Dissertations / Theses on the topic 'Bolt tension'

The threaded fasteners are one of the most versatile methods for assembly of structural components. For example, in bridges large bolts are used to fix base columns and small bolts are used to support access ladders. Naturally not all bolts are critical for the operation of the structure. Fasteners loaded with small forces and present in large quantities do not receive the same treatment as the critical bolts. Typical maintenance operations such tension measurements, internal stress checking or monitoring of crack development are not practical due to cost and time constrains. Although failure of a single non-critical fastener is not a significant threat to the structure's stability, massive malfunction may cause structural problem such as insufficient stiffness or excessive vibrations. The health of bolted joints is defined by a single parameter: the clamping force (CF). The CF is the force that holds the elements of the joint together. If the CF is too low, separation and bolt fatigue may occur. On the other hand, excessive CF may produce damages in the structural members such as excessive distortion or breakage. The CF is generated by the superposition of the individual tension of the bolts. The bolt tension, also referred as bolt preload, is the actual force that is stretching the bolt body. Maintaining the appropriate tension in bolts ensures a proper CF and hence a good health of the joint. In this thesis, a novel methodology for estimating the tension in bolts using surface acoustic waves (SAWs) is investigated. The tension is estimated by using the reflection of SAWs created by the bolt head interference. Increments in the bolt tension raise the points of interaction between the waves and the bolt head (real area of contact), and hence the position of the reflective boundaries. The variations are estimated using the "conventional linear synthetic array" imaging technique. A singular transducer is actuated from predefined positions to produce an array of signals that are subsequently arranged and added to construct an acoustic image. Three sets of experiment are presented in this research for validating the proposed concept: tension estimation of a ¼ inch stainless steel bolt, a ½ inch stainless steel bolt and ¼ inch grade 8 bolt. Acoustic images of the surface of the clamped plate illustrate a clear trend in the position of the reflective boundary when torque is changed. In all cases, the torque increments increase the real area of contact and therefore the position of the reflective boundary. As expected, the real area of contact grew from the bolt head center to the perimeter, which causes an effect of apparent movement of the boundary. This research proves the potential of the ultrasonic imaging methodology to measure applied tension. The result showed that the system can be used to successfully inspect tension in bolts of ½ and ¼ inches. The methodology investigated in this thesis is the first steps towards the development of bolt tension sensor based on surface acoustic waves.

Block shear is a limit state that should be accounted for during the design of the steel tension members. This failure mechanism combines a tension failure on one plane and a shear plane on a perpendicular plane. Although current design specifications present equations to predict block shear load capacities of the connections, they fail in predicting the failure modes. Block shear failure of a structural connection along a staggered path may be the governing failure mode. Code treatments for stagger in a block shear path are not exactly defined. A parametric study has been conducted and over a thousand finite element analyses were performed to identify the parameters affecting the block shear failure in connections with multiple bolt lines and staggered holes. The quality of the specification equations were assessed by comparing the code predictions with finite element results. In addition, based on the analytical findings new equations were developed and are presented herein.

