Este trabalho abordou o estudo de ligação viga de aço e pilar misto preenchido com concreto a partir da aplicação de modelos numérico para representar o comportamento de duas tipologias de ligação: uma ligação parafusada com aderência entre os parafusos passantes e o núcleo de concreto e uma ligação soldada, validadas com base em resultados experimentais existentes. Os resultados obtidos nessa etapa foram considerados satisfatórios, dentro da proposta de modelagem, apesar das simplificações adotadas. Após a validação do modelo numérico foi desenvolvido um estudo paramétrico dos modelos de ligação para entender a influência de alguns parâmetros no comportamento global da estrutura, que foram: resistência à compressão do concreto e espessura do perfil tubular e perfil da viga, com posterior discussão da relação momento-rotação das duas tipologias de ligação estudadas. A mudança do perfil da viga foi o parâmetro que mais influenciou no comportamento global da ligação parafusada; enquanto que, para a ligação soldada, as variações de todos os parâmetros influenciaram no comportamento da ligação, com destaque para a variação do perfil da viga. / This research studied connections typology between steel beams to column filled with concrete from the application of numerical models that reproduce the behavior of two connections: bolted beam-column connection and welded beam-column connection, which were calibrated using existing experimental results. At this stage, the results were considered satisfactory, within the proposed model, despite the adopted simplifications. After the calibration, a parametric study was developed with the aim of verifying the influence of some parameters on the overall behavior of the structure, such as the concrete compression strength, the thickness of the tube wall and the beam properties, with discussions of bending moment-rotation of the studied connections. The beam properties were the parameters that most influenced on the overall behavior of the bolted beam-column connection, while, for the welded connection, all parameters influenced on the overall behavior of the connection, specially the beam properties.

Este trabalho abordou o estudo de ligação viga de aço e pilar misto preenchido com concreto a partir da aplicação de modelos numérico para representar o comportamento de duas tipologias de ligação: uma ligação parafusada com aderência entre os parafusos passantes e o núcleo de concreto e uma ligação soldada, validadas com base em resultados experimentais existentes. Os resultados obtidos nessa etapa foram considerados satisfatórios, dentro da proposta de modelagem, apesar das simplificações adotadas. Após a validação do modelo numérico foi desenvolvido um estudo paramétrico dos modelos de ligação para entender a influência de alguns parâmetros no comportamento global da estrutura, que foram: resistência à compressão do concreto e espessura do perfil tubular e perfil da viga, com posterior discussão da relação momento-rotação das duas tipologias de ligação estudadas. A mudança do perfil da viga foi o parâmetro que mais influenciou no comportamento global da ligação parafusada; enquanto que, para a ligação soldada, as variações de todos os parâmetros influenciaram no comportamento da ligação, com destaque para a variação do perfil da viga. / This research studied connections typology between steel beams to column filled with concrete from the application of numerical models that reproduce the behavior of two connections: bolted beam-column connection and welded beam-column connection, which were calibrated using existing experimental results. At this stage, the results were considered satisfactory, within the proposed model, despite the adopted simplifications. After the calibration, a parametric study was developed with the aim of verifying the influence of some parameters on the overall behavior of the structure, such as the concrete compression strength, the thickness of the tube wall and the beam properties, with discussions of bending moment-rotation of the studied connections. The beam properties were the parameters that most influenced on the overall behavior of the bolted beam-column connection, while, for the welded connection, all parameters influenced on the overall behavior of the connection, specially the beam properties.

In this thesis I explore two factors that impose constraints for external finance of firms in Emerging market, the lack of property rights protection and the absence of political connections. I demonstrates that strengthening of property rights protection and sustaining tighter political connection is beneficial for firms external finance.

