Modelos de elementos finitos explícitos para explosiones en estructuras reticuladas de hormigón armado : aplicaciones al estudio del colapso de edificios

La frecuencia con la que se producen explosiones sobre edificios, ya sean accidentales o intencionadas, es reducida, pero sus efectos pueden ser catastróficos. Es deseable poder predecir de forma suficientemente precisa las consecuencias de estas acciones dinámicas sobre edificaciones civiles, entre las cuales las estructuras reticuladas de hormigón armado son una tipología habitual. En esta tesis doctoral se exploran distintas opciones prácticas para el modelado y cálculo numérico por ordenador de estructuras de hormigón armado sometidas a explosiones. Se emplean modelos numéricos de elementos finitos con integración explícita en el tiempo, que demuestran su capacidad efectiva para simular los fenómenos físicos y estructurales de dinámica rápida y altamente no lineales que suceden, pudiendo predecir los daños ocasionados tanto por la propia explosión como por el posible colapso progresivo de la estructura. El trabajo se ha llevado a cabo empleando el código comercial de elementos finitos LS-DYNA (Hallquist, 2006), desarrollando en el mismo distintos tipos de modelos de cálculo que se pueden clasificar en dos tipos principales: 1) modelos basados en elementos finitos de continuo, en los que se discretiza directamente el medio continuo mediante grados de libertad nodales de desplazamientos; 2) modelos basados en elementos finitos estructurales, mediante vigas y láminas, que incluyen hipótesis cinemáticas para elementos lineales o superficiales. Estos modelos se desarrollan y discuten a varios niveles distintos: 1) a nivel del comportamiento de los materiales, 2) a nivel de la respuesta de elementos estructurales tales como columnas, vigas o losas, y 3) a nivel de la respuesta de edificios completos o de partes significativas de los mismos. Se desarrollan modelos de elementos finitos de continuo 3D muy detallados que modelizan el hormigón en masa y el acero de armado de forma segregada. El hormigón se representa con un modelo constitutivo del hormigón CSCM (Murray et al., 2007), que tiene un comportamiento inelástico, con diferente respuesta a tracción y compresión, endurecimiento, daño por fisuración y compresión, y rotura. El acero se representa con un modelo constitutivo elastoplástico bilineal con rotura. Se modeliza la geometría precisa del hormigón mediante elementos finitos de continuo 3D y cada una de las barras de armado mediante elementos finitos tipo viga, con su posición exacta dentro de la masa de hormigón. La malla del modelo se construye mediante la superposición de los elementos de continuo de hormigón y los elementos tipo viga de las armaduras segregadas, que son obligadas a seguir la deformación del sólido en cada punto mediante un algoritmo de penalización, simulando así el comportamiento del hormigón armado. En este trabajo se denominarán a estos modelos simplificadamente como modelos de EF de continuo. Con estos modelos de EF de continuo se analiza la respuesta estructural de elementos constructivos (columnas, losas y pórticos) frente a acciones explosivas. Asimismo se han comparado con resultados experimentales, de ensayos sobre vigas y losas con distintas cargas de explosivo, verificándose una coincidencia aceptable y permitiendo una calibración de los parámetros de cálculo. Sin embargo estos modelos tan detallados no son recomendables para analizar edificios completos, ya que el elevado número de elementos finitos que serían necesarios eleva su coste computacional hasta hacerlos inviables para los recursos de cálculo actuales. Adicionalmente, se desarrollan modelos de elementos finitos estructurales (vigas y láminas) que, con un coste computacional reducido, son capaces de reproducir el comportamiento global de la estructura con una precisión similar. Se modelizan igualmente el hormigón en masa y el acero de armado de forma segregada. El hormigón se representa con el modelo constitutivo del hormigón EC2 (Hallquist et al., 2013), que también presenta un comportamiento inelástico, con diferente respuesta a tracción y compresión, endurecimiento, daño por fisuración y compresión, y rotura, y se usa en elementos finitos tipo lámina. El acero se representa de nuevo con un modelo constitutivo elastoplástico bilineal con rotura, usando elementos finitos tipo viga. Se modeliza una geometría equivalente del hormigón y del armado, y se tiene en cuenta la posición relativa del acero dentro de la masa de hormigón. Las mallas de ambos se unen mediante nodos comunes, produciendo una respuesta conjunta. En este trabajo se denominarán a estos modelos simplificadamente como modelos de EF estructurales. Con estos modelos de EF estructurales se simulan los mismos elementos constructivos que con los modelos de EF de continuo, y comparando sus respuestas estructurales frente a explosión se realiza la calibración de los primeros, de forma que se obtiene un comportamiento estructural similar con un coste computacional reducido. Se comprueba que estos mismos modelos, tanto los modelos de EF de continuo como los modelos de EF estructurales, son precisos también para el análisis del fenómeno de colapso progresivo en una estructura, y que se pueden utilizar para el estudio simultáneo de los daños de una explosión y el posterior colapso. Para ello se incluyen formulaciones que permiten considerar las fuerzas debidas al peso propio, sobrecargas y los contactos de unas partes de la estructura sobre otras. Se validan ambos modelos con un ensayo a escala real en el que un módulo con seis columnas y dos plantas colapsa al eliminar una de sus columnas. El coste computacional del modelo de EF de continuo para la simulación de este ensayo es mucho mayor que el del