[EN] Concrete filled steel tubular columns have many advantages in terms of bearing capacity, aesthetics, execution and fire resistance, thanks to the collaborative work of both materials steel and concrete. The effort made in the last decades to rise a high understanding of their behaviour subjected to different loads and assuming multiple variations has resulted in the wide spread of its use between the designers. Nonetheless, how to solve the connection with I-beams is still a handicap and requires a specific study. One of the most common and popular solution to connect open section steel beams (I-beams) to open section steel columns are endplate connections. In the cases of columns with hollow section, special fastenings are needed, which are able to be tightened from one external side and are denominated blind-bolts. Nowadays, there are several fastener systems that allow these types of connections. The characterization of their response and their capacity to support different loads is the objective of several investigations, where the geometrical definition and the material properties are crucial parameters. Despite the promising results of these connections at room temperature regarding their capability to resist bending moments, their performance is un-known at high temperatures. Therefore, the aim of this thesis is the study of the tensile behaviour of blind-bolts in endplate connections to concrete filled tubular columns at elevated temperatures and subjected to bending moment. Primarily, the research comprises the understanding of the pure thermal transfer problem. The temperature distribution through the connection section is obtained experimental and numerically. The thermal parameters that characterize the connections response are determined through the calibration of the numerical models with the experiments. Secondly, the blind-bolt capacity under pull out and at high temperatures is under analysis. During the fire the temperature increases while connection transmits loads from the beam to the column, the objective of this dissertation is to know how the mechanical response of the pulled blind-bolts changes under these conditions. Thus, the study of the material properties dependent on the temperature and their effect on the connection response is covered by the investigation. Furthermore, the influence of the concrete and the type of fastener is a highlighted aspect through the thermal and the fire analysis. Finally, the reliability of these connections to comply with requirements of 30 minutes fire exposure before the collapse is evaluated. As a result, valuable Finite Element models able to simulate the thermal and thermo-mechanical behaviour of the connection are developed, providing useful behavioural patterns of the blind-bolts. Among the main conclusions, it is noted the temperature reduction due to concrete core in concrete filled columns compared to hollow sections, in the exposed bolt surface means 100ºC less. Conversely, a longer bolt shank of the fastener system embedded in concrete has a negligible effect on the temperature of the resistant part of the bolt. Regarding the fire capacity, the concrete core in the steel tube columns presents significant benefits in terms of fire resistance time and connection stiffness. Besides, the bolt anchorage enhances the stiffness at elevated temperatures, however, the failure of the shank next to the bolt head causes that the anchorage does not mean an improvement on the fire time resistance.
[ES] Las columnas tubulares de acero rellenas de hormigón presentan múltiples ventajas en términos de capacidad de carga, estética, ejecución y resistencia al fuego, gracias a la acción combinada de acero y hormigón. El esfuerzo realizado en las últimas décadas por conocer su comportamiento frente a diferentes cargas y bajo distintos parámetros ha dado lugar a una amplia difusión de su uso entre los diseñadores. No obstante, la forma de resolver la conexión con vigas de sección en I sigue siendo un hándicap y requiere un estudio específico. Una de las soluciones más comunes y populares para conectar las vigas de acero de sección abierta (vigas I) a columnas de acero de sección abierta es la conexión con chapa de testa, que en el caso de sección hueca requiere de tornillos especiales denominados tornillos ciegos, puesto que reciben el par de apriete desde una cara de la sección. En la actualidad existen diversos sistemas de fijación que permiten este tipo de conexiones y cuya respuesta y caracterización es objeto de numerosas investigaciones. En este sentido, la definición geométrica de la unión y las propiedades de los materiales son parámetros cruciales en el rendimiento de la conexión. La presente tesis analiza el comportamiento de los tornillos ciegos en el área traccionada de conexiones de placa de testa a columnas tubulares de acero rellenas de hormigón sometidas a momentos de flexión y a elevadas temperaturas. Las prestaciones de esta solución constructiva para la unión viga-columna tubular, junto con la ausencia de datos relacionados con su comportamiento en situación de incendio la convirtió en el objetivo del trabajo. En primer lugar, la investigación aborda el problema de transferencia de calor, analizando experimental y numéricamente la distribución de temperaturas en la sección de la conexión. En esta parte del estudio se obtienen los parámetros térmicos que caracterizan la respuesta térmica de la conexión a través de la calibración de los modelos numéricos con los datos experimentales. En segundo lugar, se realiza el estudio de la capacidad de los tornillos ciegos para soportar cargas de tracción en situación de incendio, es decir, se analiza cómo cambia el comportamiento de la conexión con sus características alteradas debido a las altas temperaturas. El estudio de las propiedades del material en función de la temperatura y su efecto sobre la respuesta de la conexión constituyen una parte importante de la investigación. Además, se evalúa la influencia del hormigón y el tipo de elemento de sujeción tanto en el comportamiento mecánico como termo-mecánico de la conexión. Por último, se estudia la capacidad de las uniones para cumplir con requerimientos de exposición al fuego de 30 minutos previamente al colapso. Como resultado de este trabajo se obtuvieron modelos de elementos finitos capaces de simular la conexión térmica y termo-mecánicamente, proporcionando patrones de comportamiento de gran utilidad en el diseño de las mismas. Entre las principales conclusiones, se observó la reducción de la temperatura en los tornillos gracias al núcleo de hormigón en columnas de hormigón lleno en comparación con secciones huecas, que ya en la superficie expuesta del tornillo se cuantificaba en 100ºC menos. Por el contrario, los elementos de fijación que presentaban mayor longitud de vástago de tornillo embebida en el hormigón, no generaban un efecto significativo sobre la temperatura de la parte resistente del perno. En cuanto a la capacidad resistente frente a fuego, el núcleo de hormigón supuso una mejora en términos de rigidez y de tiempo de resistencia al fuego. Sin embargo, el fallo de los pernos en una sección próxima a la superficie expuesta redujo el efecto esperado del anclaje del tornillo, que si bien implicaba una mayor rigidez de la conexión, no parecía mejorar el tiempo de resistencia a fuego. Finalmente se planteó la necesidad de
[CAT] Els pilars tubulars d'acer omplerts de formigó (CFT) presenten molts avantatges en termes de capacitat de carrega, estètica, execució i resistència al foc, gràcies a l'acció combinada de l'acer i el formigó. L'esforç realitzat en les darreres dècades per conèixer el seu comportament enfront a diferents càrregues i sota distints paràmetres ha donat lloc a una amplia difusió del seu ús entre el dissenyadors. No obstant això, la manera de resoldre la connexió amb bigues de secció en I, continua sent un handicap i requereix d'un estudi específic. Una de les solucions més comuns i populars per a connectar les bigues d'acer de secció oberta (bigues I) a columnes d'acer de secció oberta és la connexió amb 'chapa de testa', que en el cas de la secció buida requereix de perns especials denominats perns cecs perquè es rosquen des d'una cara de la secció. En l'actualitat existeixen diversos sistemes de fixació que permeten aquest tipus de connexions, la resposta i caracterització dels quals es l'objectiu de nombroses recerques. En aquest sentit, la definició geomètrica de la unió i les propietats dels materials son paràmetres crucials en el rendiment de la connexió. Aquesta tesi analitza el comportament dels perns cecs en l'àrea traccionada de connexions de 'chapa de testa', a pilars tubulars d'acer omplerts de formigó, sotmeses a moments de flexió i a elevades temperatures. Les prestacions d'aquesta solució constructiva per a la unió biga-pilar tubular junt amb l'absència de dades relacionades amb el comportament en situació d'incendi, la van convertir en l'objectiu d'aquest treball. En primer lloc, la recerca aborda el problema de transferència de calor, analitzant tant experimental com numèricament la distribució de temperatures en la secció de la connexió. En aquesta part de l'estudi, s'obtenen el paràmetres tèrmics que caracteritzen la resposta tèrmica de la connexió mitjançant el calibratge del models numèrics amb les dades experimentals. En segon lloc, es realitza l'estudi de la capacitat dels perns cecs per a suportar càrregues de tracció en situació d'incendi, es a dir, s'analitza com canvia el comportament de la connexió amb les seues característiques alterades degut a les altes temperatures. L'estudi de les propietats del material en funció de la temperatura i el seu efecte en la resposta de la connexió formen també part de la recerca. Un contingut important d'aquest treball consisteix en determinar l'influencia del formigó i el tipus d'element de fixació tant en el comportament mecànic com termo-mecànic de la connexió. Per últim, s'estudia la capacitat de les unions per a complir amb els requeriments d'exposició al foc de 30 minuts prèviament al col·lapse. Com a resultat d'aquest treball s'obtingueren models d'elements finits amb capacitat per a simular el comportament tèrmic i termo-mecànic de la connexió, proporcionant patrons de comportament de gran utilitat en el disseny. Entre les principals conclusions, es va observar la reducció de la temperatura en els perns gràcies al nucli de formigó en pilars omplerts de formigó en comparació amb el pilars buits, on ja en la superfície esposada del cargol es quantificava en 100 ºC menys. Pel contrari, els elements de fixació que presentaven major longitud de embeguda en el formigó, no generaven un efecte significatiu en la temperatura de la part resistent del pern. En quant a la capacitat resistent davant del foc, el nucli de formigó va suposar una millora en termes de rigidesa i de temps de resistència al foc. Tanmateix, la fallada dels perns en una secció pròxima a la superfície esposada va reduir l'efecte esperat de la fixació del pern, que si be implicava una major rigidesa de la connexió, no semblava millorar el temps de resistència al foc. Finalment, es va plantejar la necessitat de aprofundir en l'anàlisi incorporant un major rang de paràmetres.
Pascual Pastor, AM. (2015). Fire behaviour of blind-bolted connections to concrete filled tubular columns under tension [Tesis doctoral no publicada]. Universitat Politècnica de València. https://doi.org/10.4995/Thesis/10251/53240
TESIS

This study examines a specific application of button-head type twist-off bolts. Currently, the Research Council on Structural Connections Specification (2000) removes the requirement for ASTM F436 washers (ASTM 2000a) under the bolt head of twist-off bolts where the head diameter equals or exceeds that of an ASTM F436 washer when oversized and slotted holes are used. The need for washers is also removed for A490 strength bolts used on steels with specified yield strengths less than 40 ksi provided that the head diameter equals or exceeds an ASTM F436 washer. The ASTM F1852 Specification (ASTM 2000b) allows for head diameter dimensions that are slightly smaller than an ASTM F436 washer. Following the RCSC Specification, manufacturers that produce bolts using the ASTM F1852 dimensions are required to use ASTM F436 washers under the bolt head. The discrepancies between the specifications lead to this study, which involved the testing of button-head type twist-off bolts with two different head diameters, both of which were smaller than an ASTM F436 washer. Five bolt diameters between 5/8 in and 1-1/8 in. were tested in standard, oversized, and long-slotted holes. The performance of the twist-off bolts was determined by measuring and comparing the achieved relaxed pretension force in the bolt after tightening. It was found that twist-off bolts with head diameters less than an ASTM F436 washer had no trouble attaining their required minimum pretension force. Bolt head diameter and hole size were found to have no significant influence on the pretension force that was achieved for all bolts tested.
Master of Science

