Master of Science / Pallets are used all over the world in the field of distribution. The strength values associated with a pallet have been thoroughly investigated by many different researchers; however, the stiffness values associated with pallet joints have not. The goal of this work was to investigate the stiffnesses associated with pallets joints made with lag screws and carriage bolts. It is important to understand that different materials, fastening methods, and design considerations can have a huge impact on the stiffness of the joint. This paper will discuss the various tests that were used to measure the actual stiffness of pallet joints and the results of those tests. Afterwards, the researchers detail their attempt to predict the stiffness using an equation created from the actual test data. Finally, by understanding the effects of these various factors, better pallet designs can be created that are both safer and stronger using the investigated alternative fasteners.

No / This paper presents the structural behaviour of cold-formed steel cassette wall panels subjected to in-plane shear loads. To understand the influence of configuration, lining material and connector arrangement on the overall shear behaviour of typical cassette wall panels, different lining materials, fastener spacing and positions, edge stiffeners and specific boundary conditions were assumed in the numerical simulations. The comparison and analysis presented in this paper demonstrate typical effect factors to the load-bearing capacity of selected wall panel systems. In particular, the effect of wall opening to the structural shear behaviour of wall panels is highlighted.

No / Most codes of practice, such as EC2 and ACI 318-05, recommend the use of strut-and-tie models for the design of reinforced concrete deep beams. However, studies on the validity of the strut-and-tie models for continuous deep beams are rare. This paper evaluates the strut-and-tie model specified by ACI 318-05 and mechanism analysis of the plasticity theory in predicting the load capacity of 75 reinforced concrete continuous deep beams tested in the literature. The influence of such main parameters as compressive strength of concrete, shear span-to-overall depth ratio, main longitudinal bottom reinforcement, and shear reinforcement on the load capacity is also investigated using both methods and experimental results. Experimental results were closer to the predictions obtained from the mechanism analysis than the strut-and-tie model. The strut-and-tie model highly overestimated the load capacity of continuous deep beams without shear reinforcement.

Yes / Ten reinforced-concrete continuous deep beams with openings were tested to failure. The main variables investigated were the shear span-to-overall depth ratio, and the size and location of openings. Two failure modes influenced by the size and location of web openings regardless of the shear span-to-overall depth ratio were observed. The normalised load capacity of beams having a web opening area ratio of 0·025 within exterior shear spans was approximately similar to that of their companion solid beams. Continuous deep beams having web openings within interior shear spans exhibited a higher load capacity reduction with the increase of the opening size, similar to simply supported deep beams with web openings. Formulae based on the upper bound analysis of the plasticity theory were proposed to predict the load capacity of continuous deep beams with web openings. Comparisons between the measured and predicted load capacities showed a good agreement.

Este trabalho apresenta os resultados de provas de carga em placa com monitoramento da sucção e do teor de umidade, realizadas nas profundidades de 1,5, 4,0, 6,0 e 8,0 m no Campo Experimental de Fundações da Escola de Engenharia de São Carlos, cujo perfil geotécnico é representativo da região centro-oeste do Estado de São Paulo. Para cada profundidade também se realizou ensaios com pré-inundação do terreno, representando a condição de sucção de matricial nula. Constatou-se que a profundidade e a sucção matricial média no solo sob a placa influem significativamente na capacidade de carga no sistema solo-placa. As curvas tensão x recalque obtidas não se caracterizam ruptura nítida nem indicam o modelo de ruptura física, exigindo assim, a adoção de critérios de ruptura convencional. Devido à semelhança dessas curvas com as curvas e x log\'sigma\' de ensaios de adensamento e, por isso, utilizou-se o método de PACHECO SILVA (1970) como um critério ruptura convencional, comparando-se com valores da tensão de pré-adensamento obtidos em laboratório. Também se utilizou o recalque de 25 mm para obter a correspondente ruptura convencional. / This work presents the results of plate load tests with measurements of soil matric suction and moisture content, carried out in the depths of 1,5 , 4,0 , 6,0 and 8,0 m at the Experimental Field of Foundations of School of Engineering of São Carlos, whose soil profile is representative of the middle-west region of the State of São Paulo. For each depth tests with previous flooding of the land, representing the condition of null matric suction. Were also carried out It was verified that the depth and the average matric suction in the soil under the plate influence significantly in the load capacity of the soil-plate system. The stress settlement curve obtained does not characterize clear rupture nor indicate the model of physical rupture, demanding the adoption of approaches of conventional rupture. Due to the similarity of those curves with the e x log\'sigma\' curves from consolidation tests and, to put that, PACHECO SILVA (1970) method was used as an approach to conventional rupture, being compared with values of the preconsolidation stress obtained in laboratory. It was also used settlement of 25 mm to obtain the corresponding conventional rupture.

