Relevant bibliographies by topics / Cold-formed steel structures

Academic literature on the topic 'Cold-formed steel structures'

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Published: 4 June 2021
Last updated: 20 February 2023

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Journal articles on the topic "Cold-formed steel structures"

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Hancock, G. J. "Cold-formed steel structures." Journal of Constructional Steel Research 59, no. 4 (April 2003): 473–87. http://dx.doi.org/10.1016/s0143-974x(02)00103-7.

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Brune, Bettina. "Cold-formed steel structures." Steel Construction 6, no. 2 (May 2013): 73. http://dx.doi.org/10.1002/stco.201310024.

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Schafer, Benjamin W. "Cold-Formed Steel Structures: Special Issue." Journal of Structural Engineering 132, no. 4 (April 2006): 495–96. http://dx.doi.org/10.1061/(asce)0733-9445(2006)132:4(495).

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Rondal, J. "Cold formed steel members and structures." Journal of Constructional Steel Research 55, no. 1-3 (July 2000): 155–58. http://dx.doi.org/10.1016/s0143-974x(99)00083-8.

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Clifton, G. C. "Cold formed sections." Bulletin of the New Zealand Society for Earthquake Engineering 18, no. 4 (December 31, 1985): 397–99. http://dx.doi.org/10.5459/bnzsee.18.4.397-399.

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Schafer, Benjamin W., and Dinar Camotim. "Special Issue on Cold-Formed Steel Structures." Journal of Structural Engineering 139, no. 5 (May 2013): 637–39. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000820.

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Schafer, Benjamin W. "Cold-formed steel structures around the world." Steel Construction 4, no. 3 (August 2011): 141–49. http://dx.doi.org/10.1002/stco.201110019.

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Cucu, Vlad, Daniel Constantin, and Dan-Ilie Buliga. "Structural Efficiency Of Cold-Formed Steel Purlins." International conference KNOWLEDGE-BASED ORGANIZATION 21, no. 3 (June 1, 2015): 809–14. http://dx.doi.org/10.1515/kbo-2015-0137.

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Abstract Cold-formed steel structures represents an alternative to classic buildings made of hot rolled steel profiles which bring a lot of savings based on advanced calculations and also some practical measures in order to provide optimum strength and weight ratio. Due to these advantages, cold-formed steel structures are used in more technical fields including automotive industry, storage industry, military sheltering and of course building industry. The paper is focused on the economic impact of using lightweight members for the main applications of these structures – roof structures and cladding support. The comparison will be made between classic system with hot formed purlins and advanced lightweight purlins made of cold-formed steel elements, in the same practical situation.
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Lee, Yeong Huei, Cher Siang Tan, Shahrin Mohammad, Mahmood Md Tahir, and Poi Ngian Shek. "Review on Cold-Formed Steel Connections." Scientific World Journal 2014 (2014): 1–11. http://dx.doi.org/10.1155/2014/951216.

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The concept of cold-formed light steel framing construction has been widespread after understanding its structural characteristics with massive research works over the years. Connection serves as one of the important elements for light steel framing in order to achieve its structural stability. Compared to hot-rolled steel sections, cold-formed steel connections perform dissimilarity due to the thin-walled behaviour. This paper aims to review current researches on cold-formed steel connections, particularly for screw connections, storage rack connections, welded connections, and bolted connections. The performance of these connections in the design of cold-formed steel structures is discussed.
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Hancock, G. J., and C. A. Rogers. "Design of cold-formed steel structures of high strength steel." Journal of Constructional Steel Research 46, no. 1-3 (April 1998): 167–68. http://dx.doi.org/10.1016/s0143-974x(98)80013-8.

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Dissertations / Theses on the topic "Cold-formed steel structures"

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Feng, Ran. "Design of cold-formed stainless steel tubular joints." Click to view the E-thesis via HKUTO, 2008. http://sunzi.lib.hku.hk/hkuto/record/B41290628.

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Zhou, Feng. "Web crippling of cold-formed stainless steel tubular sections." Click to view the E-thesis via HKUTO, 2006. http://sunzi.lib.hku.hk/hkuto/record/B37228316.

