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Yes / Increasing infrastructure growth has forced the construction industry to look for wasteful, cheap, and suitable materials for construction. An investigation into the geotechnical utilization of fly ash was carried out in the present study. Practical applications normally involve the use of large quantities of fly ash, so proper mixing of the fly ash with other materials may not be significantly achieved. Therefore, the present paper investigates the behaviour of a fly ash–bentonite layered system with different ratios. The physical properties and chemical composition of fly ash and bentonite were determined. SEM and energy dispersive X-ray experiments were also used to investigate the morphology and phase compositions of fly ash and bentonite. A series of consolidated undrained (CU) triaxial tests on fly ash–bentonite were carried out to investigate shear strength characteristics. Fly ash (F) and bentonite (B) were used in the following ratios: 1:1 (50% F:50% B), 2:1 (67% F:33% B), 3:1 (75% F:25% B), and 4:1 (80% F:20% B), with different numbers of interfaces (N), i.e., 1, 2, and 3 for each ratio. The deviator stress and cohesion value were found to increase with the number of interfaces for each ratio. The angle of shear resistance changed marginally with the increase in the fly ash–bentonite ratios and varying interfaces.

Yes / A 9 x 18 x 1 feed-forward neural network (NN) model trained using a resilient back-propagation algorithm and early stopping technique is constructed to predict the shear strength of deep reinforced concrete beams. The input layer covering geometrical and material properties of deep beams has nine neurons, and the corresponding output is the shear strength. Training, validation and testing of the developed neural network have been achieved using a comprehensive database compiled from 362 simple and 71 continuous deep beam specimens. The shear strength predictions of deep beams obtained from the developed NN are in better agreement with test results than those determined from strut-and-tie models. The mean and standard deviation of the ratio between predicted capacities using the NN and measured shear capacities are 1.028 and 0.154, respectively, for simple deep beams, and 1.0 and 0.122, respectively, for continuous deep beams. In addition, the trends ascertained from parametric study using the developed NN have a consistent agreement with those observed in other experimental and analytical investigations.

The research conducted was part of a project sponsored by the Virginia Department of Transportation and the Virginia Transportation Research Council. One PCBT-53 girder was fabricated with lightweight, self-consolidating concrete. An additional composite cast-in-place lightweight concrete deck was added at the Virginia Tech Structures and Material Laboratory. The project had two specific goals. The first was to experimentally determine the shear strength of the bridge girder. The initial tests focused on the web-shear strength of the girder, and the second tests focused on the flexure-shear strength. The theoretical predictions for the web shear strength were all conservative when compared to the experimentally measured failure strength. The theoretical predictions of the flexure-shear strength were typically unconservative because during the flexure-shear test the girder reached the nominal flexural strength, and a failure occurred in the previously damaged region of the beam. Shear strength was also predicted using the design material properties. Results from these calculations suggested that the equation for the steel contribution to shear strength proposed in the NCHRP Simplified Method were unconservative. Further investigation into the results from the web-shear test showed that the maximum nominal shear strength calculated using the AASHTO LRFD Specifications was typically unconservative. Test results from this project suggested that the constant multiplier of 0.25 used in the LRFD equation for Vnmax may be too high. Further research may be needed to accurately quantify an upper limit on the shear strength. Additionally, predictions of the initial web-shear cracking load were conservative when using the AASHTO Standard Specifications and the NCHRP Simplified Method. The initial web-shear crack angle was under-predicted using the AASHTO LRFD Specifications. The second goal was to monitor the change in prestress over time (and hence the prestress loss) occurring in the PCBT-53 girder. Prestress losses were experimentally measured by vibrating wire gages (measured changes in concrete strain) and flexural load testing. Measured prestress losses were compared to a theoretical prediction calculated using the AASHTO Refined Method. The amount of prestress recorded at any given time using vibrating wire gages was greater than predictions from the AASHTO Refined method. The effective prestress measured just prior to deck placement was higher than the theoretical prediction, and the measured effective prestress at the time of testing was also higher than the theoretical effective prestressing force. The effective prestress value calculated using the flexural crack initiation method was significantly lower than the effective prestress values predicted by both the code provisions and the vibrating wire gages; however, the effective prestress value calculated using the flexural crack re-opening method corresponded very well with the effective prestress values predicted by the code provisions and measured by the vibrating wire gages. The discrepancy in the crack initiation effective prestress values may be due to prestress losses occurring between placement of the concrete and transfer of the prestress force. These losses are not taken into account when using current code provisions to estimate prestress losses. Additional research is recommended to determine if these losses occur in bulb-tee girders, and if so, to quantify them. Finally, from test results within the scope of this research project, design of prestressed bulb-tee girders with lightweight, self-consolidating concrete is practical. The current AASHTO LRFD Specifications provided conservative results when predicting the shear strength of the PCBT-53. Additionally, prestress losses in PCBT girders fabricated with lightweight, self-consolidating concrete were less than those predicted using the AASHTO Refined method. / Master of Science

