Anisotropy in engineering properties of soils occurs due to the depositional process forming the soil fabric and/or different directional stresses in soil history. This study investigates the anisotropy in undrained shear strength and drained compressibility of preconsolidated, stiff and fissured Ankara Clay. The compressibility behavior is determined using standard oedometer testing while the shear strength anisotropy is investigated through large diameter unconsolidated-undrained triaxial testing on undisturbed samples taken in vertical and horizontal directions from several deep excavation sites along the Konya Road in &Ccedil / ukurambar-Balgat Area, Ankara. According to the results achieved, Ankara Clay is slightly anisotropic in compressibility, with an anisotropy ratio between 0.72 and 1.17 in terms of coefficient of volume compressibility for several pressure ranges between 50 kPa and 1600 kPa. On the other hand, while a slight anisotropy in undrained shear strength at a ratio ranging between 0.87 and 1.19 in terms of deviator stress can be observed in Ankara Clay, considering the great variation in the test results of samples in same direction which mostly overlaps with the range of results obtained in the other direction, it has been concluded that the Ankara Clay located in this area can be regarded as isotropic in terms of shear strength for practical purposes.

The goal of the splice girder research project 0-6652 funded by the Texas Department of Transportation is to utilize the full potential of splicing prestressed TX girders continuously. The TX girder family of beams is cost effective alone due to their simple, repetitive fabrication, but to truly optimize their potential would be to span several beams together as one continuous unit. The weight and length restrictions allowed by trucks or barges limit the prestressed beam lengths. Therefore, splicing together prestressed beams becomes the solution to the transporting obstacle. As a result, the prestressed girders will be more competitive to other bridge types such as steel I-girders, steel trapezoidal girders, cable-stayed bridges, and concrete segmental bridges. In fact, a prestressed/post-tensioned concrete bridge is preferred over steel designs in highly corrosive environments such as the coast or in snow regions where de-icing chemicals are used. In comparison, to a segmental box girder bridge, the post-tensioned prestressed bridge has reduced complexity due to fewer segments and the number of reduced joints susceptible to corrosion. The issue that arises with splicing prestressed beams is that in the process of connecting them together an opening must be made to install the post-tensioning (PT) steel strands. The openings are created by installing several steel or plastic circular ducts into the web region. Since the post-tensioning results in a reduction of the concrete web region, a modification is necessary to the shear capacity equation. The experimental study performed at the Ferguson Structural Engineering Laboratory consisted of fabricating and testing two full-scale prestressed Tx46 girders. One girder contained a plastic post-tensioning duct with grout and steel strands installed in the web region. The other beam was a standard Tx46 beam fabricated without a duct. Both beams had a reinforced concrete deck installed with an overhang to model an actual bridge section. Furthermore, the purpose of the standard beam was to serve as a direct comparison to the beam with a duct and determine the actual reduction in shear capacity. The research and findings will include the impact of the plastic duct in the Tx46 compared to the control beam. The failure loads of the test specimens will be compared to the current 2012 AASHTO code predictions for shear design. Also, revisions to the AASHTO code will be recommended if necessary. The primary goal of this research was to improve the design and detailing of the skewed end-blocks commonly used in these beams. As U-beams had been in service for several decades without incident, it was anticipated that there would be little need for change in the design, and the findings of the research would involve a slight tweaking to improve the overall performance. / text

The use of geosynthetics in landfill construction introduces potential planes of weakness. As a result, there is a requirement to assess the stability along the soil/geosynthetic and geosynthetic/geosynthetic interfaces. Stability is governed by the shear strength along the weakest interface in the system. Repeatability interface shear strength testing of a geomembrane/geotextile interface at low normal stresses suitable for capping systems showed considerable variability of measured geosynthetic interface shear strengths, suggesting that minor factors can have a significant influence on the measured shear strength. This study demonstrates that more than one test per normal stress is necessary if a more accurate and reliable interface shear strength value is to be obtained. Carefully controlled inter-laboratory geosynthetic interface shear strength comparison tests undertaken on large direct shear devices that differ in the kinematic degrees of freedom of the top box, showed the fixed top box design to consistently over estimate the available interface shear strength compared to the vertically movable top box design. Results obtained from measurement of the normal stress on the interface during shear with use of load cells in the lower box of the fixed top box design, raise key questions on the accuracy, reliability and proper interpretation of the interface shear strength data used in landfill design calculations. Tests on the geocomposite/sand interface have shown the interface friction angle to vary with the orientation of the geocomposite's main core, in relation to the direction of shearing. Close attention needs to be paid to the onsite geocomposite placement in confined spaces and capping slope corners, as grid orientation on the slope becomes particularly important when sliding is initiated. Attempts to measure the pore water pressure during staged consolidation and shear along a clay/geomembrane interface in the large direct shear device suggest that this interface is a partial drainage path.