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Feng, Ran, and 馮然. "Design of cold-formed stainless steel tubular joints." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2008. http://hub.hku.hk/bib/B41290628.

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Uygar, Celaletdin. "Seismic Design Of Cold Formed Steel Structures In Residential Applications." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607294/index.pdf.

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iv ABSTRACT SEISMIC DESIGN OF COLD FORMED STEEL STRUCTURES IN RESIDENTIAL APPLICATIONS Uygar, Celaletdin M.Sc., Department of Civil Engineering Supervisor: Prof. Dr. Ç
etin Yilmaz May 2005, 82 pages In this study, lateral load bearing capacities of cold formed steel framed wall panels are investigated. For this purpose lateral load bearing alternatives are analyzed numerically by computer models and results are compared with already done experimental studies and approved codes. In residential cold formed steel construction, walls are generally covered with cladding material like oriented strand board (OSB) or plywood on the exterior wall surface and these sheathed light gauge steel walls behave as shear walls with significant capacity. Oriented strand board is used in analytical models since OSB claddings are most commonly used in residential applications. The strength of shear walls depends on different parameters like screw spacing, strength of sheathing, size of fasteners used and aspect ratio. SAP2000 software is used for structural analysis of walls and joint force outputs are collected by Microsoft Excel. The yield strength of shear walls at which first screw connection reaches its shear capacity is calculated and load carrying capacity per meter length is found. The nonlinear analysis is also done by modeling the screw connections between OSB and frame as non-linear link and the nominal shear capacities of walls are calculated for different screw spacing combinations. The results are consistent with the values in shear wall design Guide and International Building Code 2003. The other lateral load bearing method is flat strap X-bracing on wall surfaces. Various parameters like wall frame section thickness, flat strap area, aspect ratio and bracing number are investigated and results are evaluated. The shear walls in which X-bracing and OSB sheathing used together are also analyzed and the results are compared with separate analyses.
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Davies, Russell John. "The behaviour of press-joining in cold-formed steel structures." Thesis, University of Edinburgh, 1996. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.534541.

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Zhou, Feng, and 周鋒. "Web crippling of cold-formed stainless steel tubular sections." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2006. http://hub.hku.hk/bib/B37228316.

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Zhao, Wen-Bin. "Behaviour and design of cold-formed steel hollow flange sections under axial compression." Thesis, Queensland University of Technology, 2006. https://eprints.qut.edu.au/16909/1/Wen-Bin_Zhao_Thesis.pdf.

