No description available.

<p dir="ltr">This project looks into the strength capacity and behavior of GFRP rebars compared to steel rebars. Tested with different adhesives and embedded at multiple embedment depths, this research aims to look how those factors influence the overall performance of the rebars.</p>

Os pontos com maior fragilidade em estruturas de madeira são as ligações, pois nelas ocorrem as maiores concentrações de tensões. Dentre os tipos de conectores mais utilizados nas ligações temos os pinos metálicos, no quais se enquadra o parafuso comum. Para o dimensionamento de ligações por pinos metálicos, dois parâmetros são utilizados: a resistência ao escoamento do aço e a resistência da madeira ao embutimento. O objetivo deste trabalho foi comparar os métodos de ensaio de documentos normativos (ABNT NBR 7190:1997, EN 383:2007, ASTM D5764:2007, EUROCODE 5:2004, NDS:2001 e LRFD:1996) com a finalidade de estabelecer uma proposta de método de ensaio para a determinação da resistência da madeira ao embutimento. Foram realizados ensaios na direção paralela e na direção normal às fibras para seis espécies de madeira (Paricá, Pinus elliottii, Pinus oocarpa, Jatobá, Lyptus e Cupiúba), utilizando vários diâmetros (8 mm, 10 mm, 12 mm e 16 mm) para os pinos metálicos. Baseado na análise dos resultados obtidos foi proposta a adoção do método de ensaio baseado na EN 383:2007. Os resultados experimentais para a resistência ao embutimento tem maior aprovação com o parâmetro resistência à compressão paralela às fibras, atualmente adotado pela ABNT NBR 7190:1997. Além disso, esse método recomenda dimensões que facilitam a confecção dos corpos de prova, principalmente na direção normal às fibras. / Main fragility in timber structures occurs in the connections, because to stress concentrations. Most of connections use bolts laterally loaded, a metal dowel-type fastener. Two parameters are used for design of the connections with metal dowel-type in timber structures: yield strength of metal dowel and embedment strength of wood. The aim of this study was to compare the test methods of Codes (ABNT NBR 7190:1997, EN 383:2007, ASTM D5764:2007, EUROCODE 5:2004, NDS:2001 and LRFD:1996) in order to establish a proposed test method for the determination of the embedment strength of wood. The tests were performed applying load in the direction parallel and in the direction perpendicular to the grain for six species of wood (Paricá, Pinus elliottii, Pinus oocarpa, Jatobá, Lyptus and Cupiúba) using several diameters (8 mm, 10 mm, 12 mm and 16 mm) for the metal dowels. Based on the analysis of the results, is proposed adopting the test method based on EN 383:2007. The experimental results for the embedment strength has better fit with the strength parameter currently used by ABNT NBR 7190:1997, compression parallel to the grain. In addition, this method recommends dimensions that facilitate the specimens preparation, mainly in the direction perpendicular to the grain.

This study investigated the vibration serviceability of timber structures with dowel-type connections. It addressed the use of such connections in cutting-edge timber structures such as multi-storey buildings and long-span bridges, in which the light weight and flexibility of the structure make it possible that vibration induced by dynamic forces such as wind or footfall may cause discomfort to occupants or users of the structure, or otherwise impair its intended use. The nature of the oscillating force imposed on connections by this form of vibration was defined based on literature review and the use of established mathematical models. This allowed the appropriate cyclic load to be applied in experimental work on the most basic component of a dowel-type connection: a steel dowel embedding into a block of timber. A model for the stiffness of the timber in embedment under this cyclic load was developed based on an elastic stress function, which could then be used as the basis of a model for a complete connector. Nonlinear and time-dependent behaviour was also observed in embedment, and a simple rheological model incorporating elastic, viscoelastic and plastic elements was fitted to the measured response to cyclic load. Observations of the embedment response of the timber were then used to explain features of the behaviour of complete single- and multiple-dowel connections under cyclic load representative of in-service vibration. Complete portal frames and cantilever beams were tested under cyclic load, and a design method was derived for predicting the stiffness of such structures, using analytical equations based on the model for embedment behaviour. In each cyclic load test the energy dissipation in the specimen, which contributes to the damping in a complete structure, was measured. The analytical model was used to predict frictional energy dissipation in embedment, which was shown to make a significant contribution to damping in single-dowel connections. Based on the experimental results and analysis, several defining aspects of the dynamic response of the complete structures, such as a reduction of natural frequency with increased amplitude of applied load, were related to the observed and modelled embedment behaviour of the connections.

