Academic literature on the topic 'Cold-formed steel Z section purlin'
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Journal articles on the topic "Cold-formed steel Z section purlin"
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Chung, K. F. "Structural Performance of Cold-Formed Steel Structures with Bolted Connections." Advances in Structural Engineering 8, no. 3 (July 2005): 231–45. http://dx.doi.org/10.1260/1369433054349132.
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This paper presents a number of experimental and theoretical investigations into the structural behaviour of cold-formed steel structures with bolted connections. Firstly, the basic deformation characteristics of bolted fastenings between cold-formed steel strips in lap shear tests is described, and advanced finite element modelling with solid elements as well as contact elements is carried out for comparison. Secondly, the structural behaviour of lapped Z sections with bolted moment connections is reported, and both analytical and numerical predictions on strength and stiffness of lapped Z sections are presented. Finally, the structural performance of double span lapped Z purlins is investigated numerically where the effects of lapped Z sections over internal supports on the internal force distributions along the purlin members are examined. The description is intended to provide both analysis and design methods as well as understandings to structural engineers, enabling them to design and build cold-formed steel structures rationally with improved structural performance.
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S, Senbhaga Priya, and Sathya S. "Experimental Analysis of Cold Formed Steel Purlin and Comparison of C and Z Section Using Ansys." International Research Journal on Advanced Science Hub 2, no. 7 (September 20, 2020): 24–28. http://dx.doi.org/10.47392/irjash.2020.59.
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Ho, Ho Cheung, and Kwok-Fai Chung. "Advanced numerical investigation into structural behaviour of high-strength cold-formed steel lapped Z-sections with different overlapping lengths." Advances in Structural Engineering 20, no. 7 (October 24, 2016): 1074–97. http://dx.doi.org/10.1177/1369433216670664.
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In order to improve buildability of cold-formed steel structures, a series of research and development projects have been undertaken by the authors to examine structural behaviour of bolted moment connections between cold-formed steel sections. In this article, a systematic numerical investigation with advanced finite element modelling technique into the structural behaviour of high-strength cold-formed steel lapped Z-sections under gravity loads is presented, and details of the modelling techniques are presented thoroughly. It aims to examine deformation characteristics of these lapped Z-sections with different overlapping lengths. After careful calibration of advanced finite element models of lapped Z-sections against test data, it is demonstrated that the predicted moment rotation curves of these models follow closely the measured data not only up to the maximum applied moments but also at large deformations. In general, all of these lapped Z-sections are unable to resist sustained loadings after section failure under combined bending and shear, and they exhibit sudden unloadings once the maximum applied loads are attained. Hence, the proposed finite element models are able to simulate highly non-ductile deformation characteristics of these Z-sections. While long overlapping lengths over internal supports in multi-span cold-formed steel purlin systems are often advantageous in terms of both ‘stiffness and strength’, more steel materials are used at the same time. Hence, it is very desirable to establish an efficient use of the lapped Z-sections with optimal overlapping lengths. A total of six models with different overlapping lengths are then extended to simulate the structural behaviour of lapped double-span beams, and extensive material and geometrical non-linear analyses have been carried out. It is found that lapped double-span beams with practical overlapping lengths tend to behave superior to continuous double-span beams in terms of both load resistances and deformations. Depending on the overlapping lengths of the lapped Z-sections, different system failure mechanisms have been clearly identified after significant moment redistribution within the beams, and their structural behaviour has been compared in a rational manner. Consequently, these models will be readily employed to investigate the structural behaviour of high-strength cold-formed steel lapped Z-sections under a wide range of practical loading and boundary loading conditions for possible development of effective design rules.
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Łukowicz, Agnieszka, Elżbieta Urbańska-Galewska, and Małgorzata Gordziej-Zagórowska. "Experimental Testing of Innovative Cold-Formed "GEB" Section / Badania Eksperymentalne Innowacyjnego Kształtownika Giętego Na Zimno Typu „Geb“." Civil And Environmental Engineering Reports 16, no. 1 (March 1, 2015): 129–40. http://dx.doi.org/10.1515/ceer-2015-0010.
