Dissertations / Theses on the topic 'Bond strength'

This thesis presents the results of an experimental assessment of masonry flexural bond strength. Since there is insufficient experimental data on key performance requirements for bond between units and mortar, investigations into the development of bond and flexural strength across a range of masonry units for both traditional and new mortar types, reflecting the recent changes in European standards, were conducted. In order to demonstrate the performance of bond between unit and mortar, the latter ranging from weak to strong, a practical bond wrench testing rig was developed for use with couplets and stack bonded prisms. This involved carrying out investigations into existing designs and revaluations using up to date modelling techniques. The result is a new bond wrench applicable for use in laboratories and on site.

Le béton auto-plaçant renforcé de fibres (BAPF) est l’un des récents développements dans le monde de la technologie du béton combinant les performances de l’auto-consolidation avec la ductilité post-pic et les nombreux avantages face à la fissuration grâce à la présence des fibres dans le béton. L’utilisation de BAPF accroît l’efficacité économique globale de la phase de construction en réduisant la main d’oeuvre, ou la consommation d’énergie requise, en accélérant la vitesse de construction, la réduction ou l’élimination de ferraillage conventionnel et à la simplification des détails et placement du ferraillage. Le BAPF a gagné en popularité dans ses utilisations durant les dernières années telles dans les tabliers de ponts, les poutrelles et les poutres. En dépit de preuve d’amélioration de synergie entre la technologie d’auto-placement et l’ajout de fibres dans le BAPF, il est obligatoire de déterminer les propriétés convenables de ce matériau pour trouver les caractéristiques inappropriées dans le béton à l’état frais et durci. A cet égard, les défauts, tels l’agglomération de fibres, la ségrégation et la performance d’écoulement et le placement incorrects à cause de propriétés rhéologiques inappropriées à l’état frais, entraînent une réduction dans la résistance évaluée. L’objectif principal de cette étude est d’évaluer les propriétés du béton auto-plaçant (BAP), des mélanges intégrant différentes teneurs en granulats et du BAPF (avec insertion de différents types et teneurs de fibres). Ceci peut aider au développement de BAPF avec une rhéologie adaptée et une performance mécanique adéquate incluant une résistance d’adhésion et de cisaillement convenable pour des applications structurelles. Dans le but d’évaluer l’effet des fibres sur les propriétés rhéologiques de BAP à l’état frais, des mélanges intégrant quatre types de fibres avec différents élancement (L/D) seront étudiés. Ces fibres incluent des crochets d’acier (STH 55/30), du fil d’acier tréfilé (STN 65/13), de la macro-fibre synthétique de propylène (PP 56/38) et de l’alcool polyvinylique (PVA 60/12) avec différentes teneurs volumiques (0.25%, 0.5%) ajoutées au BPA de référence. Tous les mélanges ont un rapport w/b fixé à 0,42 et la teneur en granulats grossiers est respectivement de 29, 32 et 35% par volume de béton. Les caractéristiques de béton frais ont été évaluées en considérant l’affaissement, l'évaluation du temps d’écoulement (V-funnel), l'amplitude à l'écoulement du BAP (J-Ring), le tassement de surface et le rhéomètre ConTec. Les propriétés du béton durci, en particulier la résistance à la compression, la résistance à la traction par fendage, la résistance à la flexion, et le module élastique ont été évaluées. L’effet des types de fibres, des teneurs en fibres et en granulats sur la résistance à la rupture et la robustesse du BAP au cisaillement des mélanges optimisés, incluant le BAP de référence, le SCCAGG (32% and 35%), le FRSCC ST-H (0.25% and 0.5%), le FRSCCPP (0.25% and 0.5%), le PVA (0.25% and 0.5%) et le ST-N (0.25% and 0.5%) ont été testés en utilisant l’essai de cisaillement direct pour évaluer la résistance en cisaillement et la résistance résiduelle du béton. Les résultats des essais prennent en considération la capacité portante en cisaillement de l’élément structurel fabriqué à partir de BAPF. Les résultats des essais montrent que l’ajout de fibres était beaucoup plus efficace que l’accroissement de la teneur en agrégats sur la résistance au cisaillement du BAP. L’amélioration de la contrainte au cisaillement à la rupture comparée au mélange de référence est plus grande avec 16.3% pour l’ajout de fibre de type STN 0.5%, 15.8% pour l’ajout de fibre de type STH 0.5%, 14.92% pour l’ajout de fibre de type PP 0.5% et 7.73% pour l’ajout de fibre de type PVA 0.5%. De plus, l’ajout de fibres améliore le comportement post-pic en cisaillement du BPA en comparaison à l’augmentation de la teneur en granulats. L’augmentation de la teneur en fibres de 0.25% à 0.5%, par volume de béton, a amélioré la résistance et la ténacité au cisaillement, le comportement en flexion peu importe le type de fibres. Cette amélioration a été la plus élevée dans le cas du STH 0.5% et la plus basse pour des valeurs de PVA0.5%. La réponse de la résistance à l’adhésion des barres d’armatures localisées à différentes hauteurs de l’élément de mur (effet top-bar) a été étudiée pour des mélanges optimisés; le BPA de référence, les mélanges ST-H 0.5, et PP 0.5 ont été testés à travers l’essai d’arrachement direct des barres coulées dans le large élément de mur. Utilisation de fibres de propylène et de fibres à crochets d’acier au BPA a légèrement augmenté le facteur de modification à l’adhérence (effet top-bar) de 1 dans le cas du BPA jusque 1,1 et 1,2 pour les fibres de propylène et de crochets d’acier respectivement. Les éléments de mur fabriqués à partir du mélange de BPA de référence a montré la distribution de résistance la plus uniforme avec moins de 5% de réduction de sa résistance à l’adhérence sur la hauteur. Ces pertes de résistance à l’adhérence pour les éléments de mur coulés avec du BPA intégrant les de fibres de propylène et de fibres à crochets d’acier sont respectivement de 10% et 20%.
Abstract : Fiber reinforced self-consolidating concrete (FR-SCC) is one of the recent developments in the world of concrete technology which combines the self-consolidating performance with the post-peak ductility and multiple cracking advantages due to presence of fiber reinforcement in concrete. The use of FR-SCC increases the overall economic efficiency of the construction process by reducing the workforce, or energy consumption required, increasing speed of construction, reduction or elimination of the conventional reinforcement and to the simplification of reinforcement detailing and placement. The FR-SCC has gained increasing popularity applications in the last few years such as bridge decks, girders and beams. Despite the improvement evidence of synergy between self-consolidating technology and fiber addition in the FR-SCC, finding adequate properties of this material is mandatory to find any improper characteristics in the fresh and hardened states. In this regards, defects, such as fiber clustering, segregation and improper flow performance and placement due to improper rheological properties in the fresh state, which leads to reduction in strength, are evaluated. The main objective of this study is to evaluate some rheological and mechanical properties of self-consolidating concrete (SCC) mixtures with different aggregate contents and FR-SCC (incorporating different fiber types and contents). This can help to develop of FR-SCC with adapted rheology and proper mechanical performance including bond strength and shear strength for structural application. In order to evaluate the effect of fibers on rheological properties of SCC in the fresh state, mixtures incorporating four types of fibers with different aspect ratio (L/D) were investigated. The fibers included steel hooked (STH 55/30), steel drawn wire needles (STN 65/13), synthetic macro-fiber propylene (PP 56/38) and polyvinyl alcohol (PVA 60/12) with variety of volume content (0.25%, 0.5%) added to the SCC reference. All mixtures has a fixed w/b ratio of 0.42 and different coarse aggregate contents of 29, 32 and 35%, by volume of concrete. The fresh concrete characteristics were evaluated by considering the slump flow, V-funnel, J-Ring, surface settlement and ConTec rheometer. The hardened properties, mainly compressive strength, splitting tensile strength, flexural strength, flexural toughness, and modulus of elasticity were evaluated. The effect of fiber type, fiber content, and coarse aggregate content on ultimate shear load and shear toughness of the optimized mixtures. The mixtures including SCC reference, SCC with aggregate volume of 32% and 35% (SCCAGG 32% and SCCAGG 35%), SCC incorporating ST-H fibers with the dosages of 0.25% and 0.5% (FRSCC ST-H 0.25% and FRSCC ST-H 0.5%), SCC incorporating PP fibers with the dosages of 0.25% and 0.5% (FRSCC PP 0.25% and FRSCC PP 0.5%), SCC incorporating PVA fibers with the dosages of 0.25% and 0.5% (FRSCC PVA 0.25% and FRSCC PVA 0.5%) and SCC incorporating ST-N fibers with the dosages of 0.25% and 0.5% (FRSCC ST-N 0.25% and FRSCC ST-N 0.5%) were tested using the direct shear push-off test to evaluate shear strength and residual shear strength of the concrete. These test results could be used in the shear load carrying capacity of the structural element made by FRSCC. The test results show that adding fiber was much more effective than increasing aggregate content on the shear strength behaviour of SCC. The ultimate shear stress improvement of the mixtures incorporating fiber compared to the SCC reference mixture were 16.3% for STN 0.5%, 15.8% for STH 0.5%, 14.92% for PP 0.5%, and 7.73% for PVA 0.5% mixture. Moreover, adding fibers improved the post-peak shear behaviour of SCC compared to addition of aggregate content. Increasing the fiber content from 0.25% to 0.5%, by volume of concrete, improved shear strength, shear toughness and flexural toughness behaviour regardless of the fiber types. This enhancement was highest in the case of STH 0.5% and lowest values for PVA0.5%. The bond strength response of rebars located at different heights of the wall element (top-bar effect) investigated for optimized mixtures, including SCC reference, ST-H 0.5, and PP 0.5 mixtures was tested through direct pull-out test of rebars cast in the large wall elements. Adding propylene and steel hooked fibers to SCC is found to slightly increase the bond modification factor (top-bar effect) from 1 in the case of SCC up to 1.1 and 1.2 for propylene and steel hooked fibers, respectively. The wall elements made with SCC reference mixture showed the most uniform bond strength distribution and had less than 5% reduction of bond strength along the height. These bond strength losses for wall element cast with SCC incorporating 0.5 % of steel hooked fiber and that of propylen fiber with the same volume are 10% and 20%, respectively.

