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No description available.

M.Ing. (Civil Engineering) / Cold-formed steel lipped channels are among the most used sections, as framing members in the building construction industry, especially in residential, commercial and industrial buildings. In portal frame, when lipped channels are used as main frame members, they are usually restrained from the top flange through angle-cleat to prevent lateral-torsional buckling. This restraining system works together with an additional restrain system called fly-bracing. Drilling a bolt-hole or welding the angle cleat onto the flange of the main frame weakens its bearing length. Additional disadvantage of this restraining system is the fabrication costs of providing fly bracing. However, past research into lateral-torsional buckling of cold-formed steel lipped channel sections are limited. Therefore this study investigates a restrain that avoids bolt holes and welding in the top flange of the rafter, and the use of fly bracing. In the first phase of this research, tensile coupon tests of the three cross-sections are conducted to obtain the material properties. The elastic modulus and yield strength of the cold-formed steel used are determined from stress-strain relationship. These properties are used to calculate the code-predicted lateral-torsional buckling moment resistance. The second phase of this study involves a series of experiments on the lateral torsional instability of single cold-formed channels. The channels are restrained by a purlin – angle cleat connection and are subjected to a two point loading system in order to simulate a distributed load. Failure of the channels occurred by local buckling of the compression zone of the flange and web and lateral torsional buckling of the channels between points of lateral support. Tests have shown the purlin – angle cleat connection to be capable of restraining the frames from failing due to lateral-torsional buckling. This eliminates the idea of using fly-bracings, as is normally done in practice to restrain torsional instability. The results from the experimental study do agree well with those predict by the South- African code, SANS 10162-2: 2005. This research presents the details and results of the experimental study including a comparison of results with the South-African code SANS 10162-2: 2005 predictions. It also presents the recommendations made regarding the use of a numerical model study in order to compare the results with those from the experiments.

Uma das técnicas para viabilizar a utilização de madeira de reflorestamento é a fabricação de Madeira Laminada Colada (MLC), que consiste na colagem de lâminas de madeira. Essas lâminas são obtidas da união de peças, por meio de emendas dentadas coladas. Para um bom desempenho de estruturas de MLC, a escolha do adesivo é fundamental. Atualmente, o Cascophen é o adesivo mais utilizado. Nesse contexto, o objetivo dessa pesquisa foi avaliar a eficiência, quanto à resistência à tração de emendas dentadas, de adesivos (Cascophen, Wonderbond, Cascorez, Melaminauréia formaldeído e Poliuretano à base de óleo de mamona) na colagem de madeira da espécie Pinus hondurensis, utilizando um padrão de emenda com perfil vertical. Também foram feitas comparações entre os perfis vertical e horizontal usando apenas o adesivo Cascophen. Os trabalhos experimentais foram baseados em ensaios de tração em peças com dimensão estrutural. Foram testadas 150 peças emendadas e 25 peças sem emendas (para comparações), com dimensões nominais de 3,5 x 7 x 200 cm. As principais análises feitas foram as comparações entre todos os adesivos com perfil vertical e entre os perfis vertical e horizontal, e uma análise dos modos de ruptura e suas relações com a porcentagem de madeira de inverno e o módulo de elasticidade. A comparação entre todos os adesivos com perfil vertical revelou que apenas o Cascophen e o Cascorez não possuem diferenças estatísticas. O adesivo que mais se destacou foi o Wonderbond, que teve desempenho superior ao do Cascophen, inclusive. Também se concluiu que não existe diferença estatística significativa na resistência à tração dos perfis vertical e horizontal / One of the techniques to allow for the use of reforestation lumber is the production of glued laminated timber (glulam), which consists of the gluing of lumber laminas. Those laminas are obtained of the union of pieces, through glued finger joints. For a good performance of glulam structures, the choice of the adhesive is fundamental. Traditionally, Cascophen is the most adhesive used in the production of glulam. In that context, the aim of the present research is to evaluate the efficiency, with relation to the strength, of adhesives (Cascophen, Wonderbond, Cascorez, Melamine urea formaldehyde and castor oil Polyurethane) in the gluing of Pinushondurensis lumber, using a joint pattern with vertical profile. Comparisons between the vertical and horizontal profiles using only Cascophen adhesive were made. The experimental analyses were based on tensile tests in pieces with structural dimension. For this purpose, 150 joint pieces and 25 pieces without joints (for comparisons) with nominal dimensions of 3,5 x 7,0 x 200 cm were tested. The main analyses performed were the comparison among all the adhesives with vertical profile, the comparison between the vertical and horizontal profiles for the Cascophen adhesive and, finally, an analysis of the failure modes and their relations with both latewood percentage and elasticity modulus. The comparison among all the adhesives with vertical profile revealed that Cascophen and Cascorez do. Not have statistical differences. The best adhesive was Wonderbond, which had a better performance than Cascophen. Concerning the vertical and horizontal profiles, no significant statistical difference was found in the tensile strength