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Abstract One of the major advantages of light gauge steel structures made of cold-formed steel sections is their low weight so the production of typical single-storey steel structures of this kind of profiles is still rising. The well known profiles, e.o. Z-sections, C-sections and the so called hat-sections studied and described in the literature, are used mainly as purlins or truss components. A new profile GEB was patented for the use for primary load-bearing member in fabricated steel frames. According to the code [1] every novel cross section should be tested to assign the deformation shape and bearing capacity. The paper deals with the numerical and experimental research of bearing capacity of cold formed GEB profiles. The deformation shape and limit load was obtained from bending tests. The GEB cross section bearing capacity was also determined according to codes [1, 2].
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V.V, Athira, and Sruthy S. "Investigation on the use of cold formed perforated steel sections as columns and purlins." International Journal of Engineering & Technology 7, no. 4.5 (September 22, 2018): 716. http://dx.doi.org/10.14419/ijet.v7i4.5.25066.
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Perforations are required in columns and purlins of a trussed building for making connections, for fixing electrical fixtures etc. An inves- tigation was undertaken to study the effect of perforations in cold-formed C and Z sections used as columns and purlins. For this purpose, finite element model was developed using ANSYS software. Six different shapes of perforations were considered to investigate the shape that gives maximum buckling load. The perforation pattern which is optimum for the individual section was applied to frames and then to the building and optimum type of perforation is suggested. Buckling loads of frames and building with and without perforation was done separately and results were compared. By considering perforations with equal area, linear buckling analysis was done and stress pattern around perforation was studied. Even though the area reduction was equal, differently shaped perforations gave different buckling load. In this case, stress concentration has an important role; buckling load is higher for the shape with least stress concentration.
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Wojnar, Andrzej, and Katarzyna Sieńkowska. "Comparison of strength and stiffness parameters of purlins with different cross-sections of profiles." Open Engineering 10, no. 1 (June 26, 2020): 604–11. http://dx.doi.org/10.1515/eng-2020-0061.
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AbstractThe article presents comparative analyzes aimed at determining the optimal cross-section used in cold-formed steel purlins. The geometrical characteristics, bending resistance and self-weight of channel, zeta and hat cross-sections were compared. The calculations were made using Dlubal SHAPE-THIN software for the bending by the main axis y-y and z-z. The characteristics for the gross and effective cross-section were determined. Based on the first stage analyzes, a significant decrease in cross-sectional bending resistant was observed as a result of a local buckling. The solution to this problem may be the use of intermediate stiffeners. In the second stage, analysis of the impact of the intermediate stiffeners’ locations on the characteristics of hat sections were conducted. Additional intermediate stiffeners on the webs, on the upper chord, and on the webs and upper chord (together) were considered. A significant effect on the bending resistant with a small increase in the element’s self-weight has been demonstrated. In the third stage, the characteristics of a channel, zeta and hat profile with intermediate longitudinal stiffener in the middle of the web were compared. The performed analyzes demonstrated that the hat cross-section shows a significant advantage in bending by the main axis z-z. This advantage can be used in case of lack of protection against lateral torsional buckling and a larger degree of roof slope.
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Wu, Xiao Feng, Yin Hai Zhao, Jue Zhu, Chong Sun, and Chao Xie. "Buckling Analysis of C-Section Cold-Formed Steel Purlins under Uplift Loadings." Applied Mechanics and Materials 627 (September 2014): 124–28. http://dx.doi.org/10.4028/www.scientific.net/amm.627.124.
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In this paper, a finite element analysis model for C-section cold-formed steel members partially restrained in its rotational direction by sheeting is established. Analyses are carried out using the model to examine the ultimate load carrying capability of the members when they are subjected to uplift wind loading. The analyses consider the material and geometric nonlinearities. The numerical analysis results show that the sheeting restraints have significant influence on the structural performance of the C-section purlin. It can increase the ultimate load carrying capacity evidently.