The shear strength, elastic moduli and plastic strain characteristics of scaled-down ballast materials are investigated by use of the parallel gradation technique. Uniformly graded ballast materials chosen for the investigation are limestone, basalt and steel-slag. Steel-slag is a byproduct material of Eregli Iron and Steel Works, which is suitable to meet the durability test requirements as well as the electrical resistivity and the waste contaminants regulatory level. Conventional triaxial testing at a strain rate of 0.4 mm/min is used to obtain these characteristics for the scaled-down materials with a diameter of 100 mm specimen under a confining stress of 35 kPa, 70 kPa and 105 kPa / whereas that of only 35 kPa is used to characterize the accumulated plastic strain. The angle of internal friction, f, and the apparent cohesion, c, may be conservatively taken to be 42o and 35 kPa for all materials. The elastic moduli values for all materials may be predicted within an adequate estimate for the engineering purposes by using the power law parameters, K and n, determined for L-9.5 (D50 = 12.7 mm), the coarsest gradation tested for limestone. K with a reference pressure, pr = 1 kPa and n values for L-9.5, respectively, are 4365 and 0.636 for initial / 8511 and 0.419 for secant / 25704 and 0.430 for unloading-reloading elastic moduli. The unloading-reloading moduli increased, as the number of cycles increased. An increase in unloading-reloading modulus at N = 20 obtained was roughly 15% for scaled-down limestone / 10% for the basalt / and 5% for the steel-slag. The plastic strain after first cycle, &amp / #949 / 1, and the plastic strain coefficient, C can be represented as a function of mean particle size for each material type. For the limestone, basalt and steel-slag prototype size, D50 = 45 mm, &amp / #949 / 1 values of 0.59, 0.43 and 0.75 and C values of 0.54, 1.42 and 0.74 are predicted, respectively.

Purpose: to assess the saliva contamination on shear bond strength about two chromatics adhesives (Ortho Lite and Transbond Plus Color Change) comparing with the conventional adhesive Transbond XT. Material and method: the sample composed of 120 bovine mandibular incisors was aleatory divided on 6 groups according to the adhesive used on, without (WC) and under contamination (UC). WC subgroups: etched with 37% phosphoric acid for 30 seconds, and a primer layer application; UC subgroups, which after the primer layer, the surfaces were contaminated with saliva, being reapplied a second primer layer. After 30 days of storage under ± 37ºC distilled water, the specimens were subjected to shear test, at 1mm/min cross-speed. Results: according the two ways ANOVA, is possible to verify that occur interaction between the contamination and adhesive factors. Thus the WC and UC subgroups presented some different behaviors, among the groups, the second (UC) showed a significant bond strength reduction. The G2 (WC) and G3 (UC) groups, within their subgroups, showed the higher bond strength score (mean = 26,49 MPa and 19,08 MPa, respectively) (Tukey Test p<0,05). The #1 score of ARI predominated, however, the ratio is not the same for all groups (Chi-Square Test p<0,05). Conclusion: we found a significative bond strength reduction over all adhesives tested on salivary contaminated environment. Nevertheless, all adhesives showed satisfactory mean values for orthodontic practice. / Objetivo: Avaliar o efeito da contaminação salivar na resistência ao cisalhamento de duas resinas cromáticas (Ortho Lite Cure Color Change e Transbond Plus Color Change) comparando-as com a resina convencional Transbond XT. Metodologia: A amostra composta por 120 incisivos inferiores bovinos foi dividida aleatoriamente em 6 grupos de acordo com a resina empregada, sem (SC) e com contaminação (CC). Subgrupos (SC): condicionamento com ácido fosfórico a 37% por 30 segundos, aplicação de uma camada de primer e; subgrupos (CC): em que, após a camada do primer, as