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The use of cold-formed steel structures is increasing rapidly around the world due to the many advances in construction and manufacturing technologies and relevant standards. However, the structural behaviour of these thin-walled steel structures is characterised by a range of buckling modes such as local buckling, distortional buckling or flexural torsional buckling. These buckling problems generally lead to severe reduction and complicated calculations of their member strengths. Therefore it is important to eliminate or delay these buckling problems and simplify the strength calculations of cold-formed steel members. The Hollow Flange Beam with two triangular hollow flanges, developed by Palmer Tube Mills Pty Ltd in the mid-1990s, has an innovative section that can delay the above buckling problems efficiently. This structural member is considered to combine the advantages of hot-rolled I-sections and conventional cold-formed sections such as C- and Z-sections (Dempsey, 1990). However, this structural product was discontinued in 1997 due to the complicated manufacturing process and the expensive electric resistance welding method associated with severe residual stresses (Doan and Mahendran, 1996). In this thesis, new fastening methods using spot-weld, screw fastener and self-pierced rivet were considered for the triangular Hollow Flange Beams (HFBs) and the new rectangular hollow flange beams (RHFBs). The structural behaviour of these types of members in axial compression was focused in this research project. The objective of this research was to develop suitable design models for the members with triangular and rectangular hollow flanges using new fastening methods so that their behaviour and ultimate strength can be predicted accurately under axial compression. In the first stage of this research a large number of finite element analyses (FEA) was conducted to study the behaviour of the electric resistance welded, triangular HFBs (ERW-HFBs) under axial compression. Experimental results from previous researchers were used to verify the finite element model and its results. Appropriate design rules based on the current design codes were recommended. Further, a series of finite element models was developed to simulate the corresponding HFBs fastened using lap-welds (called LW-HFBs) and screw fasteners or spot-welds or self-piercing rivets (called S-HFBs). Since the test specimens of LW-HFBs and S-HFBs were unavailable, the finite element results were verified by comparison with the experimental results of ERW-HFB with reasonable agreement. In the second stage of this research, a total of 51 members with rectangular hollow flanges including the RHFBs made from a single plate and 3PRHFBs made from three plates fastened with spot-welds and screws was tested under axial compression. The finite element models based on the tests were then developed that included the new fasteners, contact simulations, geometric imperfections and residual stresses. The improved finite element models were able to simulate local buckling, yielding, global buckling and local/global buckling interaction failure associated with gap opening as agreed well with the corresponding full-scale experimental results. Extensive parametric studies for the RHFBs made from a single plate and the 3PRHFBs made from three plates were undertaken using finite element analyses. The analytical results were compared with the predictions using the current design rules based on AS 4100, AS/NZS 4600 and the new direct strength method. Appropriate design formulae based on the direct strength method for RHFBs and 3PRHFBs were developed. This thesis has thus enabled the accurate prediction of the behaviour and strength of the new compression members with hollow flanges and paved the way for economical and efficient use of these members in the industry.
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Zhao, Wen-Bin. "Behaviour and design of cold-formed steel hollow flange sections under axial compression." Queensland University of Technology, 2006. http://eprints.qut.edu.au/16909/.

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The use of cold-formed steel structures is increasing rapidly around the world due to the many advances in construction and manufacturing technologies and relevant standards. However, the structural behaviour of these thin-walled steel structures is characterised by a range of buckling modes such as local buckling, distortional buckling or flexural torsional buckling. These buckling problems generally lead to severe reduction and complicated calculations of their member strengths. Therefore it is important to eliminate or delay these buckling problems and simplify the strength calculations of cold-formed steel members. The Hollow Flange Beam with two triangular hollow flanges, developed by Palmer Tube Mills Pty Ltd in the mid-1990s, has an innovative section that can delay the above buckling problems efficiently. This structural member is considered to combine the advantages of hot-rolled I-sections and conventional cold-formed sections such as C- and Z-sections (Dempsey, 1990). However, this structural product was discontinued in 1997 due to the complicated manufacturing process and the expensive electric resistance welding method associated with severe residual stresses (Doan and Mahendran, 1996). In this thesis, new fastening methods using spot-weld, screw fastener and self-pierced rivet were considered for the triangular Hollow Flange Beams (HFBs) and the new rectangular hollow flange beams (RHFBs). The structural behaviour of these types of members in axial compression was focused in this research project. The objective of this research was to develop suitable design models for the members with triangular and rectangular hollow flanges using new fastening methods so that their behaviour and ultimate strength can be predicted accurately under axial compression. In the first stage of this research a large number of finite element analyses (FEA) was conducted to study the behaviour of the electric resistance welded, triangular HFBs (ERW-HFBs) under axial compression. Experimental results from previous researchers were used to verify the finite element model and its results. Appropriate design rules based on the current design codes were recommended. Further, a series of finite element models was developed to simulate the corresponding HFBs fastened using lap-welds (called LW-HFBs) and screw fasteners or spot-welds or self-piercing rivets (called S-HFBs). Since the test specimens of LW-HFBs and S-HFBs were unavailable, the finite element results were verified by comparison with the experimental results of ERW-HFB with reasonable agreement. In the second stage of this research, a total of 51 members with rectangular hollow flanges including the RHFBs made from a single plate and 3PRHFBs made from three plates fastened with spot-welds and screws was tested under axial compression. The finite element models based on the tests were then developed that included the new fasteners, contact simulations, geometric imperfections and residual stresses. The improved finite element models were able to simulate local buckling, yielding, global buckling and local/global buckling interaction failure associated with gap opening as agreed well with the corresponding full-scale experimental results. Extensive parametric studies for the RHFBs made from a single plate and the 3PRHFBs made from three plates were undertaken using finite element analyses. The analytical results were compared with the predictions using the current design rules based on AS 4100, AS/NZS 4600 and the new direct strength method. Appropriate design formulae based on the direct strength method for RHFBs and 3PRHFBs were developed. This thesis has thus enabled the accurate prediction of the behaviour and strength of the new compression members with hollow flanges and paved the way for economical and efficient use of these members in the industry.
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Cheng, Shanshan. "Fire performance of cold-formed steel sections." Thesis, University of Plymouth, 2015. http://hdl.handle.net/10026.1/3316.