modelo de EF estructurales, lo cual hace inviable su aplicación en edificios completos, mientras que el modelo de EF estructurales presenta una respuesta global suficientemente precisa con un coste asumible. Por último se utilizan los modelos de EF estructurales para analizar explosiones sobre edificios de varias plantas, y se simulan dos escenarios con cargas explosivas para un edificio completo, con un coste computacional moderado. The frequency of explosions on buildings whether they are intended or accidental is small, but they can have catastrophic effects. Being able to predict in a accurate enough manner the consequences of these dynamic actions on civil buildings, among which frame-type reinforced concrete buildings are a frequent typology is desirable. In this doctoral thesis different practical options for the modeling and computer assisted numerical calculation of reinforced concrete structures submitted to explosions are explored. Numerical finite elements models with explicit time-based integration are employed, demonstrating their effective capacity in the simulation of the occurring fast dynamic and highly nonlinear physical and structural phenomena, allowing to predict the damage caused by the explosion itself as well as by the possible progressive collapse of the structure. The work has been carried out with the commercial finite elements code LS-DYNA (Hallquist, 2006), developing several types of calculation model classified in two main types: 1) Models based in continuum finite elements in which the continuous medium is discretized directly by means of nodal displacement degrees of freedom; 2) Models based on structural finite elements, with beams and shells, including kinematic hypothesis for linear and superficial elements. These models are developed and discussed at different levels: 1) material behaviour, 2) response of structural elements such as columns, beams and slabs, and 3) response of complete buildings or significative parts of them. Very detailed 3D continuum finite element models are developed, modeling mass concrete and reinforcement steel in a segregated manner. Concrete is represented with a constitutive concrete model CSCM (Murray et al., 2007), that has an inelastic behaviour, with different tension and compression response, hardening, cracking and compression damage and failure. The steel is represented with an elastic-plastic bilinear model with failure. The actual geometry of the concrete is modeled with 3D continuum finite elements and every and each of the reinforcing bars with beam-type finite elements, with their exact position in the concrete mass. The mesh of the model is generated by the superposition of the concrete continuum elements and the beam-type elements of the segregated reinforcement, which are made to follow the deformation of the solid in each point by means of a penalty algorithm, reproducing the behaviour of reinforced concrete. In this work these models will be called continuum FE models as a simplification. With these continuum FE models the response of construction elements (columns, slabs and frames) under explosive actions are analysed. They have also been compared with experimental results of tests on beams and slabs with various explosive charges, verifying an acceptable coincidence and allowing a calibration of the calculation parameters. These detailed models are however not advised for the analysis of complete buildings, as the high number of finite elements necessary raises its computational cost, making them unreliable for the current calculation resources. In addition to that, structural finite elements (beams and shells) models are developed, which, while having a reduced computational cost, are able to reproduce the global behaviour of the structure with a similar accuracy. Mass concrete and reinforcing steel are also modeled segregated. Concrete is represented with the concrete constitutive model EC2 (Hallquist et al., 2013), which also presents an inelastic behaviour, with a different tension and compression response, hardening, compression and cracking damage and failure, and is used in shell-type finite elements. Steel is represented once again with an elastic-plastic bilineal with failure constitutive model, using beam-type finite elements. An equivalent geometry of the concrete and the steel is modeled, considering the relative position of the steel inside the concrete mass. The meshes of both sets of elements are bound with common nodes, therefore producing a joint response. These models will be called structural FE models as a simplification. With these structural FE models the same construction elements as with the continuum FE models are simulated, and by comparing their response under explosive actions a calibration of the former is carried out, resulting in a similar response with a reduced computational cost. It is verified that both the continuum FE models and the structural FE models are also accurate for the analysis of the phenomenon of progressive collapse of a structure, and that they can be employed for the simultaneous study of an explosion damage and the resulting collapse. Both models are validated with an experimental full-scale test in which a six column, two floors module collapses after the removal of one of its columns. The computational cost of the continuum FE model for the simulation of this test is a lot higher than that of the structural FE model, making it non-viable for its application to full buildings, while the structural FE model presents a global response accurate enough with an admissible cost. Finally, structural FE models are used to analyze explosions on several story buildings, and two scenarios are simulated with explosive charges for a full building, with a moderate computational cost.