superfícies foram contaminadas com saliva, sendo reaplicado o primer. Após o armazenamento em água destilada a ± 37oC por 30 dias, os corpos de prova foram submetidos a ensaio de cisalhamento, com velocidade de 1mm/min. Resultados: Através da ANOVA é possível verificar que houve interação entre os fatores contaminação e resina. Dessa forma, os subgrupos SC e CC apresentaram comportamentos diferentes, o segundo apresentou redução significativa na resistência adesiva entre todos os grupos de resinas testadas. Os grupos G2 (SC) e G3 (CC), dentro do seu subgrupo, foram os que apresentaram as maiores médias (26,49 Mpa e 19,08 Mpa, respectivamente) (Teste de Tukey p<0,05). O escore 1 do IRA prevaleceu, porém a proporção não foi a mesma para todos os grupos (Teste Qui-Quadrado p<0,05). Conclusão: Houve uma redução significativa na resistência adesiva de todas as resinas testadas em meio contaminado com saliva. Mesmo assim, todas apresentaram médias adequadas para a prática ortodôntica.

Made available in DSpace on 2014-06-11T19:28:55Z (GMT). No. of bitstreams: 0 Previous issue date: 2007-03-22Bitstream added on 2014-06-13T19:16:51Z : No. of bitstreams: 1 haneda_ig_me_arafo.pdf: 7045744 bytes, checksum: ddacde6ea8ff0160e149c1f3eaf1e2ce (MD5) / Coordenação de Aperfeiçoamento de Pessoal de Nível Superior (CAPES) / Fundação de Amparo à Pesquisa do Estado de São Paulo (FAPESP) / O reparo de restaurações metalocerâmicas fraturadas pode ser considerado um desafio, principalmente quando grande quantidade de metal é exposta. O estabelecimento de uma união forte e durável entre material reparador e substrato da restauração fraturada é essencial para o sucesso do reparo. Este estudo avaliou a resistência ao cisalhamento entre diferentes sistemas de reparo e liga de NiCr e a durabilidade desta união após armazenamento em água por um longo período. Foram confeccionados 100 discos (9 OE 3 mm) em liga de NiCr. Esses foram incluídos em anel de PVC com resina acrílica e tiveram suas superfícies regularizadas com lixas (120, 220 e 320) em politriz. Cada espécime recebeu um dos seguintes tratamentos: 1) Clearfil SE Bond, 2)Bistite II DC, 3)Cojet, 4) Scotchbond Multi Uso Plus (Grupo controle), e 5) uma variação do Grupo controle, na qual foram empregadas partículas de sílica do sistema Cojet Sand em substituição às de óxido de alumínio. Os espécimes foram armazenados água destilada a 37ºC por 24 horas, termociclados (1.000 ciclos - 5º e 55ºC) e, então, armazenados nas mesmas condições descritas anteriormente, por um período adicional de 24 horas ou 6 meses. O ensaio de cisalhamento foi realizado em máquina de ensaios Material Test System 810 com velocidade de 0,5 mm/minuto. Para cada período de armazenamento, os resultados foram analisados por meio de análise de variância (ANOVA) e teste de Tukey. Para cada sistema, os valores obtidos às 24 horas foram comparados aos encontrados após 6 meses empregando-se teste t de Student não pareado. / When clinical fractures of metal-ceramic prostheses occur, exposing the metal substructure, repair may be considered a challenge. The clinical success of repair depends on establishing a strong and long-term durable bond between the repair material and the metal surface of the failed restoration. This study evaluated shear bond strength of different repair systems to NiCr alloy and bond durability after long-term water storage. One hundred cylindrical specimens (9 OE 3 mm) were fabricated in a nickel-chromium alloy. The NiCr cylinders were embedded in a PVC ring and all specimen bonding surfaces were smoothed with silicon carbide papers (120, 220, and 320 grit) using a polisher. Specimens were divided into 5 groups of 20, which received one of the following bonding and resin composite repair systems (n=10): 1) Clearfil SE Bond/Clearfil AP-X, 2) Bistite II DC/Palfique, 3) Cojet /Z100, 4) Scotchbond Multipurpose Plus /Z100 (control group), and 5) Cojet Sand plus Scotchbond Multipurpose Plus /Z100. The specimens were