Peter Celsing en el complejo de Sergels Torg : la Casa de la Cultura de Estocolmo

La tesis ≪Peter Celsing en el complejo de Sergels torg. La Casa de la Cultura de Estocolmo ≫ intenta profundizar en la obra de este autor, en sus conexiones con otras arquitecturas y arquitectos de su entorno físico y temporal, que constituye uno de los episodios más interesantes y menos conocidos de la arquitectura nórdica. El objeto particular de estudio es la Casa de la Cultura dentro del complejo de Sergels torg como pieza clave que marca un antes y un después en su trayectoria. Se observa un proceso de desarrollo constante, que se fue gestando paulatinamente, y que en este ejercicio alcanza su punto álgido. Además, los proyectos que coexistieron con su evolución, y los posteriores, filtraron las inquietudes latentes del mayor reto al que se había enfrentado, dando pie a resultados novedosos en su producción. La investigación se estructura en tres capítulos. El primero, ≪Aprendizaje≫, examina sus experiencias de juventud, viajes de estudios y lecciones de sus maestros; así como sus inicios profesionales en el proyecto de restauración de la Catedral de Uppsala y en sus iglesias junto a Lewerentz. En ese periodo prima lo formal y escultórico, el hormigón y el ladrillo artesanal, y como referencia Le Corbusier y la capilla de Ronchamp. El segundo capítulo, ≪Obra≫, estudia el concurso que da origen a la Casa de la Cultura, su proceso de gestación y diseño, y las modificaciones posteriores durante su construcción. De repente emergen las cualidades espaciales y los sistemas estructurales aprendidos de Mies en el Crown Hall de Chicago, la gran escala de la metrópoli y las soluciones industriales ligeras. El tercer capítulo, ≪Madurez≫, sirve de cierre, y revisa su trayectoria posterior con relación a la obra referida. Tras este edificio, el diseño de las propuestas coetáneas se vuelve más abstracto y sencillo, gana en autonomía, rotundidad, atrevimiento y carácter. Las conclusiones verifican el cambio de actitud y de paradigmas. Hay elementos como las distorsiones, los contrastes y las manipulaciones, aprendidas en sus primeros años de formación y junto a Lewerentz, si bien es cierto que ahora han aumentado proporcionalmente a la escala de sus intervenciones e incluso se observan en el detalle, como sucede en el encuentro de los materiales y su montaje. Su visión, su punto de vista se eleva, y la pieza adopta una volumetría compacta y unitaria. Cada nuevo trabajo sintetiza un enfoque más universal y abierto en conceptos y metodología operativa. Sus preocupaciones nos hablan de un arquitecto consciente de su tiempo y cuya arquitectura final mira ya al siglo XXI. ABSTRACT The thesis ≪Peter Celsing in the complex of Sergels torg. The House of Culture in Stockholm ≫ delves deeper into the work of this author, in his connections with other architectures and architects of his physical and temporal surroundings, which is one of the most interesting and least known episodes of Nordic architecture. The particular focus of this study is how the House of Culture, a key point within the complex of Sergels torg, marks a before and after in his career. There is an observable process of constant development, which was growing steadily, and reaches its critical point in this exercise. In addition, the projects that coexisted during his evolution and those that came before, reveal latent concerns leading up to the biggest challenge he would face, ultimately giving way to new developments in his work. The study is divided into three chapters. The first, ≪Learning≫, examines his experiences as a youth, academic trips and lessons from his masters; as well as his professional beginnings alongside Lewerentz in the restoration project of Uppsala Cathedral and his churches. In that period the formal and sculptural were given preference, also concrete and handmade brick. And as reference, there is Le Corbusier and the chapel at Ronchamp. The second chapter, ≪Work≫, studies the competition that gives rise to the House of Culture, the gestation process and design and subsequent amendments during its construction. Suddenly the spatial qualities and structural systems learned from Mies in Crown Hall of Chicago emerge, the large scale of the metropolis and light industrial solutions. The third chapter, ≪Maturity≫, serves as the closure and examines his subsequent career in relation to said work. After this building, the design of coetaneous proposals become more abstract and simple, gaining autonomy, firmness, boldness and character. The conclusions verify the change in attitudes and paradigms. There are elements such as distortions, contrasts and manipulations, learned in his early years of training and with Lewerentz, that have now undeniably increased in proportion to the scale of their involvement and can even be observed in detail, as so happens in the joining of materials and assembly. His vision, his point of view is heightened, and the piece adopts a single and compact volume. Each new work synthesizes a more universal and open focus in concepts and operational methodology. His concerns speak of an architect aware of his time and whose final architecture now looks toward the 21st century.