Effect of the season on the free phytoprostanes content in Cornicabra extra virgin olive oil from deficit irrigated olive trees

BACKGROUND: The effect of regulated deficit irrigation (RDI) on the phytoprostane (PhytoP) content in extra virgin olive (Olea europaea L., cv. Cornicabra) oil (EVOO) was studied. During the 2012 and 2013 seasons, T0 plants were irrigated at 100% ETc, while T1 and T2 plants were irrigated avoiding water deficit during phases I and III of fruit growth and saving water during the non-critical phenological period of pit hardening (phase II), developing amore severewater deficit in T2 plants. In 2013, a fourth treatment (T3) was also performed, which was similar to T2 except that water saving was from the beginning of phase II to 15 days after the end of phase II. RESULTS: 9-F1t-PhytoP, 9-epi-9-F1t-PhytoP, 9-epi-9-D1t-PhytoP, 9-D1t-PhytoP, 16-B1-PhytoP and 9-L1-PhytoP were present in Cornicabra EVOO, and their contents increased in the EVOO fromRDI plants. CONCLUSION: Deficit irrigation during pit hardening or for a further period of 2 weeks thereafter to increase irrigation water saving is clearly critical for EVOO composition because of the enhancement of free PhytoPs, which have potential beneficial effects on human health. The response of individual free PhytoPs to changes in plant water status was not as perceptible as expected, preventing their use as biomarkers of water stress.

Efeito da adição de amido resistente de milho e enzimas sobre as propriedades da massa de pão e as propriedades físicas do pão de forma.

O amido resistente de milho (ARM) não é digerido em humanos fornecendo benefícios para a saúde tais como redução do colesterol, do índice glicêmico e fermentação no cólon. Porém, a substituição parcial de farinha de trigo (FT) por ARM em massa de pão resulta na diluição do glúten prejudicando a qualidade do produto. Massa de pão foi produzida com 12,5 g/100g de ARM e os efeitos das enzimas glicose-oxidase (Gox), tranglutaminase (TG) e xilanase (HE) na massa foram estudados. Massa produzida sem ARM e sem enzimas foi considerada padrão e massa produzida com ARM e sem enzimas foi considerada controle para comparação. Uma metodologia foi desenvolvida para medir o torque durante o amassamento em grande escala, utilizando um reômetro dinâmico adaptado. As propriedades reológicas foram avaliadas nos testes de medidas descritivas de textura, adesividade Chen-Hoseney, extensão uniaxial Kieffer, extensão biaxial e testes oscilatórios em reômetro. Pão produzido de acordo com as formulações padrão, controle e ótima foi avaliado com relação ao volume específico (VEP), firmeza do miolo, cor e análise sensorial para o atributo preferência. As três enzimas testadas influenciaram positivamente o torque máximo atingido durante o amassamento que variou entre (8,36 e 9,38) N m. Gox e TG apresentaram efeito positivo na altura máxima desenvolvida pela massa medida em reofermentógrafo enquanto que o efeito da HE foi negativo. Uma formulação com ARM e enzimas apresentou desempenho de panificação similar a massa padrão (altura máxima ajustada igual a (45,5 ± 3,9) mm), correspondente a adição de (4, 2,5 e 0,5) mg/100g de TG, Gox e HE respectivamente (ótima). A formulação ótima apresentou adesividade, trabalho de adesão, coesividade, dureza, resiliência, resistência à extensão e extensibilidade similares a massa padrão e diferentes da massa controle. As enzimas aumentaram o índice de strain hardening reduzido pela adição de ARM. Para o pão de forma, o VEP variou entre (3,16 e 3,64) cm3/g (diferença não significativa) e o pão produzido com a formulação ótima foi o mais escolhido como preferido. Durante o armazenamento por até 7 dias, o ARM diminuiu a taxa de envelhecimento do pão enquanto que as enzimas apresentaram efeito oposto. Em geral, a substituição parcial de FT por ARM reduziu a elasticidade da massa diminuindo a qualidade do pão enquanto que as enzimas minimizaram esse efeito.