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Liu, J., L. Xu, and S. Fox. "Lapped cold-formed steel Z-shaped purlin connections with vertical slotted holes." Journal of Constructional Steel Research 107 (April 2015): 150–61. http://dx.doi.org/10.1016/j.jcsr.2015.01.020.
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Yang, Na, and Fan Bai. "Buckling behavior of cold-formed C/Z-section purlins incorporating the effects of diaphragm and the screw location." Advances in Structural Engineering 23, no. 6 (November 26, 2019): 1114–28. http://dx.doi.org/10.1177/1369433219888739.
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This article presents a study on the impact of the screw location and the diaphragm effects on the buckling behavior of the simply supported C/Z-section purlins under wind uplift loadings. The diaphragm effects provided by the sheeting and the warping-torsional effect induced by load eccentricity are taken into account in the differential equations of the nonlinear twisting flexural-torsional model. The biaxial bending moments, bi-moments, as well as the flexural-torsional buckling load of the purlin can be numerically obtained with the proposed model. The global, local, and distortional buckling interaction behavior and the limit states capacities are formulated based on the modified Direct Strength Method. The effects of both the restraints provided by the sheeting and impact of the screw location on the mechanical performance of the purlins are evaluated with the proposed method. The relationship between the buckling load and rotational restraint stiffness is also provided. The proposed methodology will contribute to the assessment of buckling capacity of purlin-sheeting systems.
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Ghosn, Ahmad Ali. "Deflection of Nested Cold-Formed Steel Z-Section Beams." Journal of Structural Engineering 128, no. 11 (November 2002): 1423–28. http://dx.doi.org/10.1061/(asce)0733-9445(2002)128:11(1423).
Full textDissertations / Theses on the topic "Cold-formed steel Z section purlin"
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Haidarali, Mohammad Reza. "Local and distortional buckling behaviour of cold-formed steel Z section beams." Thesis, Imperial College London, 2011. http://hdl.handle.net/10044/1/6992.
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The economic use of cold-formed steel members means that buckling and the possible loss of effectiveness it produces are important features of design. Cross-sectional instabilities in laterally-restrained cold-formed steel beams include local and distortional buckling. The prediction of the true buckling behaviour of cold-formed steel beams accounting for all governing features such as geometrical imperfections, spread of yielding, postbuckling etc. has been possible with the development of advanced numerical modelling. In this thesis, the finite element (FE) method (ABAQUS) has been used to develop numerical analyses to study the buckling behaviour of laterally-restrained cold-formed steel lipped Z-section beams. The FE models were verified against a series of four-point bending tests available from previous research, with special references to material and geometrical nonlinearities. Two sets of analyses have been conducted: FE analyses allowing for both local and distortional buckling and ones allowing for local buckling while distortional buckling is restrained using appropriate boundary conditions. For the former, the controlling buckling mode (local, distortional or combined) at different stages of loading (up to, at and beyond maximum load) has been realized. Comparing the results of two sets of analyses, the effect of distortional buckling on performance for different geometric proportions has been studied. The effect of the lip size, flange width, angle of inclination of the edge stiffener (lip), size and position of the intermediate stiffener and material strength as well as the interaction between them on both the ultimate strength and the buckling of cold-formed Z-section beams has been investigated. Limits for optimum design of the section were proposed. Depending on the geometric properties and material strength of the section, transitions between local, distortional and combined local/distortional buckling were observed. The lip/flange interaction including the interaction between the edge stiffener (lip) and the intermediate stiffener was the key governing feature of behaviour. The effect of the linear moment gradient and sharply varying bending moment on both the ultimate strength and the buckling of cold-formed Z sections was investigated. The latter occurred in two-span continuous beams subject to uniformly distributed loading. The results of moment gradient cases were compared with those of pure bending cases. The suitability of the design treatments available in Eurocode 3 (EC3) for local, combined local/distortional and distortional buckling of cold-formed Z-section beams was assessed. Overall, the EC3 predictions for cross-sectional bending resistances were unconservative. Shortcomings were identified and some suggestions for improvements were made. This included improvements in plate buckling factors for edge-stiffened compression flanges.