In order to apply Sprayable Eco-Friendly Ductile Cementitious Composites (EDCC) as a thin overlay material for masonry building upgrade, this study aims at understanding one of the key issues of repair: bond strength between old structure and the new repair overlay. Several influencing factors on bond strength were investigated, including repair thickness, fiber addition, substrate properties, curing age and environment. Bond strength was measured by tensile pull-off and friction-transfer tests. At the conclusion of the research, EDCC was able to achieve satisfactory bond strength provided sufficient penetrability into the substrate, even under field conditions and without curing. Fibers added into EDCC impact bond strength negatively, if they are oriented parallel to the interface as a result of manual casting or if there is a low fractal dimension of the substrate surface. Further, 56 days can be used as the maturity age of bond strength with EDCC overlay. In future applications, penetrability of EDCC overlays can be ensured through sufficient amount of superplasticizer or energy of casting. For example, EDCC with 150mm slump was able to satisfy standard bond strength requirement of concrete in the field, at the age of 45 days. Penetrability of EDCC overlay is of vital importance, since EDCC with low workability (0 slump) can’t achieve requirement of structural repair even under standard curing. To mitigate the negative effect of fiber addition on bond strength, higher substrate roughness and 3D fiber orientation can be of help, through proper surface roughness preparation and the use of spray methods (e.g., shotcrete) instead of hand application. For further study, it is suggested that measures should be taken to obtain more pure bond strength values for simplification of analysis. Also surface roughness variation and long term properties of interface are worth investigation, once proper substrates are chosen for lab research.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate

The development of a computational model for low bond strength brick masonry is described. Cracking and failure in such masonry occurs typically at the interface between the masonry units and the mortar joints. As a result software based on a 2- dimensional discrete element analysis (UDEC) was used. One feature of the research was the method used to identify the material parameters for the constitutive model. The conventional method of obtaining material parameters from the results of testing small samples of masonry was thought to be problematic. Instead, the material parameters were obtained from the results of tests carried out in the laboratory on single leaf wall panels, each containing a large opening. Each panel was subjected to a gradually increasing vertical in-plane static point load until it collapsed. The wall panel tests were also modelled using UDEC. An optimization procedure was then used to tune the parameters used initially in UDEC in order to better simulate the pre- and post-cracking behaviour and the behaviour close to collapse of the panels tested in the laboratory. Having obtained the material parameters for UDEC, the model was then validated by comparing the UDEC-predicted behaviour of wall panels different to those used to determine the material parameters, with those tested in the laboratory. Some of the panels used for the validation process were reinforced with bed joint reinforcement, others were unreinforced but were of deeper and longer span construction. Good correlation was obtained between the results from the computational model and those obtained from tests in the laboratory.

In this thesis the influence of the drying pressure on interfibre bond strength was investigated. Five different drying pressures, 0.7, 2.9, 4.5, 6.7, and 15 kPa, were applied during the preparation of fiber-fiber cross test pieces. The nominal overlap area of each fibre-fibre cross was measured in a transmission light microscope. A tensile tester was used to record the loaddeformation behavior of each fiber-fiber cross. The final results of the interfibre bond strength were defined by both the overlap area and the maximum force of each bond. The results showed that the influence of drying pressure to the average strength were very weak, although a maximum could be seen at 2.9 kPa of drying pressure. Moreover, the results suggested the overall trend of decreasing strengths at very high drying pressures. Finally, a statistical significance study of the results was presented. In addition, the influences of fiber type (spring wood vs. summer wood) and press type (steel vs. steel or steel vs. rubber) on interfibre bond strength were also discussed.

This work uses a direct tensile test approach, developed in-house, to measure the bond strength of brick-mortar interfaces. The thesis postulates that direct tensile bond strength values can be used as a means of assessing compatibility of brick and mortar properties which directly influence the structural and durability performance of brickwork. The work identifies that direct forms of tensile testing are suited for comparative research more readily than flexural testing techniques, which induce inherent variability to the test system due to sample format and by application of the associated flexural bending theory. It is maintained that flexural bending tests reflect parameters which influence disproportionately the compressive strength of the mortar and the joint periphery. The work uses traditional volume ratios for mortars, proportioned to a constant mass of sand, to identify the effect that discrete changes in cement and lime content have upon bond strength performance of the mortar. The results show that cement content of mortar has no significant influence on bond strength, provided that the combined proportion of cement and lime maintain a 1:3 ratio by volume with the sand. Furthermore, it has been shown that the volume of the mix water should match the volume of cementitious material, in order to achieve suitable workability. The work produces a bond strength development curve for samples aged between 5-minutes and 2-years of age and concludes that bond strength does not develop in the same manner to compressive strength and that bond strength may decline post 28-days. Samples up to 2-years in age can demonstrate up to 40-percent loss of bond due to the effects of sustained drying shrinkage. Consequently the work questions the value of using 28-day strength tests as a means of predicting future bond strength performance. It is identified that the controlling parameter which effects bond strength development is the removal of the excess mix water from the mortar by brick suction forces. The work examines unit water absorption characteristics and identifies that the initial rate of suction test is not sufficiently representative of a unit's ability to remove water from a retentive mortar bed. In response a unique method, which measures the continuous water uptake of the brick bed-face is presented. The resulting water absorption profile identifies the rate of change of flow and the resulting force function, with which water is potentially extracted from the retentive mortar bed. Results show that a good correlation between a unit's suction force and bond strength can be attained. It is presented that initial bond strength is developed by volumetric plastic shrinkage of the mortar bed, induced by rapid removal of the excess mix water by brick background suction, which generates a mechanical lateral gripping action to the undulations of the brick bed-face.