stored in distilled water for 24 hours at 37ºC, thermal cycled (1,000 cycles - 5º to 55ºC) and stored in distilled water at 37ºC for either 24 hours or 6 months. Shear bond tests were performed in a mechanical testing machine with a crosshead speed of 0.5 mm/minute. Data (MPa) were analyzed using 1-way ANOVA and Tukey HSD test (a=.05) for each storage time. The results obtained at 24 hours for each repair system were compared with those found at 6 months using Student's t-test. Each specimen was examined under a stereoscopic lens with OE30 magnification, and mode of failure was classified as adhesive, cohesive or combination. (Complete abstract, click electronic access below)

[pt] No presente trabalho, pretende-se avaliar os efeitos de ciclos de umedecimento e secagem na resistência ao cisalhamento do solo. Este estudo é de grande importância, particularmente,para os solos brasileiros, já que se encontram em uma região tropical, onde verifica-se a ocorrência de períodos bem definidos de chuvas e estiagem. Sabe-se que, longos períodos de chuvas podem saturar o solo, assim como durante a estiagem,pode ocorrer uma maior evaporação do que infiltração de água, o que leva o solo a uma condição não saturada, provocando o surgimento de uma nova componente de resistência, a coesão aparente. Na natureza, estes dois períodos não ocorrem de maneira uniforme, fazendo com que o solo atinja valores de sucção diferentes, dependendo do seu umedecimento e secagem. Assim sendo, ciclos de umedecimento e secagem e o nível de sucção atingido correspondente, podem afetar o comportamento mecânico do solo. Afim de verificar a influência de tais ciclos de umedecimento e secagem, determinou-se a resistência ao cisalhamento do solo, por meio de ensaios de cisalhamento direto com sucção controlada no equipamento desenvolvido na PUC-Rio. O umedecimento e a secagem do solo,foram simulados, em laboratório, através da diminuição e aumento da sucção, respectivamente. Utilizou-se o solo maduro do campo experimental II da PUC-Rio, peneirado e compactado em laboratório.Foram realizadas várias séries de ensaios, em que se modificavam os procedimentos realizados em relação aos níveis de sucção aplicados. A partir dos resultados obtidos,verificou-se a influência dos ciclos de umedecimento e secagem e dos níveis de sucção atingidos em cada caso, na resistência ao cisalhamento do solo, bem como na variação de volume total e de água nas amostras, durante o cisalhamento. / [en] This work intends to evaluate the effects of wetting and drying cycles on soil shear strength. It is a study of great importance, specially for brazilian soils, since they are found in a tropical area, where there are periods well defined of raining and dryness.It is well known that long raining periods can saturate the soil, as well as during dryness it can occur a bigger evaporation than infiltration of water, what brings soil to an unsaturated state. Unsaturated soils have an additional strength component: the apparent cohesion. In nature, raining and dryness do not occur uniformly, because of that, the soil suction can reach different values, depending on its wetting and drying, thus being, wetting and drying cycles and the corresponding suction levels can affect the mechanical behaviour of soil.Aiming at verify the influence of such cycles of wetting and drying, soil shear strength was obtained through laboratory tests of direct shear with controlled suction, using PUC-Rio s developed equipment. Soil wetting and drying had been simulated in laboratory, reducing and increasing suction. Mature soil brought from the experimental field II of PUC-Rio, sifted and compact in laboratory, was used.Many series of laboratory tests had been carried out, modifying procedures related to applied suction levels. From the gotten results the influence, of wetting and drying cycles and reached levels of suction, was verified. Such influence also occurred, on total and water volume changes, during the shear.

