Ageing infrastructure that is shear deficient and may be at risk of brittle collapse, particularly in seismically active regions, can be economically strengthened using externally bonded fibre-reinforced polymers (FRP). Although many studies have been conducted on small-scale specimens subject to monotonic loading, little experimental data exists for large-scale specimens and those tested under reversed cyclic loading to simulate a seismic event. An experimental study of large-scale (400 mm x 650 mm) beam specimens strengthened in shear with FRP was conducted to examine the effects of reversed cyclic loading and to quantify material shear strength contributions. Testing showed that FRP retrofits were highly effective at improving shear performance and were not adversely affected by reversed cyclic loading prior to the occurrence of flexural yielding. The shear resistance attributed to concrete was found to remain relatively consistent with reversed cyclic loading prior to flexural yielding, after which point concrete strength decay was apparent. The loss of concrete shear resistance directly influenced the rate of FRP straining and the achievable ductility. An analytical model using the Modified Compression Field Theory (MCFT) was developed for externally bonded FRP reinforcement to describe the experimental behaviour and to evaluate the accuracy of current FRP design methods. Failures were accurately modelled when appropriate FRP strain limits were used for the ultimate strength and for the stress transfer capacity across the shear crack. Proposed FRP strain limits were developed considering the strain distribution along the crack plane. In addition, improved strain limits incorporate the effect of rupture failure due to stress concentrations in the FRP wrapped around the beam corners. The proposed FRP formulations offer improved accuracy over the current FRP design methods (CSA S6-06 and ACI 440.2R-08), which suggest a broadly applied maximum strain limit of 0.004 mm/mm, which was determined to be overly conservative for FRP rupture failures.

Ageing infrastructure that is shear deficient and may be at risk of brittle collapse, particularly in seismically active regions, can be economically strengthened using externally bonded fibre-reinforced polymers (FRP). Although many studies have been conducted on small-scale specimens subject to monotonic loading, little experimental data exists for large-scale specimens and those tested under reversed cyclic loading to simulate a seismic event. An experimental study of large-scale (400 mm x 650 mm) beam specimens strengthened in shear with FRP was conducted to examine the effects of reversed cyclic loading and to quantify material shear strength contributions. Testing showed that FRP retrofits were highly effective at improving shear performance and were not adversely affected by reversed cyclic loading prior to the occurrence of flexural yielding. The shear resistance attributed to concrete was found to remain relatively consistent with reversed cyclic loading prior to flexural yielding, after which point concrete strength decay was apparent. The loss of concrete shear resistance directly influenced the rate of FRP straining and the achievable ductility. An analytical model using the Modified Compression Field Theory (MCFT) was developed for externally bonded FRP reinforcement to describe the experimental behaviour and to evaluate the accuracy of current FRP design methods. Failures were accurately modelled when appropriate FRP strain limits were used for the ultimate strength and for the stress transfer capacity across the shear crack. Proposed FRP strain limits were developed considering the strain distribution along the crack plane. In addition, improved strain limits incorporate the effect of rupture failure due to stress concentrations in the FRP wrapped around the beam corners. The proposed FRP formulations offer improved accuracy over the current FRP design methods (CSA S6-06 and ACI 440.2R-08), which suggest a broadly applied maximum strain limit of 0.004 mm/mm, which was determined to be overly conservative for FRP rupture failures.