Análise elastoplástica bidimensional de meios reforçados com fibras

De modo a satisfazer aspectos de resistência, custo ou conforto, o aperfeiçoamento do desempenho das estruturas é uma meta sempre almejada na Engenharia. Melhorias têm sido alcançadas dado ao crescente uso de materiais compósitos, pois estes apresentam propriedades físicas diferenciadas capazes de atender as necessidades de projeto. Associado ao emprego de compósitos, o estudo da plasticidade demonstra uma interessante alternativa para aumentar o desempenho estrutural ao conferir uma capacidade resistente adicional ao conjunto. Entretanto, alguns problemas podem ser encontrados na análise elastoplástica de compósitos, além das próprias dificuldades inerentes à incorporação de fibras na matriz, no caso de compósitos reforçados. A forma na qual um compósito reforçado por fibras e suas fases têm sua representação e simulação é de extrema importância para garantir que os resultados obtidos sejam compatíveis com a realidade. À medida que se desenvolvem modelos mais refinados, surgem problemas referentes ao custo computacional, além da necessidade de compatibilização dos graus de liberdade entre os nós das malhas de elementos finitos da matriz e do reforço, muitas vezes exigindo a coincidência das referidas malhas. O presente trabalho utiliza formulações que permitem a representação de compósitos reforçados com fibras sem que haja a necessidade de coincidência entre malhas. Além disso, este permite a simulação do meio e do reforço em regime elastoplástico com o objetivo de melhor estudar o real comportamento. O modelo constitutivo adotado para a plasticidade é o de von Mises 2D associativo com encruamento linear positivo e a solução deste modelo foi obtida através de um processo iterativo. A formulação de elementos finitos posicional é adotada com descrição Lagrangeana Total e apresenta as posições do corpo no espaço como parâmetros nodais. Com o intuito de averiguar a correta implementação das formulações consideradas, exemplos para validação e apresentação das funcionalidades do código computacional desenvolvido foram analisados.

Influencia de diferentes condiciones de curado en la estructura porosa y en las propiedades a edades tempranas de morteros que contienen ceniza volante y escoria de alto horno

En este trabajo se ha estudiado la evolución de la microestructura, propiedades de durabilidad y resistencias mecánicas de morteros preparados con cementos comerciales, que contienen ceniza volante (entre un 21% y un 35%) y escoria de alto horno (entre un 66% y un 80%), expuestos a tres ambientes, un ambiente óptimo de laboratorio, y dos ambientes representativos del clima Atlántico y Mediterráneo respectivamente. Como referencia de comportamiento, también se ensayaron morteros de cemento Portland. La microestructura se caracterizó mediante porosimetría de intrusión de mercurio. En lo referente a la durabilidad, se estudiaron los coeficientes de absorción capilar y de migración de cloruros en estado no estacionario. También se determinó la resistencia a compresión de los morteros. Los ensayos se realizaron a 7, 28 y 90 días. La principal conclusión alcanzada es que los cementos con cenizas y escorias expuestos a condiciones ambientales representativas de los climas Atlántico y Mediterráneo, pueden desarrollar unas propiedades en servicio adecuadas al cabo de tres meses.

Influence of using slag cement on the microstructure and durability related properties of cement grouts for micropiles

Today, the use of micropiles for different applications has become very common. In Spain, the cement grouts for micropiles are prepared using ordinary Portland cement and w:c ratio 0.5, although the micropiles standards do not restrict the cement type to use, provided that it reaches a certain compressive strength. In this study, the influence of using slag cement on the microstructure and durability related properties of cement grouts for micropiles have been studied until 90 hardening days, compared to an ordinary Portland cement. Finally, slag cement grouts showed good service properties, better than ordinary Portland cement ones.