The first recorded use of hydraulic lime in construction can be traced back to at least two thousand years ago. Hydraulic lime, produced through either adding pozzolanic materials or calcining clay containing limestone, unlike air lime, can set and harden under water, developing strength through initial hydration reaction and subsequent carbonation. After WWII Portland cement mortars had almost completely replaced lime based mortars in modern construction. However, through conservation and specialist construction the benefits of hydraulic lime are becoming increasingly recognised. To support wider usage of these mortars there is a need for systematic study on the mortar properties and structural performance of lime mortared masonry. This thesis presents findings from a research programme conducted to develop understanding of the mechanical properties of natural hydraulic lime (NHL) mortared brickwork. The work focussed on the flexural strength of NHL mortared brickwork. A variety of material and environmental factors, including lime grade and supplier, mix proportion, sand type and age, have been investigated. In addition the research has completed an in-depth study on the influence of brick absorption characteristics on bond development. The two methods of flexural wall panel and bond wrench testing to establish flexural strength have been compared. In addition to flexural strength, initial shear strength and compressive strength of brickwork has also been investigated. A greater understanding of NHL mortared brickwork performance has been developed through this work. Performance of the brickwork has been related to properties of constituent materials and environmental factors. Recommendations for design performance of materials have been provided.

This study includes a systematic investigation of the bond strength of cementitious borehole plugs in welded tuff. Analytical and numerical analysis of borehole plug-rock stress transfer mechanics is performed. The interface strength and deformation are studied as a function of Young's modulus ratio of plug and rock, plug length and rock cylinder outside-to-inside radius ratio. The tensile stresses in and near an axially loaded plug are analyzed. The frictional interface strength of an axially loaded borehole plug, the effect of axial stress and lateral external stress, and thermal effects are also analyzed. Implications for plug design are discussed. Push-out tests are used to determine the bond strength by applying an axial load to the cement plugs. A total of 130 push-out tests are performed as a function of borehole size, plug length, temperature, and degree of saturation of the tuff cylinder. The use of four different borehole radii enables evaluation of size effects. A well-defined exponential strength decrease with increasing plug diameter results.

This thesis investigates, using finite element modelling and experimental investigation, the fracture of mesh reinforcement in composite floor slabs at elevated temperatures. The main objective of the research is the study of the bond strength between the welded mesh reinforcement and concrete at elevated temperatures, since this was found to be the principal behaviour that governs the fracture of the reinforcement in a composite floor slab.The experimental programme included steady state and transient pull-out tests carried out at temperatures varying from 20°C to 1000°C. However, unlike previous work, which concentrated on the bond of single bars, rectangular normal concrete prisms were constructed with one longitudinal bar, ensuring a bond length of 200 mm, and one transverse bar welded centrally. As a result, the influence of the weld of the mesh reinforcement in the bond strength between reinforcement and concrete was studied. The bond strength-slip-temperature relationship was obtained for various sized ribbed and plain bars. It was found that the 6, 7 and 8mm diameter ribbed mesh failed by fracture of the longitudinal bar at all temperatures, including ambient temperature. It was shown that the reduction of bond strength of ribbed mesh was similar to the reduction in strength of the bar, which together with the observed modes of failure, lead to the conclusion that ribbed mesh can be assumed to be fully bonded at all temperatures. The 10mm diameter ribbed mesh failed by splitting due to the cover-bar diameter ratio being small. In contrast, all the plain bars failed by fracture of the weld followed by pull-out of the bar. Therefore the correct bond stress-slip relationship should be modelled for smooth bars to accurately predict global structural behaviour.The investigation using finite element modelling utilizes the DIANA program. The incorporation by the author of the bond strength-slip-temperature relationship within the models permits a better prediction of fracture of the reinforcement in composite floor slabs. It has been shown that smooth bars are more beneficial since the bond is broken before fracture of the bar allowing strains to be distributed along the bar. In the case of ribbed bars the bond is such that localised strain will occur in the bar at crack locations leading quickly to fracture of the reinforcement.

Premature deterioration of reinforced/prestressed concrete structures due to corrosion is of considerable current concern. One detrimental effect of corrosion of reinforcing/prestressing steel is the reduction of bond between steel and concrete due to the development of corrosion products at the interface. This thesis examines the influence of localized corrosion of reinforcing bars/ untensioned prestressing strands on their bond strength in concrete. In addition, an analytical study is conducted in order to investigate the complex behaviour due to cracking of cover concrete, non-uniform corrosion, presence of softened paste layer at the interface between steel and concrete, and stress relaxation due to creep in relation to the bond strength. The conditions of severe localized corrosion were simulated electrochemically. The main variables were cover-to-bar diameter ratio, reinforcement type, and corrosion rate. The influence of reinforcing/prestressing steel corrosion and cracking of the concrete cover on the behaviour of bond were studied at different stages of corrosion: non-corrosion, precracking, cracking, and postcracking levels. It was found that the bond strength increased with corrosion up to a certain amount. However, with the progressive increase in corrosion, the bond strength decreased very rapidly until the cracking of cover concrete, and then decreased at a very slow rate in the postcracking stage. The untensioned prestressing strands showed almost similar general behaviour but were found relatively more deteriorated due to corrosion in the postcracking stage under the similar corrosive conditions. The structural properties of steel such as yield strength and ultimate tensile strength were influenced significantly due to the enormous local reduction in cross-sectional area of the reinforcing/prestressing steel by corrosion. The test data showed that the percentage corrosion required to cause cracking of cover concrete varied linearly with cover-to-bar diameter ratio. Bond-slip studies at different stages of corrosion indicated that bond stiffness increases and then decreases with the increase of corrosion of reinforcing steel in concrete. Corroded prestressing strands exhibited a nonlinear bond-slip relationship. Corrosion rate was found to be a significant variable. Pullout bond specimens using deformed bars were exposed to the current densities of 4.0,2.0, 1.0,0.5,0.25,0.15,0.09, and 0.04 mA/cm'. Bond behaviour was studied at the cracking stage and after 20% corrosion. The results indicated a significant and non-linear effect of corrosion on bond strength. Both corrosion to cause cracking and bond strength as a ratio of the non-corroded bond strength increased with an increase of current density up to about 0.15-0.25 mA/CM2 , and then decreased with a further increase in current density. This explains the different results obtained by previous researchers at different corrosion rates. Finite element analysis of the effect of concrete cover at the stages of internal and surface cracking confirmed the behaviour found in the laboratory study. The presence of an interfacial softened paste layer showed no significant effect on the expansive pressure. The study of the relaxation of stresses due to creep showed that the high degradation in bond strength at high rate of corrosion was significantly contributed by the relaxation of stresses due to creep at the cracking stage. However, in the postcracking stage, creep showed little effect on the stresses in the concrete surrounding the reinforcing bar. It is concluded that it is extremely difficult to extrapolate laboratory data to field conditions. However, a simple assessment rule is proposed.