La introducción del hormigón armado en España: razón constructiva de su evolución

España se incorporó a la técnica del hormigón armado con más de dos décadas de retraso respecto a Francia o Alemania. En 1890, en Europa se construían ya estructuras de hormigón armado de cierta envergadura y complejidad. En España hubo que esperar hasta 1893 para la primera obra en hormigón armado, que fue un sencillo depósito descubierto en Puigverd (Lérida), ejecutado por el ingeniero militar Francesc Macià con patente Monier. En 1898, de la mano de Hennebique, se empezó la construcción de los dos primeros edificios con estructura de hormigón armado en España. Fueron dos obras puntuales, con proyectos importados de Francia, pero necesarias para introducir de manera definitiva el material. En paralelo, en París, se estaban edificando en hormigón armado la mayoría de los pabellones de la Exposición Universal de 1900. En el cambio de siglo, las construcciones de hormigón armado habían alcanzado ya la madurez proyectual y técnica en Europa. A pesar de la incorporación tardía, se puede constatar por las obras ejecutadas que en un periodo corto de tiempo, entre 1901 y 1906, se alcanzó en España prácticamente el mismo nivel técnico y constructivo que tenían el resto de los países que fueron pioneros en el empleo del hormigón armado. El desarrollo e implantación de una técnica constructiva no es un proceso lineal, y son muchos los factores que intervienen. Las patentes tuvieron una gran importancia en el desarrollo inicial del hormigón armado. Estas ofrecían un producto que funcionaba. Las primeras estructuras de hormigón armado no se calculaban y se construían siguiendo una reglamentación, se compraban. Y el resultado de esa “compra” solía ser, en la mayoría de los casos, satisfactorio. Las patentes vendían sistemas estructurales cuyo funcionamiento estaba corroborado por la experiencia y la pericia de su inventor. Esta investigación parte de la hipótesis de que las patentes sobre cemento y hormigón armado depositadas en España entre 1884 y 1906 fueron uno de los factores que proporcionaron a los técnicos y a las empresas españolas una pericia constructiva sólida en el empleo del hormigón armado. En este trabajo se aborda el estudio del proceso de introducción del hormigón armado en España desde una perspectiva fundamentalmente técnica, incorporando las patentes como una de las razones constructivas que explican su rápida evolución y generalización en un periodo de tiempo breve: 1901-1906. En este proceso se contextualiza y analiza una de las figuras que se considera fundamental en los primeros años del hormigón armado en España, la del ingeniero Juan Manuel de Zafra y Estevan. Esta tesis analiza las patentes de hormigón armado desde el punto de vista estadístico y constructivo. Desde ambas perspectivas se verifica la hipótesis de partida de esta investigación, concluyendo que las patentes fueron una de las razones constructivas de la evolución del hormigón armado en España y de su rápida implantación. ABSTRACT Spain incorporated the reinforced concrete technique more than two decades after France and Germany. In central Europe reinforced concrete structures of considerable size and complexity were being built in 1890, while in Spain it was not until 1893 that the first work, a simple open air water tank, was implemented in Puigverd (Lleida) by the military engineer Francesc Macià with a Monier patent. In 1898 the construction of the first two buildings with reinforced concrete structure in Spain started, with the guidance by Hennebique. They were two isolated cases with projects imported from France, but playing a key role to definitively introduce the material in Spain. In parallel, in Paris, most of the pavilions of the 1900 World Expo were being built in reinforced concrete. At the turn of the century reinforced concrete buildings had reached maturity both as a technology and as a design practice. Despite the late assumption of the material, the works carried out in the very short period between 1901 and 1906 clearly show that Spain reached practically the same technical and constructive level as the other pioneering countries in the use of reinforced concrete. The development and implementation of a constructive technique is never a linear process, there are many factors involved. The patents offered a successful product. Initial reinforced concrete structures were not calculated and built according to regulations, they were bought. And this purchase in most cases was satisfactory for the required use. Patents sold structural systems whose performance was supported by the experience and expertise of its inventor. The hypothesis of this research is based upon the assumption that the cement and concrete patents registered in Spain between 1884 and 1906 were one of the factors that provided Spanish technicians and companies with a solid constructive expertise in the use of reinforced concrete. This investigation studies the introduction of reinforced concrete to Spain from a predominantly technical perspective, incorporating patents as the constructive reason for the rapid evolution and spread in such a short period of time: 1901-1906. Along the way, the role of engineer J. M. de Zafra, generally considered a key agent in the initial years of reinforced concrete in Spain, is contextualized and analyzed. This dissertation analyzes the patents of reinforced concrete from a statistical and constructive point of view. From both perspectives the hypothesis of this research is verified, concluding that patents were one of the constructive reasons for the development of reinforced concrete in Spain.