Increasing demand from flourishing construction markets led to the successful development of high strength steels (HSS). The new structural steel has exceptional high strength, high fracture toughness, long fatigue life, high corrosion resistance, and better weldability making the material attractive for structural design applications in the modern steel buildings and bridges. With their high strength, typically in the range of 500~700 MPa, and reduced weight/dimensions, it frees imaginations of modern designers and opens up new possibilities. Although HSS cost more, this is more than offset by reduced fabrication and erection costs. The advantage of the intrinsic properties of the HSS makes it possible to achieve successful applications in a cost-effective manner. At present, the Australian steel design standard, AS 4100 (SA, 1998), is limited to conventional low strength steels (LSS) with yield stress less than 450 MPa, (i.e. fy . 450 MPa). As a result steel structural members fabricated from HSS in Australia are usually designed according to overseas specifications, such as AISC-LRFD (AISC, 2003) which allows the design for structures fabricated from HSS materials. However, the design provisions of AISC-LRFD were mainly based on experimental and analytical studies on standard LSS. HSS exhibits mechanical properties that are quite different from conventional LSS. On the other hand, the design procedure and approach of the American specifications (AISC, 2003) are unfamiliar with Australian design engineers, which explains why practising engineers in Australia are reluctant to use AISC-LRFD specification in the design of HSS members. Therefore research into the behaviour of HSS members is essential to address this shortcoming. However, since the use of HSS often leads to smaller sections, hence thinner plates, the elastic and inelastic instability of these thin-walled and HSS members become highly critical. Conservatively, the local instabilities of the constituent plate element interactions in the cross-section have been ignored in the current steel practices. Increasing the slenderness of either plate elements within a cross-section leads to a significant reduction in the section capacity of the structural member. Therefore, the interactive effects between flange and web plate elements have to be considered in the strength, stability and deformation studies of HSS members. Furthermore, the current definitions and values of the plate slenderness limits also vary among major steel design codes (AS4100, 1998; AISC, 2003; EN1993, 2003; BS5950, 2000). The main aim of this research project is to investigate the structural behaviour of Ishaped HSS members subjected to local buckling effects in the elastic and inelastic ranges. For this purpose, it will use advanced numerical analyses and laboratory experiments to study the structural behaviour of these HSS members in compression and bending, respectively. The critical review has found that various inconsistencies among the major steel design specifications (AS4100, 1998; AISC, 2003; EN1993, 2003, BS5950, 2000) in the current practice produce conflicting design predictions of section capacities. The experimental measurements of residual stress distributions have confirmed that the ECCS recommendation (1984) is inappropriate for crosssections fabricated from typical HSS materials (i.e. BISPLATE80). The experimental measurements and numerical studies carried out in this project have produced a better understanding of the structural behaviour of HSS members subjected to local instabilities. The study has enabled to provide a series of proposals for proper assessment of plate slenderness limits for structural members made of HSS materials. It may also enable the inclusion of future version of the AS4100 code for HSS materials to be used in the design of steel building and bridge constructions. It is believed that the use of HSS in building and bridge constructions will increase significantly in the very near future, and to fully-facilitate this, the future versions of national and international steel design specifications must include rational and reliable design rules for members made of all steel grades by including the effects of HSS special characteristics and true interactive local buckling behaviour of HSS members. This research project has contributed towards this.