yes / A 9 × 18 × 1 feed-forward neural network (NN) model trained using a resilient back-propagation algorithm and early stopping technique is constructed to predict the shear strength of deep reinforced concrete beams. The input layer covering geometrical and material properties of deep beams has nine neurons, and the corresponding output is the shear strength. Training, validation and testing of the developed neural network have been achieved using a comprehensive database compiled from 362 simple and 71 continuous deep beam specimens. The shear strength predictions of deep beams obtained from the developed NN are in better agreement with test results than those determined from strut-and-tie models. The mean and standard deviation of the ratio between predicted capacities using the NN and measured shear capacities are 1·028 and 0·154, respectively, for simple deep beams, and 1·0 and 0·122, respectively, for continuous deep beams. In addition, the trends ascertained from parametric study using the developed NN have a consistent agreement with those observed in other experimental and analytical investigations.

yes / A mechanism analysis based on the upper-bound theorem of concrete plasticity is developed to predict the critical failure plane and corresponding shear capacity of reinforced concrete dapped-end beams. Failure modes observed in physical tests of reinforced concrete dapped-end beams are idealised as an assemblage of two moving blocks separated by a failure surface of displacement discontinuity. The developed mechanism analysis rationally represents the effect of different parameters on failure modes; as a result, the predicted shear capacity is in good agreement with test results. On the other hand, empirical equations specified in the Precast/Prestressed Concrete Institute design method and strutand-tie model based on ACI 318-05 highly underestimate test results. The shear capacity of dapped-end beams predicted by the mechanism analysis and strut-and-tie model decreases with the increase of shear span-to-full beam depth ratio when failure occurs along diagonal cracks originating at the bottom corner of the full-depth beam, although the shear span-to-full beam depth ratio is ignored in the Precast/Prestressed Concrete Institute design method.

An extensive literature review and experimental study were performed to investigate whether cavitation and dissolved gases exiting solution from soil pore water are the cause of the erratic undrained behavior often observed in triaxial tests on saturated, dilatant silts. The literature indicates that ground water contains various amounts of dissolved gases and that gases dissolved in soil pore water will have sufficient time to exit solution to some extent, due to the pore pressure reductions which occur during sampling and unconsolidated-undrained triaxial tests. The exit of dissolved gases from solution would increase the soil volume and affect its undrained behavior. Experiments were performed on saturated silts to measure the pore pressure reductions which occur during sampling and unconsolidated-undrained triaxial tests. The amount of dissolved air that could come out of solution and the desaturation that a saturated soil sample could experience were also estimated. Gas bubble formation and growth within the pores of a saturated silt could affect intergranular forces and influence the stress-strain behavior of the soil in undrained tests. Variations in the amount of dissolved gas exiting solution and forming bubbles from one specimen to another could be the cause of the erratic undrained behavior often observed for saturated silts. Bubble growth within the soil pores is believed to have lead to abrupt strain-softening in a number of the undrained tests performed in this research. Variations in specimen disturbance may also contribute to the erratic behavior observed in undrained tests on silts. Disturbance levels and their influence on soil behavior are difficult to quantify. Due to the unusual properties of water under negative pressure, the initial value of pore water pressure within the soil appears to have a direct influence on the undrained strength of the soil. As a result, laboratory pore water pressures should be similar to in-situ pore water pressures, in order to give reasonable undrained strength measurements. The findings of this research are believed to be worthy of further study. / Ph. D.