Estudo da durabilidade de painéis de partículas de bagaço de cana de açúcar e resina poliuretana a base de óleo de mamona para aplicação na construção civil

O presente trabalho tem por objetivo avaliar o desempenho físico-mecânico e a durabilidade de painéis de partículas de bagaço de cana-de-açúcar com resina bicomponente a base de mamona (BCP) e compará-los com painéis de partículas de madeira comerciais (Medium Density Particleboard - MDP). Os painéis de bagaço de cana de açúcar foram fabricados com um teor de resina poliuretana a base de óleo de maona de 15%. O desempenho físico e mecânico dos painéis particulados foi analisado com base nas prescrições dos documentos normativos vigentes. Ambos os materiais foram revestidos superficialmente com resina poliuretana bicomponente à base de óleo de mamona. Avaliou-se a influência do tratamento das bordas na deterioração e no desempenho dos painéis. O acompanhamento das propriedades físico-mecânicas foi realizado antes e após os ensaios de envelhecimento por exposição natural durante 3, 6 e 12 meses, envelhecimento acelerado e de intemperismo artificial. Foi feita a avaliação, da suscetibilidade ao crescimento gerada pelo ataque de fungos emboloradores e apodrecedores nos materiais durante o envelhecimento natural e no ensaio acelerado. Foi realizada a análise colorimétrica para a identificação de mudanças de cor e brilho nos materiais após os ensaios de deterioração. Foram utilizadas as técnicas de densitometria de raios X, espectroscopia por infravermelho próximo (NIR). Os resultados obtidos indicaram a selagem lateral permitiu avaliar a superfície exposta do material permitindo a entrada da água pela superfície avaliando o efeito dos agentes de deterioração. A porcentagem de retenção para o Módulo de ruptura após o ensaio de envelhecimento por imersão em agua e secagem (APA D1) foi de 87% e 3% para BCP e MDP sem revestimento respectivamente e de 90% e 3% para BCP e MDP com revestimento. A porcentagem de retenção das propriedades mecânicas em ambos os submetidos à exposição natural diminuiu em função do tempo. Entretanto o porcentagem de retenção para os materiais BCP e MDP com revestimento superficial foi de 76% e 60% para MOR. A exposição natural mostrou que os fungos emboloradores foram predominantes em ambos os materiais. Ambos os materiais com revestimento superficial apresentaram entre 1-10% de colonização com um 70% de probabilidade. Revestimento de resina de óleo de mamona reduz o crescimento de fungos em ambos os materiais no ensaio acelerado. O perfil de densitometria permitiu analisar o processo de fabricação dos painéis e permitiu identificar a deterioração gradativa do ambos os materiais após os ensaios de envelhecimento. A intepretação mediante a analise de componentes principais (ACP) na aplicação do NIR comportou a classificação das características relacionadas a cada ensaio de deterioração de ambos os materiais sem revestimento superficial. Com base nos resultados deste trabalho, foram propostas contribuições para ajustes de metodologias para a avaliação da durabilidade e do desempenho físico e mecânico dos painéis particulados, tendo em vista a sua viabilidade técnica, em sistemas construtivos da construção civil.