Thesis (MScEng)--Stellenbosch University, 2014.
ENGLISH ABSTRACT: Surface seals are widely used in South Africa. There are a number of reasons which include affordability, versatility and durability. There are, however, in some cases problems with stone loss that can lead to a shortened lifespan of the pavement. The loss of aggregate chippings in surface seals poses a major problem in the seal pavement industry. This study aims to identify the influencing factors that lead to these adhesive failures as well as to find optimum combinations of binders and aggregates at various conditions. Various binders commonly used in South African surface seal construction will be tested using the Bitumen Bond Strength (BBS) test method. The binders used in the study include 80/100 penetration grade bitumen, elastomer modified bitumen, bitumen rubber, elastomer modified emulsion and cationic rapid setting emulsion. Aggregates used in the study include dolerite, granite and quartzite. The test samples were cured and tested at two temperatures, 15 °C and 35 °C. The samples were also cured for 2, 6 and 24 hours respectively. The study tackles a wide range of variables in order to obtain a good understanding of adhesion properties of surface seals used in South Africa. Tests were repeated at least once to ensure repeatability and in some cases up to four repeats were performed. The loading rate at which the tests were performed had a significant influence on the BBS results. This rate varied which complicated the process of comparing the results. It was therefore decided to unify the loading rates. The BBS results exposed the difference between hot applied binders and emulsions. The former having significant stronger adhesion properties. It was also confirmed by the results that temperature plays a key role in the BBS results due to the visco-elastic properties of bitumen. These influences will be discussed along with others such as aggregate types and curing times. The type of failure is also discussed. Failure can either be adhesive or cohesive, the former being a failure between the aggregate and the binder while the later refers to a failure in the binder itself. The results of other students will also be discussed and compared to the results of this study. These include results of predecessors that tested emulsions as well as results from tests done on fractured aggregate surfaces and precoated aggregates. This study showed very similar results as these from other students, except for tests done with emulsions. It was discovered that the method of curing of the emulsions must be adapted to ensure proper curing of the emulsions. It was found that aggregates did not influence the BBS properties to the same extent as temperature and binder application type. The BBS results of hot applied binders also did not significantly increase as the curing time increased, but the results of emulsions showed some increase. However, the emulsions needed more time to cure properly.
AFRIKAANSE OPSOMMING: Oppervlak seëls word algemeen gebruik in Suid-Afrika. Daar is verskeie redes hiervoor waaronder bekostigbaarheid,veelsydigheid en duursaamheid. Daar is egter in sommige gevalle probleme met klipverlies wat kan lei tot n verkorte leeftyd. Hierdie klipverlies ontstaan as gevolg van verskeie redes of kombinasies daarvan. Die studie beoog om hierdie faktore wat die adhesie eienskappe beïnvloed te identifiseer sowel as om optimum kobinasies van bindmiddels en klipsoorte te bewerkstellig by verkeie kondisies. ‘n Verskeidenheid van bindmiddels wat algemeen in Suid-Afrika gebruik word, word in die studie getoets met die Bitumen Bond Sterkte (BBS) toets metode. Die bindmiddels wat in die studie gebruik word sluit 80/100 penetrasie graad bitumen, elastomeer gemodifiseerde bitumen, bitumen rubber, elastomeer gemodifiseerde emulsie en kationiese snel settende emulsie. Die klipsoorte wat vir die studie gebruikword is doleriet, graniet en kwartsiet. Hierdie gesteentes word algemeen in die praktyk gebruik. Die toets monsters word ook by twee temperature gekuur en getoets. Hierdie temperature is 15 °C en 35 °C. Die toets monsters word ook onderskeidelik vir 2, 6 en 24 uur gekuur. Die studie ondersoek 'n wye verskeidenheid van veranderlikes om sodoende 'n goeie begrip van adhesie eienskappe van die oppervlak seëls wat in Suid-Afrika gebruik word te verkry. Elke toets was ten minste een maal herhaal om herhaalbaarheid te verseker. Sommige toetse was tot 4 keer herhaal. Die belasting tempo van die toetse het ‘n beduidende uitwerking op die BBS resultate as gevolg van die visko-elastiese eienskappe van bitumen. Hierdie tempo het gewissel en dit moeilik gemaak om die resultate te vergelyk. Daarom was daar besluit om die tempo van die toetse te verander na ‘n gelykvormige tempo. Daar was ‘n duidelike verskil in BBS resultate van die warm toegepaste bindmiddels en die emulsies. Die warm bindmiddels het baie hoër BBS resultate gelwer. Dit was ook bevestig in die resultate dat temperatuur ‘n beduidende rol speel in die BBS. Hierdie invloede sal bespreek word tesame met ander, soos klipsoorte en kuring tye. Die tipe versaking word ook bespreek. Versaking kan plaasvind as gevolg van adhesie of cohesie, waar adhesie versaking 'n versaking is tussen die klip en die bindmiddel terwyl cohesie versaking verwys na 'n versaking in die bindmiddel self. Die uitslae van die ander studente sal ook bespreek word en vergelyking word met die resultate van hierdie studie. Dit sluit die resultate van voorgangers in wat emulsies getoets het sowel as die resultate van toetse wat gedoen is op gebreekte klipoppervlaktes en bitumen behandelde klippe. Hierdie studie het baie soortgelyke resultate getoon as dié van ander studente, behalwe vir die toetse wat gedoen was met emulsies. Daar is vasgestel dat die metode van kuring van die emulsies moet aangepas word om behoorlike kuring van die emulsies te verseker. Daar is ook gevind dat klipsoorte nie die BBS eienskappe in dieselfde mate as temperatuur en bindmiddel toepassingstipe beïnvloed het nie. Die BBS resultate van warm aangewende bindmiddels het ook nie aansienlik verhoog soos die kuringstyd toegeneem het nie, maar die resultate van emulsies het wel 'n toename getoon. Die emulsies het wel meer tyd nodig gehad om behoorlik te kuur.

Includes bibliographical references.
A considerable amount of progress has been made over the years in understanding the fundamentals of concrete composition and performance in both safe and harsh environments. Nevertheless, premature concrete deterioration remains a concern and is often experienced either due to poor workmanship or design. The bonded concrete overlay technique has become a popular method in repairing these deteriorated concrete structures, as it has a simplistic application procedure and can be applied to a number of different scenarios. This technique involves the removal of the distressed layer of concrete (substrate), followed by the application of a fresh, new layer of concrete (overlay). One of the fundamentals behind bonded concrete overlays is the bond between the existing and new concrete layer. Sufficient bond strength is a prerequisite for the durability and serviceability of a repaired concrete structure. Factors which have been considered most important for achieving a good bond between the substrate and overlay are cleanliness and preparation of the substrate, together with overlay compaction and composition. However, the impact of substrate moisture condition on the bond strength of a repaired member has not been fully investigated and still raises many debates amongst engineers. Current best practice suggests that a concrete substrate which is preconditioned to a saturated surface dry state prior to overlay application will achieve higher bond strengths. This investigation provides insight into the aforementioned through both literature research and practical experiments performed. In this investigation the effects of moisture preparation on bond strength were tested on three different substrate concretes, together with the application of four overlays. The substrates varied according to strength grade (50, 30 and 25 MPa), whereas the overlays varied in both strength (40 and 25 MPa) and workability (30 and 120 mm slump). The accompanied bond strength was established through interface shear testing. All substrates of the repaired specimens were subjected to a constant surface roughness and equally aged to prevent any differential shrinkage which may falsify bond strength readings. The bond strength results were plotted, statistically evaluated and compared with existing literature.