An analytical and experimental investigation was conducted to study the six bolt flush moment end-plate connection configuration which is used in steel frame construction. The limit states of plate yielding and bolt fracture were analyzed using yield-line theory to predict endplate thicknesses and a split-tee analogy to develop a method to predict bolt forces. Five experimental tests were conducted on four configurations within a matrix of geometric parameters. The predicted ultimate moment showed good . correlation to the yield moment obtained from the experimental deflection plots. The experimental bolt forces correlated well with the predicted bolt forces when plotted versus the applied moment. Additionally, an equation to model the moment-rotation relationship was developed from a regression analysis to determine the construction type suitable for a given connection configuration. Finally, a method of designing the six-bolt flush end-plate configuration is presented and an example given.
Master of Science

The Accelerated bridge construction (ABC) techniques are gaining popularity among the departments of transportation (DOTs) due to their reductions of on-site construction time and traffic delays. One ABC technique that utilizes precast deck panels has demonstrated some advantages over normal cast-in-place construction, but has also demonstrated some serviceability issues such as cracks and water leakage to the transverse joints. Some of these problems are addressed by applying longitudinal prestressing. This thesis evaluates the service and ultimate capacities in both flexure and shear, of the finite element models of the post-tensioned system currently used by Utah Department of Transportation (UDOT) and a proposed curved-bolt system to confirm the experimental results. The panels were built and tested under negative moment in order to investigate a known problem, namely, tension in the deck concrete. Shear tests were performed on specimens with geometry designed to investigate the effects of high shear across the joint. The curved-bolt connection not only provides the necessary compressive stress across the transverse joint but also makes future replacement of a single deck panel possible without replacing the entire deck. Load-deflection, shear-deflection curves were obtained using the experimental tests and were used to compare with the values obtained from finite element analysis. In flexure, the ultimate load predicted by the finite element model was lower than the experimental ultimate load by 1% for the post-tensioned connection and 3% for the curved-bolt connection. The shear models predicted the ultimate shear reached, within 5% of the experimental values. The cracking pattern also matched closely. The yield and cracking moment of the curved-bolt connection predicted by the finite element model were lower by 13% and 2%, respectively, compared to the post-tensioned connection in flexure.

The use of hollow section columns in steel construction is presently hindered by the lack of adequate connection technologies. Due to access constraints, standard bolting techniques are difficult to achieve, if not impossible without welding. As an alternative to welding, blind-bolting techniques were developed to provide desirable bolted configurations, allowing hollow column frames to be erected in the same way as open profile column frames. But the current blind-bolting techniques are restricted to the construction of simple connections because of their difficulties in achieving sufficient tensile stiffness. More recently, a novel anchored blind-bolt, labelled the Extended Hollo-bolt (EHB), has been developed at the University of Nottingham; as a modification of the standard Hollo-bolt. For the proposed connection technology, its potential in providing moment-resistance has been assessed successfully. However, the existing data related to the performance of this novel connector in tension is insufficient to permit its design. This work investigates the performance of the EHB blind-bolt under tension loading and focuses on determining, and modelling the stiffness of this novel technology in such a way to enable its application within the component method approach. An extensive experimental programme was devised to collect sufficient component characteristic data to enable the development of an EHB component model. This covered data deals with the overall response of the connector and the individual responses of its contributing elements. A total of 51 experimental pull-out tests and 20 pre-load tests have been performed. The force-displacement behaviour of the investigated joint component was determined under monotonic pull-out testing, where remote video gauge techniques have been adopted to capture the full non-linear response of the component, alongside traditional techniques to confirm the reliability of the data. The test matrix varies the grade and size of the component's internal bolt, the strength of concrete, and the depth of its mechanical anchorage. From the pull-out tests it was identified that the EHB component can ultimately develop the full tensile capacity of its internal bolt. This ultimate failure mode is confirmed for the range of parameters that was covered in this study. Increasing concrete strength had the most enhancing effect on the response of the component. A secondary programme was related to the measurement of pre-load that is induced in the internal bolt of the EHB component at its tightening stage; where pre-load was monitored over a five day period. The test matrix varies the grade and size of its internal bolt, and also considers various bolt batches. It was concluded that the relative level of component pre-load to ultimate strength increased only in the case where higher bolt grades were used. To model the tension behaviour of the EHB component, a mechanical model was developed that is based on an assembly of the component's different sources of deformation. The component model employs idealised springs with tetra-linear characteristics for the elongation of Its Internal bolt element, and springs with tri-linear characteristics for the slip of its expanding sleeves and mechanical anchorage elements. By comparing the predictions of the component model with relevant experimental data, the component model has been shown to be capable of describing the EHB component response with reasonable accuracy; capturing its tensile stiffness and its yielding trend. The accuracy of the component model has also been assessed in exclusion of pre-load effects. It was found that if the level of pre-load Is excluded from the assembly process, this can have highly undesirable effects on the predictions of the component's response. The findings of the supplementary pre-load testing programme assisted greatly in the accuracy of the component model by providing the necessary levels of pre-load. The proposed component model has demonstrated that the behaviour of the EHB component can be modelled by the component method approach; by employing Idealised models for the behaviour of its contributing elements. The validated component model is considered to simulate the tension behaviour of the novel anchored blind-bolt with sufficient fidelity that it can be considered as a benchmark for further studies.

The aim of this thesis was to develop assessments of existing supporting structure of a rectangular object and design of new options for rectangular and cylindrical object administrative center in the Jihomoravská plynárenská, a.s. in Brno. According to the task have been recalculated construction and design of new structures in accordance with applicable standards. New design of both buildings (rectangular and cylindrical) came from several studies.

Mejorar el acabado superficial de una pieza plana o cilíndrica, se puede hacer de manera relativamente sencilla, utilizando para ello un proceso de rectificado. Sin embargo lograr un buen acabado superficial en una superficie de configuración geométrica compleja, es un problema difícil de tratar y es uno de los retos que tiene la industria de la manufactura de piezas a día de hoy.

Muchos elementos mecánicos como los moldes y matrices se caracterizan por tener en su geometría varias superficies complejas. De manera general casi cada producto comercial contiene, al menos, un componente crítico hecho en un molde o una matriz. Es por esto que este problema está siendo ampliamente estudiado por los investigadores de la rama de la fabricación de piezas.

En esta tesis se estudia como mejorar el acabado superficial de geometrías complejas a través de un proceso de deformación plástica: el bruñido con bola. Este proceso puede sustituir al habitualmente utilizado en este tipo de superficies, específicamente el pulido manual. Como característica fundamental del mismo, se puede decir que es un proceso automatizado que se desarrolla en la propia máquina donde está siendo elaborada la pieza en cuestión.

Para llevar a cabo este estudio se definen tres etapas. En la primera se desarrolla, en pasos sucesivos, un modelo físico para el proceso; a través del cual se podrá describir el fenómeno que ocurre durante el bruñido con bola. El objetivo final, es saber que parámetros son necesarios definir y ajustar durante la aplicación de dicho proceso. Se parte de hacer un análisis de fuerzas sobre un elemento diferencial de área y se van incorporando al modelo, las variables que están presentes en el sistema. El resultado final es un modelo en que los valores teóricos de presión se ven afectados por la influencia de los fenómenos que están presente en el sistema analizado, como son la velocidad con la que se deforma el material y el efecto del endurecimiento que va sufriendo el mismo a medida que va desarrollándose el proceso.

Una vez obtenido el modelo se realiza la caracterización a través de ensayos del material de las piezas de trabajo para poder introducir sus propiedades en el mismo y a continuación se diseñan y realizan los experimentos necesarios para validar los resultados obtenidos.