The amount of total and relative sway of a framed or a composite (frame-shear wall) building is of utmost importance in assessing the seismic resistance of the building. Therefore, the design engineer must calculate the sway profile of the building several times during the design process. However, it is not a simple task to calculate the sway of a three-dimensional structure. Of course, computer programs can do the job, but developing the three-dimensional model becomes necessary, which is obviously tedious and time consuming. An easy to apply analytical method is developed, which enables the determination of sway profiles of framed and composite buildings subject to seismic loading. Various framed and composite three-dimensional buildings subject to lateral seismic loads are solved by SAP2000 and the proposed analytical method. The sway profiles are compared and found to be in very good agreement. In most cases, the amount of error involved is less than 5 %. The analytical method is applied to determine sway magnitudes at any desired elevation of the building, the relative sway between two consecutive floors, the slope at any desired point along the height and the curvature distribution of the building from foundation to roof level. After sway and sway-related properties are known, the requirements of the Turkish Earthquake Code can be evaluated and / or checked. By using the analytical method, the amount of shear walls necessary to satisfy Turkish Earthquake Code requirements are determined. Thus, a vital design question has been answered, which up till present time, could only be met by rough empirical guidelines. A mathematical derivation is presented to satisfy the strength requirement of a three-dimensional composite building subject to seismic loading. Thus, the occurrence of shear failure before moment failure in the building is securely avoided. A design procedure is developed to satisfy the stiffness requirement of composite buildings subject to lateral seismic loading. Some useful tools, such as executable user-friendly programs written by using &ldquo / Borland Delphi&rdquo / , have been developed to make the analysis and design easy for the engineer. A method is also developed to satisfy the ductility requirement of composite buildings subject to lateral seismic loading based on a plastic analysis. The commonly accepted sway ductility of &amp / #956 / &amp / #916 / =5 has been used and successful seismic energy dissipation is thus obtained.

This research involves the study of the short term loaded behaviour of mechanically degraded reinforced concrete (RC) flexural elements, which are strengthened with fibre reinforced polymer (FRP) composites. The two main objectives have been: (a) to conduct a series of realistic tests, the results of which would be used to establish the design criteria, and (b) to carry out analytical modelling and hence develop a set of suitable design equations. It is expected that this work will contribute towards the establishment of definitive design guidelines for the strengthening of reinforced concrete structures using advanced fibre composites. The experimental study concentrated on the laboratory testing of 30 simply supported, and 4 two-span continuous full size RC beams, which were strengthened by either FRP plates or fabric sheets. The failure modes of these beams, at ultimate limit state, were examined and the influencing factors were identified. A premature and extremely brittle collapse mechanism was found to be the predominant type of failure for beams strengthened with a large area of FRP composites. A modified semi-empirical approach was presented for predicting the failure load of such over strengthened beams. Despite the lack of ductility in fibre composites, it was found that the FRP strengthened members would exhibit acceptable ductile characteristics, if they were designed to be under strengthened. A new design-based methodology for quantifying the deformability of FRP strengthened elements was proposed, and its difference to the conventional concept of ductility was discussed. The available techniques for ductility evaluation of FRP strengthened concrete members were reviewed and a suitable method was recommended for determining ductility level of FRP strengthened members. A non-linear material based analytical model was developed to simulate the flexural behaviour of the strengthened and control beams, the results were seen to match very well. The parametric study provided an insight into the effects of various factors including the mechanical properties and cross sectional area of FRP composites, on the failure modes and ductility characteristics of the strengthened beams. Based on the findings of the experimental and analytical studies, design equations in the BS 8110 format were developed, and design case studies have been carried out. It was concluded that fibre composites could effectively and safely strengthen mechanically degraded reinforced concrete structures if appropriately designed. The modes of failure and the degree of performance enhancement of FRP strengthened beams depend largely on the composite material properties as well as the original strength and stiffness of the RC structure. If the FRP strengthened elements were designed to be under-strengthened, then the premature and brittle failure mode could be prevented and ductile failure mode could be achieved. It was also found that existing steel reinforcement would always yield before the FRP composite reached the ultimate strength. Furthermore, a critical reinforcement ratio, above which FRP strengthening should not be carried out, was defined. It was concluded that FRP strengthening is most suitable for reinforced concrete floor slabs, bridge decks, flanged beams and other relatively lightly reinforced elements. The study also revealed that to avoid a brittle concrete failure, existing doubly reinforced members should not be strengthened by FRP composites.