Magister Scientiae Dentium - MSc(Dent)
Aim: The aim of this study was to evaluate, in-vitro, the shear bond strength (SBS) and the resultant failure pattern after debonding of metal orthodontic brackets bonded with TransbondTM XT adhesive resin cement and RelyXTM Unicem 2 self-adhesive resin cement to pre-treated (35% ortho-phosphoric acid and silane coupling agent application) IPS eMax and porcelain veneered zirconia crowns. Material and methodology: A Typhodont maxillary lateral incisor was used and prepared in a conventional manner to receive a full ceramic crown. A CAD (computer aided design)/ CAM (computer aided manufacturing) machine was used to scan the prepared tooth and manufacture 40 IPS eMax crowns and 40 porcelain veneered zirconia crowns. Half the number of IPS eMax crown specimens (ie. 20) and half the number of porcelain veneered zirconia crown specimens (ie. 20) were thermocycled (ie. to mimic thermal changes which occur in the mouth), from 5 to 55o for 500 cycles as recommended by the International Organization for Standardization (ISO 6872, 2008). The remaining 20 IPS eMax crown specimens and 20 porcelain veneered zirconia crown specimens remained new and unexposed to thermal changes. The facial surfaces of all the thermocycled and non-thermocycled crown specimens were then etched. Etching of all the ceramic bonding surfaces was performed by the application of 35 per cent ortho-phosphoric acid liquid for 2 minutes, followed by a thin layer of a ceramic primer. A lateral incisor metal bracket with a bracket base area of 9mm2 (as confirmed by the manufacturer) was bonded to each of the etched and silane treated ceramic crown specimens and separated in the following manner: Group 1: (10 thermocycled, etched and silane treated IPS eMax and 10 thermocycled, etched and silane treated porcelain veneered zirconia crown specimens) RelyX™ Unicem 2 self-adhesive resin cement was used to bond the bracket to the ceramic crown specimens, Group 2: (10 thermocycled, etched and silane treated IPS eMax and 10 thermocycled, etched and silane treated porcelain veneered zirconia crown specimens) Transbond™ XT light cure adhesive primer was first applied onto the bonding surface of the crowns and then Transbond™ XT adhesive resin was used to bond the bracket to the ceramic crown specimens, Group 3: (10 non-thermocycled, etched and silane treated IPS eMax and 10 non-thermocycled, etched and silane treated porcelain veneered zirconia crown specimens) RelyX™ Unicem 2 self-adhesive resin cement was used to bond the bracket to the ceramic crown specimens, Group 4: (10 non-thermocycled, etched and silane treated IPS eMax and 10 non-thermocycled, etched and silane treated porcelain veneered zirconia crown specimens) Transbond™ XT light cure adhesive primer was first applied onto the bonding surface of the crowns and then Transbond™ XT adhesive resin cement was used to bond the bracket to the ceramic crown specimens. After bonding all samples were stored in distilled water for 24 hours before being submitted to the shear bond strength test. Debonding forces in Newtons (N) was determined by using a shear testing machine and converted into Mega Pascals (MPa). Results: The results after debonding were compared. The mean shear bond strength for RelyXTM Unicem 2 self-adhesive resin cement bonded to the all ceramic non-thermocycled crowns (Group 3) ranged from a low of 5.1 MPa (45.5 Newtons) when brackets were bonded to the IPS eMax crowns to a high of 5.8 MPa (51.9 Newtons) when brackets were bonded to the porcelain veneered zirconia crowns. The mean shear bond strength for Transbond XT adhesive resin cement bonded to the all ceramic non-thermocycled crowns (Group 4) ranged from a low of 6.4 MPa (57.3 Newtons) when brackets were bonded to the porcelain veneered zirconia crowns to a high of 8.1 MPa (72.7 Newtons) when brackets were bonded to the IPS eMax crowns. The side by side Box-and-Whisker plots of the shear bond strengths show wide and overlapping dispersions of the crown/adhesive resin combinations which consequently lessen the probability of significant differences between the crown/adhesive resin combinations in all 4 groups. According to the Kruskal-Wallis test (p < 0.05), and the Bonferroni Test the non-thermocycled crown/adhesive resin combinations do not differ significantly. Study of the mean ARI (Adhesive Remnant Index) values for the non-thermocycled crown/adhesive combinations shows that brackets bonded with Rely-XTM Unicem 2 to non-thermocycled porcelain veneered zirconia crowns failed entirely at the ceramic/adhesive interface and for all the other non-thermocycled ceramic/adhesive combinations most of the failures of the bond (70%) occurred at the bracket/adhesive interface, ie. cohesive fractures within the composite resin. No cohesive fractures of the porcelain crowns were noted. The results of the thermocycled groups (Group 1 and Group 2) show the TransbondTM XT/non-thermocycled IPS eMax crown combination yielded the highest overall mean shear bond strength of 8.1 MPa (72.7 Newtons) but dropped to a mean shear bond strength of 5.1 MPa (46.1 Newtons) (36.4% drop in shear bond strength) when the crowns were thermocycled prior to bonding. The TransbondTM XT/non-thermocycled porcelain veneerd zirconia crown combination yielded the second highest overall mean shear bond strength of 6.4 MPa (57.3 Newtons) and dropped to a mean shear bond strength of 5.1 MPa (45.8 Newtons) (19.3% drop in shear bond strength) when the crowns were thermocycled prior to bonding. The RelyXTM Unicem 2/non-thermocycled porcelain veneered zirconia crown combination yielded the third highest overall mean shear bond strength of 5.8 MPa (51.9 Newtons) but dropped significantly to a mean shear bond strength of 3.2 MPa (29.1 Newtons) (a significant 43.8% drop in shear bond strength) when the crowns were thermocycled prior to bonding. Lastly, the RelyXTM Unicem 2/non-thermocycled IPS eMax crown combination yielded the fourth highest mean shear bond strength of 5.1MPa (45.5 Newtons) but dropped to a mean shear bond strength of 4.9 MPa (44.5 Newtons) (a drop in shear bond strength of only 3%) when the crowns were thermocyled prior to bonding. Relaxing the significance level (p-value) somewhat demonstrates the negative influence of thermocycling on the shear bond strength of the crown/adhesive combinations. The non-thermocycled all ceramic crown/adhesive combinations showed mean ARI values of between 1.3 and 2.1 indicating cohesive fractures within the composite resin and efficient bonding of the adhesive material to the porcelain surface. However, all the thermocycled all ceramic crown/adhesive treatment combinations showed mean ARI values of between 0 and 0.8 indicating a bond failure between adhesive and porcelain and highlighting the negative influence of thermocycling on bond strength of both adhesive resin cements. Conclusion: Within the limitations of this study, it can be concluded that: 1.There was no significant difference in the shear bond strengths of metal orthodontic brackets bonded with RelyXTM Unicem 2 self-adhesive resin cement and metal orthodontic brackets bonded with TransbondTM XT adhesive resin cement to IPS eMax and porcelain-veneered zirconia crowns which were conditioned with 35 % phosphoric acid and a silane coupling agent. 2. Conditioning the porcelain surface with 35% phosphoric acid and a silane coupling agent (which is safer to use than Hydrofluoric acid) is sufficient for bonding metal orthodontic brackets to all ceramic crowns, and should make it simpler for clinicians to remove the remaining adhesive from the porcelain surface after debonding. 3. The negative influence of thermocycling prior to bonding can be seen on shear bond strength values. 4. Most of the failures of the bond occurred at the ceramic/adhesive interface and cohesive fractures within the composite resin. No cohesive fractures of the porcelain crowns were noted.