En una segunda etapa, se adicionan al modelo físico algunas variables no consideradas explícitamente hasta el momento, como el ancho de pasada lateral de la herramienta, la estrategia de mecanizado a seguir en el proceso y la influencia sobre la fuerza de bruñido, de la presión hidráulica del sistema y la profundidad de penetración del cabezal de la herramienta. Además se ajusta el modelo para el bruñido de superficies complejas. Todo esto se lleva a cabo a través del diseño de experimentos. Los resultados obtenidos se llevan a una hoja resumen donde se puede observar lo que se esperan obtener con el proceso bajo determinadas condiciones de trabajo. Como indicadores de la bondad del modelo se miden la rugosidad superficial media Ra y la rugosidad máxima total en la longitud de evaluación Rt.

En la tercera y última etapa, se realiza un estudio sobre la dureza superficial y las tensiones residuales en el material de las piezas ensayadas, para determinar los valores añadidos que aporta el proceso.

Al finalizar se llegan a conclusiones importantes sobre el proceso de bruñido con bola estudiado y sobre el cumplimiento de los objetivos planteados en la tesis. Por otra parte se recomienda toda una serie de trabajos pendientes a los cuales se les podría dar solución en un futuro inmediato.
It is quite easy to improve the surface finish of a flat surface or a cylindrical one by using a grinding process. But achieving a good finish on a surface of complex geometry is a difficult task. And this is one of the challenges the manufacturing industry faces today.

The geometry of many mechanical parts such as moulds and dies is characterised by several complex surfaces. In general almost each trade product has at least one critical component made in a mould or die. That is why this issue has been widely studied by researchers in the manufacturing industry.

This thesis aims to research on how to improve the surface finish of complex geometry through a process of plastic deformation; the ball burnishing. This process can replace the one commonly used for this kind of surface, specially the manual polishing. The main feature is an automated process that takes place in the machine itself where the part is actually being produced.

To carry out this research three stages need to be defined. At the first one, a physical model is gradually developed for the process. This model allows to describe the phenomenon happening before the ball burnishing. It purpose is to define and to set the parameters required for implementing the process. First an analysis of forces is made on an area differential element and the system variables are then added to the model. The final outcome is a model with theoretical pressure values which are determined by the phenomena happening in the analysed system; such as the speed at which the material is deformed and the hardening effect while the process develops.

Once the model has been made, the workpiece characterisation is tested to introduce the properties into the model and after that the required tests are made to validate the results.

At a second stage following variables not openly considered up to the previous stage are added to the physical model: the side cut width of the tool, the machining strategy to be applied to the process, the influence on the burnishing strength by the hydraulic pressure system, as well as the penetration depth of the tool head. The model for burnishing of complex surfaces is also fitted. And all this is done by means of the Design of Experiments techniques (DOE). The outcome is offered on a summary sheet that shows what the process can deliver under certain conditions. As goodness indicators for the model the average surface roughness Ra and the total maximum roughness are measured in the evaluation length Rt.

At the third and final stage the surface hardness and the residual stress of the tested workpiece material are verified in order to determine the added values that the process is capable of providing.

Finally interesting conclusions are drawn about the ball burnishing process and about how to reach the goals outlined in this thesis. Furthermore a range of pending research studies still need to be done to find solutions in the near future.
RÉSUMÉ

L'amélioration de la qualité de surface d'une pièce plane ou cylindrique, peut se faire d'une manière relativement simple, utilisant pour cela un processus de rectification. Cependant obtenir un bon état superficiel sur une surface de géométrie complexe (comme les surfaces gauches), est un problème difficile à traiter et correspond à l'un des objectifs que l'industrie mécanique recherche aujourd'hui.

Beaucoup d'éléments mécaniques comme les moules et les matrices comportent dans leur géométrie plusieurs surfaces gauches. De manière générale et quelque soit le domaine concerné (automobile, aéronautique, ferroviaire, etc..) quasiment chaque produit commercial contient, au moins, un composant réalisé à partir d'un moule ou d'une matrice. C'est la raison pour laquelle ce problème est amplement étudié par les chercheurs du domaine de la fabrication mécanique.

Dans cette thèse on propose une technique d'amélioration de l'état de surface de géométries complexes à travers d'un processus de déformation plastique: le rodage par déformation plastique à l'aide d'une bille. Ce processus peut remplacer le polissage manuel, long et couteux, habituellement utilisé pour ce type de surfaces. Le rodage par bille a comme avantage principal d'être un procédé automatisé qui peut s'effectuer dans la même machine où la pièce a été élaborée (centre d'usinage à Commande Numérique CN).

Pour mener à bien cette étude, on définit trois étapes. Dans la première, on développe, par phases successives, un modèle physique pour le processus; à travers duquel on pourra décrire le phénomène qui se développe durant la déformation plastique. L'objectif final, est de savoir quels sont les paramètres prépondérants et de déterminer leur réglage durant l'opération de finition.

L'étude commence avec une analyse des efforts sur un élément différentiel d'une aire élémentaire de contact et on continue en incorporant dans le modèle, les variables présentes dans le système. Le résultat final est un modèle qui montre que les valeurs théoriques de pression sont affectées par des phénomènes présents dans le système analysé, comme : la vitesse de déformation du matériau et l'effet de durcissement superficiel et progressif pendant le processus de rodage.

Une fois le modèle obtenu, on effectue la validation à travers d'essais sur différents matériaux et pièces. Pour tenir compte des propriétés de ces matériaux, on a conçu et on a réalisé, les expériences nécessaires pour valider le modèle.

Dans une seconde étape, on rajoute au modèle physique, plusieurs variables non considérés explicitement sur le modèle initial, tels que le pas de balayage, la stratégie d'usinage à suivre durant le processus et l'influence sur l'effort de rodage de la pression hydraulique du système et de la profondeur de pénétration de l'outil. Tout ceci se réalise par la mise en place d'un plan d'expériences. Les résultats obtenus sont présentés sur une feuille résumée où l'on peut observer les performances du système, sous certaines conditions de travail. Comme indicateurs de la qualité du modèle on mesure la rugosité moyenne de la surface Ra et la rugosité maximale totale Rt.

Dans la troisième et dernière étape, on réalise une étude sur la dureté superficielle et sur les contraintes résiduelles du matériau à partir des différents échantillons pour mesurer les améliorations qu'apporte le procédé de parachèvement étudié.

La thèse se termine en proposant un certain nombre de conclusions et perspectives sur le processus de « rodage par bille » étudié et en faisant un bilan par rapport aux objectifs initiaux de la thèse. En guise de perspective, on recommande un certain nombre de pistes d'amélioration qui seront développées dans un avenir proche.