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Thin-walled cold-formed steel (CFS) has exhibited inherent structural and architectural advantages over other constructional materials, for example, high strength-to-weight ratio, ease of fabrication, economy in transportation and the flexibility of sectional profiles, which make CFS ideal for modern residential and industrial buildings. They have been increasingly used as purlins as the intermediate members in a roof system, or load-bearing components in low- and mid-rise buildings. However, using CFS members in building structures has been facing challenges due to the lack of knowledge to the fire performance of CFS at elevated temperatures and the lack of fire design guidelines. Among all available design specifications of CFS, EN1993-1-2 is the only one which provided design guidelines for CFS at elevated temperatures, which, however, is based on the same theory and material properties of hot-rolled steel. Since the material properties of CFS are found to be considerably different from those of hot-rolled steel, the applicability of hot-rolled steel design guidelines into CFS needs to be verified. Besides, the effect of non-uniform temperature distribution on the failure of CFS members is not properly addressed in literature and has not been specified in the existing design guidelines. Therefore, a better understanding of fire performance of CFS members is of great significance to further explore the potential application of CFS. Since CFS members are always with thin thickness (normally from 0.9 to 8 mm), open cross-section, and great flexural rigidity about one axis at the expense of low flexural rigidity about a perpendicular axis, the members are usually susceptible to various buckling modes which often govern the ultimate failure of CFS members. When CFS members are exposed to a fire, not only the reduced mechanical properties will influence the buckling capacity of CFS members, but also the thermal strains which can lead additional stresses in loaded members. The buckling behaviour of the member can be analysed based on uniformly reduced material properties when the member is unprotected or uniformly protected surrounded by a fire that the temperature distribution within the member is uniform. However if the temperature distribution in a member is not uniform, which usually happens in walls and/or roof panels when CFS members are protected by plaster boards and exposed to fire on one side, the analysis of the member becomes very complicated since the mechanical properties such as Young’s modulus and yield strength and thermal strains vary within the member. This project has the aim of providing better understanding of the buckling performance of CFS channel members under non-uniform temperatures. The primary objective is to investigate the fire performance of plasterboard protected CFS members exposed to fire on one side, in the aspects of pre-buckling stress distribution, elastic buckling behaviour and nonlinear failure models. Heat transfer analyses of one-side protected CFS members have been conducted firstly to investigate the temperature distributions within the cross-section, which have been applied to the analytical study for the prediction of flexural buckling loads of CFS columns at elevated temperatures. A simplified numerical method based on the second order elastic – plastic analysis has also been proposed for the calculation of the flexural buckling load of CFS columns under non-uniform temperature distributions. The effects of temperature distributions and stress-strain relationships on the flexure buckling of CFS columns are discussed. Afterwards a modified finite strip method combined with the classical Fourier series solutions have been presented to investigate the elastic buckling behaviour of CFS members at elevated temperatures, in which the effects of temperatures on both strain and mechanical properties have been considered. The variations of the elastic buckling loads/moments, buckling modes and slenderness of CFS columns/beams with increasing temperatures have been examined. The finite element method is also used to carry out the failure analysis of one-side protected beams at elevated temperatures. The effects of geometric imperfection, stress-strain relationships and temperature distributions on the ultimate moment capacities of CFS beams under uniform and non-uniform temperature distributions are examined. At the end the direct strength method based design methods have been discussed and corresponding recommendations for the designing of CFS beams at elevated temperatures are presented. This thesis has contributed to improve the knowledge of the buckling and failure behaviour of CFS members at elevated temperatures, and the essential data provided in the numerical studies has laid the foundation for further design-oriented studies.
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Shamim, Iman. "Seismic design of lateral resisting cold-formed steel framed (CFS) structures." Thesis, McGill University, 2013. http://digitool.Library.McGill.CA:80/R/?func=dbin-jump-full&object_id=117113.