by C.W. Tong. / Thesis (M.Phil.)--Chinese University of Hong Kong, 1994. / Includes bibliographical references (leaves 96-98). / Chapter 1 --- Introduction --- p.1 / Chapter 1.1 --- The Availability of Parallel Processing Machines --- p.2 / Chapter 1.1.1 --- Neural Networks --- p.5 / Chapter 1.2 --- Parallel Processing in the Continuous-Time Domain --- p.6 / Chapter 1.3 --- Binary Relation Inference Network --- p.10 / Chapter 2 --- Binary Relation Inference Network --- p.12 / Chapter 2.1 --- Binary Relation Inference Network --- p.12 / Chapter 2.1.1 --- Network Structure --- p.14 / Chapter 2.2 --- Shortest Path Problem --- p.17 / Chapter 2.2.1 --- Problem Statement --- p.17 / Chapter 2.2.2 --- A Binary Relation Inference Network Solution --- p.18 / Chapter 3 --- A Binary Relation Inference Network Prototype --- p.21 / Chapter 3.1 --- The Prototype --- p.22 / Chapter 3.1.1 --- The Network --- p.22 / Chapter 3.1.2 --- Computational Element --- p.22 / Chapter 3.1.3 --- Network Response Time --- p.27 / Chapter 3.2 --- Improving Response --- p.29 / Chapter 3.2.1 --- Removing Feedback --- p.29 / Chapter 3.2.2 --- Selecting Minimum with Diodes --- p.30 / Chapter 3.3 --- Speeding Up the Network Response --- p.33 / Chapter 3.4 --- Conclusion --- p.35 / Chapter 4 --- VLSI Building Blocks --- p.36 / Chapter 4.1 --- The Site --- p.37 / Chapter 4.2 --- The Unit --- p.40 / Chapter 4.2.1 --- A Minimum Finding Circuit --- p.40 / Chapter 4.2.2 --- A Tri-state Comparator --- p.44 / Chapter 4.3 --- The Computational Element --- p.45 / Chapter 4.3.1 --- Network Performances --- p.46 / Chapter 4.4 --- Discussion --- p.47 / Chapter 5 --- A VLSI Chip --- p.48 / Chapter 5.1 --- Spatial Configuration --- p.49 / Chapter 5.2 --- Layout --- p.50 / Chapter 5.2.1 --- Computational Elements --- p.50 / Chapter 5.2.2 --- The Network --- p.52 / Chapter 5.2.3 --- I/O Requirements --- p.53 / Chapter 5.2.4 --- Optional Modules --- p.53 / Chapter 5.3 --- A Scalable Design --- p.54 / Chapter 6 --- The Inverse Shortest Paths Problem --- p.57 / Chapter 6.1 --- Problem Statement --- p.59 / Chapter 6.2 --- The Embedded Approach --- p.63 / Chapter 6.2.1 --- The Formulation --- p.63 / Chapter 6.2.2 --- The Algorithm --- p.65 / Chapter 6.3 --- Implementation Results --- p.66 / Chapter 6.4 --- Other Implementations --- p.67 / Chapter 6.4.1 --- Sequential Machine --- p.67 / Chapter 6.4.2 --- Parallel Machine --- p.68 / Chapter 6.5 --- Discussion --- p.68 / Chapter 7 --- Closed Semiring Optimization Circuits --- p.71 / Chapter 7.1 --- Transitive Closure Problem --- p.72 / Chapter 7.1.1 --- Problem Statement --- p.72 / Chapter 7.1.2 --- Inference Network Solutions --- p.73 / Chapter 7.2 --- Closed Semirings --- p.76 / Chapter 7.3 --- Closed Semirings and the Binary Relation Inference Network --- p.79 / Chapter 7.3.1 --- Minimum Spanning Tree --- p.80 / Chapter 7.3.2 --- VLSI Implementation --- p.84 / Chapter 7.4 --- Conclusion --- p.86 / Chapter 8 --- Conclusions --- p.87 / Chapter 8.1 --- Summary of Achievements --- p.87 / Chapter 8.2 --- Future Work --- p.89 / Chapter 8.2.1 --- VLSI Fabrication --- p.89 / Chapter 8.2.2 --- Network Robustness --- p.90 / Chapter 8.2.3 --- Inference Network Applications --- p.91 / Chapter 8.2.4 --- Architecture for the Bellman-Ford Algorithm --- p.91 / Bibliography --- p.92 / Appendices --- p.99 / Chapter A --- Detailed Schematic --- p.99 / Chapter A.1 --- Schematic of the Inference Network Structures --- p.99 / Chapter A.1.1 --- Unit with Self-Feedback --- p.99 / Chapter A.1.2 --- Unit with Self-Feedback Removed --- p.100 / Chapter A.1.3 --- Unit with a Compact Minimizer --- p.100 / Chapter A.1.4 --- Network Modules --- p.100 / Chapter A.2 --- Inference Network Interface Circuits --- p.100 / Chapter B --- Circuit Simulation and Layout Tools --- p.107 / Chapter B.1 --- Circuit Simulation --- p.107 / Chapter B.2 --- VLSI Circuit Design --- p.110 / Chapter B.3 --- VLSI Circuit Layout --- p.111 / Chapter C --- The Conjugate-Gradient Descent Algorithm --- p.113 / Chapter D --- Shortest Path Problem on MasPar --- p.115