Good bond strength between overlay and substrate is a key factor in performance of concrete repairs. This thesis was aimed at studying the evaluation of bond strength between repair material and substrate at the interface. Many factors such as surface roughness, existence of micro cracks, compaction, curing etc influence the bond strength. The quality assurance of the bond strength requires test methods that can quantify the bond strength as well as identify the failure mode. There have been numerous investigations led to development of different test methods. The forces which are applied in each test and the failure mode are important in order to choose the proper test. An interpretive study on test methods is presented. While this study can provide individually useful information on bond strength and bond characterization, it also contains discussions about each test and comparison of test methods.

The objective of the study was to evaluate the effect of veneering zirconia surfaces with feldspar-based ceramics or glass ceramics on bond strength when using a resin composite cement. Forty-eight ytteria tetragonal zirconia polycrystal (Y-TZP) specimens were randomly divided into four groups. Six pairs were created in each group by bonding two of the specimens to each other after having the bonded surfaces treated differently as the following: I) polished and heat-treated (served as control), II) veneered with Vita VM9, III) veneered with e.max CAD Glaze and, IV) polished and heat-treated. The luting agent used in Group I - III was RelyX Unicem and in Group IV Charisma. Using a universal testing machine, the load at debonding (Newton) was recorded and the bond strength (MPa) was then calculated. Group I exhibited statistical significantly superior bond strength compared to all other groups. A statistical significantly superior bond strength was seen for the specimens in Group II compared to Group III and IV. Group IV presented the lowest bond strength but there was no significant difference to Group III. The present paper show no promotion in bond strength when zirconia was veneered with feldspar-based ceramic or glass ceramic.

El texto completo de este trabajo no está disponible en el Repositorio Académico UPC por restricciones de la casa editorial donde ha sido publicado.
PURPOSE: To evaluate the effect of aqueous solutions of chlorhexidine digluconate (CHX) in different concentrations on bond strength to eroded dentin up to 6 months, using normal dentin as a control. METHODS: Exposed flat dentin of extracted third molars was only ground with 600-grit SiC paper/1 minute (normal dentin - N), or subsequently eroded by a regular-cola soft-drink (eroded dentin - E). N and E were acid-etched, washed, dried and rehydrated with 1.5 μL, respectively, of distillated water (control - NC / EC); of 0.004% CHX (N0.004% / E0.004%); or of 2% CHX (N2% / E2%). Adper Single Bond 2 was applied in all specimens and resin composite buildups were constructed with Filtek Z350. Specimens were sectioned in beams, which were tested (μTBS) immediately or after 6 months of aging. RESULTS: Microtensile bond strength to eroded dentin was always significantly lower than that to normal dentin. Application of tested CHX solutions did not exert a significant effect immediately; however, after aging, the 2% CHX prevented abrupt bond strength loss both to eroded and normal dentin.
Revisión por pares

Yes
In this study, bond properties of glass fibre reinforced polymer (GFRP) bars embedded in high-strength concrete (HSC) were experimentally investigated using a pull-out test. The experimental program consisted of testing 84 pull-out specimens prepared according to ACI 440.3R-12 standard. The testing of the specimens was carried out considering bar diameter (9.5, 12.7 and 15.9 mm), embedment length (2.5, 5, 7.5 and 10 times bar diameter) and surface configuration (helical wrapping with slight sand coating (HW-SC) and sand coating (SC)) as the main parameters. Twelve pull-out specimens reinforced with 16 mm steel bar were also tested for comparison purposes. Most of the specimens failed by a pull-out mode. Visual inspection of the tested specimens reinforced with GFRP (HW-SC) bars showed that the pull-out failure was due to the damage of outer bar surface, whilst the detachment of the sand coating was responsible for the bond failure of GFRP (SC) reinforced specimens. The bond stress – slip behaviour of GFRP (HW-SC) bars is different from that of GFRP (SC) bars and it was also found that GFRP (SC) bars gave a better bond performance than GFRP (HW-SC) bars. It was observed that the reduction rate of bond strength of both GFRP types with increasing the bar diameter and the embedment length was reduced in the case of high-strength concrete. Bond strength predictions obtained from ACI-440.1R, CSAeS806, CSA-S6 and JSCE design codes were compared with the experimental results. Overall, all design guidelines were conservative in predicting bond strength of both GFRP bars in HSC and ACI predictions were closer to the tested results than other codes.

Statement of problem. Clinicians have used disinfection materials to remove surface contaminants during cavity preparation. It has been postulated that disinfection materials may negatively affect shear bond strength of restorative materials. If so, large numbers of restorations may be predestined for early failure with the use of a disinfection protocol.Purpose. To determine whether there is a difference in the bond strength between dentin and composite resin with a 3-step disinfection technique compared to a conventional bonding technique without the additional disinfection protocol.Material and Methods. Sixty human molar teeth were sectioned parallel to the occlusal surface to expose mid-coronal dentin and mounted parallel to a bond shearing device on a universal testing machine (Instron) and randomly divided into 2 groups. In Group I (n=30), specimens were treated with chlorhexidine, tubulicid red, and sodium hypochlorite before dentin bonding, following the manufacturer's instructions for All Bond 2. In Group II (n=30), specimens were treated only with the bonding protocol of All Bond 2. To ensure a uniform bond surface area, core paste was syringed into a cylindrical mold (diameter 2.38mm, height 2.00mm) that was in contact with the dentin bonding surface of each specimen, and allowed to set under constant force. All specimens were subjected to fracture by shear loading in a universal testing machine (Instron) at a uniform crosshead speed of 0.02 inch per minute and expressed as MPa. Statistical analysis, using nonpaired student's t-test, was performed. Results. A statistically-significant higher shear bond strength was found for the 3-step disinfection group (mean shear bond strength, 25.3; STD, 4.6) compared to the conventional bonding group (mean shear bond strength, 20.5, STD, 3.4) (PConclusions. The 3-step disinfection technique group showed a significantly stronger dentin shear bond strength compared to the conventional bonding technique without disinfection.

Adhesive bonding of graphite epoxy composite laminates to itself or traditional metal alloys in modern aerospace and aircraft structural applications offers an excellent opportunity to use the most efficient and intelligent combination of materials available thus providing an attractive package for efficient structural designs. However, one of the major issues of adhesive bonding is the occasional formation of interfacial defects such as kissing or weak bonds in the bondline interface. Also, there are shortcomings of existing non-destructive evaluation (NDE) methods to non-destructively detect/characterize these interfacial defects and reliably predicting the bond shear strength. As a result, adhesive bonding technology is still not solely implemented in primary structures of an aircraft. Therefore, there is a greater demand for a novel NDE tool that can meet the existing aerospace requirement for adhesive bondline characterization. This research implemented a novel Acoustography ultrasonic imaging and digital image correlation (DIC) technique to detect and characterize interfacial defects in the bondline and determine bond shear strength in adhesively bonded composite-metal joints. Adhesively bonded Carbon Fiber Reinforced Plastic (CFRP) laminate and 2024-T3 Aluminum single lap shear panels subjected to various implanted kissing/weak bond defects were the primary focus of this study. Kissing/weak bonds were prepared by controlled surface contamination in the composite bonding surface and also by improperly mixing the adhesive constituent. SEM analyses were also conducted to understand the surface morphology of substrates and their interaction with the contaminants. Morphological changes were observed in the microscopic scale and the chemical analysis confirmed the stability of the contaminant at or very close to the interface. In addition, it was also demonstrated that contaminants migrated during the curing of the adhesive from CFRP substrate which caused a decrease of bond shear strength in single lap shear test samples. Through-transmission ultrasonics (TTU) Acoustography at 3.8 MHz showed promising results on the detectability of bondline defects in adhesively bonded CFRP-Al lap shear test samples. A correlation between Acoustography ultrasonic attenuation and average bond shear strength in CFRP-Al lap shear panels demonstrated that differential attenuation increased with the reduction of the bond shear strength. Similarly, optical DIC tests were conducted to identify and quantify kissing bond defects in CFRP-Al single lap shear joints. DIC results demonstrated changes in the normal strain (εyy) contour map of the contaminated specimens at relatively lower load levels (15% ~ 30% of failure loads). Kissing bond regions were characterized by negative strains, and these were attributed to high compressive bending strains and the localized disbonding taking placed at the bondline interface as a result of the load application. It was also observed that contaminated samples suffered from more compressive strains (εyy) compared to the baseline sample along the loading direction and they suffered from less compressive strains (εxx) compared to the baseline sample perpendicular to the loading direction. This demonstrated the adverse effect of the kissing bond on the adhesive joint integrity. This was a very significant finding for the reason that hybrid ultrasonic DIC is being developed as a faster, more efficient, and more reliable NDE technique for determining bond quality and predicting bond shear strength in adhesively bonded structures.