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Neubert, Michael Christopher. "Estimation of Required Restraint Forces in Z-Purlin Supported, Sloped Roofs Under Gravity Loads." Thesis, Virginia Tech, 1999. http://hdl.handle.net/10919/44512.
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The current specification provisions for the prediction of lateral restraint forces in Z-purlin supported roof systems under gravity loads are in Section D3.1 of the 1996 AISI Cold-Formed Specification. The design equations contained in these provisions are empirical and based on statistical analysis. They were developed using elastic stiffness models of flat roofs and were verified by experimental testing. The provisions need refinement, because the treatment of roof slope and system effects is incorrect. Also, the current design provisions are based upon an assumed panel stiffness value, ignoring the significant difference in required restraint force that occurs when panel stiffness is varied.
Therefore, a new restraint force design procedure, having a stronger reliance on engineering principles, is proposed. This new treatment of the static forces in Z-purlin roofs led to a more accurate method of addressing roof slope. Elastic stiffness models, with varying roof slope, panel stiffness, and cross-sectional properties, were used to develop the proposed procedure. The basis of the procedure is to determine the lateral restraint force required for a single purlin system and then extend this result to systems with multiple restrained purlin lines. Roof slope is incorporated into the calculation of the single purlin restraint force, which includes eccentric gravity loads and forces induced by Z-purlin asymmetry. The procedure includes a system effect factor to account for the observed nonlinear increase in restraint force with the number of restrained purlins. An adjustment factor varies the predicted restraint force depending on the shear stiffness of the roof panel. The proposed procedure applies to five bracing configurations: support, third-point, midspan, quarter point, and third-point plus support restraints.Master of Science
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Ye, Wei. "A study of the rotational behaviour of the bolted connections in the cold-formed steel purlin system." Thesis, University of Wolverhampton, 2015. http://hdl.handle.net/2436/615652.
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Cold-formed steel purlin systems are widely used in modem building construction, for supporting the roof and floor structures. The rotational behaviour of beam-to-beam bolted connections, which are used between the sections, significantly affects the performance of purlin systems and is hard to predict. The behaviour models currently available for the connections only offer linear or multilinear predictions with low levels of accuracy. The aim of the research presented in this thesis is to develop and propose a nonlinear, more accurate behaviour model for the sleeved modified Z bolted connections, by means of experimental and numerical analysis. Finite element models are presented for the single-bolt, single-lap connection, sleeved modified Z connections in the simply supported arrangement, and a six-span purlin system. Based on the numerical results that have been validated by the experiments, a nonlinear behaviour model is proposed for the sleeved modified Z connections. In the model, the behaviour of the connections is divided into four stages, based on the dominant mechanism that provides the resistance to the rotation. Different formulas are used in different stages to determine the behaviour of the connection, boundary conditions, and magnitudes of bolt forces. The new model reflects well the true behaviour of the connections, and provides a good understanding of what happens inside the connections. The model reveals the failure pattern of the connections and enables optimization in the design of purl in systems, for improving efficiency in material usage.
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Seek, Michael Walter. "Prediction of Lateral Restraint Forces in Sloped Z-section Supported Roof Systems Using the Component Stiffness Method." Diss., Virginia Tech, 2007. http://hdl.handle.net/10919/28357.
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Z-sections are widely used as secondary members in metal building roof systems. Lateral restraints are required to maintain the stability of a Z-section roof system and provide resistance to the lateral forces generated by the slope of the roof and the effects due to the rotation of the principal axes of the Z-section relative to the plane of the roof sheathing. The behavior of Z-sections in roof systems is complex as they act in conjunction with the roof sheathing as a system and as a light gage cold formed member, is subject to local cross section deformations.
