Production of biofilm by Listeria monocytogenes in different materials and temperatures

Listeria monocytogenes, considered as one of the most important foodborne pathogens, is easily found on surfaces, particularly in the form of a biofilm. Biofilms are aggregates of cells that facilitate the persistence of these pathogens in food processing environments conferring resistance to the processes of cleaning and may cause contamination of food during processing, thus, representing a danger to public health. Little is known about the dynamics of the formation and regulation of biofilm production in L.monocytogenes, but several authors reported that the luxS gene may be a precursor in this process. In addition, the product of the inlA gene is responsible for facilitating the entry of the microorganism into epithelial cells that express the receptor E-cadherin, also participates in surface attachment. Thus, 32 strains of L.monocytogenes isolated from different foods (milk and vegetables) and from food processing environments were analyzed for the presence of these genes and their ability to form biofilms on three different surfaces often used in the food industry and retail (polystyrene, glass and stainless steel) at different temperatures (4, 20 and 30°C). All strains had the ilnA gene and 25 out of 32 strains (78.1%) were positive for the presence of the luxS gene, but all strains produced biofilm in at least one of the temperatures and materials tested. This suggests that genes in addition to luxS may participate in this process, but were not the decisive factors for biofilm formation. The bacteria adhered better to hydrophilic surfaces (stainless steel and glass) than to hydrophobic ones (polystyrene), since at 20°C for 24h, 30 (93.8%) and 26 (81.3%) produced biofilm in stainless steel and glass, respectively, and just 2 (6.2%) in polystyrene. The incubation time seemed to be an important factor in the process of biofilm formation, mainly at 35°C for 48h, because the results showed a decrease from 30 (93.8%) to 20 (62.5%) and from 27 (84.4%) to 12 (37.5%), on stainless steel and glass, respectively, although this was not significant (. p=0.3847). We conclude that L.monocytogenes is capable of forming biofilm on different surfaces independent of temperature, but the surface composition may be important factor for a faster development of biofilm. © 2013 Elsevier Ltd.

Influence of abutment-to-fixture design on reliability and failure mode of all-ceramic crown systems

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

Evaluation of roof slope and exposure with different roofing materials in reduced models of animal production facilities in spring and summer

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

Resin tag length of one-step and self-etching adhesives bonded to unground enamel

Length of resin tags yielded by utilization of an one-step conventional adhesive system and self-etching adhesive system on unground enamel was observed. In study Groups I and III, the enamel surface was etched for 60 seconds with 35% phosphoric acid gel and adhesive systems PQ1 (Ultradent Products, Inc) and Adper Prompt L Pop (3M/ESPE) were applied. Adper Prompt L Pop (3M/ESPE) was also applied in Group II in accordance with the manufacturer's recommendations. After application of these adhesive systems to dental enamel, specimens were prepared for light microscopy analysis to ascertain degree of penetration (x400). The results were submitted to an analysis of variance at the 5% level; whenever there was significance, the Tukey test was applied at the 5% level. It was found that acid etching prior to application of conventional and self-etching adhesive materials provided higher penetration of the adhesive into the unground enamel surface compared to that achieved solely by application of self-etching adhesive.

Study of thermocycling effect on the bond strength between an aluminous ceramic and a resin cement

This study evaluated the effect of thermocycling on the bond strength between Procera AllCeram (Nobel-Biocare) and a resin cement (Panavia F, Kuraray CO). Nine ceramic blocks with dimensions of 5x6x6mm were conditioned at one face with Rocatec System (Espe). After, they were luted with Panavia F to composite resin blocks (Clearfil AP-X, Kuraray CO). The nine groups formed by ceramic, cement and composite resin were split up obtaining 75 samples with dimensions of 12x1x1mm and adhesive surface presenting 1mm2±0.1mm2 of area. The samples were divided into 3 groups (n=25): G1 - 14 days in distilled water at 37ºC; G2 – 6,000 cycles in water (5ºC - 55ºC – 30s); G3 – 12,000 cycles in water (5ºC - 55ºC – 30s). The samples were tested in a universal testing machine (EMIC) at a crosshead speed of 1mm/min. Data were analyzed by ANOVA and Tukey tests. The results indicated that mean values of rupture tension (MPa) of G1 (10.71 ± 3.54) did not differ statistically (p <5%) from G2 (9.01 ± 3.90), however there was statistical difference between G1 and G3 (7.28 ± 3.00). It was concluded that thermocycling significantly reduced the bond strength values when samples were submitted to 12,000 cycles.