Contribuição ao estudo do efeito de combinação de veículos de carga sobre pontes rodoviárias de concreto

O crescente desenvolvimento na indústria de transporte tornou-se um tema de pesquisa em diversos países, uma vez que as obras de arte especiais até então construídas não foram projetadas para as elevadas cargas atualmente transportadas. Mostra-se necessária uma reavaliação de como a ação do carregamento móvel é levada em consideração. Dessa forma, elaborou-se um estudo de normas e códigos de diversos países sobre o tema. Definem-se algumas combinações de veículos de cargas (CVCs) e analisam-se as conseqüências e a viabilidade do tráfego das mesmas. Essa análise é realizada através da comparação dos esforços solicitantes provocados pelas CVCs e pelos veículos previstos por normas em diversos sistemas estruturais e por meio da verificação da capacidade portante de um projeto típico. Objetivando-se encontrar uma solução que se adequasse à realidade brasileira, é elaborado um estudo sobre como outros países vêm tratando a questão das combinações de veículos de cargas especiais. Ao final do trabalho, constata-se a existência de CVCs que, apesar de atenderem às exigências estabelecidas pelo Conselho Nacional de Trânsito (CONTRAN), são incompatíveis com a as pontes da malha viária nacional.

Preliminary interpretation of shaking-table response of a full-scale 3-storey building composed of thin reinforced concrete sandwich walls

In the last few decades, the use of cast in situ reinforced concrete sandwich panels for the construction of low- to mid-rise buildings has become more and more widespread due to several interesting properties of this construction technique, such as fast construction and high thermal and acoustic performances. Nonetheless the level of knowledge of the structural behavior of systems made of squat reinforced concrete sandwich panels is still not so consolidated, especially with reference to the seismic response, due to the lack of experimental studies. In recent years, while various experimental tests have been conducted on single panels aimed at assessing their seismic capacity, only few tests have been carried out on more complex structural systems. In this paper, the experimental results of a series of shaking-table tests performed on a full-scale 3-storey building are presented in detail. The main goal is to give to the scientific community the possibility of develop independent interpretation of these experimental results. An in-depth interpretation of the discrepancies between the analytical predictions and the experimental results is beyond the objective of this paper and is still under development. Nonetheless, preliminary interpretations indicate that both the stiffness and the strength of the building under dynamic excitation appear quite superior with respect to those expected from the results of previous pseudo-static cyclic tests conducted on simple specimens.

Derivaciones de la arquitectura mudéjar en el estado de Michoacán, México

El presente trabajo forma parte de una investigación acerca de la arquitectura mudéjar en la Nueva España en la que se analizan los elementos estructurales y arquitectónicos que influyeron en esta arquitectura. En este caso se hablará del estado de Michoacán. La incorporación de los sistemas estructurales, principalmente las cubiertas de madera, tienen semejanzas significativas que los relacionan con la arquitectura mudéjar de la Península Ibérica. Sin embargo, en el estado de Michoacán surgen cubiertas con ciertas particularidades que, si bien siguen la misma tectónica de las armaduras de par y nudillo, estructuralmente tienen soluciones diferentes.

Preliminary criteria for the fracture control of space shuttle structures.

"Compiling, integrating, and editing of the document were performed by the Design Criteria Program Office of the McDonnell Douglas Astronautics Company under the direction of the Langley Research Center's Structural Systems Office (SSO)."