Uma das técnicas para viabilizar a utilização de madeira de reflorestamento é a fabricação de Madeira Laminada Colada (MLC), que consiste na colagem de lâminas de madeira. Essas lâminas são obtidas da união de peças, por meio de emendas dentadas coladas. Para um bom desempenho de estruturas de MLC, a escolha do adesivo é fundamental. Atualmente, o Cascophen é o adesivo mais utilizado. Nesse contexto, o objetivo dessa pesquisa foi avaliar a eficiência, quanto à resistência à tração de emendas dentadas, de adesivos (Cascophen, Wonderbond, Cascorez, Melaminauréia formaldeído e Poliuretano à base de óleo de mamona) na colagem de madeira da espécie Pinus hondurensis, utilizando um padrão de emenda com perfil vertical. Também foram feitas comparações entre os perfis vertical e horizontal usando apenas o adesivo Cascophen. Os trabalhos experimentais foram baseados em ensaios de tração em peças com dimensão estrutural. Foram testadas 150 peças emendadas e 25 peças sem emendas (para comparações), com dimensões nominais de 3,5 x 7 x 200 cm. As principais análises feitas foram as comparações entre todos os adesivos com perfil vertical e entre os perfis vertical e horizontal, e uma análise dos modos de ruptura e suas relações com a porcentagem de madeira de inverno e o módulo de elasticidade. A comparação entre todos os adesivos com perfil vertical revelou que apenas o Cascophen e o Cascorez não possuem diferenças estatísticas. O adesivo que mais se destacou foi o Wonderbond, que teve desempenho superior ao do Cascophen, inclusive. Também se concluiu que não existe diferença estatística significativa na resistência à tração dos perfis vertical e horizontal / One of the techniques to allow for the use of reforestation lumber is the production of glued laminated timber (glulam), which consists of the gluing of lumber laminas. Those laminas are obtained of the union of pieces, through glued finger joints. For a good performance of glulam structures, the choice of the adhesive is fundamental. Traditionally, Cascophen is the most adhesive used in the production of glulam. In that context, the aim of the present research is to evaluate the efficiency, with relation to the strength, of adhesives (Cascophen, Wonderbond, Cascorez, Melamine urea formaldehyde and castor oil Polyurethane) in the gluing of Pinushondurensis lumber, using a joint pattern with vertical profile. Comparisons between the vertical and horizontal profiles using only Cascophen adhesive were made. The experimental analyses were based on tensile tests in pieces with structural dimension. For this purpose, 150 joint pieces and 25 pieces without joints (for comparisons) with nominal dimensions of 3,5 x 7,0 x 200 cm were tested. The main analyses performed were the comparison among all the adhesives with vertical profile, the comparison between the vertical and horizontal profiles for the Cascophen adhesive and, finally, an analysis of the failure modes and their relations with both latewood percentage and elasticity modulus. The comparison among all the adhesives with vertical profile revealed that Cascophen and Cascorez do. Not have statistical differences. The best adhesive was Wonderbond, which had a better performance than Cascophen. Concerning the vertical and horizontal profiles, no significant statistical difference was found in the tensile strength

No / Damage or instantaneous loss of critical structural members due to unforeseen events like impact, blast and natural disasters often propagates progressive collapse as a result of complex redistribution of stresses within the structural system. In severe conditions, in which the structure lacks the ability to absorb the stresses in seeking a new equilibrium state, it could result in partial or total collapse of the building. Current design guidelines such as GSA 2003 recommend single removal of load bearing member for progressive collapse assessment. However, triggering events may affect one or more structural member resulting in partial or total collapse of the structure. This paper presents the various effect of sudden column loss on the redistribution of forces in structural members that determine the equilibrium state of the structure.

Thesis (MEng)--Stellenbosch University. / ENGLISH ABSTRACT: see item for full text / AFRIKAANSE OPSOMMING: sien item vir volteks.

Thesis (M.Eng.)--Memorial University of Newfoundland, 2002. / Bibliography: leaves 168-170.

Stainless steel has garnered attention as an alternative structural material to conventional carbon steel due to its corrosion resistance properties and aesthetic appearance. Of interest are single angles, which are frequently used in trusses, transmission towers, and as bracing diaphragms. When subjected to compression, knowledge concerning the behavior, analysis, and design of stainless steel single angles is very limited. This thesis addresses the behavior of duplex stainless steel single equal-leg angles subject to concentric compressive loading. Two complementary approaches are used in this study, the first of which was experimental and consisted of conducting 33 full-scale buckling tests on S32003 duplex stainless steel single equal-leg angle components. Angles specimens had slenderness ratios ranging from 35 to 350 and leg width-to-thickness ratios of 7.5 to 12.3. In the second approach, computational models that accounted for material nonlinearity, material anisotropy, and geometric out-of-straightness were developed and validated using the experimentally obtained test results. These models were subsequently used to perform numerical buckling experiments to shed light on the behavior of axially loaded compression duplex stainless steel single angles for a wide range of practical leg width-to-thickness ratios. Results from the full-scale tests and from the numerical models are shown to correlate well with the classical mechanics-based formulae, which considers nonlinear stress-strain relationships, for predicting flexural and flexural-torsional buckling strengths of singly symmetric stainless steel members. Finally, design criteria in the form of load and resistance factor design (LRFD) with a reliability index of 3 for buckling limit states are proposed for possible adoption in future US national standards.