Este trabalho apresenta os resultados de provas de carga em placa com monitoramento da sucção e do teor de umidade, realizadas nas profundidades de 1,5, 4,0, 6,0 e 8,0 m no Campo Experimental de Fundações da Escola de Engenharia de São Carlos, cujo perfil geotécnico é representativo da região centro-oeste do Estado de São Paulo. Para cada profundidade também se realizou ensaios com pré-inundação do terreno, representando a condição de sucção de matricial nula. Constatou-se que a profundidade e a sucção matricial média no solo sob a placa influem significativamente na capacidade de carga no sistema solo-placa. As curvas tensão x recalque obtidas não se caracterizam ruptura nítida nem indicam o modelo de ruptura física, exigindo assim, a adoção de critérios de ruptura convencional. Devido à semelhança dessas curvas com as curvas e x log\'sigma\' de ensaios de adensamento e, por isso, utilizou-se o método de PACHECO SILVA (1970) como um critério ruptura convencional, comparando-se com valores da tensão de pré-adensamento obtidos em laboratório. Também se utilizou o recalque de 25 mm para obter a correspondente ruptura convencional. / This work presents the results of plate load tests with measurements of soil matric suction and moisture content, carried out in the depths of 1,5 , 4,0 , 6,0 and 8,0 m at the Experimental Field of Foundations of School of Engineering of São Carlos, whose soil profile is representative of the middle-west region of the State of São Paulo. For each depth tests with previous flooding of the land, representing the condition of null matric suction. Were also carried out It was verified that the depth and the average matric suction in the soil under the plate influence significantly in the load capacity of the soil-plate system. The stress settlement curve obtained does not characterize clear rupture nor indicate the model of physical rupture, demanding the adoption of approaches of conventional rupture. Due to the similarity of those curves with the e x log\'sigma\' curves from consolidation tests and, to put that, PACHECO SILVA (1970) method was used as an approach to conventional rupture, being compared with values of the preconsolidation stress obtained in laboratory. It was also used settlement of 25 mm to obtain the corresponding conventional rupture.

[pt] A fundação em estaxa é uma das alternativas mais antigas de suporte de estruturas,mas seu projeto ainda é um desfio para engenharia geotécnica, sendo muito em pricípios empíricos. As estacas são elementos esbeltos de grande comprimento relativo, gerlamente utilizadas quando os solos que compõem as camadas mais superficiais do terreno não são suficientemente resistentes para suportar as cargas da superestrutura. A capacidade de suporte de estacas pode ser estimada através de métodos teóricos, semi-empíricos. Para aplicação de um método teórico é necessário o conhecimento mais detalhado da geometria do problema, das propriedades tensão x defromação x resistência dos solos, das características da interface solo-estaca,etc., enquanto que para os métodos semiempíricos a aplicação é geralmenta feita com base em resultados de ensaios de campo. As formulaçõessemi-empíricas são as mais usuais na prática da engenharia para o cálculo da capacidade de suporte de estacas visto que os métodos teóricos, à exceção de grandes projetos, têm sua aplicação ainda restrita. Na prática brasileira,os projetos de fundações são elaborados frequentemente com base em resultados de ensaio SPT, sendo os dois métodos mais utilizados para a obtenção da capacidade de carga de estacas os métodos propostos por Aoki e Velloso (1975) e Décourt e Quaresma (1978, 1982). O objetivo deste trabalho consiste em comparar algumas das metodologias correntemente utilizadas na previsão da capacidade de suporte de estacas sob carregamento axial com as previsões obtidas em análises teóricaspelo método dos elementos finitos, através da utilização do programa Plaxis v. 8. / [en] Pile is one of the oldest alternatives of support of structures but its designis still considered a challenge for the ground engineering,being based on empirical principles. Piles are slender elements of great relative length, generally used when soils that compose the most superficial layers of the soil profile are not sufficiently resistant to support the loads from superstructure. The bearing capacity of piles can be estimated by empirical and theoretical approaches. For application of a theoretical approach a more detailed knowledge is necessary about the geometry of the problem, the tension x deformation x resistence soil satate, interface soil-pile characteristics and others, while for empirica approaches the application is generally done on the basis of field test results. The empirical formulations are the most usual in the practice of the engineering for the calculation of the bearing capacity of piles since theoretical approaches have iots application restricted. In brazilian engineering practice, the projects of foundations are elaborated frequently on the basis of SPT test results, being the two approachesd more utilized proposed by Aoki and Velloso (1975) and Décourt and Quaresma (1978, 1982). The objective of this work is compare some of the methodologies currently utilized to obtain the bearing capacity of the piles under axial loading with the results obtained in theoretical analysis by finite element approach, using Plaxis verion 8.0 software.