CoordenaÃÃo de AperfeiÃoamento de Pessoal de NÃvel Superior
Conselho Nacional de Desenvolvimento CientÃfico e TecnolÃgico
Esta tese teve dois objetos de estudo: propriedades estocÃsticas em uma variedade Riemanniana, a saber, Completude EstocÃstica, Parabolicidade e propriedade Feller, e a geometria do tensor de Bakry-Emery. Na primeira parte da tese estudamos tais propriedades estocÃsticas no contexto de submersÃes Riemannianas e imersÃes isomÃtricas, tendo como ponto de partida o trabalho de Pigola e Setti [28] sobre a propriedade Feller. No nosso primeiro resultado, provamos que se uma imersÃo isomÃtrica em uma variedade Cartan-Hadamard possui vetor curvatura mÃdia com norma limitada entÃo a imersÃo à Feller. Um anÃlogo desse resultado jà era conhecido para o caso de completude estocÃstica [30]. Em seguida estabelecemos condiÃÃes necessÃrias e suficientes para que uma submersÃo seja estocasticamente completa (respec. parabÃlica), a saber, se uma submersÃo Riemanniana tem fibra mÃnima e o espaÃo total à estocasticamente completo (respec. parabÃlico) entÃo a base à estocasticamente completa (respec. parabÃlica). Reciprocamente, se a submersÃo Riemanniana tem fibra mÃnima e compacta e a base à estocasticamente completa (respec. parabÃlica) entÃo o espaÃo total à estocasticamente completo (respec. parabÃlico). Finalmente provamos que uma submersÃo Riemanniana tem fibra mÃnima e compacta entÃo o espaÃo total Âe Feller, se, e somente se, a base à Feller. Na segunda parte desta tese estudamos o tensor de Bakry-Emery Ricci, Ricf, que à uma extensÃo, no caso de variedades ponderadas, do tensor de Ricci. Estudamos a seguinte situaÃÃo: Ricci ≥ -cG, onde c à uma constante positiva e G ≥ O à uma funÃÃo suave. Esta limitaÃÃo nos permitiu obter algumas consequencias geomÃtricas e topolÃgicas, que passamos a descrever. Seja Mf uma variedade Riemanniana ponderada e po Є Mf fixado. Nosso primeiro resultado à uma estimativa superior, fora da bola geodÃsica de raio ro, para o Laplaciano ponderado da funÃÃo distÃncia r ao ponto po, mf, em termos da integral da funÃÃo G. A primeira consequÃncia dessa estimativa à uma estimativa para o volume ponderado Volf (B(R)) de uma bola geodÃsica de raio R em termos da integral da funÃÃo G. A estimativa de mf, juntamente com a hipÃtese de Æ ser radial e Әr Æ ≥ -a,a ≥ 0 (ou | Æ|≤ k) tambÃm nos permite demonstrar um teorema de comparaÃÃo entre mf e maG, Laplaciano da funÃÃo distÃncia no modelo de curvatura aG, bem como um teorema de comparaÃÃo entre o volume ponderado de uma bola geodÃsica de raio R em Mf, VolÆ(B(R)), e o volume da bola geodÃsica de raio R no modelo MaG, de curvatura aG. Utilizando uma versÃo ponderada da fÃrmula de Bochner provamos que, se Ricci ≥ Gâ entÃo Mf satisfaz o princÃpio do mÃximo de Omori-Yau, onde G à funÃÃo suave, positiva, nÃo decrescente e tal que G-1 nÃo à integrÃvel. Em particular concluÃmos que Mf à estocasticamente completa. O prÃximo resultado que obtivemos estende, para o tensor Ricf, um teorema de Myers devido a Ambrose [1]. Para tanto, uma hipÃtese sobre a funÃÃo Æ foi necessÃria. Como aplicaÃÃo, estendemos um resultado de compacidade de Ricci solitons de Fernando-Lopes e Garcia-Rio [15]. Em 1976, Yau [36] provou uma estimativa para o gradiente de uma funÃÃo u, positiva, harmÃnica em B(2R), no caso de M ser completa e Ricf ≥ -k, k ≥ 0. Tal estimativa depende apenas de R e k e foi estendida, no caso ponderado, para funÃÃes f harmÃnicas positivas, supondo Ricf ≥ -k e Ric ≥ -H, k, H ≥ 0. Bringhton [9] obteve estimativas para o gradiente de uma funÃÃo *-harmÃnica positiva utilizando somente a hipÃtese Ricf ≥ -k. As estimativas que obtivemos estendem as estimativas citas acima e, no caso em que Æ=G=0 resultam na estimativa original de Yau. Finalmente, provamos um teorema de comparaÃÃo entre o primeiro autovalor de Dirichlet da bola geodÃsica de raio R em Mf e o primeiro autovalor de Dirichlet da bola geodÃsica de raio MG. Tal resultado estende, para o caso ponderado, um resultado de Bessa e Montenegro [4].
In this thesis we studied two objects(?): properties in Riemannian manifolds, more precisely stochastic completeness, parabolicity and the Feller property and geometric properties of Bakry Emery Ricci tensor. First, we studied such stochastic properties on Riemannian and isometric immersions. The initial motivation was the work of Pigola and Setti [30] about the Feller property. In our first result, we proved that if a isometric immersion on a Cartan-Hadamard manifold has bounded mean curvature vector then the immersion is Feller. An analogous result was know for stochastic completeness. After we stabilish necessary and sufficient conditions to a Riemannian submersion be stochastically complete (parabolic). More precisely if a Riemannian submersion has minimal fiber and the total space is stochastically complete (parabolic ) then the basis is also stochastically complete ( parabolic ). Conversely, if the Riemannian submersion has compact minimal fiber and the basis is stochastically complete ( parabolic, Feller ) then the total space also is. We also proved that if a Riemannian submersion has compact minimal fiber then the total space is Feller if, and only if the the basis is Feller. In the second part we studied the Barkry Emery Ricci tensor Ricf, wich is a natural extension of the Ricci tensor in the context of weighted manifolds. We studied the following: suppose that Ricf has a lower bound âcG where G is a smooth nonnegative function and c a positive constant. Such lower bound allow us to obtain some geometric and topological consequences as we describe below. Consider Mf a weighted Riemannian manifold. The first consequence is an upper estimate, outside a geodesic ball of radius r0, for the weighted Laplacian of the Riemannian distance in terms of the function G. Let Mf be a weighted Riemannian manifold and po Є Mf fixed. Our first result is an upper bound, outside of a geodesic ball of radius R centered in po, for the weighted Laplacian os the Riemannian distance function from po in terms od the function G. The first consequence of this estimate is an estimate for the weighted volume Volf (B(R)) of a geodesic ball with radius R in terms of the integral of G. This estimate together the assumption of f be radial and Ә f ≥ - a, a≥ 0 (or | f | ≤k ) allow us to prove a comparison theorem for mf e mag, the Laplacian of distance function of the Riemannian model fo curvature aG, as such as a comparison theoremfor the weighted volume of a geodesic ball with radius R on the Riemannian model MaG, with curvature aG. Using a weighted version of the Bochner formula we proved that Ricf ≥ Gâ then Mf satisfies the Omori-Yau Maximum Principle, where G is a positive, nondecreasing smooth function, such that G-1 does not belong to L1(Mf). In particular we conclude that Mf is stochastically complete. The next result we proved extends, for the tensor Ricf, a type Myers theorem due to Ambrose [1]. For this an additional assumption on f was required. As an aplication of this result we extended a result about compacity of Ricci solitons due to Fernandez-Lopez e GarcÃa-Rio [15]. In 1976, Yau [36] proved an estimate for the gradient of a positive harmonic funcion u, defined on B(2R), when M is complete and Ric ≥ -k, k≥ 0. Such estimate depends only on R and k and was extended, to the weighted, to the case, to f-harmonic positive functions, when Ricf ≥ - k and Ric ≥ - H, k, H ≥ 0. Brighton [9] obtained estimates for the gradient of a positive f-harmonic function assuming only Ricf ≥ -k. We obtained estimates for the case Ricf ≥ -G where G is a smooth nonnegative function and when f= G = 0 we recover the original estimate of Yau. Finally we proved a comparison theorem between the first eigenvalue of the geodesic ball of radius r on Mf and the first eigenvalue of the geodesic ball of radius r of the model MG. Such result extends, to the weighted case, a result due to Bessa e Montenegro [4].