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Seismic design provisions for wood sheathed / cold-formed steel (CFS) framed shear walls and CFS strap braced walls are available in the AISI S213-07 Standard. However, the National Building Code of Canada (NBCC), as well as the CSA S136 and the AISI S213 Standards, at present, do not address the seismic design of steel sheathed / CFS framed shear walls for use in Canada. The existing design guidelines for CFS framed shear walls are based on data obtained from static tests carried out under both monotonic and reversed cyclic loading protocols. The objective of this research was to develop seismic design provisions for the CFS framed shear walls forming part of the seismic force resisting system of a building, with the intent to recommend that they be included in the NBCC and AISI S213. The approach involved shake table testing of single- and double-storey CFS framed steel and wood sheathed shear walls, numerical modeling of the tested shear walls, and, lastly, non-linear time history dynamic analyses of building archetypes following the Federal Emergency Management Agency (FEMA) P695 methodology. Overall, seven wood sheathed and ten steel sheathed CFS framed shear walls were tested on the Ecole Polytechnique de Montréal structural laboratory shake table. The wall specimens were full-scale single- and double-storey walls and, most, were constructed with the blocking in the CFS frame. A wood sheathed shear wall was tested with a gypsum panel on one side of the specimen in order to investigate the effects of non-structural components. The dynamic test program included impact tests, harmonic forced vibration tests, and ground motion tests representative of the seismic hazard in Quebec and Vancouver, Canada. The seismic performance of the dynamically tested shear walls, i.e. force vs. displacement hysteretic behaviour and failure modes, was primarily similar to the static tests. Inclusion of the blocking increased the shear strength of the tested shear walls by almost 50%. OpenSees software was used for the numerical modelling of the dynamically tested walls. The inelastic behaviour of the shear walls was replicated by using the Pinching04 material; additional zerolength spring elements were included in the model to represent frame stiffness, anchor rod stiffness and the CFS framing. The wall models were calibrated based on the results of the dynamic tests, as well as data obtained from the calibration of previously performed static tests. Moreover, to provide experimental data to complete the model calibration procedure a series of static tests was conducted on blocked CFS bare frames and stud-to-track connections. The archetype buildings (twelve in total) were two, four and five storey office and residential buildings located in Halifax, Montreal and Vancouver, Canada. The buildings designed with Rd = 2.0 and Ro = 1.3 satisfied the FEMA P695 collapse capacity requirements. Inclusion of gypsum panel in two of the archetype buildings increased the collapse margin ratio by 20% on average.
Dispositions de conception sismique pour les murs de contreventement encadrés de l'acier formé à froid (CFS) ou gainés en bois sont disponibles dans les normes AISI S213-07. Toutefois, le Code national du bâtiment du Canada (NBCC), la CSA S136 et les normes AISI S213, à l'heure actuelle, ne répondent pas à la conception sismique pour les murs de contreventement encadrés en CFS pour utilisation au Canada. La directive existante sur la conception des murs de contreventement encadrés en CFS est basé sur les données obtenues à partir des essais statiques menés sous les protocoles de chargement cyclique monotones et aussi inversées.Cette recherche visait à élaborer des dispositions de conception sismique pour les murs de contreventement encadres en CFS comme une partie du système de résistance contre des forces sismiques de bâtiment. Ces conceptions peuvent être inclus dans le NBCC et AISI S213. Cette approche a consisté les essais avec la table de vibration sur les murs de contreventement, sur une ou deux étages, encadrés en CFS ou gainés en bois, la modélisation numérique des murs de contreventement, et enfin, analyses non linéaires dynamiques de construction de archétypes suivant la méthodologie de la Federal Emergency Management Agency (FEMA) P695. Au total, sept murs de contreventement gainés en bois et dix encadrés en CFS ont été mesurées en utilisant la table de vibration au laboratoire de structure de l'Ecole Polytechnique de Montréal. Les échantillons de mur étaient de pleine échelle en simple ou double étages et, la plupart, ont été faites avec un blocage dans le cadre CFS. Un mur de contreventement gainé en bois a été testé avec un panneau de gypse dans un côté de l'échantillon afin d'étudier des effets des éléments non structurels. L'essai dynamique a compris des testes de choc, de vibration harmonique forcée, et de mouvement du sol, représentant le danger sismique au Québec et à Vancouver, au Canada. La performance sismique des murs de contreventement, c'est à dire la force contre le comportement hystérétique de déplacement des modes de défaillance, était essentiellement similaire aux essais statiques. Inclusion du blocage augmente la résistance des murs de contreventement de près de 50%. Le logiciel OpenSees a été utilisé pour la modélisation numérique des murs qui était dynamiquement testés. Le comportement inélastique des murs de contreventement a été reproduit en utilisant le matériel Pinching04; des éléments de ressort supplémentaire de longueurs zéro ont été inclus dans le modèle pour représenter la rigidité du cadre, de la tige d'ancrage et le cadrage CFS. Les modèles des murs ont été calibrés sur la base des résultats des essais dynamiques, ainsi que les données obtenues par la calibration des testes statistiques qui obtenues auparavant. En outre, pour fournir des données expérimentales pour compléter la procédure de calibration du modèle, une série de tests statiques a été fait sur des cadres en CFS bloqués et les connexions stud-to-track. Les bâtiments (douze au total) étaient en deux, quatre, et cinq étages de type commercial et résidentiel à Halifax, Montréal et Vancouver, au Canada. Les bâtiments conçus avec Rd = 2.0 et Ro = 1.3 satisfait aux exigences de capacité d'effondrement FEMA P695. L'inclusion de panneau de gypse dans deux des bâtiments archétype augmente le ratio de CMR de 20% en moyenne.
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Books on the topic "Cold-formed steel structures"

