Avaliação da eficácia de primers para metal na resistência ao cisalhamento da união entre cimentos resinosos e metais não nobres. Efeito do armazenamento em água

O sucesso das restaurações metálicas indiretas depende, dentre outros fatores, de uma união eficaz entre a estrutura metálica e o cimento dentário empregados. Sabe-se que os primers para metal atuam com comprovada eficácia na resistência adesiva dos cimentos resinosos às ligas nobres. Entretanto, pouco foi estudado sobre o efeito de tais materiais em ligas não nobres. O propósito deste estudo foi avaliar a eficácia de primers para metal na resistência ao cisalhamento da união entre cimentos resinosos e metais não nobres. Discos (9 mm de diâmetro e 3 mm de altura) foram fundidos em liga de NiCr (n=80) e em titânio comercialmente puro (Ti c.p.) (n=80) e foram incluídos em anel de PVC com resina acrílica quimicamente ativada. As superfícies dos discos foram regularizadas com lixas de carbeto de silício de granulação 320, 400 e 600 e jateadas com partículas de óxido de alumínio de 50 µm. Espécimes de cada metal foram divididos em quatro grupos (n=20). Uma matriz metálica bi-partida (5 mm de diâmetro interno e 2 mm de altura) foi posicionada na superfície do espécime. As áreas adesivas receberam um dos seguintes tratamentos: 1) Panavia F; 2) Alloy Primer e Panavia F; 3) Bistite DC e 4) Metaltite e Bistite DC. Para evitar a exposição dos cimentos à luz, estes foram espatulados e inseridos na matriz dentro de uma câmara de revelação radiográfica. Quarenta minutos após a confecção, os espécimes foram armazenados em água destilada a 37ºC por 24 horas e então termociclados (1.000 ciclos, 5ºC e 55ºC, 30 segundos cada banho). Após a termociclagem, os espécimes foram armazenados novamente nas mesmas condições descritas anteriormente por um período de 24 horas (n=10) ou de 6 meses (n=10) antes do ensaio de cisalhamento em uma máquina de ensaios mecânicos (Material Test System 810).

Avaliação da resistência ao cisalhamento de um solo tropical não saturado

Fundação de Amparo à Pesquisa do Estado de São Paulo (FAPESP)

Resistência ao cisalhamento de bráquetes fotopolimerizados com arco de plasma, LED e luz halógena utilizando diferentes tempos

This study evaluated in vitro the shear bond strength of brackets bonded with xenon plasma arc light, light-emitting diode (LED) and conventional halogen light using different curing times. Brackets were bonded to the buccal surface of 60 human maxillary premolars allocated to five groups. In groups 1 and 2, the resin was cured with the plasma arc for three and six seconds (s), respectively; in groups 3 and 4, the LED was used for five and ten s, respectively; and in group 5, the halogen light was used for 40 s. The specimens were stored in water for 24 hours and subjected to a shear force until bracket failure. The debonding pattern was classified according to the adhesive remnant index (ARI). The results were assessed by Anova and the SNK post-hoc test. No differences were detected among groups 2, 4 and 5, which showed higher averages than groups 1 and 3, which were not different between themselves. The ARI scores showed no differences among the three types of light sources in all times tested. Plasma arc and LED lights can be used with shorter curing times, within certain limits, than conventional halogen light for bonding orthodontic brackets, without decreasing bond strength.

Influência do agente de união na resistência ao cisalhamento da interface titânio/polímero de vidro

There is little information regarding bond strengths of polyglass to metal alloys. This study evaluated the influence of bonding system on shear bond strength of a composite resin (Artglass/Heraeus Kulzer) to cast titanium (Ti). Twenty metallic structures (4mm in diameter, 5mm thick) of titanium grade I were cast shaped and abraded with 250mm aluminum oxide and separated into two groups. For each group was applied one bonding system (Siloc or Retention Flow) before opaque and dentin polymer superposition. This procedure was managed using teflon matrices. They were manipulated and polymerized according to the manufacturer's recommendations. The samples were stored in distilled water for 24 hours at 37º and thermocycled (5º and 55ºC/500 cycles). Shear bond strength tests were performed by using an Instron Universal testing machine at a crosshead speed of 5mm/min. Results were analyzed statistically with one-way ANOVA (a=0,5) and they indicated that the Retention Flow system was statistically better than Siloc (20.74 MPa and 11.65 MPa , respectively). It was possible to conclude that the bonding agent influenced the adhesion between polymer and cast titanium.