Abstract Stabilized ferritic stainless steel grades are attractive alternatives to common austenitic grades in sheet metal applications. Compared with older unstabilized ferritic grades, the mechanical and corrosion properties are usually improved. The impurity level, mainly the amount of interstitial carbon and nitrogen, plays an important role in these steels. There are notable issues in the welding of these steels, the most apparent difference to austenitic steels is the susceptibility to brittle failure. This research focused on the influence of minor elements, especially aluminium, calcium, silicon, titanium, niobium, nitrogen and oxygen, on the weldability of modern intermediate purity level stabilized ferritic stainless steels. The research proceeded in several stages. At first, the general characteristics and performance data about the welds in currently manufactured 11 to 21 mass percent chromium ferritic stainless steels in Europe was obtained. The research then focused on novel high chromium stabilized ferritic stainless steels. Lastly, the influence of various steelmaking practices on weldability were investigated. The results showed that in stabilized ferritic stainless steels, slag islands are frequently seen in the molten weld pools. These islands can have many origins, e.g. deoxidation, calcium treatment and stabilization practices, and they can be roughly assessed from the chemical composition of the steel. The nature and the influence of these slags varies and can be related to irregularities in the weldability and molten metal fluid flow. Large grain size and titanium carbonitride particles impair the toughness of the heat-affected zone. Generally, stabilization with niobium is preferred. However, solely niobium stabilized steel welds run the risk of forming coarse columnar grains in welds deteriorating some of the properties. A breakdown of the columnar grains is possible to achieve in autogenous welds with minor titanium and aluminium alloying, provided that small amounts of nitrogen and oxygen are induced from the shielding gas. However, grain refinement may not improve the properties, if it is accomplished with an increase in the total interstitial content. / Tiivistelmä Stabiloidut ferriittiset ruostumattomat teräkset soveltuvat korvaamaan tavanomaisia austeniittisia ruostumattomia teräksiä ohutlevysovelluksissa. Näillä teräksillä keskeiset mekaaniset ja korroosio-ominaisuudet ovat usein paremmat kuin varhaisilla, stabiloimattomilla ferriittisillä teräksillä. Hiili ja typpi ovat näissä teräksissä kuitenkin epäpuhtauksia. Toisin kuin austeniittiset teräkset, ferriittiset teräkset ovat alttiita haurasmurtumalle, erityisesti hitsatuissa rakenteissa. Tässä väitöstutkimuksessa keskityttiin mikroseosaineiden ja epäpuhtauksien vaikutukseen keskipuhtaiden stabiloitujen ferriittisten teräslajien hitsauksessa. Tutkimus kohdistui erityisesti alumiinin, kalsiumin, piin, titaanin, niobin, typen ja hapen vaikutuksiin. Aluksi tutkittiin kaupallisten terästen hitsien keskeisiä ominaisuuksia. Tämän jälkeen tutkittiin uusia ns. korkeakromisia stabiloituja ferriittisiä teräslajeja. Lopuksi tutkittiin teräksen valmistuksen vaikutuksia stabiloitujen ferriittisten ruostumattomien terästen hitsattavuuteen. Tutkituilla teräksillä hitsauksen aikana muodostui runsaasti kuonalauttoja. Näillä kuonilla on monta alkuperää, esim. deoksidointi, kalsiumkäsittely ja stabilointiaineet. Hitsien kuonaisuutta voidaan karkeasti arvioida teräksen kemiallisen koostumuksen perusteella. Muodostuvilla kuonilla on useita vaikutuksia hitsauksessa, mm. epäjatkuvuuksiin ja sulan virtauksiin. Hitsauksessa muodostuva suuri raekoko ja stabiloinnin titaanikarbonitridipartikkelit heikentävät oleellisesti hitsin muutosvyöhykkeen sitkeyttä. Stabilointi käyttäen pääasiassa niobia on toivottavaa, mutta jos stabilointiin käytetään vain niobia, tulee hitsin mikrorakenteesta karkea ja hitsin ominaisuudet voivat heikentyä. Karkean mikrorakenteen hienontaminen on mahdollista käyttäen suojakaasuna argonia, jossa on hieman typpeä ja happea, mikäli teräkseen on seostettu hieman alumiinia ja titaania. Raerakenteen hienontaminen ei kuitenkaan yksiselitteisesti paranna hitsin ominaisuuksia, mikäli hienontaminen saavutetaan kasvattamalla epäpuhtauspitoisuutta tarpeettoman korkeaksi.