This research project focuses on how social workers can improve the healthcare experience for people who are homeless. The twelve participants in this study were recruited from a homeless shelter located in Southern California. Data was collected for this study using qualitative methods by means of interviews. Interviews were conducted in person, audio recorded, and then transcribed for data analysis. Findings from this study indicated that the concepts of time, perception of needs being met, service connection, staff interaction, social work intervention, and potential social work intervention were all connected to whether participants viewed their healthcare visit as a negative experience or a positive experience. In addition, findings from this study revealed a low percentage of reported social work encounters at healthcare facilities among study participants. Results from this study have implications for social work practice in regards to location of social work intervention at healthcare facilities and extension of social work roles in healthcare settings.

The current research work investigates the behaviour of steel and composite beams as well as beam-to-column connections at elevated temperatures. Significant attention is needed to identify the main issues, as the behaviour is profoundly different from that at ambient temperature. Local buckling of the beam flange outstands has been found to be highly significant in accelerating the development of catenary action in fire, since this action is reliant on hinges forming which may result from local buckling. Local buckling of the beam web, which experiences a non-uniform temperature variation, is also important because the mechanical properties of the steel are degraded non-uniformly from their ambient values. Current formulations for web buckling at ambient temperature therefore need substantial revision at elevated temperatures. Very large compressive forces are developed within the beams initially and these induce large stresses in the column web; hitherto this has not been considered. Developing a formulation representing the mechanics of this potential failure zone in the column web in the compression region of the connection is a useful and needed addition to research in the topic. Predicting the critical temperature in a connection that causes failure of the bolts, end plate and column flange in the tension zone of the connection is considered in this research work. An elastic analysis of a panel zone in a rigid or semi-rigid joint in a steel frame, which is based on simple equilibrium considerations that takes into account the shear and flexural deformations of the panel zone, is developed at elevated temperatures. In order to model the structural response of a composite beam restrained by cooler members in a steel compartment fire in a frame structure at elevated temperature, recourse is needed to a geometric nonlinear formulation, since the beam transverse deflections are not negligible and the axial compressive force in the member is also substantial at the early stages of the fire. This thesis presents such a formulation, which incorporates partial interaction between the concrete slab and steel component, as well as the degradation of the stiffnesses of the components of the composite beam prior to yield at elevated temperature.

A new three-dimensional finite solid element (3D FE) model for dowel-type wood connections was developed using the concept of a beam on a nonlinear wood foundation, which addresses the intricate wood crushing behaviour under the connector in a dowel type connection. In order to implement the concept of wood foundation with solid elements, a 3D FE wood foundation model was defined within a prescribed foundation zone surrounding the dowel. Based on anisotropic plasticity material theory, the material model for the foundation zone was developed using effective foundation material constants that were defined from dowel-embedment test data. New 3D FE single nail connection models were developed that incorporated the wood foundation model. The 3D wood foundation model was justified and validated using dowel-embedment test data with a range of dowel diameters, from a 2.5-mm nail to a25.4-mm bolt. The connection models provided successful results in simulating the characteristics of load-slip behaviour that were experimentally observed. Based on the success of the single nail connection models, several applications of the3D FE connection models were investigated including statistical wood material models, bolted connection models and a multiple nail connection model. Throughout the application studies, discussion of the benefits and limitations of the new model approach using the 3D FE wood foundation are presented. Also, future areas of study are proposed in order to improve the 3D FE dowel-type wood connections models.