The Effect of Boron on the Hardenability of Steel

Many attempts have been made to improve iron and steel and their alloys by the addition of boron. The re­sults obtained were not encouraging for the reason that the amount of boron used, generally from 0.2 to 2.0 per cent is altogether too high. This percentage of boron ren­ders the product hard and brittle and of late the experiments with boron in this connection have been practically abandoned.

Torque efficiency of different archwires in 0.018- and 0.022-inch conventional brackets.

OBJECTIVE To compare the archwires inserted during the final stages of the orthodontic treatment with the generated moments at 0.018- and 0.022-inch brackets. MATERIALS AND METHODS The same bracket type, in terms of prescription, was evaluated in both slot dimensions. The brackets were bonded on two identical maxillary acrylic resin models, and each model was mounted on the orthodontic measurement and simulation system. Ten 0.017 × 0.025-inch TMA and ten 0.017 × 0.025-inch stainless steel archwires were evaluated in the 0.018-inch brackets. In the 0.022-inch brackets, ten 0.019 × 0.025-inch TMA and ten 0.019 × 0.025-inch stainless steel archwires were measured. A 15° buccal root torque (+15°) and then a 15° palatal root torque (-15°) were gradually applied to the right central incisor bracket, and the moments were recorded at these positions. A t-test was conducted to compare the generated moments between wires within the 0.018- and 0.022-inch bracket groups separately. RESULTS The 0.017 × 0.025-inch archwire in the 0.018-inch brackets generated mean moments of 9.25 Nmm and 14.2 Nmm for the TMA and stainless steel archwires, respectively. The measured moments in the 0.022-inch brackets with the 0.019 × 0.025-inch TMA and stainless steel archwires were 6.6 Nmm and 9.3 Nmm, respectively. CONCLUSION The 0.017 × 0.025-inch stainless steel and β-Ti archwires in the 0.018-inch slot generated higher moments than the 0.019 × 0.025-inch archwires because of lower torque play. This difference is exaggerated in steel archwires, in comparison with the β-Ti, because of differences in stiffness. The differences of maximum moments between the archwires of the same cross-section but different alloys were statistically significant at both slot dimensions.

From the Sea to Paris and back: On the interdependence of economic warfare, weather conditions and the submarine campaign 1916-1917

Starting of from Avner Offer’s comment that the First World War was not only a war of steel and gold, but also of bread and potatoes (1989: 1) and my own research on British as well as Australian preparations for economic warfare and based on sources from the entente as well as the central powers but also from the United States, Canada and Australia, may presentation will focus on the interdependence of the measures taken by entente as well as central power authorities in the second half of 1916. Already a year before both sides had become aware that this war would not only be decided on the battlefield, but that the issues of primary as well as secondary resources would be decisive. Accordingly measures that could strike the enemy in this field were discussed and put into place more and more and this at time, when weather conditions caused a reduction of harvest all over Europe, Northern America and Argentina.

Gas adsorption and desorption effects on cylinders and their importance for long-term gas records

It is well known that gases adsorb on many surfaces, in particular metal surfaces. There are two main forms responsible for these effects (i) physisorption and (ii) chemisorption. Physisorption is associated with lower binding energies in the order of 1–10 kJ mol−¹, compared to chemisorption which ranges from 100 to 1000 kJ mol−¹. Furthermore, chemisorption only forms monolayers, contrasting physisorption that can form multilayer adsorption. The reverse process is called desorption and follows similar mathematical laws; however, it can be influenced by hysteresis effects. In the present experiment, we investigated the adsorption/desorption phenomena on three steel and three aluminium cylinders containing compressed air in our laboratory and under controlled conditions in a climate chamber, respectively. Our observations from completely decanting one steel and two aluminium cylinders are in agreement with the pressure dependence of physisorption for CO₂, CH₄, and H₂O. The CO₂ results for both cylinder types are in excellent agreement with the pressure dependence of a monolayer adsorption model. However, mole fraction changes due to adsorption on aluminium (< 0.05 and 0 ppm for CO₂ and H₂O) were significantly lower than on steel (< 0.41 ppm and about < 2.5 ppm, respectively). The CO₂ amount adsorbed (5.8 × 1019 CO₂ molecules) corresponds to about the fivefold monolayer adsorption, indicating that the effective surface exposed for adsorption is significantly larger than the geometric surface area. Adsorption/desorption effects were minimal for CH₄ and for CO but require further attention since they were only studied on one aluminium cylinder with a very low mole fraction. In the climate chamber, the cylinders were exposed to temperatures between −10 and +50 °C to determine the corresponding temperature coefficients of adsorption. Again, we found distinctly different values for CO₂, ranging from 0.0014 to 0.0184 ppm °C−¹ for steel cylinders and −0.0002 to −0.0003 ppm °C−¹ for aluminium cylinders. The reversed temperature dependence for aluminium cylinders points to significantly lower desorption energies than for steel cylinders and due to the small values, they might at least partly be influenced by temperature, permeation from/to sealing materials, and gas-consumption-induced pressure changes. Temperature coefficients for CH₄, CO, and H₂O adsorption were, within their error bands, insignificant. These results do indicate the need for careful selection and usage of gas cylinders for high-precision calibration purposes such as requested in trace gas applications.

