Статті в журналах: "Cold formed elements"

1

Bitarafan, Mahdi, Youssef Hussein- Zadeh, Farzad Pichkah, and Shahin Lale Arefi. "Finite Elements Modeling and Analysis of Cold-Formed Steel Frame Shear Walls." International Journal of Engineering and Technology 4, no. 6 (2012): 719–22. http://dx.doi.org/10.7763/ijet.2012.v4.471.

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2

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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3

Rasmussen, Kim J. R., Tim Burns, and Paul Bezkorovainy. "Design of Stiffened Elements in Cold-Formed Stainless Steel Sections." Journal of Structural Engineering 130, no. 11 (November 2004): 1764–71. http://dx.doi.org/10.1061/(asce)0733-9445(2004)130:11(1764).

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4

Norlin, Bert, and Torsten Höglund. "Bearing Length on Cold-Formed Sections." Key Engineering Materials 710 (September 2016): 421–26. http://dx.doi.org/10.4028/www.scientific.net/kem.710.421.

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The effective bearing length of trapezoidal sheeting on cold formed sections at inner supports is 10 mm according to EN 1999-1-4 (aluminium) and EN 1993-1-3 (steel). In the original design provisions the effective bearing length on Z-sections was the actual width of the loaded flange. In order to find out the appropriate effective bearing length, FEM calculations were made on simply supported beams with C-, Z-and Sigma-cross-section. Contact elements between the trough of the trapezoidal sheeting and the loaded flange of the beam made it possible to evaluate the contact area. This area and the stresses in the trapezoidal sheeting show that the effective bearing length is very small for C-sections. For Z-sections and for Sigma sections with large folds in the web the contact area is the flange width, unless the flange width versus profile height is large and the plate thickness is small.

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5

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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6

Garifullin, Marsel, Darya Trubina, and Nikolai Vatin. "Local Buckling of Cold-Formed Steel Members with Edge Stiffened Holes." Applied Mechanics and Materials 725-726 (January 2015): 697–702. http://dx.doi.org/10.4028/www.scientific.net/amm.725-726.697.

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Cold formed steel members with edge stiffened holes are a new generation of cold formed members recently developed by the building industry. Very little research has been performed on such sections to determine their local and distortional buckling capacity. This article provides the numerical results of elastic local buckling analysis of cold-formed lipped channels with edge stiffened holes. For flexural elements values of critical buckling moments are calculated and the influence of hole spacing and diameter on elastic buckling capacity is determined.

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7

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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8

kumar, Udaya, and Dr Aravind Kumar B. Harwalkar. "Analysis of Retrofitted Cold Formed Steel Multistory Building Frame." International Journal of Innovative Technology and Exploring Engineering 10, no. 11 (September 30, 2021): 29–39. http://dx.doi.org/10.35940/ijitee.k9468.09101121.

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The cold formed steel section are increasingly used as a structural elements in low rise buildings in recent times, due to the advantages like economic production, easy transportation, low labor cost and high strength to weight ratio. In the current work a G+3 storied building frame is studied for seismic and wind load using Staad-pro software. Light gauge section is taken for beam and slab elements. The seismic analysis is carried out by Equivalent static method. After analysis the results such as story displacement, story drift, Base shear and time period are compared for different models. The building frame is also analyzed for wind load. In the current work cross bracing using Light gauge element used as a retrofitting technique. The retrofitted building frame is analyzed for wind and seismic loads and results obtained for time period, storey displacement, storey drift and base shear values are compared with the corresponding values of base frame. The results of retrofitted frame showed shortening in time period, storey displacement and story drift values in X&Z directions indicating the increased ductility, Stiffness and strength of structure. Hence the proposed retrofitting technique could be believed to achieve success results in increased strength and ductility values required by wind and seismic loading.

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9

Moskvichev, Egor. "Distribution of material properties in finite element models of inhomogeneous elements of structures." EPJ Web of Conferences 221 (2019): 01034. http://dx.doi.org/10.1051/epjconf/201922101034.