The dimensioning of shallow foundations requires the professional to define clearly and objectively, for the soil in question, the load capacity and forecast the settlings of the foundation submitted to the structure having as base its mechanical properties obtained through field and/or laboratory investigation. One of the safest ways to take this decision is based on information from plate load tests because through this it is possible to reproduce in a minor proportion the real behavior of the future foundation, perhaps using this as a tool to help in the decision making to dimension shallow foundations, contributing to a more efficient development of the foundation work. The present work is about the analysis of the CEEG/UFSM soil behavior through tests on direct load proof on foundation field (plate load test). The research is divided, basically into two great phases. There was an experimental phase which comprehended geotechnical characterization trials and plate load tests to evaluate the behavior tension-settling of foundation. There were 7 plate load tests in 3 ditches dug manually up to 0,7 m depth. Plates with 15, 30 and 50 cm diameter were used and the reaction system was formed by reaction piles united by a reaction beam. The second phase was the analysis of the results obtained, analyzed through curves tension-settling of foundation, where some criteria were applied to define the rupture tension and some considerations were done on the settling of foundation forecast and scale effect. / O dimensionamento de fundações superficiais requer que o profissional defina de forma clara e objetiva, para o solo em questão, a capacidade de carga e a previsão dos recalques que se submete à estrutura, baseando-se em suas propriedades mecânicas obtidas em investigações de campo e/ou laboratório. Uma das formas mais seguras de se tomar essa decisão está baseada nas informações advindas do ensaio de carregamento direto sobre placas, pois, através dele, se reproduz em escala reduzida o comportamento real da futura fundação, podendo servir como ferramenta de auxílio na tomada de decisão para o dimensionamento de fundações superficiais, contribuindo para o desenvolvimento mais eficaz das obras de fundação. O presente trabalho trata da análise do comportamento do solo do CEEG/UFSM através do ensaio de prova de carga direta sobre terreno de fundação (ensaio de placa). A pesquisa dividiu-se basicamente em duas grandes etapas. Uma etapa experimental, a qual compreendeu ensaios de caracterização geotécnica e ensaios de placa para a avaliação do comportamento tensão-recalque. Realizou-se 7 ensaios de placa em três trincheiras escavadas manualmente até a profundidade de 0,7 metros. Utilizou-se placas de 15, 30 e 50 cm de diâmetro e o sistema de reação compreendia estacas de reação unidas por uma viga de reação. A segunda etapa consistiu na análise dos resultados obtidos, analisados através de curvas tensão-recalque, as quais se aplicaram alguns critérios para definir a tensão de ruptura e fez-se algumas considerações sobre a previsão de recalques e o efeito escala.

Abstract: New studies must consider and quantify the load level that a determined soil can receive and in what management condition this soil can be handled without suffering physical alterations and additional compaction. The objectives of this work were to quantify the preconsolidation pressure, suggesting it as a quantitative indicator of the soil structural sustentabilidade cultivated with sugar cane; to get models that allow to predict the behavior of the soil structure cultivated with sugar cane in function of the preconsolidation pressure and the water content; to get agricultural traffic maps in function of water content and the preconsolidation pressure of the soil using geostatistics resources; and to evaluate the soil mechanical resistance, based on cone index and water content variation under several types of soils. Soil samples from several soil classes were collected cropped with sugar cane and areas that varied from 4.88 and 17.86 ha. The maps that illustrated the spatial variability of the several physical attributes were made using statistical and geostatistical resources. The models of the soil load capacity satisfactory modeled the behavior of the soil structure in function of the water content and depth, helping the maximum load prediction that this soil can receive without compromising its structure. The obtained models were sensible to identify the consolidation structure, identifying the layers and grids with huge mechanical resistance. The use of geostatistical tools and mapping the studied attributes showed a promising tool to take decisions about the system, aiming at, over all the soil structure sustentation. The maps of the soil load capacity constituted an efficient tool to locate 4 areas into the field with compromised structure, making possible to plan the correct dimension of the machinery... (Complete abstract, click electronic access below) / Orientador: Kleber Pereira Lanças / Coorientador: Reginaldo Barboza da Silva / Banca: Célia Regina Lopes Zimback / Banca: Antonio Gabriel Filho / Banca: Marlene Cristina Alves / Banca: Moacir de Souza Dias Junior / Doutor

In den vergangenen Jahrzehnten sind die aktuellen Auslegungsgrundlagen für Mitnehmerverzahnungen in Zahnkupplungen erarbeitet und für die praktische Anwendung nutzbar aufbereitet worden. Ein seit jeher bestehendes Problem aber ist die nicht prognostizierbare Verschleißerscheinung Fressen innerhalb der Verzahnung. Diese Unkenntnis erschwert eine zuverlässige, betriebssichere Bemessung von Zahnkupplungen in hohem Maße. Die vorliegende Arbeit behandelt die Entwicklung eines Berechnungsansatzes zur Bestimmung der Fresstragfähigkeit von verlagerungsfähigen Mitnehmerverzahnungen in ölgefüllten Zahnkupplungen. Sie leistet damit einen Beitrag zur Erweiterung der bestehenden Bemessungsmethode und bietet für weiterführende Forschungstätigkeiten eine substanzielle Grundlage. / Over the past decades, the current design bases of gear coupling indentations have been developed and prepared for practical application. Nevertheless, scuffing is one of the most considerable design problems, due to the fact that it is not predictable. This lack of knowledge complicates a reliable and fail-safe dimensioning crucially. The presented dissertation deals with the formulation of a calculation approach concerning the determination of scuffing load capacity of displaceable indentations in oil-filled gear couplings. It contributes to the enhancement of the current method of structural design and it serves a substantial basis for further research projects.