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A, LaBoube Roger, ed. Cold-formed steel design. 4th ed. Hoboken, N.J: Wiley, 2010.

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Yu, Wei-wen. Cold-formed steel design. 4th ed. Hoboken, N.J: John Wiley & Sons, 2010.

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Dubina, Dan, Viorel Ungureanu, and Raffaele Landolfo. Design of Cold-formed Steel Structures. Weinheim, Germany: Wiley-VCH Verlag GmbH & Co. KGaA, 2012. http://dx.doi.org/10.1002/9783433602256.

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Yu, Wei-wen. Cold-formed steel design. 2nd ed. New York: Wiley, 1991.

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Yu, Wei-wen. Cold-formed steel design. 3rd ed. New York: Wiley, 2000.

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Yu, Wei-wen. Cold-formed steel design. New York: Wiley, 1985.

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Cold-formed steel design. 2nd ed. New York: Wiley, 1991.

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Outinen, Jyri. Seminar on steel structures: Design of cold-formed steel structures. Espoo: Helsinki University of Technology, 2000.

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Hancock, Gregory J. Cold-Formed Steel Structures to the AISI Specification. New York, USA: Marcel Dekker, Inc., 2001.

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University of Missouri--Rolla. Center for Cold-Formed Steel Structures. Research directory and abstracts on cold-formed steel structures. Rolla, Mo: Center for Cold-Formed Steel Structures, University of Missouri--Rolla, 1997.

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Book chapters on the topic "Cold-formed steel structures"

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Nelson, G. L., H. B. Manbeck, and N. F. Meador. "Cold-Formed Steel Design." In Light Agricultural and Industrial Structures, 283–357. Boston, MA: Springer US, 1988. http://dx.doi.org/10.1007/978-1-4757-0411-2_9.