Timber construction has increased in popularity in different countries in Europe thanks to a new material apparition and environmental stakes. In order to construct a timber structure we use different types of connections. The design of connections is complex since it is influenced by many different factors. However, the connection is the weak part of the structure and has high risk of collapse. Therefore the connection often determines the capacity of the structure.In 1975 the commission of the European Community decided to harmonize of technicalities and rules of design in the field of construction. The aim is to increase the competition between companies and simplify the trade of products and services within the European Union. The regulation for timber structures is Eurocode 5 (EC5).This study investigates how the EC5 can influence the design of a connection with a single shear plane for a steel-timber connection with nails or screws. This study is based on the comparison between the connection properties obtained using the EC5 and those recommended in a brochure from one of the large glulam manufacturers in Sweden based on the Swedish regulations.The outcome is that the new regulation has a strong impact on the design of the steel plates. The requirement in minimum spacing imposes a specific dimension and position of the fasteners. Moreover, the capacity of the connection is influenced by the distance between the fasteners parallel to the grain, which determines the effective number of fasteners involved in the connection.

Since 2002, the department of electricity at Uppsala university has pushed the Lysekil project. The project has a number of wave energy converters installed in the sea southwest of Lysekil. The purpose of this work is to design, build and test a DC-DC converter, which will later be used as a necessary part of the grid connection of a wave energy converter. Since a wave energy converter does not generate electricity at a constant frequency, it is not possible to use a gearbox. Instead, power is rectified and, if there are several wave power energy converters, are put together with the others before it is inverted and transformed to the correct voltage level, and finally connected to the grid [1]. The designed DC-DC converter is a converter of the type "inverting buck-boost", i.e. a converter that can both lower and raise the voltage, and inverts the polarity of the output. Although the voltage in normal circumstances will only be increased, the simulations showed that the efficiency and cost of components did not differ much between a "boost" and "buck-boost" converter, thus considered flexibility to be able to lower the voltage if needed. The project also includes a small part to the construction of a bridge rectifier, but as the most difficult moment in the project is the DC-DC converter, the greatest focus will be there.

Bridges consisting of steel plate girders and composite concrete deck slabs are common throughout North America. For a typical highway application, these composite bridges are constructed with a cast-in-place concrete deck; however, some composite bridge designs utilize precast concrete deck panels. For example, bridges built on temporary access roads which service resource industries throughout Western Canada often employ composite bridges that consist of steel plate girders and precast concrete deck panels. For spans between 18- to 36 metres, permanent bridges currently present the best economy; although, portable structures would be preferred on these temporary roads so that the bridge could be relocated after the road is decommissioned. This study proposes a shear connection between steel plate girders and precast concrete deck panels, which allows fastening, and unfastening, of these two components enabling a portable composite bridge. In total, ten connection concepts were developed during this study and a multi-criteria assessment was performed to evaluate each concept respectively. Based on the outcome of this multi-criteria assessment, and subsequent sensitivity analysis, a preferred connection was established and a finite element model was developed for the analysis of composite bridge girders. For the initial development of the finite element model, the test set up and experimental findings of a test program by other researchers was employed so that the finite element analysis results could be compared to those reported from a physical experiment. Following this initial finite element analysis, full scale composite bridge girders were modelled so that the influence of the proposed shear connection on the behaviour of a composite girder could be studied. The model was verified for its ability to capture the possible effects of flange buckling, web buckling, and lateral torsional buckling of the steel plate girder. It was then confirmed that these local responses do not influence the performance of the proposed portable composite bridge system. A parametric study was also performed in which the effect of shear connection stiffness and spacing on the behaviour of the composite girder was investigated. This parametric study allowed the sensitivity of the proposed connection to variations in these two parameters to be assessed and also allowed preliminary study of the performance of composite girders with alternative shear connection designs.