Controle ativo de vibração em estruturas inteligentes utilizando um controlador por modos deslizantes com compensação difusa

Smart structures and systems have the main purpose to mimic living organisms, which are essentially characterized by an autoregulatory behavior. Therefore, this kind of structure has adaptive characteristics with stimulus-response mechanisms. The term adaptive structure has been used to identify structural systems that are capable of changing their geometry or physical properties with the purpose of performing a specific task. In this work, a sliding mode controller with fuzzy inference is applied for active vibration control in an SMA two-bar truss. In order to obtain a simpler controller, a polynomial model is used in the control law, while a more sophisticated version, which presents close agreement with experimental data, is applied to describe the SMA behavior of the structural elements. This system has a rich dynamic response and can easily reach a chaotic behavior even at moderate loads and frequencies. Therefore, this approach has the advantage of not only obtaining a simpler control law, but also allows its robustness be evidenced. Numerical simulations are carried out in order to demonstrate the control system performance.

Controle ativo de vibração em estruturas inteligentes utilizando um controlador por modos deslizantes com compensação difusa

Smart structures and systems have the main purpose to mimic living organisms, which are essentially characterized by an autoregulatory behavior. Therefore, this kind of structure has adaptive characteristics with stimulus-response mechanisms. The term adaptive structure has been used to identify structural systems that are capable of changing their geometry or physical properties with the purpose of performing a specific task. In this work, a sliding mode controller with fuzzy inference is applied for active vibration control in an SMA two-bar truss. In order to obtain a simpler controller, a polynomial model is used in the control law, while a more sophisticated version, which presents close agreement with experimental data, is applied to describe the SMA behavior of the structural elements. This system has a rich dynamic response and can easily reach a chaotic behavior even at moderate loads and frequencies. Therefore, this approach has the advantage of not only obtaining a simpler control law, but also allows its robustness be evidenced. Numerical simulations are carried out in order to demonstrate the control system performance.

Investigation of hybridized polyurethane, glass fibre reinforced cement and steel laminate in structural floor plate systems

Sandwich components have emerged as light weight, efficient, economical, recyclable and reusable building systems which provide an alternative to both stiffened steel and reinforced concrete. These components are made of composite materials in which two metal face plates or Glassfibre Reinforced Cement (GRC) layers are bonded and form a sandwich with light weight compact polyurethane (PU) elastomer core. Existing examples of product applications are light weight sandwich panels for walls and roofs, Sandwich Plate System (SPS) for stadia, arena terraces, naval construction and bridges and Domeshell structures for dome type structures. Limited research has been conducted to investigate performance characteristics and applicability of sandwich or hybrid materials as structural flooring systems. Performance characteristics of Hybrid Floor Plate Systems comprising GRC, PU and Steel have not been adequately investigated and quantified. Therefore there is very little knowledge and design guidance for their application in commercial and residential buildings. This research investigates performance characteristics steel, PU and GRC in Hybrid Floor Plate Systems (HFPS) and develops a new floor system with appropriate design guide lines.

Structural and thermal performance of cold-formed steel stud wall systems under fire conditions