Adesivos multi-uso-avaliação da resistência adesiva a dentina frente a teste de cisalhamento, estereomicroscopia e microscopia eletrônica de varredura

Recent bonding systems have been advocated as multi-purpose bonding agents. The aim of this study was to determine if some of these bonding systems could be associated to composite resins from different manufacturers. This investigation was conducted to test lhe shear bond strength of three bonding systems: Scotchbond Multi-Purpose (3M Dental Products), Optibond Light Cure (Kerr) and Optibond Dual Cure (Kerr), when each of them was associated to lhe composite resins: Z1 00 (3M Dental Products), Prisma - APH (Dentsply) and Herculite XRV (Kerr). Seventy-two flat dentin bonding sites were prepared to 600 grit on human premolars mounted using acrilic resins. The teeth were assigned at random to 9 groups of 8 samples each. A split die with a 3mm diameter was placed over lhe surface of lhe dentin treated with one of lhe adhesive systems, and lhe selected composite resin was inserted and light cured. The split mold was removed and all samples were termocycled and stored in 37ºC water for 24 hours before testing. Shear bond strength was determined using an lnstron Universal testing machine. Some failures were examined under lhe S.E.M. Data was analysed by one-way analysis of variance, that demonstrated a significant difference (p<0,05) in the mean shear bond strength among Optibond Light Cure (15,446 MPa), Scotchbond Multi-Purpose (13,339 MPa) and Optibond Dual Cure (10,019 MPa). These values did not depend on the composite resin used. The association between bonding system/composite resin was statistycally significant (p<0,05) and the best results were obtained when the composite resins Z100 and Herculite were used with the adhesive system Optibond Light Cure, and when the composite resin APH was used with the adhesive system Scotchbond Multi-Purpose

Avaliação in vitro da resistência de união de dois sistemas adesivos dentinários à dentina bovina antes e após a termociclagem: teste de cisalhamento e análise estereomicroscópia

Pós-graduação em Odontologia Restauradora - ICT

Resistência ao cisalhamento de diferentes sistemas adesivos no esmalte dental

Coordenação de Aperfeiçoamento de Pessoal de Nível Superior (CAPES)

Pré tratamento dentinário influência do condicionamento ácido, irradiação laser e hipermineralização na resistência ao cisalhamento de sistema adesivo multi uso

The disadvantages generated by the acid etching of the dentin, such as an increase in its permeability, in the surface moisture and in the potential to denature the external dentinal collagen, the formation of a fragility zone and the citotoxicity of the adhesive monomers; which are all aggravated by the depth of the dentin, have stimulated new and different treatment philosophies of the dentin. The purpose of the present study, therefore, was to investigate the effects of three dentin treatments: laser irradiation, acid etching and hypermineralization, in the shear bond strength of the SMP Plus bonding system. Sixty bovine incisors were extracted and randomly selected immediatly alter the animal's death. They were kept frozen (-18°C) for no longer than 14 days. After buccal dentinal surface had been exposed, X-Rays were taken to control the dentin thickness. The specimens were separated into two groups: (1) Control, kept in distilled water at 4ºC; (2) Mineralized, kept in hypermineralized solution at 4°C for 14 days. Each group was divided into three sub-groups according to the type of dentin treatment used: group F - followed the manufacturer instructions (acid-etching + primer + bond), group AL (acid-etching + primer + bond + laser) and group LA (laser + (laser + acid-etching + primer + bond). A composite resin standard cylinder (Z100-3M) was bond to the dentinal surface and the shear bond strength performed on a Universal lnstron machine 4301, with 500 Kg load and at 0,5mm/min. speed. The analysis of variance (ANOVA) determined that the treatments influenced the shear bond strength values (p<0,05) with the following average shearing load at failure: AL (9,96 MPa), F (7,28MPa) e LA (4,87 MPa). The interaction between the two factors analyzed Group (control and mineralized) and treatment (F, AL, LA) also influenced the shear bond strength (p<0,05). The highest values were obtained...