Exterior tensor products of elliptic operators on smooth manifolds and manifolds with conical singularities are used to obtain examples of elliptic operators on manifolds with edges that do not admit well-posed edge boundary and coboundary conditions.

The master thesis is focused on an evaluation of a preload lost in a tappered joint. The analyzed bolts are preloaded by a hydraulic tensioner. When the tensioner is removed, the joint is established and the preload in bolt is decreased. The analysisis carried out on axisymmetry model of joint in ANSYS Workbench 15, a finite element method is implemented in that software. The evaluation of the preload lost is made for a used range of ratio of clamped length to a nominal diameter of bolt. Geometry and material assumptions are defined. Before preloading of bolts to a desired value the process of stabilization preloading must be done otherwise outlines of the analysis are not applicable. On the base of the outlines of the analysis, the method for analytical computing of the desired pretension is done. The method involves the preload lost, which occurs due to establishment of the joint. The strength assesment of the hydraulic tensioner for bolts M72x4 is done. A 3D model of the tensioner with one plane of symmetry was used. Strength criteria for maximum allowed linear-elastic stress are in accordance with ČSN EN 13 445-3.

Diploma thesis studies the effect of temperature (75 and 105 °C) and the effect of 3 kinds of liquids (silicone and hydraulic oil and coolant) at room temperature and at 105 °C on change of the structure of 3 species butadiene-acrylonitrile (NBR) seals (o-ring and two types of bolts). The seals are inspected by the thermogravimetric analysis, differential scanning calorimetry and infrared spectroscopy, the influence of 105 °C on the o-rings is also evaluated in terms of changes in tensile properties. The greatest changes in the composition and structure are observed on o-rings particularly due to temperature of 105 °C, there was a significant reduction in dilatability and an increase in stiffness and glass transition temperature. The root cause is the surface and centre additive decomposition and oxidation. The bolts have suffered from decomposition of the protective surface layer and the additives in the centre, structural change was minor. Exposure to 75 °C has resulted in a gradual loss of low molecular weight substances. Liquids at room temperature didn‘t affect the structure of the seals, at 105 °C it caused a loss of weight due to decomposition of the protective surface layer and release of additives and the products of their decomposition. Results showed that the common use of the NBR seals at 105 °C is unsuitable, at 75 °C it leads to gradual changes, loss in mechanical and sealing properties.

Nowadays
design, fabrication and erection of steel structures can be taken place at different locations as a result of rapid globalization
owners may require the use of widely accepted steel design codes. Therefore, engineers are faced with the challenge of being competent with several design specifications for a particular material type. AISC-360 and EC3 are widely accepted steel structure design specifications that utilize limit state principles with some similarities and differences in application. Hereby a study has been undertaken to put together the nominal strength expressions presented in both AISC-360 and EC3 codes in a single document, to identify the similarities and the differences in calculated strengths and to facilitate rapid learning of either of the specifications with prior knowledge of the other. Because of the wide scope of specifications, only fundamental failure modes are considered in this thesis. Resistance equations are directly compared with each other wherever possible. For cases where the treatment of specifications is entirely different, representative members were considered for comparison purposes.

The use of bolts as an element of union has a great importance in industrial situations that need frequent assembling and disassembly. In the present study, the effect of the mean stress and frequency on the fatigue of screw bolts made from cold-formed threaded bars was evaluated. The bolts was made with austenitic stainless steel, AISI 304, and it were tested in two different environments, air and 35g/L NaCl aqueous solution. Initially, tensile testing, chemical analysis, microstructural analysis, x-ray diffraction and hardness were did by the metallurgical characterization. The fatigue tests occurred with mean stress equal to 40% and 60% of yield strength. After the tests, the appearance of the fracture surface was observed. It has been found that the fatigue limit remains unchanged with respect to the mean stress in the air tests at a higher frequency. However, air tests at low frequencies and under corrosion fatigue follow Goodman's prediction. Already, in the tests under corrosion, the higher mean stress tends to decrease the value of the stress amplitude resistant to corrosion fatigue under the conditions applied in the present study. The results were compared with the theoretical models of life expectancy in fatigue and with the results of Burguete and Patterson (1995).
A utilização de parafusos como elementos de união tem grande importância em situações industriais com montagens e desmontagens frequentes. No presente estudo, avaliou-se o efeito da tensão média e frequência de solicitação na fadiga de parafusos prisioneiros confeccionados a partir de barras roscadas conformadas a frio. Fabricados em aço inoxidável austenítico, AISI 304. Os parafusos foram caracterizados através de ensaio de tração, análise química, análise microestrutural, difração de raios x e dureza. Esses parafusos foram testados em dois diferentes ambientes, ao ar e em solução aquosa a 35g/L de NaCl. Os ensaios de fadiga ocorreram com carregamento médio a 40% e 60% da tensão de escoamento. Após os ensaios, o aspecto da superfície de fratura foi observado. A amplitude de tensão de fadiga se mantém inalterada em relação à tensão média nos ensaios ao ar com frequência elevada. No entanto, ensaios ao ar em baixas frequências e corrosão fadiga seguem a previsão de Goodman. Estes ensaios mostraram que a maior tensão média tende a diminuir o valor da tensão alternante resistente à corrosão-fadiga nas condições aplicadas no presente estudo. Os resultados foram comparados com os modelos teóricos de previsão da vida em fadiga e com os resultados de Burguete e Patterson (1995).
São Cristóvão, SE

The refinement of the coronary portion of the intraradicular post cemented constitutes in routine in the clinic. However, the effects of the action of the diamond burn in high rotation on the cement agent are little argued. This study is tested the hypothesis of that the refinement with high rotation an the passed time between the cementation and the accomplishment of the refinement have negative effect in the tensile strength of the intraradicular post cemented in bovine roots. Forty eight bovine roots have been parted with 15mm of length, endodontically treated, confectioned in Cu-Al league, cemented with cement zinc phosphate and divided in 4 experimental groups (n=12). Group A: Without refinement; Group B, C e D submitted the refinement 15, 60 minutes and 24 hours respectively, after the cementation. The assay was carried through in universal machine (EMIC) with speed of 0,5mm/min for all the groups 24 hours after the cementation. The data of tensile strength had been analyzed by the analysis of the variance and test of Bartlet (α=1%). Verified that it did not have significant difference between the groups. Inside of the limitation of this study it can be concluded that the refinement with high rotation and the factor passed time between the cementation and assay did not produce effect of the resistance of the intraradicular posts.
O acabamento da porção coronária do retentor intra-radicular fundido após cimentação constitui-se rotina na clínica odontológica. Entretanto, os efeitos da ação da ponta diamantada em alta rotação sobre o agente cimentante são pouco avaliados. Este estudo testou a hipótese de que o tempo decorrido entre a cimentação e a realização do acabamento com alta rotação tenha efeito negativo na resistência à tração dos retentores intra-radiculares fundidos. Quarenta e oito raízes bovinas foram seccionadas com 15 mm de comprimento, tratadas endodonticamente e divididas aleatoriamente em quatro grupos (n=12): n=A: não submetidos ao acabamento; n=B, C e D submetidos ao acabamento com os tempos de 15, 60 minutos e 24 horas respectivamente, após a cimentação. Os condutos foram moldados pela técnica direta para a obtenção de retentores com 11 mm de comprimento intra-radicular, fundidos em cobre-alumínio, jateados com óxido de alumínio e cimentados com fosfato de zinco. O ensaio de tração foi realizado em máquina universal (EMIC) com velocidade de 0,5mm/min para todos os grupos 24 horas após a cimentação. Os resultados foram submetidos à análise de variância e teste de Bartlet (α=1%). Não houve diferenças estatisticamente significantes na resistência à tração nos grupos controle e os grupos com acabamento após a cimentação, independente do período de espera. Dentro das limitações deste estudo concluiu-se que o acabamento com alta rotação e o tempo decorrido entre a cimentação e o ensaio não produziu efeito sobre a resistência dos retentores intra-radiculares fundidos em cobre-alumínio.
Mestre em Odontologia