Cette thèse s’intéresse à l’étude l’effet de la corrosion sur les propriétés mécaniques des armatures corrodées et les performances mécaniques résiduelles des poutres corrodées. L’étude est basée sur deux poutres corrodées notées B2CL2 et B2CL3, conservées respectivement 26 ans et 28 ans en ambiance saline. Deux poutres non corrodées B2T2 et B2T3 conservées en conditions ambiantes ont également été testés afin d’identifier l'effet de la corrosion indépendamment du vieillissement.Les propriétés mécaniques des armatures corrodées ont été étudiées par des essais de traction.La limite d'élasticité et résistance à la rupture ont été étudiées sur la base de la section transversale résiduelle évaluée par perte de masse. Les résultats ont montré que les effets de la corrosion sur la diminution ductilité étaient très importants. La forme de la section transversale résiduelle apparait comme étant un paramètre essentiel affectant la ductilité de l'armature.Les performances résiduelles en flexion des poutres corrodées ont été étudiées. Les résultats montrent que la corrosion réduit la capacité portante et de façon plus significative, la flèche maximale à rupture en raison d’un changement de mode de rupture. La diminution de la charge de plasticité apparait en relation avec la perte de section d’acier tendu due à la corrosion Des poutres de portées courtes ont été réalisées à partir des poutres corrodées après les essais de flexion. Les tests mécaniques ont été effectués en flexion pour vérifier la réponse des poutres courtes corrodées. Les poutres courtes corrodées ont péri en flexion avec une bonne ductilité tandis que les poutres courtes non corrodées ont péri comme prévu en cisaillement suivant un mode de rupture fragile, qui a montré que la corrosion de l'armature pouvait modifier les modes de défaillance.Les produits de corrosion ont été recueillis à partir de l'armature corrodée de B2Cl3. Des expériences XRD et TG ont été menées afin d'identifier la composition des produits de corrosion. Le coefficient d'expansion des produits de corrosion a été déduit, ce qui pourrait être utile pour les recherches futures concernant le mécanisme de fissuration du béton d'enrobage. / The thesis aims to study the influence of chloride corrosion on the mechanical properties ofthe reinforcement and RC beams. The experiments were based on two corroded beams named B2Cl2 and B2Cl3, with a corroded age of 26 years and 28 years respectively. Two noncorroded beams B2T2 and B2T3 which were cast in the same condition and same time were also tested in order to make clear the corrosion effect.The mechanical properties of the corroded reinforcement were investigated by the tensiontests. The yield strength and ultimate strength were studied based on the residual gravimetrical cross-section. The results found that the impact of corrosion on the ductility was more significant than that of the strength. The shape of residual cross-section was considered to be in deep relationships with the ductility of the reinforcement.The flexural performances of the beams were studied. The results showed that the corrosion deteriorated the capacity and the ductility of the corroded beams. The corrosion degree of reinforcement was found in linear with the residual yield capacity of the corroded beams.The short-span beams were formed from the corroded beams after bending tests. Mechanical tests were carried out directly to check the response of the corroded beams. The corroded short-span beams failed in bending mode with good ductility while the non-corroded beams performed a brittle shear failure mode, which showed that the corrosion of reinforcement could change the failure modes.The corrosion products were collected from the corroded reinforcement of B2Cl3. XRD andTG experiments were conducted so as to identify the composition of the corrosion products.The expansive coefficient of the corrosion products was deduced, which could be helpful forthe further research on the cracking mechanism of the concrete cover

Made available in DSpace on 2016-06-02T19:12:30Z (GMT). No. of bitstreams: 1 5457.pdf: 7456737 bytes, checksum: 1d18f487e08219cebbd323e719bd80ff (MD5) Previous issue date: 2012-10-27 / Precipitation Hardening Stainless Steel PH13-8Mo is a high strength steel used in the aerospace industry. Beyond the high strength, this grade has relatively high toughness and ductility for the strength achieved. The aerospace industry is increasingly asking for high strength materials with higher toughness and ductility than the actual limits required. Villares Metals, manufacturer of specialty steels and alloys, supplies the 13-8 steel (Villares grade N4534QA) for the aerospace industry like Embraer and ELEB (landing gear manufacturer of Embraer aircrafts). Although Villares 13-8 steel meets the international and the aerospace specifications, is characteristic of this company to improve its products and follow the new requirements of the customers and the market. Thus, is of its interest to produce the 13-8 steel with higher toughness and ductility. Therefore, the objective of this work is to study the variables which affect the 13-8 steel toughness and ductility aiming to produce it with improved properties. It were