Selective SWIFT-R. A Flexible Software-Based Technique for Soft Error Mitigation in Low-Cost Embedded Systems

Commercial off-the-shelf microprocessors are the core of low-cost embedded systems due to their programmability and cost-effectiveness. Recent advances in electronic technologies have allowed remarkable improvements in their performance. However, they have also made microprocessors more susceptible to transient faults induced by radiation. These non-destructive events (soft errors), may cause a microprocessor to produce a wrong computation result or lose control of a system with catastrophic consequences. Therefore, soft error mitigation has become a compulsory requirement for an increasing number of applications, which operate from the space to the ground level. In this context, this paper uses the concept of selective hardening, which is aimed to design reduced-overhead and flexible mitigation techniques. Following this concept, a novel flexible version of the software-based fault recovery technique known as SWIFT-R is proposed. Our approach makes possible to select different registers subsets from the microprocessor register file to be protected on software. Thus, design space is enriched with a wide spectrum of new partially protected versions, which offer more flexibility to designers. This permits to find the best trade-offs between performance, code size, and fault coverage. Three case studies have been developed to show the applicability and flexibility of the proposal.

Fault tolerant embedded systems design by multi-objective optimization

The design of fault tolerant systems is gaining importance in large domains of embedded applications where design constrains are as important as reliability. New software techniques, based on selective application of redundancy, have shown remarkable fault coverage with reduced costs and overheads. However, the large number of different solutions provided by these techniques, and the costly process to assess their reliability, make the design space exploration a very difficult and time-consuming task. This paper proposes the integration of a multi-objective optimization tool with a software hardening environment to perform an automatic design space exploration in the search for the best trade-offs between reliability, cost, and performance. The first tool is commanded by a genetic algorithm which can simultaneously fulfill many design goals thanks to the use of the NSGA-II multi-objective algorithm. The second is a compiler-based infrastructure that automatically produces selective protected (hardened) versions of the software and generates accurate overhead reports and fault coverage estimations. The advantages of our proposal are illustrated by means of a complex and detailed case study involving a typical embedded application, the AES (Advanced Encryption Standard).

Targetless image-based method for measuring displacements and strains on concrete surfaces with a consumer camera

Measurement of concrete strain through non-invasive methods is of great importance in civil engineering and structural analysis. Traditional methods use laser speckle and high quality cameras that may result too expensive for many applications. Here we present a method for measuring concrete deformations with a standard reflex camera and image processing for tracking objects in the concretes surface. Two different approaches are presented here. In the first one, on-purpose objects are drawn on the surface, while on the second one we track small defects on the surface due to air bubbles in the hardening process. The method has been tested on a concrete sample under several loading/unloading cycles. A stop-motion sequence of the process has been captured and analyzed. Results have been successfully compared with the values given by a strain gauge. Accuracy of our methods in tracking objects is below 8 μm, in the order of more expensive commercial devices.

Coagent Modified Polypropylene Prepared by Reactive Extrusion: A New Look Into the Structure-Property Relations of Injection Molded Parts

Peroxide-mediated reactive extrusion of linear isotactic polypropylene (L-PP) was conducted in the presence of trimethylolpropane trimethacrylate (TMPTMA) and triallyl trimesate (TAM) coagents, using a twin screw extruder. The resulting coagent-modified polypropylenes (CM-PP) had higher viscosities and elasticities, as well as increased crystallization temperature compared to PP reacted only with peroxide (DCP-PP). Additionally, deviations from terminal flow, and strain hardening were observed in PP modified with TAM, signifying the presence of long chain branching (LCB). The CM-PP formulations retained the modulus and tensile strength of the parent L-PP, in spite of their lower molar mass and viscosities, whereas their elongation at break and the impact strength were better. This was attributed to the finer spherulitic structure of these materials, and to the disappearance of the skin-core layer in the injection molded specimens.

Gazprom’s expansion in the EU: co-operation or domination? OSW Report, October 2009. Second edition, revised