Die Auswahl einer zweckmäßigen Verbindungstechnik hat großen Einfluss auf die Kosten für die Herstellung und Wartung von Gütern. Das mechanische Verbinden von Bauteilen mit Schließringbolzen gehört zum umformtechnischen Fügen. Damit werden kostengünstig unlösbare und mechanisch hoch beanspruchbare, punktförmige Verbindungen erzeugt. Die vorliegende Arbeit hatte das Ziel, in umfassender Form den Nachweis zu erbringen, dass mit Schließringbolzensystemen ohne Sollbruchstelle wartungsfreie Verbindungen hergestellt werden können. Diese Wartungsfreiheit bezieht sich auf den Erhalt der mechanischen Eigenschaften der Verbindung und des Korrosionsschutzes bis zur beabsichtigten Grenznutzungsdauer. Aus einer Analyse des Standes der Technik wurde der Forschungsbedarf hinsichtlich der Wartungsfreiheit von Schließringbolzenverbindungen aus mechanischer und korrosiver Sicht abgeleitet. In einem mehrstufigen Prüfprogramm, unterteilt nach Anwendungen im Nutzfahrzeugbau und Stahlbau, wurde nach maschinenbaulichen und stahlbaulichen Konzepten die mechanische Leistungsfähigkeit der Verbindungen untersucht. Die Forschungsergebnisse aus diesem Programm und der Test neu entwickelter Beschichtungssysteme für die Bolzen und die Schließringe bestätigten die Eingangsthese über die Wartungsfreiheit. Metallografische Analysen und FEM Rechnungen ergänzen die Arbeit. Sie ist in sechs Abschnitte unterteilt und enthält 135 Abbildungen, 25 Tabellen, 3 Anlagen. Es wurden 118 Literaturquellen berücksichtigt. Mit der Arbeit steht dem Ingenieur ein umfangreiches Auskunftsmaterial zum Vergleich von Schließringbolzenverbindungen mit anderen Fügeverfahren, besonders jedoch zur Verschraubung zur Verfügung. Die durchgeführten Untersuchungen und Aussagen sollten in zukünftiger Forschung zu einem ganzheitlichen Konzept für die rechnerische Auslegung und Dimensionierung von Schließringbolzenverbindungen nach dem Vorbild der VDI 2230 und der EN 1993 weitergeführt werden.

碩士
國立臺灣大學
森林環境暨資源學研究所
98
Generally, the tensile strength of wood is larger than that of compression strength in longitudinal direction. Because wood tissue could be damaged by metal connector or fastener, stress concentration always occurred at wood near the interface between wood and metal. This is the reason why the tensile strength value is almost close to or even lower than compression value in structural design. In previous reviews, pioneers usually solved many problems by finite element analysis (FEA) simulation and assumed that the wood was isotropic. However, the wood is a kind of anisotropic material rather than isotropic. In fact, it is orthotropic. In this study, a software called Solid Works2008 was used to find the results by FEA. The computer simulation is a tool that an assumed force can apply on a new type of bolt connection in order to reduce stress concentration. Douglas fir (Pseudotsuga menziesii) was selected as the wood member. The material of the bolt was common steel. In this computer simulation, steel was set as an isotropic material. In Cartesian coordinate, the x-direction was assumed in longitudinal direction of the wood. The y- and z-direction represented radial and tangential directions of the wood respectively. The total length of the member is 250 mm, and the width and the thickness are 60 and 12 mm. The hole is drilled in the central. The right side of the hole is a semicircle with 9.5 mm radius a, and the left side is a semiellipse with b mm semimajor axis (or with semiminor axis, if b<a). All the initial sizes are constant, but the length of the semi axis of the semiellipse is variable, so that the definition of the axis ratio R is b/a, where a is the radius of the semicircle. R is set starting from 0.75, and each model with an increment of 0.25 for R was built and analyzed. The applied load was a concentrated force of 980.67 N（100 kgf） on the metal bolt towards the left. The right side of the member would be fixed and could not be moved and there was no deformation or displacement at the end surface. The interface between the wood and the metal bolt was set to free. There was neither glue nor adhesive between them, so there was a clearance while the deformation and displacement happened. Friction was neglected, however. Compared with simulation results, it is evident that the distribution of stress is quite different between isotropic and orthotropic member. But stress concentration still exists in both models at same locations. To enhance the utilization of wood material, the good property of tensile strength of wood should be considered. But stress concentration around the hole will reduce this property. Adjusting the ratio of the axes of R can find a way to reduce the stress concentration. One of the concentrated stresses must be increased while another must be decreased whether the ratio increases or decreases. The simulation show that a good result can be obtained when the ratio R is about 1.2 to 1.25. In the experiment, strain gauges and the universal testing machine were used. Signals were measured and converted through the written computer program. Basically, some of the results are similar with computer simulations. While the applied load is constant, the value of strain at the tensile area by the bolt hole decreases with R increasing, and the value of strain at the compression area by the bolt hole increases with R increasing. However, there were some disadvantages for mechanism such as nodes of wood, grain. And the dimension of the models was too small (limited by the testing machine) that the disadvantages appeared obviously. Because of the small dimension, the scale of strain gauges was enlarged, so that a part of the results were not so accuracy.

In this paper, using the general purpose software ABAQUS, a three dimensional (3-D) finite element model was built to simulate semi-rigid composite connection with precast hollowcore slabs. 3D continuum elements are used for all parts of the composite connections and the contact conditions between all the components are explicitly modelled. The model also incorporates nonlinear material characteristics and non-linear geometric behaviour. A simplified method to simulate the bolted end plate connection is introduced and validated. The proposed simulation method of the longitudinal shear transmission can accurately simulate the plastic state of the longitudinal rebars after cracking. Different materials are chosen by the authors to simulate the concrete slab, and the elastic¿plastic material property is adopted which can accurately simulate the moment¿rotation response of the connections. Numerical results are presented and compared with the experimental data and good agreement is obtained.