Metal Artifact Reduction in Pelvic Computed Tomography With Hip Prostheses: Comparison of Virtual Monoenergetic Extrapolations From Dual-Energy Computed Tomography and an Iterative Metal Artifact Reduction Algorithm in a Phantom Study.

OBJECTIVE The aim of this study was to directly compare metal artifact reduction (MAR) of virtual monoenergetic extrapolations (VMEs) from dual-energy computed tomography (CT) with iterative MAR (iMAR) from single energy in pelvic CT with hip prostheses. MATERIALS AND METHODS A human pelvis phantom with unilateral or bilateral metal inserts of different material (steel and titanium) was scanned with third-generation dual-source CT using single (120 kVp) and dual-energy (100/150 kVp) at similar radiation dose (CT dose index, 7.15 mGy). Three image series for each phantom configuration were reconstructed: uncorrected, VME, and iMAR. Two independent, blinded radiologists assessed image quality quantitatively (noise and attenuation) and subjectively (5-point Likert scale). Intraclass correlation coefficients (ICCs) and Cohen κ were calculated to evaluate interreader agreements. Repeated measures analysis of variance and Friedman test were used to compare quantitative and qualitative image quality. Post hoc testing was performed using a corrected (Bonferroni) P < 0.017. RESULTS Agreements between readers were high for noise (all, ICC ≥ 0.975) and attenuation (all, ICC ≥ 0.986); agreements for qualitative assessment were good to perfect (all, κ ≥ 0.678). Compared with uncorrected images, VME showed significant noise reduction in the phantom with titanium only (P < 0.017), and iMAR showed significantly lower noise in all regions and phantom configurations (all, P < 0.017). In all phantom configurations, deviations of attenuation were smallest in images reconstructed with iMAR. For VME, there was a tendency toward higher subjective image quality in phantoms with titanium compared with uncorrected images, however, without reaching statistical significance (P > 0.017). Subjective image quality was rated significantly higher for images reconstructed with iMAR than for uncorrected images in all phantom configurations (all, P < 0.017). CONCLUSIONS Iterative MAR showed better MAR capabilities than VME in settings with bilateral hip prosthesis or unilateral steel prosthesis. In settings with unilateral hip prosthesis made of titanium, VME and iMAR performed similarly well.