Finite element models were created in Abaqus 6.14 to characterize the rotational stiffness of shallowly embedded column-foundation connections. Scripts were programmed to automate the model generation process and allow study of multiple independent variables, including embedment length, column size, baseplate geometry, concrete modulus, column orientation, cantilever height, and applied axial load. Three different connection types were investigated: a tied or one part model; a contact-based model; and a cohesive-zone based model. Cohesive-zone modeling was found to give the most accurate results. Agreement with previous experimental data was obtained to within 27%. Baseplate geometry was found to affect connection stiffness significantly, especially at lower embedment depths. The connection rotational stiffness was found to vary only slightly with cantilever height for typical column heights. Results from varying other parameters are also discussed.

Despite the crucial role they play in transferring loads from the superstructure to the foundation, steel column-to-footing connections have received little attention in research. Though shallow embedded connections are typically characterized as pinned, studies have shown that they exhibit significant rotational stiffness. The objective of this thesis is to quantify the rotational stiffness of such connections. A method named the continuum model is developed by which the rotational stiffness of embedded connections may be calculated. Outputs from this model are compared with experimental data on steel connections embedded in concrete. The continuum model is shown to be capable of reasonably predicting the rotational stiffness of such connections. Results from the model were consistent with those of previous experimental studies that showed that embedment lengths greater than twice the column depth fail to significantly increase stiffness. Plots of rotational stiffness vs. embedment length developed from the continuum model are provided such that rotational stiffness may be calculated for any wide flange shape at any embedment length. Simplified equations provide a simpler way for engineers to estimate the same information.

The trajectory and capacity are key components of the design of drag embedment anchor and drag-in vertically loaded anchors. This experimental testing program quantifies two factors that describe the anchor trajectory and capacity: the equilibrium bearing factor (Ne) and the tangential bearing factor (Ne). These factors can aid in the development of a numerical model of anchor behavior. A magnetometer device is used to track the orientation and location of the anchor during drag embedment. The results of the experimental testing program were compared with the results from a predictive model. The experimental program consisted of drag embedment tests with various testing conditions including different anchor line diameters and different initial pitch orientations. The results with the different anchor lines indicated that thinner anchor lines cause the anchor to dive deeper in the soil. The different initial pitch results indicate that regardless of the initial pitch of the anchor, the anchor rotates to a unique pitch trajectory within 2 fluke lengths. / text