Objective: To determine the relationship between mineral density and microtensile bond strength of caries-affected dentin (CAD). Methods: Sixty-three extracted human molars with carious lesions and nine extracted sound human molars are collected and flattened to expose the dentin. Caries is removed using Caries Detector (Kuraray Medical, Tokyo, Japan) leaving a firm light pink stained dentin and then bonded with RBC (Z100, shade T, 3M ESPE, Germany) using an etch-and-rinse 3-step adhesive system (Optibond FL,Kerr, Orange, CA, USA). The bonded teeth are stored overnight at 37ºC before vertically sectioned with diamond saw blades (IsoMet 1000, Buehler Ltd., Lake Bluff, IL, USA). The sticks are then trimmed into dumbbell-shaped specimens with a cross-sectional area of 0.5 mm2 and a gauge length of 1 mm. Tensile testing is performed at a crosshead speed of 1 mm/min (Zwick Materials Testing Machine Z2.5/TN1S, Zwick, Ulm, Germany). X-ray microtomography was used to examine the fractured specimens (Micro-CAT II, Siemens Preclinical Solutions, Knoxville, TN) at maximum resolution of 27 microns. The mean mineral densities at the resin-dentin interface of the bonded specimens are calculated using a custom BMD (bone mineral density) analyzer software (Iowa City, IA, USA). Mineral density (image intensity) will be plotted against uTBS (MPa) to determine correlation between these two properties based on Spearman rank correlation test at 0.05 level of statistical significance. Results:There was a statistically significant relationship between µTBS and image intensity (p< 0.0001). However, the correlation coefficient was weak (0.31). Significant effect of the failure mode on the image intensity and the µTBS were observed (p < 0.0001). No significant difference in the mean image intensity was found between the 2 levels (p = 0.6519) and 3 levels of dye staining (p = 0.2531). Intra- and inter-examiner reliability was near perfect (0.99; 0.98) for mineral density measurements. Conclusion: Within the limits imposed in the experimental design, we concluded that the degree of mineralzation of CAD has an influence on its failure mode and µTBS. Positive increasing relationship was also found between CAD's failure mode and its µTBS. Additionally, no significant relationship was found between levels of dye staining and the degree of mineralization.

Very limited research studies have been conducted to examine bond of glass fibre reinforced polymer (GFRP) bars with high concrete strength. The current research project aims to compare between bond measured from a pull-out test and a hinged beam test for GFRP bars embedded in high strength concrete. Different parameters influencing bond such as GFRP bar diameter, embedment length and surface configuration were investigated in both test methods, while the bar position, i.e. top or bottom, was only studied in hinged beams. Seventy-two pull-out cubes, eight pull-out prisms and twenty-four hinged beams reinforced with GFRP bars were constructed and tested to failure. Twelve pull-out cubes and four hinged beams reinforced with steel bars were also tested for comparison purposes. The results showed that bond stress – slip curves obtained from various testing methods were similar, consisting of high initial stiffness, followed by nonlinear ascending and softening branches. In addition, it was found that the experimental bond strength obtained from hinged beams was higher than both bond strengths measured by the pull-out cube and pull-out prism. However, when a finite element analysis was conducted for hinged beams, it was shown that the tensile force in the reinforcing bar estimated by equilibrium conditions is overestimated as the large deformation of hinged beams at failure was not considered. Therefore, if the tensile force obtained from the finite element analysis is used to calculate the bond strength, it would be similar to that obtained from pull-out cube and prism. Moreover, it was found that the distribution of tensile and bond stresses was nonlinear along the GFRP embedment length and bond stress at the vicinity of the free end increased with increasing the load due to redistribution of bond stresses along the embedment length. Bond strengths were compared against the prediction methods provided in ACI-440.1R, CSA-S806, CSA-S6 and JSCE 1997. In general, all design codes showed conservative results for all specimens tested and ACI predictions gave a good agreement with experimental data compared to other codes. Artificial neural network models were developed to predict bond strength of GFRP bars in concrete. These models used bar diameter, embedment length, concrete compressive strength and concrete cover as input variables. The developed ANN models showed to be able to predict bond strength of GFRP bars in concrete and, therefore, were used to conduct a parametric study.
Higher Education Institute, Government of Libya

CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Neste trabalho realizou-se uma investigação experimental sobre os efeitos de forças de impacto sobre a resistência de aderência entre compósitos de fibras de carbono e o concreto. O programa experimental consistiu de ensaios de flexão de corpos-de-prova constituídos de dois blocos de concreto unidos por uma rótula na região superior (comprimida) e por tiras de compósito de fibras de carbono coladas nas faces inferiores dos blocos. Foram ensaiados 23 corpos-deprova, com resistências à compressão do concreto variando de 25 MPa a 35 MPa. A principal variável foi a taxa de carregamento ( expressa em termos de tensão de aderência), variou entre 6,06 MPa/s (estático) a 3.690.485 MPa/s (dinâmico). Os resultados mostraram que a resistência de aderência aumenta com o aumento da taxa de carregamento.
An experimental investigation on the effects of impact loads on the bond strength between carbon fiber composite and concrete is described in this work. The objective was to investigate the influence of loading rate on the bond strength. Concrete-fiber specimens were tested under loading rates varying from a minimum of 6,06 MPa/s (static) to a maximum of 3.690.485 MPa/s. In addition, twenty tree concrete prisms were tested under different loading rates in order to investigate the effects of the loading rate on the tensile strength of concrete and carbon fiber separately. The results show that the bond strength increase with the increase of the loading rates.