Cold-formed steel stud walls are a major component of Light Steel Framing (LSF) building systems used in commercial, industrial and residential buildings. In the conventional LSF stud wall systems, thin steel studs are protected from fire by placing one or two layers of plasterboard on both sides with or without cavity insulation. However, there is very limited data about the structural and thermal performance of stud wall systems while past research showed contradicting results, for example, about the benefits of cavity insulation. This research was therefore conducted to improve the knowledge and understanding of the structural and thermal performance of cold-formed steel stud wall systems (both load bearing and non-load bearing) under fire conditions and to develop new improved stud wall systems including reliable and simple methods to predict their fire resistance rating. Full scale fire tests of cold-formed steel stud wall systems formed the basis of this research. This research proposed an innovative LSF stud wall system in which a composite panel made of two plasterboards with insulation between them was used to improve the fire rating. Hence fire tests included both conventional steel stud walls with and without the use of cavity insulation and the new composite panel system. A propane fired gas furnace was specially designed and constructed first. The furnace was designed to deliver heat in accordance with the standard time temperature curve as proposed by AS 1530.4 (SA, 2005). A compression loading frame capable of loading the individual studs of a full scale steel stud wall system was also designed and built for the load-bearing tests. Fire tests included comprehensive time-temperature measurements across the thickness and along the length of all the specimens using K type thermocouples. They also included the measurements of load-deformation characteristics of stud walls until failure. The first phase of fire tests included 15 small scale fire tests of gypsum plasterboards, and composite panels using different types of insulating material of varying thickness and density. Fire performance of single and multiple layers of gypsum plasterboards was assessed including the effect of interfaces between adjacent plasterboards on the thermal performance. Effects of insulations such as glass fibre, rock fibre and cellulose fibre were also determined while the tests provided important data relating to the temperature at which the fall off of external plasterboards occurred. In the second phase, nine small scale non-load bearing wall specimens were tested to investigate the thermal performance of conventional and innovative steel stud wall systems. Effects of single and multiple layers of plasterboards with and without vertical joints were investigated. The new composite panels were seen to offer greater thermal protection to the studs in comparison to the conventional panels. In the third phase of fire tests, nine full scale load bearing wall specimens were tested to study the thermal and structural performance of the load bearing wall assemblies. A full scale test was also conducted at ambient temperature. These tests showed that the use of cavity insulation led to inferior fire performance of walls, and provided good explanations and supporting research data to overcome the incorrect industry assumptions about cavity insulation. They demonstrated that the use of insulation externally in a composite panel enhanced the thermal and structural performance of stud walls and increased their fire resistance rating significantly. Hence this research recommends the use of the new composite panel system for cold-formed LSF walls. This research also included steady state tensile tests at ambient and elevated temperatures to address the lack of reliable mechanical properties for high grade cold-formed steels at elevated temperatures. Suitable predictive equations were developed for calculating the yield strength and elastic modulus at elevated temperatures. In summary, this research has developed comprehensive experimental thermal and structural performance data for both the conventional and the proposed non-load bearing and load bearing stud wall systems under fire conditions. Idealized hot flange temperature profiles have been developed for non-insulated, cavity insulated and externally insulated load bearing wall models along with suitable equations for predicting their failure times. A graphical method has also been proposed to predict the failure times (fire rating) of non-load bearing and load bearing walls under different load ratios. The results from this research are useful to both fire researchers and engineers working in this field. Most importantly, this research has significantly improved the knowledge and understanding of cold-formed LSF walls under fire conditions, and developed an innovative LSF wall system with increased fire rating. It has clearly demonstrated the detrimental effects of using cavity insulation, and has paved the way for Australian building industries to develop new wall panels with increased fire rating for commercial applications worldwide.

Structural behaviour and design of cold-formed steel wall systems under fire conditions