Orientador: Ary dos Santos-Pinto / Banca: Vânia Célia Vieira de Siqueira / Banca: Rodrigo de Castro Albuquerque / Banca: Lídia Parsekian Martins / Banca: Luiz Gonzaga Gandini Júnior / Resumo: Este trabalho teve como objetivo avaliar a resistência ao cisalhamento, in vivo e in vitro, de braquetes metálicos (Abzil Lancer) colados em dentes humanos com material adesivo polimerizado xom luz halógena e LED. Os braquetes foram cotados em 60 pré-molares formando seis grupos. Nos Grupos I e II os braquetes foram colados nos segundos pré-molares respectivamente no lado direito e esquerdo dos pacientes. A polimerização do material adesivo foi com a luz de LED epara o GI e luz halógena para o GII. Nos demais grupos os braquetes foram colados em primeiros pré-molaressuperiores e inferiores extraídos por motivos ortodônticos. A polimerização realizada nos grupos III e V foi com o aparelho de LED enquanto que nos grupos III e V foi com o aparelho de LED enquanto que nos grupos IV e VI com luz halógena. Nos Grupos I e II testes de cisalhamento foram realizados utilizando-se dinamômetro sigital portátil diretamente na boca dos pacientes. Os grupos IIII, IV, V e VI foram armazenados em água destilada e levados a estufa a 37ºC por 24 horas e posteriormente, submetidos a termociclagem, com 1000 ciclos a 5 e 55ºC. Posteriormente, nos grupos III e IV, utilizou-se máquina universal de ensaios mecânicos e nos grupos IV e VI os ensaios mecânicos foram realizados com dinamômetro digital. Os valores médios da resistência ao cisalhamento em Mpa foram de: GI = 3,65; GII = 4,39; GIII = 6,45; GIV = 7,11; GV = 4,67; GVI = 4,21. Após a descolagem foram realizadas fotografias Das áreas de colagem. As imagens obtidas foram ampliadas %x, analisadas e classificadas de acorso com o índice de Adesivo Remanescente (IAR). Os resultados dos testes mecânicos in vivo ou in vitro. Os testes realizados com equipamento portátil digital tiveram valores médios significativamente menores em relação áqueles realizados em máquina de ensaios mecânicos universal. Não houve relação definida entre carga de ruptura e tipo de falha. / Abstract: This work as a purpose to assess the shear bond strength, in vivo and in vitro , of metallic brackets (Abzil lancer) bondedto human teeth with light-curing bonding material with halogen and led lights. The brackets were bonded to 60 premolars, so forming 6 groups.In GI and II the brackets were bonded to second premolars, resectively, on the right and left sides of the patients. The polymerization of the bonding material was with LED light for GI and halogen light for GII. In the other groups the brackets were bonded to superior and inferior first premolars, extrated for orthodontic reasons. The polymerizatio was performed in GII and V with LED device, while in GIV and VI eith halogen light. In GI and II shear strength tests were made using a portable digital dynamoter directly in the patients' mouths. GII, IV, V and VI were stored in distilled water and taken to sterilizer at 37ºC for 24 hours, and afterwards, submitted to thermocycling with 1000 cycles at 5 and 55 º. Then, in GIII and IV, the Universal testing machine was used and in GIV and VI the mechanical tests were performed with a digital dynamometer. The average values of shear strength in Mpa were: GI=3,65; GII=4,39; GIII=6,45; GIV=7,11; GV=4,67 and GVI=4,21. Pictures of thebonding areas were taken after the tests. The images obtained amplified 5 times, analyzed and classified, according to Adhesive remaining index (IAR). The results suggested that the LED light or the halogen light did not interfere in the results of the mechanical tests in vivo or in vitro. The tests performed with a portable digital device obtained average values significantly lower than those performed with Universal testing machine. There was no definite relation between shear bond strengths and kind of failure. / Doutor