studied the effect of the alloying and residual elements, steelmaking process (remelting), hot forming process (forging and rolling) and heat treatment process. The verification of these effects was verified through tensile and impact Charpy V tests. / O aço inoxidável endurecível por precipitação PH13-8Mo (13-8) é um aço de elevada resistência mecânica utilizado na indústria aeronáutica. Além da elevada resistência mecânica, este aço possui ductilidade e tenacidade relativamente elevadas para o nível de resistência atingido. A indústria aeronáutica vem, cada vez mais, solicitando materiais de alta resistência mecânica com tenacidade e ductilidade mais elevadas em relação às solicitações atuais. A Villares Metals, usina siderúrgica produtora de aços e ligas especiais, é fornecedora do aço 13-8 (marca Villares N4534QA) para as indústrias do segmento aeronáutico, como Embraer e ELEB (fabricante dos trens de pouso dos aviões da Embraer). Apesar do aço 13-8 da Villares Metals atender as principais normas internacionais e do segmento aeronáutico, é prática desta empresa estar sempre buscando melhorar os seus produtos e acompanhar as novas solicitações dos clientes e do mercado. Sendo assim, é de seu interesse produzir o aço 13-8 com tenacidade e ductilidade mais elevadas. Portanto, o objetivo deste trabalho é estudar as variáveis que afetam a tenacidade e a ductilidade do aço 13-8 com o objetivo de se obtê-lo com estas propriedades otimizadas. Foram estudados os efeitos de elementos de liga, de elementos residuais, do processo de elaboração (refusão), dos processos de conformação a quente (forjamento e laminação) e do processo de tratamento térmico. A verificação desses efeitos foi realizada através de ensaios mecânicos de tração e de impacto Charpy V.

Made available in DSpace on 2014-10-09T12:42:51Z (GMT). No. of bitstreams: 0 / Made available in DSpace on 2014-10-09T14:07:05Z (GMT). No. of bitstreams: 1 06110.pdf: 5239500 bytes, checksum: 175d6a6c784cd8fbadb485e4c6d90285 (MD5) / Tese(Doutoramento) / IPEN/T / Instituto de Pesquisas Energeticas e Nucleares - IPEN/CNEN-SP

O emprego de pilares mistos formados por tubos de aço preenchidos com concreto de alta resistência, sobretudo em edifícios altos, é uma tendência em diversos países europeus, americanos e asiáticos. A tais elementos são atribuídas vantagens como: alta resistência e ductilidade, economia de materiais e mão-de-obra, redução das dimensões da seção transversal e melhoria no comportamento dos materiais aço e concreto, devido ao efeito de confinamento. Buscando suprir algumas carências de conhecimento, procura-se obter dados experimentais sobre o comportamento de pilares mistos axialmente comprimidos, possibilitando desta forma avaliar parâmetros como influência da forma da seção transversal e da espessura do perfil tubular no seu comportamento. Foram analisadas seções quadradas, circulares e retangulares, preenchidas por concreto com resistência média de 50MPa. A ruína destes elementos caracterizou-se pelo esmagamento do concreto, ocorrendo posteriormente a flambagem local do perfil em diversos pontos. A capacidade resistente prevista por diversas normas resultou em valores muito próximos dos experimentais, embora várias destas normas não considerem o efeito de confinamento. Os ensaios mostraram que o efeito de confinamento contribui de forma decisiva na melhoria do comportamento dos materiais, sobretudo ductilizando o concreto de alta resistência, entretanto seus efeitos não são significativos no aumento da capacidade resistente da seção mista. Alguns critérios para avaliação da ductilidade à compressão foram adaptados e mostraram bons resultados, possibilitando o cálculo do índice de ductilidade. / The use of concrete filled steel tubes especially in tall buildings is a tendency in several european, american and asian countries. The use of these members has several advantages: high resistance and ductility, saving of materials and labour, reduction of cross section dimensions and improvement in behaviour of the materials steel and concrete due the confinement. The main purpose of this study is provide some experimental results of the behaviour of concrete filled steel tubes concentrically loaded. The main experimental parameters considered were the influence of the cross-section shape and thickness of steel tube. Square, circular and rectangular cross-section shapes infilling with concrete of the 50MPa of strength were analyzed. The failure was characterized for crushing of the concrete and later local buckling of the steel section in several points. The strength capacity predicted for several standards showed good agreement with the experimental failure values although this does not consider the confinement of the concrete. The results of tests showed that the confinement effect contributes for improvement behaviour of materials, especially increasing the ductility of the high strength concrete. However the results showed that the triaxial confinement does not increase the axial capacity of the concrete filled steel tubes. Some methods to estimate the ductility of axially compressed concrete columns were adapted and showed good results permitting the calculation of the ductility index of short columns.