Os movimentos de massa de solo, geralmente, estão relacionados com a mobilização da resistência de uma ou várias superfícies de ruptura pré-existentes. Dessa maneira, o conhecimento da propriedade que rege esse comportamento (resistência ao cisalhamento residual) é de extrema importância no estudo da estabilidade de solos. Segundo Skempton (1985), resistência ao cisalhamento residual é a resistência mínima constante que o solo pode atingir, a baixas taxas de cisalhamento, após sofrer grandes deslocamentos. A determinação dos parâmetros de resistência ao cisalhamento residual pode ser realizada através de ensaios de cisalhamento por torção do tipo ring shear, adequado para estudar os mecanismos atuantes na ruptura, uma vez que permite a continuidade dos deslocamentos no solo. Nesse contexto, a pesquisa teve por objetivo desenvolver um equipamento de cisalhamento torsional baseado no ring shear descrito por Bishop et al. (1971) para avaliar o comportamento do solo a grandes deformações. O equipamento projetado foi validado, preliminarmente, segundo os resultados já publicados na literatura. / Landslides, generally, are related with the mobilization of shear strength of one or more preexisting rupture surfaces. Thus, knowledge of the property that governs this behavior (residual shear strength) has extreme importance in the stability soils study. According to Skempton (1985), residual shear strength is the minimum constant strength attained at low shear rates, at large displacements. The residual shear strength parameters can be accomplished through ring shear tests, suitable for studying the mechanisms in the rupture, since it provides continuity of displacements in the soil. In this context, the research aimed to develop a device based on ring shear described by Bishop et al. (1971) to evaluate the soil behavior in large deformations. The equipment designed was validated, preliminarily, according to the results already published in the literature.

Os movimentos de massa de solo, geralmente, estão relacionados com a mobilização da resistência de uma ou várias superfícies de ruptura pré-existentes. Dessa maneira, o conhecimento da propriedade que rege esse comportamento (resistência ao cisalhamento residual) é de extrema importância no estudo da estabilidade de solos. Segundo Skempton (1985), resistência ao cisalhamento residual é a resistência mínima constante que o solo pode atingir, a baixas taxas de cisalhamento, após sofrer grandes deslocamentos. A determinação dos parâmetros de resistência ao cisalhamento residual pode ser realizada através de ensaios de cisalhamento por torção do tipo ring shear, adequado para estudar os mecanismos atuantes na ruptura, uma vez que permite a continuidade dos deslocamentos no solo. Nesse contexto, a pesquisa teve por objetivo desenvolver um equipamento de cisalhamento torsional baseado no ring shear descrito por Bishop et al. (1971) para avaliar o comportamento do solo a grandes deformações. O equipamento projetado foi validado, preliminarmente, segundo os resultados já publicados na literatura. / Landslides, generally, are related with the mobilization of shear strength of one or more preexisting rupture surfaces. Thus, knowledge of the property that governs this behavior (residual shear strength) has extreme importance in the stability soils study. According to Skempton (1985), residual shear strength is the minimum constant strength attained at low shear rates, at large displacements. The residual shear strength parameters can be accomplished through ring shear tests, suitable for studying the mechanisms in the rupture, since it provides continuity of displacements in the soil. In this context, the research aimed to develop a device based on ring shear described by Bishop et al. (1971) to evaluate the soil behavior in large deformations. The equipment designed was validated, preliminarily, according to the results already published in the literature.