils present greater stiffness than the no-lateritic soils, as much for saturated test as for unsaturated test. For the levels of confinement stresses used, in the saturated condition the stiffness of the soils decreases with the increase of the confinement stresses of both genesis. In addition, it was observed that the suction existent in the unsaturated testing produce a change of the sensibility of the soils stiffness to the increase of the confinement stress for both genesis.

O presente trabalho discute comparativamente o comportamento mecânico de solos lateríticos e não lateríticos para uso em pavimentação. Para tanto foram ensaiados 3 pares de solos, sendo cada par constituído por solos de curvas granulométricas semelhantes, mesma classificação HRB e comportamentos distintos quanto à laterização. Foram realizados ensaios triaxiais convencionais do tipo CD saturado e não saturado sem controle de sucção e ensaios de compressão simples. A partir dos resultados dos ensaios foram modeladas as deformações elásticas em função das tensões de confinamento e determinadas as envoltórias de ruptura de Mohr-Coulomb. Concluiu-se que a maior resistência dos solos lateríticos está representada na componente coesão da envoltória de Mohr-Coulomb e que esta é mobilizada praticamente ao máximo desde o início em um ensaio triaxial. A diferença de resistência entre os ensaios saturados e não saturados também se mostrou na coesão, com a soma nesta da componente coesão aparente, fruto da sucção. O ângulo de atrito mostrou-se constante para as duas gêneses, tanto para a condição saturada como para a condição não saturada. Os solos lateríticos apresentam rigidez maior que os não lateríticos, tanto na condição saturada como na condição não saturada. Para os níveis de tensão de confinamento utilizados, a rigidez dos solos, de ambas as gêneses, na condição saturada, diminui com o aumento da tensão confinante. Também se observou que a ação da sucção existente nos ensaios não saturados proporciona, para ambas as gêneses, uma mudança da sensibilidade da rigidez ao aumento da tensão confinante. / The present paper discusses the mechanical behavior of lateritic and no-lateritic soils for use in pavement. To attain that goal, 3 pair soils were rehearsed, being each pair constituted by soils of similar granulometric curves, same HRB classification and different genesis. The experimental program was constituted of static triaxial compression test of the type saturated CD and of the type unsaturated without suction control and unconfined compression strength test. With the results of the tests, the elastic strains were modeled in function of the confinement stresses and the rupture paths of Mohr-Coulomb were determined. The analysis that the shear strength of the lateritic soils is greater than no-lateritic soil because of the cohesion. Since the begin it, the cohesion is mobilized practically to the maximum for both soils. The difference of shear strength between the saturated and unsaturated tests it is also cohesion, with the sum in that component of the cohesion apparent produced for suction. The angle of internal friction is constant for the two genesis as much for the saturated test as for the unsaturated test. The lateritic soils present greater stiffness than the no-lateritic soils, as much for saturated test as for unsaturated test. For the levels of confinement stresses used, in the saturated condition the stiffness of the soils decreases with the increase of the confinement stresses of both genesis. In addition, it was observed that the suction existent in the unsaturated testing produce a change of the sensibility of the soils stiffness to the increase of the confinement stress for both genesis.