Introduction. The energy sector, especially with regard to the gas trade, is one of the key areas of co-operation between the EU and Russia. However, the form this co-operation has taken has been giving rise to some concern, both in Brussels and in the EU member states. Questions arise as to whether the EU has not become excessively dependent on Russia for energy, and whether the presence of the Russian gas monopoly in the EU does not enable Russian interference with the development of EU energy policy. The objective of this series of OSW reports (for the previous edition,see Gazprom’s expansion in the EU: co-operation or domination? April 2008 – pdf 1.2 MB) is to provide facts which will permit an accurat answer to these questions to be formulated. Over the course of last year, two new factors strongly affected Gazprom’s capability to operate on the EU market. One was the ongoing global economic crisis, which has depressed demand for gas both in Russia and in Europe. Gazprom has cut both its own production and the quantities of gas it purchases from the Central Asian states, and the decrease in export revenues has forced the company to modify some of its current investment plans. Less demand for gas and the need to reduce production are also having a positive impact – the Russian company is likely to avoid the difficulties in meeting all of its export commitments which, only a year or so ago, it was expected to experience. The other factor affecting Gazprom’s expansion in Europe is the observed radicalisation of the rhetoric and actions of both the company itself and of the Russian authorities with regard to the gas sector as broadly understood. The gas crisis between Russia and Ukraine in January 2009, which resulted in a two-week interruption of gas supplies from Russia to Europe via Ukraine, was the most prominent example of this radicalisation. The hardening of rhetoric in the ongoing energy talks with the EU and other actors, and increased political and business activities designed to promote Russian gas interests in Europe, in particular the lobbying for the Nord Stream and South Stream projects, are further signs of this shift in tone. These issues raise the question of whether, and to what extent, the current condition of Gazprom’s finance will permit the company to implement the infrastructural projects it has been endorsing and its other investment plans in Europe. Another important question is whether the currently observed changes in how Gazprom operates will take on a more permanent character, and what consequences this will have for the European Union. The first part of this report discusses Gazprom’s production and export potential. The second comprehensively presents the scope and nature of Gazprom’s economic presence in the EU member states. Finally, the third part presents the Russian company’s methods of operation on foreign markets. The data presented in the report come mainly from the statistics of the International Energy Agency, the European Commission and Gazprom, as well as the Central Bank of Russia and the Russian Statistical Office. The figures presented here also include proprietary calculations by the OSW based on figures disclosed by energy companies and reports by professional press and news agencies.

Properties of granular analogue model materials: A community wide survey

We report the material properties of 26 granular analogue materials used in 14 analogue modelling laboratories. We determined physical characteristics such as bulk density, grain size distribution, and grain shape, and performed ring shear tests to determine friction angles and cohesion, and uniaxial compression tests to evaluate the compaction behaviour. Mean grain size of the materials varied between c. 100 and 400 μm. Analysis of grain shape factors shows that the four different classes of granular materials (14 quartz sands, 5 dyed quartz sands, 4 heavy mineral sands and 3 size fractions of glass beads) can be broadly divided into two groups consisting of 12 angular and 14 rounded materials. Grain shape has an influence on friction angles, with most angular materials having higher internal friction angles (between c. 35° and 40°) than rounded materials, whereas well-rounded glass beads have the lowest internal friction angles (between c. 25° and 30°). We interpret this as an effect of intergranular sliding versus rolling. Most angular materials have also higher basal friction angles (tested for a specific foil) than more rounded materials, suggesting that angular grains scratch and wear the foil. Most materials have an internal cohesion in the order of 20–100 Pa except for well-rounded glass beads, which show a trend towards a quasi-cohesionless (C < 20 Pa) Coulomb-type material. The uniaxial confined compression tests reveal that rounded grains generally show less compaction than angular grains. We interpret this to be related to the initial packing density after sifting, which is higher for rounded grains than for angular grains. Ring-shear test data show that angular grains undergo a longer strain-hardening phase than more rounded materials. This might explain why analogue models consisting of angular grains accommodate deformation in a more distributed manner prior to strain localisation than models consisting of rounded grains.

Theoretical prediction of plastic strains of polycrystals,

Mode of access: Internet.

Iron and steel : principles of manufacture, structure, composition and treatment ...

Principles of iron and steel manufacture.--Steel castings.--Steel hardening metals.--Development and use of high-speed steel.--Hardening steel, by E.R. Markham.--Case-hardening.--The Brinell method of testing the hardness of metals, by E. Oberg.

Morphology and crystallography of Mg24Y5 precipitate in Mg-Y alloy

Orientation relationships between Mg24Y5 precipitates and matrix in a Mg-Y alloy were accurately determined using Kikuchi line diffraction. The Burgers relationship with habit planes of {10 (1) over bar0}(H) and {31 (4) over bar0}(H) were observed for all precipitates. Compared with the Mg17Al12 precipitate in AZ91, the precipitation hardening effect in this alloy was significantly increased. (C) 2002 Acta Materialia Inc. Published by Elsevier Science Ltd. All rights reserved.