Os pontos com maior fragilidade em estruturas de madeira são as ligações, pois nelas ocorrem as maiores concentrações de tensões. Dentre os tipos de conectores mais utilizados nas ligações temos os pinos metálicos, no quais se enquadra o parafuso comum. Para o dimensionamento de ligações por pinos metálicos, dois parâmetros são utilizados: a resistência ao escoamento do aço e a resistência da madeira ao embutimento. O objetivo deste trabalho foi comparar os métodos de ensaio de documentos normativos (ABNT NBR 7190:1997, EN 383:2007, ASTM D5764:2007, EUROCODE 5:2004, NDS:2001 e LRFD:1996) com a finalidade de estabelecer uma proposta de método de ensaio para a determinação da resistência da madeira ao embutimento. Foram realizados ensaios na direção paralela e na direção normal às fibras para seis espécies de madeira (Paricá, Pinus elliottii, Pinus oocarpa, Jatobá, Lyptus e Cupiúba), utilizando vários diâmetros (8 mm, 10 mm, 12 mm e 16 mm) para os pinos metálicos. Baseado na análise dos resultados obtidos foi proposta a adoção do método de ensaio baseado na EN 383:2007. Os resultados experimentais para a resistência ao embutimento tem maior aprovação com o parâmetro resistência à compressão paralela às fibras, atualmente adotado pela ABNT NBR 7190:1997. Além disso, esse método recomenda dimensões que facilitam a confecção dos corpos de prova, principalmente na direção normal às fibras. / Main fragility in timber structures occurs in the connections, because to stress concentrations. Most of connections use bolts laterally loaded, a metal dowel-type fastener. Two parameters are used for design of the connections with metal dowel-type in timber structures: yield strength of metal dowel and embedment strength of wood. The aim of this study was to compare the test methods of Codes (ABNT NBR 7190:1997, EN 383:2007, ASTM D5764:2007, EUROCODE 5:2004, NDS:2001 and LRFD:1996) in order to establish a proposed test method for the determination of the embedment strength of wood. The tests were performed applying load in the direction parallel and in the direction perpendicular to the grain for six species of wood (Paricá, Pinus elliottii, Pinus oocarpa, Jatobá, Lyptus and Cupiúba) using several diameters (8 mm, 10 mm, 12 mm and 16 mm) for the metal dowels. Based on the analysis of the results, is proposed adopting the test method based on EN 383:2007. The experimental results for the embedment strength has better fit with the strength parameter currently used by ABNT NBR 7190:1997, compression parallel to the grain. In addition, this method recommends dimensions that facilitate the specimens preparation, mainly in the direction perpendicular to the grain.

No description available.

Four beam-bond test specimens, two in accordance with RILEM TC-RC5 recommendation, labelled as RILEM and two based on a modified form of the ACI 208 beam-bond test method, labelled as Notched, were tested in four-point bending to investigate the bond stress distribution and values along the bar embedment length of a 15 𝑚𝑚 nominal diameter GFRP rebar. The beams experienced failure through the rupturing of the longitudinal GFRP tensile reinforcement. In addition, two Modified and ten Standard pullout specimens were tested using the same bar. The beam-bond and the Modified pullout specimens had embedment length of 600 𝑚𝑚 while the Standard pullout specimens had, in accordance with CSA S806, 60 𝑚𝑚 embedment, or four times the bar nominal diameter. The first Modified pullout specimen experienced concrete splitting failure and as a result, the second was lightly confined and failed by GFRP bar rupture. All ten Standard pullout specimens failed due to bar pullout. It was determined that the actual bond stress distribution as a function of the embedment length is practically parabolic and can be described by the derivative of a modified form of the logistic growth function used to approximate the strain distribution along the embedment length. Furthermore, the maximum bond stress location progressively moves from the loaded-end towards the unloaded-end as the bond continues to deteriorate with increasing GFRP stress levels. The development length recommendations by ACI 440.1 and to a lesser degree, CSA S806 and CSA S6 are quite conservative compared to that which is required. It is observed that pullout tests alone cannot provide sufficient knowledge regarding the bond behaviour of FRP reinforcement; consequently, the results of beam-bond testing are more appropriate. Standard pullout tests may be incorporated into quality assurance programs with the understanding that they cannot provide valuable information regarding bond stress distribution and required development length in real structural elements with large embedment lengths. In terms of the beam-bond test method, the RILEM TC-RC5 design recommendation appears to be superior since it eschews severe stress perturbation caused by incidence of flexural cracks at beam midspan. As a result, it produces stability in the terms of the data gathered from the strain gauges placed on the GFRP bar. This benefit outweighs the ease of constructability of the Notched beams as well as their resemblance to real beams. / Thesis / Master of Applied Science (MASc) / The force that bonds a reinforcing rod to concrete is determined using three test methods. Each method is recommended by some design standards, but it is unclear how the results of these tests compare to each other. To shed light on the issue, a 15 𝑚𝑚 fibre glass rod was tested using three well-known test methods. It was discovered that two of the methods give results that are reasonably close while the third gives variable results that generally do not agree with the results of the other two. It was also discovered that the required embedment length recommended for such a bar by design codes and standards are relatively excessive because they underestimate the actual bond strength of the rod. Since sometimes it may be difficult to provide such long length in practice, it is recommended that the code requirements be revisited.