PONTIFÍCIA UNIVERSIDADE CATÓLICA DO RIO DE JANEIRO
COORDENAÇÃO DE APERFEIÇOAMENTO DO PESSOAL DE ENSINO SUPERIOR
CONSELHO NACIONAL DE DESENVOLVIMENTO CIENTÍFICO E TECNOLÓGICO
Neste trabalho é realizada uma investigação experimental sobre os efeitos de cargas de impacto sobre a resistência de aderência entre o compósito de fibras de carbono e o concreto. O objetivo foi verificar a influência da taxa de carregamento sobre a resistência de aderência. O programa experimental consistiu em ensaios de quarenta e cinco corpos-de-prova, constituídos de blocos de concreto e tiras de fibras de carbono coladas nas laterais opostas dos blocos. As variáveis de estudo foram a resistência à compressão do concreto (25 MPa, 45 MPa e 65 MPa) e a taxa de carregamento que variou de um mínimo de 1,92 MPa/s (estático) para um máximo de 438685 MPa/s (dinâmico). Os resultados dos ensaios mostraram que a resistência de aderência foi afetada pela taxa de carregamento.
An experimental investigation on the effects of impact loading on the bond strength between carbon fiber composite and concrete is described in this work. The objective was to verify the influence of loading rate on the bond strength. The experimental program consisted on testing of forty five specimens made of concrete blocks and carbon fiber strips glued on opposite sides of the block. The variables studied were the concrete compressive strength (25 MPa, 45 MPa and 65 MPa) and loading rate which varied from a minimum of 1,92 MPa/s (static) to a maximum of 438685 MPa/s (dynamic). Test results showed that the bond strength was affected by loading rate.

El texto completo de este trabajo no está disponible en el Repositorio Académico UPC por restricciones de la casa editorial donde ha sido publicado.
PURPOSE: To assess the long-term effect of a 2% aqueous chlorhexidine (CHX) solution on bond strength to artificially eroded dentin compared to sound dentin. MATERIALS AND METHODS: Flat mid-coronal dentin surfaces of extracted third molars (n = 28) were subjected only to grinding with a 600-grit SiC paper for 1 min (sound dentin S, n = 14) or additionally to erosive pH cycling with a cola-based soft-drink (eroded dentin E, n = 14). After acid etching, rinsing, and air drying, S and E were rehydrated with 1.5 μl of 2% CHX (S2%, n = 7; E2%, n = 7) or of distilled water (control SC, n = 7; EC, n = 7). Composite buildups were incrementally constructed with Filtek Z350 following Adper Single Bond 2 application. Specimens were sectioned into beams, which were subjected to microtensile testing immediately or after 6 or 12 months of aging. Fractured surfaces were observed under a digital microscope (50X magnification). Microtensile bond strength (μTBS) (MPa) was analyzed by three-way ANOVA and Tukey's tests (α = 0.05) and failure mode by the Kruskal-Wallis test (α = 0.05). RESULTS: Compared to sound dentin, eroded dentin was consistently related to lower μTBS. Immediately and after 12-month aging, the effect of CHX was insignificant, but it was significant after 6-month aging, when it conserved the bond strength to both eroded and sound dentin. The percentage of adhesive and mixed failures were equivalent, and significantly more frequent than cohesive failures, whether in dentin or in composite. CONCLUSION: The 2% CHX effect on bond strength conservation to both eroded and sound dentin was not found to be persistent.
Revisión por pares

In vivo and in vitro degradation of resin-dentin interfaces can occur and accounts for poor clinical performance of adhesive dentin interfaces/restorations. Interfacial degradation results from several factors, to include, but not limited to: water sorption, hydrolysis of ester linkages of methacrylates resins, and activation of endogenous dentin matrix metalloproteinases (MMPs) in non-infiltrated collagen fibrils. Reduction of collagenolytic and gelatinolytic activity in dentin has been shown to be effective both in vivo and in vitro upon application of proteases inhibitors, such as chlorhexidine. This study compared the in vitro durability of resin-dentin bonds using microtensile testing over 12-month of water storage among five adhesive systems, including an experimental adhesive system, which had 2% chlorhexidine incorporated into the material. The results showed that all adhesive systems had a significant decrease in bond strength after 6 months, and that this reduction in bond strength was not significant different among the five adhesive systems studied. It is possible that chlorhexidine might have its inhibitory activity against MMPs lost or reduced due to chemical interaction with the adhesive system components. Also, to assess resin-dentin bonds degradation process, laboratorial studies use long-term water storage, which is labor-intense and time consuming process, therefore this study tested the possibility of accelerating the resin-dentin degradation process using water storage at 50° C. A significant reduction in microtensile bond strength occurred for specimens after 12-month storage at 50° C. The higher temperature may have increased the rate of water sorption and hydrolytic activity within the polymer network leading to adverse consequences to the interface.

This research was a step forward in developing bond strength of CFRP strengthened steel hollow sections under tension loads. The studies have revealed the ultimate load carrying capacity of the CFRP strengthened steel hollow sections and the stress distribution for different orientations of the CFRP sheet at different layers. This thesis presents a series of experimental and finite element analysis to determine a good understanding of the bond characteristics of CFRP strengthened steel hollow sections.

Concrete structures, in particular reinforced concrete structures, have been designed and built for many years. Many previously built structures are now being compromised with regard to their condition and structural integrity. There has developed a need to maintain these structures and protect them in order to protect the users and minimise the expenses associated with repair and maintenance. Instead of resorting to demolishing and rebuilding, engineers are becoming increasingly capable of restoring and enhancing existing structures in order to maximise the original structures lifespan. One of the ways in which this is achieved is through the implementation of various repair and maintenance strategies. These strategies can range from cathodic protection of the steel reinforcement to increasing concrete cover of the section. The easiest and often most commonly used method, although often not effective when used on its own, is to coat the concrete surface with a decorative or protective coating. There are many coatings available, ranging from simple to complex formulations of inorganic and/or organic materials. These coatings each perform a unique function and will often be designed to combat a specific problem which the structure is exposed to. The formulation of the coatings are almost always designed correctly when they are manufactured, however, premature bond failure due to poor substrate surface preparation and various substrate moisture conditions still seem to occur after coating application. This investigation will give insight into the effects a sound, clean and profiled concrete substrate that is subjected to different moisture conditions will have on the bond strength achieved when using cementitious based coatings. The reason for differing the moisture conditions of the substrate is that often on site the moisture condition of an existing substrate is not known prior to application of the coating. Through this investigation, epoxy modified cementitious coatings have been shown to provide an acceptable bond strength. In some cases, failure within the coating instead of the acceptable failure within the substrate has resulted, due only to the level of dryness of the substrate. A thorough investigation on the theory behind surface coatings, their properties and performance requirements was done and subsequently followed by a detailed experimental programme that was performed and analysed to provide insight to the said coating behaviour.

碩士
國立高雄應用科技大學
土木工程與防災科技研究所
98
Taiwan public works has implemented the three-tier quality control system for many yeas. Quality requirement and management concepts are upgrading among works and contractor. However, arguments about cleaning the contaminants on reinforcement still exist. All the specifications of construction and inspection require that the reinforcement should keep clean and the rust, oil, mud spot should be cleaned. Cleaning the reinforcement will cost time-consuming and expenses of engineering. The argument occurs between the supervisor inspector and contractor, which how clean are clean that would not affect the bond strength and cost time- consuming and expenses. To really understand the problem, bond strengths of seven common contaminants attached on reinforcements are studied. Experiment specimens are prepared at a building construction site. Clay, paint, curing agent, form release agent, surface rust, mark tapes, and the spotted concrete, these seven types of contaminants were made on 90cm long SD280W D13 rebars. With 15cmX30cm cylinder form, fixing rebar at center, 210kgf/cm2 ready-mixed concrete was used to make 80 pullout test specimens where 10 specimens for each polluted type and clean typ. Also 10 specimens for concrete compression test were made. After 28 days curing of specimens, MTS machine with 100t capacity was used to do pullout tests. Rebar is pullout failure in all tests. The bond strength of each pollution type is compared to the clean rebar bond strength. The results show that except clay pollution situation, the bond strengths lie on 92.84%~101.74% of clean rebar bond strength.