In recent times, light gauge steel framed (LSF) structures, such as cold-formed steel wall systems, are increasingly used, but without a full understanding of their fire performance. Traditionally the fire resistance rating of these load-bearing LSF wall systems is based on approximate prescriptive methods developed based on limited fire tests. Very often they are limited to standard wall configurations used by the industry. Increased fire rating is provided simply by adding more plasterboards to these walls. This is not an acceptable situation as it not only inhibits innovation and structural and cost efficiencies but also casts doubt over the fire safety of these wall systems. Hence a detailed fire research study into the performance of LSF wall systems was undertaken using full scale fire tests and extensive numerical studies. A new composite wall panel developed at QUT was also considered in this study, where the insulation was used externally between the plasterboards on both sides of the steel wall frame instead of locating it in the cavity. Three full scale fire tests of LSF wall systems built using the new composite panel system were undertaken at a higher load ratio using a gas furnace designed to deliver heat in accordance with the standard time temperature curve in AS 1530.4 (SA, 2005). Fire tests included the measurements of load-deformation characteristics of LSF walls until failure as well as associated time-temperature measurements across the thickness and along the length of all the specimens. Tests of LSF walls under axial compression load have shown the improvement to their fire performance and fire resistance rating when the new composite panel was used. Hence this research recommends the use of the new composite panel system for cold-formed LSF walls. The numerical study was undertaken using a finite element program ABAQUS. The finite element analyses were conducted under both steady state and transient state conditions using the measured hot and cold flange temperature distributions from the fire tests. The elevated temperature reduction factors for mechanical properties were based on the equations proposed by Dolamune Kankanamge and Mahendran (2011). These finite element models were first validated by comparing their results with experimental test results from this study and Kolarkar (2010). The developed finite element models were able to predict the failure times within 5 minutes. The validated model was then used in a detailed numerical study into the strength of cold-formed thin-walled steel channels used in both the conventional and the new composite panel systems to increase the understanding of their behaviour under nonuniform elevated temperature conditions and to develop fire design rules. The measured time-temperature distributions obtained from the fire tests were used. Since the fire tests showed that the plasterboards provided sufficient lateral restraint until the failure of LSF wall panels, this assumption was also used in the analyses and was further validated by comparison with experimental results. Hence in this study of LSF wall studs, only the flexural buckling about the major axis and local buckling were considered. A new fire design method was proposed using AS/NZS 4600 (SA, 2005), NAS (AISI, 2007) and Eurocode 3 Part 1.3 (ECS, 2006). The importance of considering thermal bowing, magnified thermal bowing and neutral axis shift in the fire design was also investigated. A spread sheet based design tool was developed based on the above design codes to predict the failure load ratio versus time and temperature for varying LSF wall configurations including insulations. Idealised time-temperature profiles were developed based on the measured temperature values of the studs. This was used in a detailed numerical study to fully understand the structural behaviour of LSF wall panels. Appropriate equations were proposed to find the critical temperatures for different composite panels, varying in steel thickness, steel grade and screw spacing for any load ratio. Hence useful and simple design rules were proposed based on the current cold-formed steel structures and fire design standards, and their accuracy and advantages were discussed. The results were also used to validate the fire design rules developed based on AS/NZS 4600 (SA, 2005) and Eurocode Part 1.3 (ECS, 2006). This demonstrated the significant improvements to the design method when compared to the currently used prescriptive design methods for LSF wall systems under fire conditions. In summary, this research has developed comprehensive experimental and numerical thermal and structural performance data for both the conventional and the proposed new load bearing LSF wall systems under standard fire conditions. Finite element models were developed to predict the failure times of LSF walls accurately. Idealized hot flange temperature profiles were developed for non-insulated, cavity and externally insulated load bearing wall systems. Suitable fire design rules and spread sheet based design tools were developed based on the existing standards to predict the ultimate failure load, failure times and failure temperatures of LSF wall studs. Simplified equations were proposed to find the critical temperatures for varying wall panel configurations and load ratios. The results from this research are useful to both structural and fire engineers and researchers. Most importantly, this research has significantly improved the knowledge and understanding of cold-formed LSF loadbearing walls under standard fire conditions.

Assessment of “change in flexibility method” in structural health monitoring systems

The modern structural diagnosis process is rely on vibration characteristics to assess safer serviceability level of the structure. This paper examines the potential of change in flexibility method to use in damage detection process and two main practical constraints associated with it. The first constraint addressed in this paper is reduction in number of data acquisition points due to limited number of sensors. Results conclude that accuracy of the change in flexibility method is influenced by the number of data acquisition points/sensor locations in real structures. Secondly, the effect of higher modes on damage detection process has been studied. This addresses the difficulty of extracting higher order modal data with available sensors. Four damage indices have been presented to identify their potential of damage detection with respect to different locations and severity of damage. A simply supported beam with two degrees of freedom at each node is considered only for a single damage cases throughout the paper.

An interpretative structural modeling based network reconfiguration strategy for power systems

The network reconfiguration is an important stage of restoring a power system after a complete blackout or a local outage. Reasonable planning of the network reconfiguration procedure is essential for rapidly restoring the power system concerned. An approach for evaluating the importance of a line is first proposed based on the line contraction concept. Then, the interpretative structural modeling (ISM) is employed to analyze the relationship among the factors having impacts on the network reconfiguration. The security and speediness of restoring generating units are considered with priority, and a method is next proposed to select the generating unit to be restored by maximizing the restoration benefit with both the generation capacity of the restored generating unit and the importance of the line in the restoration path considered. Both the start-up sequence of generating units and the related restoration paths are optimized together in the proposed method, and in this way the shortcomings of separately solving these two issues in the existing methods are avoided. Finally, the New England 10-unit 39-bus power system and the Guangdong power system in South China are employed to demonstrate the basic features of the proposed method.