The goal of this research program was to provide a means of predicting lateral restraint forces in Z-section supported roof systems. The research program began with laboratory tests to measure lateral restraint forces in single and multiple span sloped roof systems. A description of the test apparatus and procedure as well as the results of the 40 tests performed is provided in Appendix II.
To better understand the need for lateral restraints and to provide a means of testing different variables of the roof system, two types of finite element models were developed and are discussed in detail in appended Paper I. The first finite element model is simplified model that uses frame stiffness elements to represent the purlin and sheathing. This model has been used extensively by previous researchers and modifications were made to improve correlation with test results. The second model is more rigorous and uses shell finite elements to represent the Z-section and sheathing.
The shell finite element model was used to develop a calculation procedure referred to as the Component Stiffness Method for predicting the lateral restraint forces in Z-section roof systems. The method uses flexural and torsional mechanics to describe the behavior of the Z-section subject to uniform gravity loads. The forces generated by the system of Z-sections are resisted by the "components" of the system: the lateral restraints, the sheathing and Z-section-to-rafter connection. The mechanics of purlin behavior providing the basis for this method are discussed in appended Paper II. The development of the method and the application of the method to supports restraints and interior restraints are provided in appended papers III, IV and V.Ph. D.
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Liu, Jingnan. "Structural Behaviour of Lapped Cold-Formed Steel Z-Shaped Purlin Connections with Vertical Slotted Holes." Thesis, 2014. http://hdl.handle.net/10012/8441.
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Lapped joints of cold-formed steel (CFS) Z-shaped purlins are extensively used in metal building roof systems. The research that has been carried out so far for these lapped connections is primarily focused on connections with round holes. However, the lapped connections with vertical slotted holes are extensively used in current construction practice to simplify the erection of continuous Z-shaped roof purlins. There is no design guideline or recommendation available for CFS Z-purlin lapped connections with vertical slotted holes.
Presented in this paper are the results of an experimental study and analysis of the structural behaviour of lapped CFS Z-shaped purlin connections with vertical slotted holes. 42 flexural tests were performed on lapped CFS Z-shaped purlins with vertical slotted connections with different lap lengths, purlin depths, thicknesses and spans. The flexural strength and deflection of each specimen were measured. The characteristics of moment resistance and flexure stiffness of the lapped purlins were computed. The test results show that the lapped purlins with vertical slotted holes may be more flexible than the lapped purlins with round holes or continuous purlins without lapped joint. Thus, the slotted connections may need greater lap lengths to achieve full stiffness of continuous purlins. The results also indicate that the characteristics of moment resistance and flexural stiffness in the slotted connections are dependent on the ratio of lap length to purlin depth, the ratio of lap length to purlin thickness, the ratio of purlin depth to purlin thickness, and the ratio of lap length to span. Based on the results, design recommendations for evaluating the moment resistance and flexural stiffness of lapped slotted connections were proposed.
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Gonçalves, João Pedro Pereira. "Análise do comportamento de perfis metálicos enformados a frio com secção transversal em C e em Z: consideração de aberturas na alma e tipo de esforço atuante." Master's thesis, 2014. http://hdl.handle.net/1822/30786.