Estudio de la redistribución tensional en la interfase frp-hormigón

El uso de materiales compuestos para el refuerzo, reparación y rehabilitación de estructuras de hormigón se ha convertido en una técnica muy utilizada en la última década. Con independencia de la técnica del refuerzo, uno de los principales condicionantes del diseño es el fallo de la adherencia entre el hormigón y el material compuesto, atribuida generalmente a las tensiones en la interfaz de estos materiales. Las propiedades mecánicas del hormigón y de los materiales compuestos son muy distintas. Los materiales compuestos comúnmente utilizados en ingeniería civil poseen alta resistencia a tracción y tienen un comportamiento elástico y lineal hasta la rotura, lo cual, en contraste con el ampliamente conocido comportamiento del hormigón, genera una clara incompatibilidad para soportar esfuerzos de forma conjunta. Esta incompatibilidad conduce a fallos relacionados con el despegue del material compuesto del sustrato de hormigón. En vigas de hormigón reforzadas a flexión o a cortante, el despegue del material compuesto es un fenómeno que frecuentemente condiciona la capacidad portante del elemento. Existen dos zonas potenciales de iniciación del despegue: los extremos y la zona entre fisuras de flexión o de flexión-cortante. En el primer caso, la experiencia a través de los últimos años ha demostrado que se puede evitar prolongando el refuerzo hasta los apoyos o mediante el empleo de algún sistema de anclaje. Sin embargo, las recomendaciones para evitar el segundo caso de despegue aún se encuentran lejos de poder prever el fallo de forma eficiente. La necesidad de medir la adherencia experimentalmente de materiales FRP adheridos al hormigón ha dado lugar a desarrollar diversos métodos por la comunidad de investigadores. De estas campañas experimentales surgieron modelos para el pronóstico de la resistencia de adherencia, longitud efectiva y relación tensión-deslizamiento. En la presente tesis se propone un ensayo de beam-test, similar al utilizado para medir la adherencia de barras de acero, para determinar las características de adherencia del FRP al variar la resistencia del hormigón y el espesor del adhesivo. A la vista de los resultados, se considera que este ensayo puede ser utilizado para investigar diferentes tipos de adhesivos y otros métodos de aplicación, dado que representa con mayor realidad el comportamiento en vigas reforzadas. Los resultados experimentales se trasladan a la comprobación del fallo por despegue en la región de fisuras de flexión o flexión cortante en vigas de hormigón presentando buena concordancia. Los resultados condujeron a la propuesta de que la limitación de la deformación constituye una alternativa simple y eficiente para prever el citado modo de fallo. Con base en las vigas analizadas, se propone una nueva expresión para el cálculo de la limitación de la deformación del laminado y se lleva a cabo una comparación entre los modelos existentes mediante un análisis estadístico para evaluar su precisión. Abstract The use of composite materials for strengthening, repairing or rehabilitating concrete structures has become more and more popular in the last ten years. Irrespective of the type of strengthening used, design is conditioned, among others, by concrete-composite bond failure, normally attributed to stresses at the interface between these two materials. The mechanical properties of concrete and composite materials are very different. Composite materials commonly used in civil engineering possess high tensile strength (both static and long term) and they are linear elastic to failure, which, in contrast to the widely known behavior of concrete, there is a clear incompatibility which leads to bond-related failures. Bond failure in the composite material in bending- or shear-strengthened beams often controls bearing capacity of the strengthened member. Debonding failure of RC beams strengthened in bending by externally-bonded composite laminates takes place either, at the end (plate end debonding) or at flexure or flexure-shear cracks (intermediate crack debonding). In the first case, the experience over the past years has shown that this can be avoided by extending laminates up to the supports or by using an anchoring system. However, recommendations for the second case are still considered far from predicting failure efficiently. The need to experimentally measure FRP bonding to concrete has induced the scientific community to develop test methods for that purpose. Experimental campaigns, in turn, have given rise to models for predicting bond strength, effective length and the stress-slip relationship. The beam-type test proposed and used in this thesis to determine the bonding characteristics of FRP at varying concrete strengths and adhesive thicknesses was similar to the test used for measuring steel reinforcement to concrete bonding conditions. In light of the findings, this test was deemed to be usable to study different types of adhesives and application methods, since it reflects the behavior of FRP in strengthened beams more accurately than the procedures presently in place. Experimental results are transferred to the verification of peeling-off at flexure or flexure-shear cracks, presenting a good general agreement. Findings led to the conclusion that the strain limitation of laminate produces accurate predictions of intermediate crack debonding. A new model for strain limitation is proposed. Finally, a comprehensive evaluation based on a statistical analysis among existing models is carried out in order to assess their accuracy.

Development of corrosion of steel bars embedded in mortar made with slag from secondary metallurgy

The aim of this work is to study the evolution of the corrosion rate of reinforcements embedded in mortar specimens that have been partly or fully replaced by the sand ladle furnace white slag. Prisms are manufactured mortar 6cm x 8cm x 2cm in which are embedded reinforcing steel bars of 6mm diameter B500SD. At the time of mixing were added varying amounts of chloride ion content by weight of cement (0%, 0.4%, 0.8%, 1.2%, 2%). The specimens were made totally or partially replacing the white slag, getting four different mixes depending on the degree of substitution. After curing the specimens for 28 days in moist chambers proceeded to dry up naturally. Here are gradually dampened by its conservation in a moist chamber, periodically measuring the corrosion rate of the bars using the technique of polarization curve. The results, in terms of corrosion current and corrosion potential, were compared with those obtained on standard samples, without replacement by slag aggregate. The analysis of results allows us to know, depending on the type of mortar used, the chloride threshold with the depassivation produced steel and the corrosion rates achieved in steels in the active state in terms of mortar moisture, obtained from qualitatively using gravimetric techniques. The results achieved to date support the conclusion that no significant differences in the behavior against corrosion induced by chloride ions, between the steel bars embedded in standard samples and the steel bars embedded in samples including with aggregates from slag. Both the chloride threshold resulting in the depassivation steel as the corrosion rate reached through the bars in an active state are very similar in both types of mortars when they have the same moisture content.