Estruturas de concreto reforçadas com PRFC parte II: análise dos modelos de cisalhamento

Fundação de Amparo à Pesquisa do Estado de São Paulo (FAPESP)

Modelo mecânico para estruturas lineares em concreto armado - uma abordagem acoplada entre a mecânica do dano e algoritmos de otimização

Modelos escritos através dos conceitos da Mecânica do Dano no Contínuo representam atualmente uma alternativa consistente para a simulação numérica do comportamento de estruturas constituídas por materiais quase frágeis, onde a perda de rigidez em função da fissuração crescente é o fator preponderante da resposta não-linear de seus elementos estruturais. No entanto, modelos de dano apresentam forte dependência de parâmetros internos usados para descrever os critérios e evolução das variáveis de dano, que devem ser calibrados adequadamente para uma resposta mecânica coerente da estrutura. Neste contexto, o artigo mostra um estudo sobre a calibração de parâmetros do modelo de dano de Mazars e sua aplicação na análise numérica de vigas e pórticos planos em concreto armado. O Método dos Mínimos Quadrados é adotado para resolver o problema, em conjunto com a técnica de Gauss-Newton. Em virtude da ausência de resultados experimentais para diversas classes de resistência do concreto, como referência para o processo de calibração, são adotados alguns modelos constitutivos teóricos tanto à tração quanto à compressão. Esse processo de calibração de parâmetros é incorporado a um modelo mecânico em elementos finitos para análise de barras em concreto armado, com a consideração conjunta dos mecanismos complementares de resistência ao cisalhamento, como efeito de pino, armadura transversal e engrenamento de agregados. Uma lei constitutiva exponencial para o decaimento da resistência à tração do concreto é proposta com o objetivo de simular o comportamento do tipo tension softening do material. Testes de simulação envolvendo o modelo proposto foram realizados, comparando-se com resultados experimentais e numéricos mostrando a boa precisão e capacidade de obtenção de cargas últimas em estruturas de barras em concreto armado.

Considerações sobre a armadura transversal de pilares de concreto armado

There are regulations that establish conditions and enable the design of armor columns. The NBR 6118 features statements relating to the transverse reinforcement as spacing, reinforcement diameters provision in structural elements and others. However, the norm in force does not provide an explicit methodology for the design of stirrups in different situations. We do not propose even a calculation model for this equipment and provides normative considerations for maximum or minimum values of spacings and armor in diameter. It is noteworthy that the classical references also do not provide a calculation routine sizing of transverse reinforcement and only makes the checks as the normative conditions for the given data. Based on this assumption and the problems that may occur in sizing error, both for spacing and for the proposal of the stirrup diameter, this study demonstrates that armor calculation method already established in the literature and then through an intuitive tool and available develops a spreadsheet based on this calculation routine. It takes as reference the one developed by Emil Moersch (1902) and the calculation model proposed by BUFFONI E SILVA (2006). Finally the paper presents a rational design of shear reinforcement and confronts these values with some numerical examples to show its truth

Considerações sobre a armadura transversal de pilares de concreto armado

There are regulations that establish conditions and enable the design of armor columns. The NBR 6118 features statements relating to the transverse reinforcement as spacing, reinforcement diameters provision in structural elements and others. However, the norm in force does not provide an explicit methodology for the design of stirrups in different situations. We do not propose even a calculation model for this equipment and provides normative considerations for maximum or minimum values of spacings and armor in diameter. It is noteworthy that the classical references also do not provide a calculation routine sizing of transverse reinforcement and only makes the checks as the normative conditions for the given data. Based on this assumption and the problems that may occur in sizing error, both for spacing and for the proposal of the stirrup diameter, this study demonstrates that armor calculation method already established in the literature and then through an intuitive tool and available develops a spreadsheet based on this calculation routine. It takes as reference the one developed by Emil Moersch (1902) and the calculation model proposed by BUFFONI E SILVA (2006). Finally the paper presents a rational design of shear reinforcement and confronts these values with some numerical examples to show its truth

Reconstrucción de una armadura de cubierta de lazo en la iglesia parroquial de Almenara de Tormes, (Salamanca)

El artículo describe el proceso de restauración de la armadura de cubierta de la nave principal de la iglesia románica de Almenara de Tormes, Salamanca (España). El techo de la armadura de par y nudillo del siglo XVI estaba oculto por un entablado, que al ser retirado permitió apreciar unas entalladuras que evidenciaban la existencia de una lacería que se había perdido. En base a la regularidad geométrica de esos cortes o trazas aparecidos en los nudillos, fue posible realizar una reconstrucción completa de la lacería. Se investigó sobre los trazados de lazo que pudieran encajar en esos cortes, rebajes o entalladuras, analizando otros trazados de lazo de la época y lugar histórico. Después de comprobar las medidas y ángulos precisos de las trazas de los nudillos se formularon algunas hipótesis de trazado de lazo y se consiguió desarrollar un trazado que encajaba a la perfección con los restos existentes. Como resultado de esta investigación se pudo proceder a la elaboración de un proyecto de restauración procediendo a continuación a la reconstrucción completa del artesonado hasta en sus más pequeños detalles.