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Dissertação de mestrado integrado em Engenharia Civil (área de especialização em Perfil de Estruturas e Geotecnia)A utilização de perfis metálicos enformados a frio tem exibido um franco crescimento em diversas áreas da construção, especialmente por apresentar algumas vantagens em relação a outros materiais tradicionalmente utilizados. A elevada esbelteza garante um peso próprio bastante reduzido ao qual se soma uma excelente relação resistência/peso e a possibilidade de impor enorme variabilidade geométrica, que tornam estes materiais bastante competitivos. Naturalmente a estas particularidades, nomeadamente a reduzida espessura, estão associados fenómenos de instabilidade complexos que associados a grande variabilidade geométrica, quer de secções quer do desenvolvimento longitudinal do elemento, tornam mais complexa a definição de uma metodologia de cálculo analítica que seja viável para todas as tipologias possíveis. Neste sentido, e no seguimento de trabalhos já desenvolvidos, procede-se ao estudo numérico e experimental de uma gama de perfis enformados a frio com secção em C e aberturas na alma, quando sujeitos a esforços de compressão. O objetivo do trabalho é perceber o efeito da abertura no comportamento do perfil optando-se assim por perfis de comprimento reduzido, não condicionados por fenómenos de instabilidade global. Ao estudo dos perfis em C com aberturas na alma pelos métodos mencionados, procede-se também à complementação de trabalhos já realizados numa ferramenta de cálculo analítico baseada na parte 1-3 da EN 1993, introduzindo um módulo relativo a determinação da capacidade resistente de perfis submetidos a flexão simples segundo o eixo de menor inércia. Para além deste módulo, é também desenvolvida uma ferramenta para o cálculo de secções em Z. Para perceber a influência das aberturas no comportamento dos perfis, tanto no estudo experimental como numérico, são realizadas análises de perfis com e sem aberturas possibilitando uma comparação direta dos modos de instabilidade condicionantes e da capacidade de carga dos mesmos. A análise numérica é realizada através do software Abaqus, considerando a não linearidade do material, desenvolvida em conformidade com os ensaios realizados na campanha experimental.
The usage of cold formed steel has had a clear growth in certain construction areas, as it presents a wide range of advantages in comparison to more traditional types of materials used. The considerable slenderness results in very light elements which, nonetheless, have excellent endurance and can present geometrical variety, coming as no surprise their competiveness. Naturally, the reduced thickness brings out complex buckling phenomena. If the great geometrical variety, not only regarding sections but also the longitudinal development of the element, is added, it turns difficult to develop a viable analytical calculation methodology that is applicable to all the know typologies. In this sense, and following on from previous developed studies, the numerical and experimental study of a wide range of C sectioned and web opened cold formed steel under compression is undertaken. The main purpose of this work is to better understand how the openings on the profile’s web affect its behavior. For the present study, the choice of studied examples fells on shorter profiles, in which global instability phenomenon are nonexistent. In addition to this study, and using analytical calculation tools based on part 1-3 of EN 1993, a complementation of previous works is made, by introducing a module regarding the determination of the profile’s resistance when submitted to bending in relation to the lower inertial axis. Furthermore, it was also developed a tool to calculate on Z sections. To understand the influence of the openings on the profile’s behavior, either experimental or numerical studies are developed on structural elements with and without openings in the web so that a direct comparison on instability and load capacity can be established.. The numerical analyses is developed using Abaqus software, considering the material’s nonlinearity and was developed in agreement with the experimental test performed.
Book chapters on the topic "Cold-formed steel Z section purlin"
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Silvestre, N., and D. Camotim. "GBT-Based Analysis of The Distortional Post-Buckling Behaviour of Cold-Formed Steel Z-Section Columns and Beams." In Thin-Walled Structures, 243–50. CRC Press, 2018. http://dx.doi.org/10.1201/9781351077309-25.
Full textConference papers on the topic "Cold-formed steel Z section purlin"
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Muftah, F. BT HJ, M. S. H. B. Mohd Sani, and A. B. Ibrahim. "Force Deformation Behavior on Lateral Bridged Cold-Formed Channel Purlin: Deep Section." In 7th International Conference on Steel and Aluminium Structures. Singapore: Research Publishing Services, 2011. http://dx.doi.org/10.3850/978-981-08-9247-0_rp062-icsas11.
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Lu, W., P. Mäkeläinen, and J. Outinen. "Numerical Investigation of Behaviour of Cold-Formed Z-Shaped Steel Purlin in Fire." In 7th International Conference on Steel and Aluminium Structures. Singapore: Research Publishing Services, 2011. http://dx.doi.org/10.3850/978-981-08-9247-0_rp067-icsas11.
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