Fracture propagation and stress corrosion in the case of dissimilar laser hybrid welded joints

The paper addresses the fracture propagation and stress corrosion behaviour of laser hybrid welds achieved between low carbon steel and stainless steel thin sheets. The crack propagation within these overmatched in strength welds was investigated by crack tip opening displacement (CTOD) on CT specimens notched transverse to the weld. A Digital Image Correlation System was used to qualify and estimate the initial crack length obtained by fatigue. The results are associated with the fractographic examinations of various regions of laser hybrid joints. Stress corrosion behaviour of the joint is also discussed.

Diseño y comportamiento de uniones estructurales mecánicas y adhesivas. Condiciones superficiales y operacionales

Las uniones estructurales mecánicas y adhesivas requieren la combinación de un número importante de parámetros para la obtención de la continuidad estructural que exigen las condiciones de diseño. Las características de las uniones presentan importantes variaciones, ligadas a las condiciones de ejecución, tanto en uniones mecánicas como especialmente en uniones adhesivas y mixtas (unión mecánica y adhesiva, también conocidas como uniones híbridas). Las propiedades mecánicas de las uniones adhesivas dependen de la naturaleza y propiedades de los adhesivos y también de muchos otros parámetros que influyen directamente en el comportamiento de estas uniones. Algunos de los parámetros más significativos son: el acabado superficial de los materiales, área y espesor de la capa adhesiva, diseño adecuado, secuencia de aplicación, propiedades químicas de la superficie y preparación de los sustratos antes de aplicar el adhesivo. Los mecanismos de adhesión son complejos. En general, cada unión adhesiva solo puede explicarse considerando la actuación conjunta de varios mecanismos de adhesión. No existen adhesivos universales para un determinado material o aplicación, por lo que cada pareja sustrato-adhesivo requiere un particular estudio y el comportamiento obtenido puede variar, significativamente, de uno a otro caso. El fallo de una junta adhesiva depende del mecanismo cohesión-adhesión, ligado a la secuencia y modo de ejecución de los parámetros operacionales utilizados en la unión. En aplicaciones estructurales existen un número muy elevado de sistemas de unión y de posibles sustratos. En este trabajo se han seleccionado cuatro adhesivos diferentes (cianoacrilato, epoxi, poliuretano y silano modificado) y dos procesos de unión mecánica (remachado y clinchado). Estas uniones se han aplicado sobre chapas de acero al carbono en diferentes estados superficiales (chapa blanca, galvanizada y prepintada). Los parámetros operacionales analizados han sido: preparación superficial, espesor del adhesivo, secuencia de aplicación y aplicación de presión durante el curado. Se han analizado tanto las uniones individuales como las uniones híbridas (unión adhesiva y unión mecánica). La combinación de procesos de unión, sustratos y parámetros operacionales ha dado lugar a la preparación y ensayo de más de mil muestras. Pues, debido a la dispersión de resultados característica de las uniones adhesivas, para cada condición analizada se han ensayado seis probetas. Los resultados obtenidos han sido: El espesor de adhesivo utilizado es una variable muy importante en los adhesivos flexibles, donde cuanto menor es el espesor del adhesivo mayor es la resistencia mecánica a cortadura de la unión. Sin embargo en los adhesivos rígidos su influencia es mucho menor. La naturaleza de la superficie es fundamental para una buena adherencia del adhesivo al substrato, que repercute en la resistencia mecánica de la unión. La superficie que mejor adherencia presenta es la prepintada, especialmente cuando existe una alta compatibilidad entre la pintura y el adhesivo. La superficie que peor adherencia tiene es la galvanizada. La secuencia de aplicación ha sido un parámetro significativo en las uniones híbridas, donde los mejores resultados se han obtenido cuando se aplicaba primero el adhesivo y la unión mecánica se realizaba antes del curado del adhesivo. La aplicación de presión durante el curado se ha mostrado un parámetro significativo en los adhesivos con poca capacidad para el relleno de la junta. En los otros casos su influencia ha sido poco relevante. El comportamiento de las uniones estructurales mecánicas y adhesivas en cuanto a la resistencia mecánica de la unión puede variar mucho en función del diseño de dicha unión. La resistencia mecánica puede ser tan grande que falle antes el substrato que la unión. Las mejores resistencias se consiguen diseñando las uniones con adhesivo cianoacrilato, eligiendo adecuadamente las condiciones superficiales y operacionales, por ejemplo chapa blanca aplicando una presión durante el curado de la unión. La utilización de uniones mixtas aumenta muy poco o nada la resistencia mecánica, pero a cambio proporciona una baja dispersión de resultados, siendo destacable para la superficie galvanizada, que es la que presenta peor reproducibilidad cuando se realizan uniones sólo