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This paper discusses an approach to finite element modelling of structure elements considering material inhomogeneity. This approach is based on the functional dependence of mechanical properties on the spatial coordinates of finite elements. It allows modelling gradient transitions between different materials, which avoid stress discontinuities during strength analysis. The finite element models of cold formed angle, welded joint and thermal barrier coating, created by this method, have been presented.

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10

Kamal, Ahmed Youssef, and Nader Nabih Khalil. "Composite concrete beam with multi-web cold-formed steel section." Challenge Journal of Concrete Research Letters 10, no. 2 (June 27, 2019): 20. http://dx.doi.org/10.20528/cjcrl.2019.02.001.

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Lately, structural engineers use cold-formed steel sections (CFS) in buildings due to its light-weight and easy shaping. Encasing the cold-formed steel sections by concrete avoiding the structure elements some of its disadvantages especially buckling. This paper reports an experimental test program for beams with a multi-web cold-formed steel section encased by reinforced concrete. Eleven (full-scale) specimens have tested under mid-span concentrated load, the experimental test program designed to cover many cold-formed steel section variables such as (web number, web height, and the steel section length). Comparison between the experimental results for specimens with encased steel cold-formed section and that for reference beam have presented. The experimental results show that the cold-formed steel webs number has a noticeable influence on the structural behaviour of the beam, such as increasing the beam load capacity. The beam load capacity, failure mode and the beam ductility have analysed, and some preparatory criteria for a sufficient outline have presented.

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11

Paulmakesh, Dr A., and Gizachew Markos Makebo. "Failure Modes Of Cold Formed Steel Angle Sections." Journal of University of Shanghai for Science and Technology 23, no. 09 (September 13, 2021): 604–13. http://dx.doi.org/10.51201/jusst/21/09565.

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Tension members consisting of single and double angles, single channels and similar sections are frequently used for lateral bracing and as truss elements. Such members normally have eccentric connections which results in bending of tension member. It is often permitted, by current design specifications, to neglect this eccentricity in the design of the member. The present study is focus on mode of failure on cold formed steel angle. This analysis carries single angles and double angles sections of 2mm under plain (without Lipped) and with Lipped conditions subjected to tension. Analyses were carried out for thirty-six numbers of angle sections under condition such as double angle were connected same side to gusset plate and connected to opposite side. Figure shows connection failure and mode of failure. Local buckling, global buckling, tearing failure, net section failure, and block shear failure.

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12

Hasanali, Maryam, Seyed Mohammad Mojtabaei, G. Charles Clifton, Iman Hajirasouliha, Shahabeddin Torabian, and James B. P. Lim. "Capacity and design of cold-formed steel warping-restrained beam-column elements." Journal of Constructional Steel Research 190 (March 2022): 107139. http://dx.doi.org/10.1016/j.jcsr.2022.107139.

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13

Bagheri Sabbagh, Alireza, Mihail Petkovski, Kypros Pilakoutas, and Rasoul Mirghaderi. "Development of cold-formed steel elements for earthquake resistant moment frame buildings." Thin-Walled Structures 53 (April 2012): 99–108. http://dx.doi.org/10.1016/j.tws.2012.01.004.

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14

Schafer, B. W., M. Grigoriu, and T. Peköz. "A probabilistic examination of the ultimate strength of cold-formed steel elements." Thin-Walled Structures 31, no. 4 (August 1998): 271–88. http://dx.doi.org/10.1016/s0263-8231(98)00019-6.

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15

Vatin, Nikolay, Aleksei Sinelnikov, Marsel Garifullin, and Darya Trubina. "Simulation of Cold-Formed Steel Beams in Global and Distortional Buckling." Applied Mechanics and Materials 633-634 (September 2014): 1037–41. http://dx.doi.org/10.4028/www.scientific.net/amm.633-634.1037.

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This article provides the numerical elastic buckling analysis of simply supported cold-formed lipped channels subjected to pure bending. A methodology for computing simulation of a new type of thin-walled thermo-profile (reticular-stretched) is developed. For flexural elements buckling modes and values of critical force are calculated. FE simulation evaluates the influence of web height and span on the critical load and buckling modes for cold formed beams of different lengths.