O efeito de confinamento do concreto em pilares submetidos à compressão axial traz diversos benefícios ao seu comportamento estrutural, dentre os quais destacam-se o aumento na resistência à compressão axial do concreto pela ação das pressões laterais, e a melhoria da ductilidade do elemento estrutural. Em função destas vantagens, o confinamento é uma das principais técnicas de reforço de pilares de concreto. Porém, dependendo da forma da seção transversal, a eficiência do reforço pode ficar comprometida em função da distribuição da pressão de confinamento. No caso de pilares de seção circular, esta distribuição é uniforme. Já em pilares de seção quadrada e retangular, existe concentração de tensão nos cantos da seção transversal, o que, no caso de reforço por encamisamento com PRFC, pode causar a ruptura prematura da camisa, resultando num reforço ineficiente. Com o intuito de considerar as diferentes configurações da distribuição da pressão de confinamento, utiliza-se um coeficiente de forma, que em seções diferentes da circular (para a qual este coeficiente é igual à unidade), minora o valor da pressão de confinamento, o qual é utilizado na previsão da carga de ruptura do pilar reforçado. Este trabalho tem como objetivo central o estudo de vários tipos de seção transversal com o intuito de avaliar a sua influência na eficiência do reforço e da ductilidade do elemento estrutural. Para tal, foram realizadas simulações experimentais com pilares de seção transversal circular, quadrada e retangular com os cantos arredondados, elíptica e uma seção composta por semicírculos. Os resultados demonstram que uma forma de seção transversal adequada é essencial para um bom desempenho do pilar reforçado, sendo assim, as seções transversais que apresentaram os melhores resultados foram a circular, a elíptica e a composta por semicírculos / The effect of the concrete confinement in columns submitted to the axial compression brings many benefits to its structural behavior, amongst them the increase of the axial compressive strength due to the action of the lateral pressures and the improvement of the ductility. In function of these advantages, the confinement is one of the main techniques for strengthening of concrete columns. However, depending on the shape of the cross section, the efficiency of the reinforcement can be impaired by the non-uniformity of the confinement pressure distribution. In the case of circular cross section columns, this distribution is uniform. Otherwise, in square and rectangular cross section columns, there is a pressure concentration at the cross section corners. In case of CFRP jackets, the pressure concentration leads to a premature rupture of the jacket, resulting in an inefficient reinforcement. Intending to consider the different confinement pressure distributions, a shape coefficient is applied to cross sections with distinguished shape from the circular one (for which this coefficient is equal to the unit), to correct the confinement pressure value. The corrected pressure is applied in theoretical evaluations of the column’s load carrying capacity. The main objective of work is to analyze the structural behavior of strengthened concrete columns with different shape cross-sections, evaluating the influences in the efficiency of the jacketing and in the ductility of the structural element. Experimental simulations were made in columns with the following cross section shapes: circular, square and rectangular with rounded corners, elliptical and a section composed by semicircles. The results demonstrated that an adequate shape of the cross-section is essential for a good performance of the strengthened columns. The cross sections that presented the best results were the circular, the elliptical and the one composed by semicircles