Evaluación del comportamiento mecánico, estructural y frente a la corrosión, de una nueva armadura de acero inoxidable dúplex bajo en níquel

La durabilidad de las estructuras de hormigón armado no es ilimitada, en especial en determinados ambientes. El ingreso de agentes agresivos en el hormigón, fundamentalmente dióxido de carbono e iones cloruros, rebasando el espesor del recubrimiento y alcanzando las armaduras, reducen el alto pH del hormigón hasta alcanzar un umbral crítico, por debajo del cual, el acero queda despasivado. Posteriormente, si existe el suficiente aporte de humedad y oxígeno, el acero se corroe, lo que supone drásticas reducciones de la vida de servicio de estas estructuras y su inevitable reparación. La utilización de armaduras de acero inoxidable es una alternativa que está recibiendo cada vez más consideración. Su resistencia a la corrosión en los ambientes más agresivos, incluso con ataque de cloruros, lo convierte en el material idóneo para prolongar de forma muy considerable la vida útil de la estructura. En este trabajo se ha evaluado el comportamiento mecánico y estructural, y de resistencia a la corrosión, de un nuevo acero inoxidable dúplex de bajo contenido en níquel, el EN 1.4482 (AISI 2001), y se ha comparado con el inoxidable austenítico más utilizado, el EN 1.4301 (AISI 304), con el dúplex EN 1.4362 (AISI 2304) y con el tradicional acero al carbono B-500-SD. El estudio mecánico y estructural se ha realizado en tres niveles diferentes: a nivel de barra, estudiando las propiedades mecánicas y de ductilidad de los cuatro aceros citados; a nivel de sección, estudiando su comportamiento a flexión con diferentes cuantías de armado por medio de los diagramas momento-curvatura; y a nivel de pieza, ensayando una serie de vigas armadas con diferentes aceros y cuantías, y comprobando su comportamiento a desplazamiento y resistencia por medio de los diagramas carga-desplazamiento. El estudio de resistencia a la corrosión se ha realizado embebiendo barras corrugadas, de los tres aceros inoxidables mencionados, en probetas de mortero contaminadas con diferentes cantidades de cloruros, y realizando mediciones electroquímicas durante un periodo de al menos un año. Se han preparado probetas de mortero para dos comparativas diferentes. La primera, manteniendo las probetas en un desecador con el 95 % de humedad relativa durante todo el periodo de mediciones. La segunda, sumergiendo parcialmente las probetas en una solución tampón para carbonatar el mortero. Los resultados de los ensayos mecánicos han demostrado dos aspectos diferentes. Uno, que las armaduras de acero inoxidable tienen un comportamiento muy similar a las de acero al carbono en lo referente a las resistencias alcanzadas, en el límite elástico y en rotura, pero distinto en cuanto al módulo de deformación longitudinal, cuyo valor es claramente inferior al del acero al carbono, por lo que su utilización en las estructuras de hormigón necesita tener en cuenta ese dato en los análisis lineales de cálculo. El segundo aspecto es que las armaduras de acero inoxidable laminadas en caliente presentan una ductilidad muy superior a las de acero al carbono, por lo que ofrecen una mayor seguridad frente a su rotura o al colapso de la estructura, lo que se debe tener en cuenta en el análisis de cálculo plástico. En cambio, las armaduras de acero inoxidable laminadas en frío sólo cumplen con los límites mínimos de ductilidad establecidos en la instrucción EHE-08 para los aceros soldables, y no para los aceros con características especiales de ductilidad. El estudio a nivel de sección refleja la paradoja de obtener secciones menos dúctiles con las armaduras de acero inoxidable laminadas en caliente que con las armaduras de acero al carbono. Para subsanarlo, se definen los conceptos de curvatura última de rotura y ductilidad de la sección en rotura, que tienen en cuenta las altas deformaciones alcanzadas por las armaduras de acero inoxidable. Los resultados a nivel de pieza permiten identificar el comportamiento estructural del hormigón armado con barras corrugadas de acero inoxidable y compararlo con el de las estructuras de hormigón armado convencionales, verificando los resultados experimentales con los teóricos obtenidos con la formulación recogida en la instrucción EHE- 08. Los ensayos de resistencia a la corrosión por cloruros demuestran, durante el primer año y medio de vida de las probetas, un comportamiento muy similar entre el nuevo acero inoxidable dúplex bajo en níquel y el austenítico y el dúplex utilizados para la comparación, incluso para las probetas carbonatadas. Por último, se añade una comparativa económica, realizada sobre dos edificaciones tipo, para cuantificar el sobrecoste que supone la utilización de armaduras de acero inoxidable respecto a las