con adhesivo. Las uniones mixtas conducen a un aumento de la deformación antes de la rotura. Los adhesivos dan rotura frágil y las uniones mecánicas rotura dúctil. La unión mixta proporciona ductilidad a la unión. Las uniones mixtas también pueden dar rotura frágil, esto sucede cuando la resistencia del adhesivo es tres veces superior a la resistencia de la unión mecánica. Las uniones híbridas mejoran la rigidez de la junta, sobre todo se aprecia un aumento importante en las uniones mixtas realizadas con adhesivos flexibles, pudiendo decirse que para todos los adhesivos la rigidez de la unión híbrida es superior. ABSTRACT The mechanical and adhesive structural joints require the combination of a large number of parameters to obtain the structural continuity required for the design conditions. The characteristics of the junctions have important variations, linked to performance conditions, in mechanical joints as particular in mixed adhesive joints (mechanical and adhesive joints, also known as hybrid joints). The mechanical properties of the adhesive joints depend of the nature and properties of adhesives and also of many other parameters that directly influence in the behavior of these joints. Some of the most significant parameters are: the surface finished of the material, area and thickness of the adhesive layer, suitable design, and application sequence, chemical properties of the surface and preparation of the substrate before applying the adhesive. Adhesion mechanisms are complex. In general, each adhesive joint can only be explained by considering the combined action of several adhesions mechanisms. There aren’t universal adhesives for a given material or application, so that each pair substrate-adhesive requires a particular study and the behavior obtained can vary significantly from one to another case. The failure of an adhesive joint depends on the cohesion-adhesion mechanism, linked to the sequence and manner of execution of the operational parameters used in the joint. In the structural applications, there are a very high number of joining systems and possible substrates. In this work we have selected four different adhesives (cyanoacrylate, epoxy, polyurethane and silano modified) and two mechanical joining processes (riveting and clinching). These joints were applied on carbon steel with different types of surfaces (white sheet, galvanized and pre-painted). The operational parameters analyzed were: surface preparation, thickness of adhesive, application sequence and application of pressure during curing. We have analyzed individual joints both as hybrid joints (adhesive joint and mechanical joint). The combination of joining processes, substrates and operational parameters has resulted in the preparation and testing of over a thousand specimens. Then, due to the spread of results characteristic of adhesive joints, for each condition analyzed we have tested six samples. The results have been: The thickness of adhesive used is an important variable in the flexible adhesives, where the lower the adhesive thickness greater the shear strength of the joint. However in rigid adhesives is lower influence. The nature of the surface is essential for good adherence of the adhesive to the substrate, which affects the shear strength of the joint. The surface has better adherence is preprinted, especially when there is a high compatibility between the paint and the adhesive. The surface which has poor adherence is the galvanized. The sequence of application has been a significant parameter in the hybrid junctions, where the best results are obtained when applying first the adhesive and the mechanical joint is performed before cured of the adhesive. The application of pressure during curing has shown a significant parameter in the adhesives with little capacity for filler the joint. In other cases their influence has been less relevant. The behavior of structural mechanical and adhesive joints in the shear strength of the joint can vary greatly depending on the design of such a joint. The shear strength may be so large that the substrate fails before the joint. The best shear strengths are achieved by designing the junctions with cyanoacrylate adhesive, by selecting appropriately the surface and operating conditions, for example by white sheet applying a pressure during curing of the joint. The use of hybrid joints no increase shear strength, but instead provides a low dispersion of results, being remarkable for the galvanized surface, which is the having worst reproducibility when performed bonded joints. The hybrid joints leading to increased deformation before rupture. The joints witch adhesives give brittle fracture and the mechanics joints give ductile fracture. Hybrid joint provides ductility at the joint. Hybrid joint can also give brittle fracture, this happens when the shear strength of the adhesive is three times the shear strength of the mechanical joint. The hybrid joints improve stiffness of joint, especially seen a significant increase in hybrid joints bonding with flexible adhesives, can be said that for all the adhesives, the hybrid junction stiffness is higher.