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16

Mojtabaei, Seyed Mohammad, Iman Hajirasouliha, and Jurgen Becque. "Optimized Design of Cold‐Formed Steel Elements for Serviceability and Ultimate Limit States." ce/papers 4, no. 2-4 (September 2021): 481–86. http://dx.doi.org/10.1002/cepa.1319.

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17

Cybulski, Robert, Ryszard Walentyński, and Monika Cybulska. "Local buckling of cold-formed elements used in arched building with geometrical imperfections." Journal of Constructional Steel Research 96 (May 2014): 1–13. http://dx.doi.org/10.1016/j.jcsr.2014.01.004.

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18

Uy, B., and M. A. Bradford. "Local buckling of cold formed steel in composite structural elements at elevated temperatures." Journal of Constructional Steel Research 34, no. 1 (January 1995): 53–73. http://dx.doi.org/10.1016/0143-974x(94)00021-9.

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19

Bagheri Sabbagh, Alireza, Mihail Petkovski, Kypros Pilakoutas, and Rasoul Mirghaderi. "Experimental work on cold-formed steel elements for earthquake resilient moment frame buildings." Engineering Structures 42 (September 2012): 371–86. http://dx.doi.org/10.1016/j.engstruct.2012.04.025.

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20

Talebian, Nima, Benoit P. Gilbert, Nadia Baldassino, and Hong Guan. "Finite Element Modeling of Bolted Cold-Formed Steel Storage Rack Upright Frames." Applied Mechanics and Materials 846 (July 2016): 251–57. http://dx.doi.org/10.4028/www.scientific.net/amm.846.251.

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Steel storage racks, commonly assembled from cold-formed steel profiles, are braced in the cross-aisle direction, where bracing members are typically bolted between two uprights forming an “upright frame”. Especially for high-bay racks and racks supporting the building enclosure, accurately determining the transverse shear stiffness of upright frames is essential in calculating the elastic buckling load, performing earthquake design and serviceability checks. International racking specifications recommend different approaches to evaluate the said transverse shear stiffness. The Rack Manufacturers Institute (RMI) Specification conservatively uses an analytical solution based on Timoshenko and Gere's theory while the European (EN15512) and Australian (AS4084) Specifications recommend testing to be conducted. Previous studies have shown that Finite Element Analyses (FEA), solely using beam elements, fail to reproduce experimental test results and may overestimate the transverse shear stiffness by a factor up to 25. This discrepancy is likely attributed to the local deformations occurring at the bolted joints. In this paper, a commercially used upright frame configuration has been modeled using shell elements in FEA and the response is verified against published experimental test results. A good correlation is found between the FEA and test results, concluding that shell elements are able to fully capture the behaviour of the upright frame. Future studies on the use of the FE model are also presented.

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21

Dar, M. Adil, Deepankar K. Ashish, and A. R. Dar. "Theoretical design of innovative cold formed steel beam sections." International Journal of Scientific World 3, no. 2 (September 20, 2015): 255. http://dx.doi.org/10.14419/ijsw.v3i2.4366.

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<p>In today’s world, the construction industry both structural and non-structural elements are fabricated from thin gauges of steel sheets. These thin walled sections are being used as columns, beams, joists, studs, floor decking, built-up sections and other components for lightly loaded structures. Unlike hot rolled sections, the design of Cold-Formed Steel (CFS) section for beam is predominantly controlled by various buckling modes of failure, thereby drastically reducing their load carrying capacity. Hence there is an urgent need in the CFS industry to look beyond the conventional CFS beam sections and investigate newly proposed innovative CFS beam sections, which seem to prove structurally much more efficient. Prior to any experimental investigation of innovative beam sections, there is a need to carry out theoretical design using some of the most appropriate available methods applicable to the case under consideration. This paper focuses on such theoretical designs for various innovative sections using available analytical design tools together with appropriate codal guidelines.</p>

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22

Cristian, Antonio Andrei, and Viorel Ungureanu. "Parametric Study on Built-Up Cold-Formed Steel Beams with Web Openings Connected by Spot Welding." Buildings 13, no. 1 (January 14, 2023): 237. http://dx.doi.org/10.3390/buildings13010237.