Tese de Doutoramento em Construção Metálica e Mista, apresentada ao Departamento de Engenharia Civil da Faculdade de Ciências e Tecnologia da Universidade de Coimbra
No contexto das estruturas porticadas de edifícios ou similares vêm sendo investigados elementos com secção tubular bem como dispositivos mecânicos de ligação entre vigas e pilares adaptados a tal tipo de secção no sentido da validação de regras para controlo do respectivo comportamento estrutural, atendendo à problemática subjacente à necessidade de implementação de regulamentação apropriada por instituições e organismos oficiais. Nesta Tese apresenta-se um estudo com base em experimentação, análise numérica e teórica para caracterização da resposta estrutural de juntas viga I – pilar SHS com ligações utilizando o parafuso do tipo hollo-bolt como sistema de fixação ao perfil tubular adoptado nos pilares, enquanto exemplo representativo dos diversos blind-bolt-systems. A primeira parte do programa experimental, realizado no Laboratório de Mecânica Estrutural do DEC da FCTUC, incluiu oito ensaios de arrancamento de parafusos hollo-bolt, considerando diferentes valores para o aperto e dois diâmetros comercialmente disponíveis. Com os diagramas força-deslocamento foi avaliada a rigidez axial para cada uma das situações consideradas e identificada a capacidade resistente à tracção para os referidos parafusos ensaiados directamente nos perfis tubulares através de um esquema tipo T-Stub. A segunda parte da investigação incluiu 14 ensaios correspondentes ao tipo de juntas inicialmente indicado em nós externos, de canto e internos, considerando-se protótipos à escala real sob o efeito de carga estática monotónica na(s) viga(s). Foram realizados ensaios uni- e multiplanares, tendo sido elaborados diagramas momento-rotação e determinadas as propriedades estruturais como a rigidez rotacional inicial, o momento plástico resistente e a rigidez pós-elástica para as tipologias com placa rasa e estendida, contempladas na Parte 1-8 da actual versão do Eurocódigo 3. É apresentada, também, a classificação das juntas ensaiadas quanto à rigidez e quanto à resistência à flexão no âmbito das regras estabelecidas no citado Eurocódigo. Complementarmente, foram processados três modelos de elementos finitos no software ANSYS® representando as correspondentes juntas e ligações anteriormente testadas, os quais foram elaborados e calibrados segundo as geometrias reais das secções transversais adoptadas nos protótipos ensaiados e respeitando as propriedades mecânicas referentes aos aços efectivamente utilizados nas diversas componentes das ligações em questão. As principais conclusões experimentais evidenciaram a tendência para um certo comportamento do tipo membrana para a parede do pilar tubular no caso de pequenos rácios espessura/largura, a influência dos hollo-bolts nas áreas dos furos mais traccionados do perfil tubular, a rotura das patilhas associadas ao cilindro daquele parafuso e consequente arrancamento sob esforços de tracção e corte, bem como a plastificação da face solicitada da secção SHS (tanto mais notória quanto menor a espessura), para além da flexão plástica das placas de extremidade estendidas quando inseridas em juntas com pilares de maior espessura, reflectindo, neste caso, uma relação tp/tc de 1,7. Os modelos numéricos conseguiram reproduzir as várias deformabilidades encontradas nos protótipos testados verificando-se, para muitos pontos homólogos das juntas modeladas, uma similitude de resultados comparativamente ao que havia sido registado e determinado a nível experimental, designadamente no que diz respeito a deslocamentos (verticais e horizontais) mas também em relação a tensões equivalentes/principais e ainda a extensões. O estudo teórico igualmente apresentado culminou com a proposta de dois modelos analíticos para o momento resistente plástico das referidas juntas no contexto das referências de suporte à temática das forças resistentes, bem como das normas estipuladas pelo Eurocódigo 3 e pelo CIDECT. Para o caso da rigidez rotacional inicial, foi também aplicada uma dimensão alternativa na zona traccionada do pilar para o cálculo do respectivo coeficiente de rigidez da componente proposta, cuja fórmula original de cálculo havia sido anteriormente avançada por aquela mesma associação internacional. Uma comparação entre resultados teóricos e experimentais foi, ainda, realizada através dos respectivos rácios. Tendo sido observado um efeito tridimensional em nós de canto ou internos sujeitos a carga no mesmo sentido, foi também apresentada uma proposta de correcção do momento resistente e da própria rigidez em juntas localizadas na face ortogonal à face 1 do pilar bi-articulado.
Tubular section elements as well as connection mechanical devices between beams and columns, adapted to that type of section and applied in buildings’ framed structures or similar, have been investigated in order to validate rules to control their behaviour, in compliance with the regulations issued by institutions and official organizations. This thesis presents an experimental, numerical and analytical study to characterize the structural behaviour of I beam – SHS column joints connected using hollo-bolts, a representative example of blind-bolt systems. The first part of the experimental program, carried out at FCTUC´s DEC Structural Mechanics Laboratory, included eight hollo-bolts pull-out tests, considering different values for the tightening moment and two commercial diameters. With force-displacement diagrams the axial stiffness was evaluated for each of the considered situations as well as identified the tensile strength for the bolts, directly tested on the SHS profiles through a T-Stub type scheme. The second part of the experimental investigation included 14 tests corresponding to I beam – SHS column joints at external, corner and internal node´s configuration, considering real-scale prototypes under the effect of a monotonic static load applied on the beams. Uni- and multiplanar tests were performed and the respective force-displacement and moment-rotation diagrams were obtained, as well as determined the corresponding structural properties, such as initial rotational stiffness, plastic resistant moment and post-elastic stiffness for flush and extended endplate typologies, contemplated in the current version of Part 1-8 of Eurocode 3. It was presented the classification of the tested joints regarding to stiffness and resistance to bending, within the scope of that Eurocode. Furthermore, three finite element models were processed in the ANSYS® software representing the corresponding joints and connections previously tested, which were developed and calibrated according to the actual geometries of the cross sections adopted in the tested prototypes and respecting the mechanical properties of the steels actually used in the components of that connections and joints. The main experimental results evidenced the tendency of the tubular column’s wall for a membrane type behaviour, in the case of small thickness/width ratios. The results also showed the influence of the hollo-bolts in the areas corresponding to the more tensioned holes of tubular profile, moreover the hollo-bolt legs rupture, associated to the cylinder and consequent pull-out under a tensile and shear force combination, as well as the plastification of the loaded face of the SHS section (as more remarkable as lower its thickness). In addition to experimental observations mentioned before, it was also verified the plastic bending of the extended endplates when included in joints with thicker columns (reflecting a tp/tc ratio equal to 1,7). The numerical models reproduced the different deformabilities found in the tested prototypes, and for many homologous points of the modeled joints a results’ similarity was observed compared to what had been registered and determined experimentally, not only regarding to the vertical and horizontal displacements, but also in relation to equivalent/principal stresses and strains. The theoretical study culminated with a proposal of two analytical models for the plastic moment of those joints in the context of the main supporting references of the thematic subjected to the resistant forces as included in the established rules by Eurocode 3 and CIDECT. In the case of initial rotational stiffness, an alternative dimension was also proposed in the tensioned area of the column to calculate the respective stiffness coefficient of the new component proposed, which original formula was previously advanced by that institution. A comparison between theoretical and experimental results was made through the respective ratios. Having a three-dimensional effect on corner or internal nodes subjected to loads in the same direction and sense, a proposal of correction to the resistant moment and the rotational stiffness in joints, located on the orthogonal face concerning to the face number one in the simply supported column, was also presented.