Condicionantes de la adherencia y anclaje en el refuerzo de muros de fábrica con elementos de fibras

Es cada vez más frecuente la rehabilitación de patrimonio construido, tanto de obras deterioradas como para la adecuación de obras existentes a nuevos usos o solicitaciones. Se ha considerado el estudio del refuerzo de obras de fábrica ya que constituyen un importante número dentro del patrimonio tanto de edificación como de obra civil (sistemas de muros de carga o en estructuras principales porticadas de acero u hormigón empleándose las fábricas como cerramiento o distribución con elementos autoportantes). A la hora de reparar o reforzar una estructura es importante realizar un análisis de las deficiencias, caracterización mecánica del elemento y solicitaciones presentes o posibles; en el apartado 1.3 del presente trabajo se refieren acciones de rehabilitación cuando lo que se precisa no es refuerzo estructural, así como las técnicas tradicionales más habituales para refuerzo de fábricas que suelen clasificarse según se trate de refuerzos exteriores o interiores. En los últimos años se ha adoptado el sistema de refuerzo de FRP, tecnología con origen en los refuerzos de hormigón tanto de elementos a flexión como de soportes. Estos refuerzos pueden ser de láminas adheridas a la fábrica soporte (SM), o de barras incluidas en rozas lineales (NSM). La elección de un sistema u otro depende de la necesidad de refuerzo y tipo de solicitación predominante, del acceso para colocación y de la exigencia de impacto visual. Una de las mayores limitaciones de los sistemas de refuerzo por FRP es que no suele movilizarse la resistencia del material de refuerzo, produciéndose previamente fallo en la interfase con el soporte con el consecuente despegue o deslaminación; dichos fallos pueden tener un origen local y propagarse a partir de una discontinuidad, por lo que es preciso un tratamiento cuidadoso de la superficie soporte, o bien como consecuencia de una insuficiente longitud de anclaje para la transferencia de los esfuerzos en la interfase. Se considera imprescindible una caracterización mecánica del elemento a reforzar. Es por ello que el trabajo presenta en el capítulo 2 métodos de cálculo de la fábrica soporte de distintas normativas y también una formulación alternativa que tiene en cuenta la fábrica histórica ya que su caracterización suele ser más complicada por la heterogeneidad y falta de clasificación de sus materiales, especialmente de los morteros. Una vez conocidos los parámetros resistentes de la fábrica soporte es posible diseñar el refuerzo; hasta la fecha existe escasa normativa de refuerzos de FRP para muros de fábrica, consistente en un protocolo propuesto por la ACI 440 7R-10 que carece de mejoras por tipo de anclaje y aporta valores muy conservadores de la eficacia del refuerzo. Como se ha indicado, la problemática principal de los refuerzos de FRP en muros es el modo de fallo que impide un aprovechamiento óptimo de las propiedades del material. Recientemente se están realizando estudios con distintos métodos de anclaje para estos refuerzos, con lo que se incremente la capacidad última y se mantenga el soporte ligado al refuerzo tras la rotura. Junto con sistemas de anclajes por prolongación del refuerzo (tanto para láminas como para barras) se han ensayado anclajes con llaves de cortante, barras embebidas, o anclajes mecánicos de acero o incluso de FRP. Este texto resume, en el capítulo 4, algunas de las campañas experimentales llevadas a cabo entre los años 2000 y 2013 con distintos anclajes. Se observan los parámetros fundamentales para medir la eficacia del anclajes como son: el modo de fallo, el incremento de resistencia, y los desplazamientos que permite observar la ductilidad del refuerzo; estos datos se analizan en función de la variación de: tipo de refuerzo incluyéndose el tipo de fibra y sistema de colocación, y tipo de anclaje. Existen también parámetros de diseño de los propios anclajes. En el caso de barras embebidas se resumen en diámetro y material de la barra, acabado superficial, dimensiones y forma de la roza, tipo de adhesivo. En el caso de anclajes de FRP tipo pasador la caracterización incluye: tipo de fibra, sistema de fabricación del anclajes y diámetro del mismo, radio de expansión del abanico, espaciamiento longitudinal de anclajes, número de filas de anclajes, número de láminas del refuerzo, longitud adherida tras el anclaje; es compleja la sistematización de resultados de los autores de las campañas expuestas ya que algunos de estos parámetros varían impidiendo la comparación. El capítulo 5 presenta los ensayos empleados para estas campañas de