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Winter, George. "Lateral Bracing of Columns and Beams." In Bracing Cold-Formed Steel Structures, 115–35. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/9780784408179.apc.

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Ebenau, C., J. Menkenhagen, and G. Thierauf. "Optimal design of cold-formed tubular steel-members." In Tubular Structures VI, 399–404. London: Routledge, 2021. http://dx.doi.org/10.1201/9780203735015-58.

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Laím, Luís, João Paulo C. Rodrigues, and Luís S. Silva. "Flexural Behaviour of Cold-Formed Steel Beams." In Design, Fabrication and Economy of Metal Structures, 133–38. Berlin, Heidelberg: Springer Berlin Heidelberg, 2013. http://dx.doi.org/10.1007/978-3-642-36691-8_20.

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Zhang, S., and L. Xu. "Fundamental Frequency of Lightweight Cold-Formed Steel Floor Systems." In Dynamics of Coupled Structures, Volume 4, 137–45. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-29763-7_14.

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Sokół, L., and K. Rzeszut. "Selected aspects of designing the cold-formed steel structures." In Modern Trends in Research on Steel, Aluminium and Composite Structures, 66–81. London: Routledge, 2021. http://dx.doi.org/10.1201/9781003132134-6.

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"Cold-Formed Framing." In Bracing Cold-Formed Steel Structures, 20–46. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/9780784408179.ch02.

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Yu, Wei-Wen. "Cold-Formed Steel Structures." In Handbook of Structural Engineering, Second Edition. CRC Press, 1997. http://dx.doi.org/10.1201/9781439834350.ch7.

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Yu, Wei-Wen. "Cold-Formed Steel Structures." In Principles of Structural Design, 3–1. CRC Press, 2005. http://dx.doi.org/10.1201/9781420037135.ch3.

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"Cold Formed Steel Structures." In The Civil Engineering Handbook, 1859–906. CRC Press, 2002. http://dx.doi.org/10.1201/9781420041217-52.

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Conference papers on the topic "Cold-formed steel structures"

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Serrette, Reynaud, and Khanh Chau. "Estimating Drift in Cold-Formed Steel Frame Structures." In Structures Congress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40889(201)53.

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Erkal, Burcu Guldur, Rafet Aktepe, Alper Can Alkoyak, Merve Bayraktar, Berkan Demir, and Zeynep Unsal. "Camera-Based Imperfection Determination of Cold-Formed Steel Members." In Structures Congress 2019. Reston, VA: American Society of Civil Engineers, 2019. http://dx.doi.org/10.1061/9780784482247.036.

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Wehbe, N., A. Wehbe, L. Dayton, and A. Sigl. "Development of Concrete/Cold Formed Steel Composite Flexural Members." In Structures Congress 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41171(401)270.

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Rahman, Nabil A. "Cold-Formed Steel Stud-Plank System for Mid-Rise Construction." In Structures Congress 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40889(201)52.

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Schafer, B. W., H. Chen, B. E. Manley, and J. W. Larson. "Enabling Cold-Formed Steel System Design through New AISI Standards." In Structures Congress 2015. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479117.085.

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Derveni, Fani, Simos Gerasimidis, and Kara D. Peterman. "Nonlinear Fastener-Based Modeling of Cold-Formed Steel Shear Walls." In Structures Congress 2020. Reston, VA: American Society of Civil Engineers, 2020. http://dx.doi.org/10.1061/9780784482896.064.

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Bahrami, A., W. H. Wan Badaruzzaman, and S. A. Osman. "Study of Concrete-Filled Steel Composite Columns using Cold-Formed Steel Sheet." 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_rp032-icsas11.

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Padilla-Llano, D., M. Eatherton, C. D. Moen, T. Bruce, and L. MacAnallen. "Cyclic Energy Dissipation of Cold-Formed Steel Studs Experiencing Euler Buckling." In Structures Congress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412367.135.

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Schafer, B. W., C. D. Moen, and J. R. Smith. "Workshop on Direct Strength Method Design of Cold-Formed Steel Members." In Structures Congress 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41130(369)84.