Resumo: O presente trabalho estudou a influência da energia do pulso de soldagem, no caso processo laser de Nd:YAG operando no modo pulsado, na soldagem de duas lâminas finas com 100 μm de Hastelloy C-276, utilizado no revestimento de sensores que trabalham em ambiente corrosivo da indústria sucroalcooleira, química petroquímica e alimentícia. Utilizou-se energia de pulso de 1,0 Joule a 2,25 Joules, com incremento de 0,25 Joules com a velocidade de soldagem de (ν) taxa de repetição (Rr) fixas de 525mm/min e 39Hz respectivamente e largura temporal de 4 ms. As soldas foram realizadas com proteção gasosa de argônio. Foram realizadas análises macrográficas e micrográficas das juntas soldadas, através de secções transversais das mesmas e ensaios de microdureza Vickers e ensaio de tração. Os resultados obtidos mostraram que o controle da energia do pulso, em processo de soldagem por laser de lâminas finas é de fundamental importância para a geração de juntas soldadas livres de descontinuidades. Os parâmetros geométricos da junta soldada, tais como largura do cordão, largura de união e profundidade do cordão, aumentaram em função do aumento da energia do pulso. O processo mostrou-se muito sensível à formação de porosidade e à presença de gap entre as lâminas / Abstract: This work measured experimental investigations were carried out using a pulsed neodymium: yttrium aluminum garnet laser welding to examine the influence of the pulse energy in two thin foil welding with 100 μm thickness, employed to cover sensors that work in corrosive environment of the sugar and alcohol industry,chemical petrochemistry and nourishing. The pulse energy was varied from 1,0 to 2,25 J at an increment of 0.25 J and an increment of 0.25 Joules with a welding speed and(ν) repetition rate (Rr) fixed 525mm/min and 39Hz respectively and 4 ms pulse duration. The specimens were laser-welded in an argon atmosphere. The welds were analyzed by macroscopic and microscopic observations using optical microscopy and micro hardness and tensile test. The results indicated that pulse energy control, in laser welding of thin foils, is of considerable importance for weld quality since it can generate discontinuities free weld joints. The geometric parameters of the welded joints like bead width, connection width and bead depth increased with the pulse energy increasing. The process showed very sensitive to porosity formation and gap between couple / Orientador: Ruis Camargo Tokimatsu / Coorientador: Vicente Afonso Ventrella / Banca: Alessandro Roger Rodrigues / Banca: Ricardo Cury Ibrahim / Mestre

The present research is conducted to investigate the structural behaviour of continuously supported deep beams made with SCC. A series of tests on eight reinforced two-span continuous deep beams made with SCC was performed. The main parameters investigated were the shear span-to-depth ratio, the amount and configuration of web reinforcement and the main longitudinal reinforcement ratio. All beams failed due to a major diagonal crack formed between the applied mid-span load and the intermediate support separating the beam into two blocks: the first one rotated around the end support leaving the rest of the beam fixed on the other two supports. The amount and configuration of web reinforcement had a major effect in controlling the shear capacity of SCC continuous deep beams. The shear provisions of the ACI 318M-11 reasonably predicted the load capacity of SCC continuous deep beams. The strut-and-tie model recommended by different design codes showed conservative results for all SCC continuous deep beams. The ACI Building Code (ACI 318M-11) predictions were more accurate than those of the EC2 and Canadian Code (CSA23.3-04). The proposed effectiveness factor equations for the strut-and-tie model showed accurate predictions compared to the experimental results. The different equations of the effectiveness factor used in upper-bound analysis can reasonably be applied to the prediction of the load capacity of continuously supported SCC deep beams although they were proposed for normal concrete (NC). The proposed three dimensional FE model accurately predicted the failure modes, the load capacity and the load-deflection response of the beams tested.