anclajes, distinguiéndose entre ensayos de modo I, tipo tracción directa o arrancamiento, que servirían para sistemas NSM o para cuantificar la resistencia individual de anclajes tipo pasador; ensayos de modo II, tipo corte simple, que se asemeja más a las condiciones de trabajo de los refuerzos. El presente texto se realiza con objeto de abrir una posible investigación sobre los anclajes tipo pasador, considerándose que junto con los sistemas de barra embebida son los que permiten una mayor versatilidad de diseño para los refuerzos de FRP y siendo su eficacia aún difícil de aislar por el número de parámetros de diseño. Rehabilitation of built heritage is becoming increasingly frequent, including repair of damaged works and conditioning for a new use or higher loads. In this work it has been considered the study of masonry wall reinforcement, as most buildings and civil works have load bearing walls or at least infilled masonry walls in concrete and steel structures. Before repairing or reinforcing an structure, it is important to analyse its deficiencies, its mechanical properties and both existing and potential loads; chapter 1, section 4 includes the most common rehabilitation methods when structural reinforcement is not needed, as well as traditional reinforcement techniques (internal and external reinforcement) In the last years the FRP reinforcement system has been adopted for masonry walls. FRP materials for reinforcement were initially used for concrete pillars and beams. FRP reinforcement includes two main techniques: surface mounted laminates (SM) and near surface mounted bars (NSM); one of them may be more accurate according to the need for reinforcement and main load, accessibility for installation and aesthetic requirements. One of the main constraints of FRP systems is not reaching maximum load for material due to premature debonding failure, which can be caused by surface irregularities so surface preparation is necessary. But debonding (or delamination for SM techniques) can also be a consequence of insufficient anchorage length or stress concentration. In order to provide an accurate mechanical characterisation of walls, chapter 2 summarises the calculation methods included in guidelines as well as alternative formulations for old masonry walls as historic wall properties are more complicated to obtain due to heterogeneity and data gaps (specially for mortars). The next step is designing reinforcement system; to date there are scarce regulations for walls reinforcement with FRP: ACI 440 7R-10 includes a protocol without considering the potential benefits provided by anchorage devices and with conservative values for reinforcement efficiency. As noted above, the main problem of FRP masonry walls reinforcement is failure mode. Recently, some authors have performed studies with different anchorage systems, finding that these systems are able to delay or prevent debonding . Studies include the following anchorage systems: Overlap, embedded bars, shear keys, shear restraint and fiber anchors. Chapter 4 briefly describes several experimental works between years 2000 and 2013, concerning different anchorage systems. The main parameters that measure the anchorage efficiency are: failure mode, failure load increase, displacements (in order to evaluate the ductility of the system); all these data points strongly depend on: reinforcement system, FRP fibers, anchorage system, and also on the specific anchorage parameters. Specific anchorage parameters are a function of the anchorage system used. The embedded bar system have design variables which can be identified as: bar diameter and material, surface finish, groove dimensions, and adhesive. In FRP anchorages (spikes) a complete design characterisation should include: type of fiber, manufacturing process, diameter, fan orientation, anchor splay width, anchor longitudinal spacing and number or rows, number or FRP sheet plies, bonded length beyond anchorage devices,...the parameters considered differ from some authors to others, so the comparison of results is quite complicated. Chapter 5 includes the most common tests used in experimental investigations on bond-behaviour and anchorage characterisation: direct shear tests (with variations single-shear and double-shear), pullout tests and bending tests. Each of them may be used according to the data needed. The purpose of this text is to promote further investigation of anchor spikes, accepting that both FRP anchors and embedded bars are the most versatile anchorage systems of FRP reinforcement and considering that to date its efficiency cannot be evaluated as there are too many design uncertainties.