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This paper presents a numerical parametric study on cold-formed steel built-up beams subjected to bending. The cold-formed steel built-up elements are efficient structural elements that are easy to assemble during the construction process, ensuring material savings and potential for standardization, thus making them more suitable for mass production. A new technological solution for built-up steel beams with webs made of corrugated steel sheets and flanges made of cold-formed steel profiles, assembled through two welding techniques, was proposed within the well-formed research project. This solution can be used as a component of single or low-rise multi-story frames, purlins, or secondary beams. The experimental program investigated seven full-scale beams, two of which have web openings. The web openings were introduced for the case when these members are used as secondary beams in floor systems. The paper investigates these types of beams with web openings using parametric numerical analyses. A numerical model validated against experimental tests was proposed to carry out a parametric study through nonlinear finite element analysis, considering initial imperfections and considering the strain-hardening characteristics of the steel components. The influence of different components was analyzed through the parametric study. Beams with three lengths were studied, i.e., (1) 6000 mm, (2) 7500 mm, and (3) 9000 mm. In total, 61 simulations were found. The article highlights the parameters that contribute significantly to the stiffness and capacity of the built-up cold-formed steel elements. The weakest component was concluded to be the thickness of the corrugated web, while the presence of the stiffened web opening reduced the bearing capacity by approximately 5–10%.

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23

Cheng, Bo, and Zhenyu Wu. "Finite Element Analysis on Tensile Stiffness of Cold-Formed Steel Bolted Connections." Open Civil Engineering Journal 9, no. 1 (September 23, 2015): 724–35. http://dx.doi.org/10.2174/1874149501509010724.

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This paper presents a finite element analysis on the tensile stiffness of steel bolted connections which are fabricated from thin-walled cold-formed steel strips and their members. This type of bolted connection is usually used to assemble the diagonal bracing member in the light steel structure. Unlike the architectural steel structure, thin walled steel bolted connection cannot be simplified into a hinge joint due to the weak tensile stiffness of connection. The calculation of tensile stiffness of bolted connection is necessary to accurately evaluate the effectiveness of bracing system in the coldformed steel structure. Based on the existing test results and analysis results, finite element (FE) models with threedimensional solid elements were established to investigate the tensile stiffness of bolted connections between cold-formed steel plates under shear. The analysis with non-linear material and contact elements was carried out in order to predict the load-displacement relationships of bolted connections. Furthermore, a parametric study on single-bolted or two-bolted connections with different configurations was performed to study the relationship of connection tensile stiffness and structural parameters such as bolt diameter, plate thickness and steel yield strength. According to the stiffness results obtained from parametric study, six calculating equations for practical design of cold-formed steel bolted connection have been proposed. The calculation results of the stiffness equations are in a good correlation with those of FE analysis, and the proposed equations have been found to provide estimates of tensile stiffness of bolted connections with reasonable accuracy.

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24

Sivakumaran, K. S. "Load capacity of uniformly compressed cold-formed steel section with punched web." Canadian Journal of Civil Engineering 14, no. 4 (August 1, 1987): 550–58. http://dx.doi.org/10.1139/l87-080.

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Load tests were carried out on 48 stub column specimens of cold-formed steel sections having flat widths of 82.5 and 144.7 mm, thicknesses of 1.60 and 1.29 mm, respectively, and various sizes and shapes of holes punched through their webs. This paper summarizes the experimental local buckling loads, ultimate loads, load–axial shortening relationships, and load–out-of-plane deflection relationships of the above specimens. Presently, the Canadian design code does not include any provisions in regards to the design of perforated cold-formed sections, owing to the lack of experimental results. A design approach using the present code "effective design width" for unstiffened elements is explored and the observations resulting from the comparison between the calculated values and the experimental values are given. The new American Iron and Steel Institute design specification gives an effective design width for cold-formed section with circular perforations. The appropriateness of this equation when applied to circular, square, and elongated openings is discussed. It appears that the design provisions of both codes are inadequate for the design of perforated cold-formed steel sections and further research is needed in this area. This is essential, considering the fact that, in practice, the cold-formed members often contain prepunched holes. Key words: axial load, buckling, building codes, cold-formed steel, effective design width, perforation, ultimate loads.