de acero al carbono. El alto coste inicial de las armaduras de acero inoxidable se ve compensado en el coste final de la estructura de muy diferentes formas, principalmente dependiendo del grado de acero elegido y de si se emplean en el total de la estructura o solamente en los elementos más expuestos. The durability of the concrete structures is limited, especially in certain environments. The attack of aggressive agents in the concrete, mainly carbon dioxide and chloride ions, penetrating the thickness of concrete cover and reaching the reinforcements, reduce the high pH of concrete to the point of reaching a critical threshold, under which, the steel despasivates. Therefore, if there is enough humidity and oxygen, the steel corroes, causing drastic reductions in the service life of these structures and its inevitable repair. Despite the high initial cost compared to carbon steel, the usage of stainless steel reinforcements is an alternative with a major consideration nowadays. Its resistance to corrosion in the most aggressive atmospheres, including chlorides attack, makes the stainless steel a suitable material to extend considerably its lifetime. In this study, it’s been evaluated the mechanical and structural behaviour, and the corrosion resistance, of a new low-nickel duplex stainless steel EN 1.4482 (AISI 2001), and it has been compared with the most widely used austenitic type EN 1.4301 (AISI 304), with duplex steel EN 1.4362 (AISI 2304) and with the traditional carbon steel B-500-SD. The mechanical and structural study has been carried out in three different levels: bar level, studying mechanical properties and ductility of the four steels; section level, studying its behaviour when blending with different amounts of reinforcement through the moment-curvature diagrams; and structural element level, testing a series of reinforced beams with different steels and amounts, and checking its sag and resistance through the load-deflection diagrams. The corrosion resistance study was performed by embedding ribbed bars, using the three stainless steel listed, on mortar specimens contaminated with different amounts of chlorides, and taking electrochemical measurements over a period of at least one year. Mortar specimens have been prepared for two different comparisons. The first, keeping the specimens at 95% of relative humidity during the measurement period. The second, immersing the specimens partially in a carbonate buffer solution. The results of those tests have proved two different aspects. Firstly, that stainless steel reinforcements show a very similar behaviour to carbon steel, according to the reached levels of mechanical resistance, yield stress and steel strength, but a different behaviour in Young’s modulus, which value is clearly lower than the carbon steel. Therefore, when using in concrete structures it is need to consider on that point the existing calculus of linear analysis. The second aspect is that stainless steel reinforcement manufactured by hot-rolling process show a very higher ductility than carbon steel, offering a better security on cracks or structure collapse, which it has to be taken into account on plastic calculus analysis. However, the stainless steel reinfor9 cement cold-rolled bars only meet the minimum thresholds of ductility established by EHE-08 for welded steel, and not for steels with special ductility. The results at the section level reflect the paradox of getting less ductile sections with hot rolled stainless steel reinforcement than with carbon steel reinforcements. To overcome that, the concepts of last break curvature and break ductility section have been defined, which take into account the high deformation value achieved by stainless steel reinforcements. The results at the structural element level allow to identify the structural behaviour of reinforced concrete with stainless steel reinforcements and compared with that of conventional steel reinforcement, contrasting the experimental with the theoretical results obtained from the formulation contained in the instruction EHE-08. Tests on resistance of chloride corrosion show during the first year and a half of specimens life, a similar behaviour between the new low nickel duplex stainless steel and austenitic and duplex used for comparison, even for carbonated specimens. Finally, it has been included an economic comparison on two differents building types, to quantify the additional cost involved on the use of stainless steel reinforcement compared to that of carbon steel. The high initial cost of stainless steel reinforcements is offset in the final cost of the structure in many different ways, mainly depending on the chosen steel grade and whether the reinforcement is used in the total structure or only in risky structural elements.