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Jenkins, Craig, Siavash Soroushian, Esmaeel Rahmanishamsi, and E. “Manos” Maragakis. "Experimental Fragility Analysis of Cold-Formed Steel-Framed Partition Wall Systems." In Structures Congress 2015. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479117.152.

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Reports on the topic "Cold-formed steel structures"

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EXPERIMENTAL INVESTIGATION ON THE STRUCTURAL BEHAVIOR OF CORRODED SELF-DRILLING SCREW CONNECTIONS IN COLD-FORMED STEEL STRUCTURES. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.229.

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"Cold-formed steel (CFS) self-drilling screw connections are popular in the construction industry due to rapid fastening and ease of installation. However, the corrosion damage of CFS structures can significantly reduce mechanical properties, affecting the safety and durability of such structures. Therefore, this research investigates the effect of corrosion on the behavior of CFS connections experimentally. This paper presents a total of 36 new experiments on different types of CFS self-drilling screws (12 and 14 gauge) and steel sheet thickness (2.5 mm). Half of the tests were for corroded specimens, and the remaining half were for non-corroded specimens. Further, one to two screws per arrangement connecting the steel sheets with a yield strength of 450MPa were tested. Screws were immersed for 31 days, and the CFS plates were immersed for 8 weeks in a corrosion chamber before the tests were conducted. The experimental tests found that the shear strength of single-screw and double-screw specimens was reduced by 43%, on average for all investigated screw series."
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SHAKING TABLE TEST OF NEW LIGHT STEEL STRUCTURE SYSTEM. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.342.

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The low-rise cold-formed thin-walled steel buildings have good seismic performance, and their lateral force resistance is generally provided by the pull-out parts, the wall skeleton support system, and the skin effect between the wall skeleton and the wall. However, the current cold-formed thin-walled steel residential system is difficult to meet the seismic requirements of multi-storey cold-formed thin-walled steel buildings in high intensity areas. In this paper, the thin steel brace and light steel skeleton are combined to form a wall skeleton with a new support system with "truss structure" at the top and bottom of the skeleton. A full-scale shaking table test model is designed and made, and its structural dynamic characteristics and dynamic response are studied by shaking table test. The results show that the horizontal steel strap and inclined steel strap are used to form a "flat" structure with steel columns and guide beams, and the triangular element on the "flat" structure is used to restrict the displacement of the local area at the top and bottom of the wall skeleton and improve the stiffness of the area. T1 model performs better than T2 model, and has better seismic application potential for developing multi-storey cold-formed thin-walled steel residential buildings, which can meet the engineering needs.
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OVERHANG EFFECT ON WEB CRIPPLING CAPACITY OF COLDFORMED AUSTENITIC STAINLESS STEEL SHS MEMBERS: AN EXPERIMENTAL STUDY. The Hong Kong Institute of Steel Construction, August 2022. http://dx.doi.org/10.18057/icass2020.p.343.

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This paper studies the overhang effects on ultimate bearing capacities of cold-formed austenitic stainless steel square hollow section (SHS) members undergoing web crippling between EndTwo-Flange (ETF) and Interior-Two-Flange (ITF) loading conditions. A total of 16 web crippling tests were conducted with specimens covering various overhang lengths. Tensile coupon tests were performed to obtain the material properties of the test specimens. The web crippling capacities obtained from the tests were compared with the nominal capacities predicted by the SEI/ASCE 8-22 Specification for the design of cold-formed stainless steel structural members. It is shown that the SEI/ASCE 8-22 Specification leads to overly conservative web crippling capacity predictions for the tubular specimens with overhangs. The applicability of the overhang effect enhancement factor codified in the AISI S100- 16 Specification to the studied stainless steel specimens was evaluated. It is revealed that the accuracy and consistency of the web crippling capacity predictions can be enhanced by employing the enhancement factor codified in the AISI S100-16 Specification, yet such a treatment still leads to rather scatter predictions and can lead to unconservative capacity estimations. An extended investigation is currently underway to propose improved design rules for cold-formed stainless steel tubular members with overhangs under ETF loading condition.
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