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25

Bučmys, Ž., and A. Daniūnas. "Rectangular Gusset Plate Behaviour in Cold-Formed I-Type Steel Connections." Archives of Civil Engineering 63, no. 2 (June 27, 2017): 3–21. http://dx.doi.org/10.1515/ace-2017-0013.

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Abstract Cold-formed structure connections utilizing gusset plates are usually semi-rigid. This paper investigates the behaviours of rectangular gusset plates in cold-formed connections of elements whose columns and beams are made with lipped back-to-back C-sections. Methods of calculating strength and stiffness are necessary for such semi-rigid joints. The main task of this paper is to determine a method capable of calculating these characteristics. The proposed analytical method could then be easily adapted to the component method that is described in part 1993-1-8 of the Eurocode. This method allows us to calculate both the strength and stiffness of rectangular gusset plates, assuming that the joint deforms only in plane. This method of design moment resistance calculation was presented taking into account that an entire cross-section shall reach its yield stress. A technique of stiffness calculation was presented investigating the sum of deformations acquired at the bending moment and from shear forces which are transmitted from each beam bolt group. Calculation results according to the suggested method show good agreement of laboratory experimental results of specimens with numerical simulations. Two specimens of beam-to-column connections were tested in the laboratory. Lateral supports were used on the specimens to prevent lateral displacements in order to better investigate the behaviour of the rectangular gusset plate in plane. Experiments were simulated by modelling rectangular gusset plates using standard finite element software ANSYS Workbench 14.0. Three-dimensional solid elements were used for modelling and both geometric and material nonlinear analysis was performed.

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26

Konkong, N. "An Investigation on the Ultimate Strength of Cold-Formed Steel Bolted Connections." Engineering, Technology & Applied Science Research 7, no. 4 (August 9, 2017): 1826–32. http://dx.doi.org/10.48084/etasr.1243.

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This paper presents experimental results and finite element analysis of the cold-formed steel bolted connection under shear loading. Experiments are conducted to study the ultimate behaviors, such as ultimate strength and failure mode of connections. The samples were fabricated into three different groups, single bolted, double bolted and quadruple bolted connection. Material properties were determined by tensile coupon testing. Bearing failure modes were detected in the bolted connection tests. The ultimate capacities were compared with the nominal strengths calculated using the AISI (2012). The comparisons show that the nominal strength parameters predicted by this specification is conservative. The finite element analysis shell elements were used to model the cold-formed steel plate while solid elements were used to model the bolted fastenings for the purpose of studying the structural behavior of bolted connections. Material nonlinearities, contact problem and geometry nonlinearities analysis are carried out in order to predict ultimate strength and failure mode of connections. The results show that the proposed model accurately represents the failure mode and ultimate strength of bolted connection, as determined from experimental investigation. The new factor for type of bearing connection has a good agreement with the tested bearing strength of bolt connection.

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27

Hameed, A. Abdul, and S. Shahul Hameed. "Experiment on the Flexural Functioning of Cold-Formed Steel Built-Up Complex Hat Section." International Journal for Research in Applied Science and Engineering Technology 10, no. 12 (December 31, 2022): 1834–38. http://dx.doi.org/10.22214/ijraset.2022.48202.

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Abstract: Cold-formed steel members are comprehensively utilized in the building construction industry, especially in residential, commercial, and industrial buildings. Thin sheet steel products are widely noticed in the building industry and range from purlins to roof sheeting and floor decking. Generally, these are used for basic building elements for the congregation at the site or as prefabricated frames or panels. They obtained the generic title ‘ Cold-Formed Steel Sections. The uses of these products are many and varied, ranging from “tin” cans to structural piling, from keyboard switches to mainframe building members. This paper dispenses an experimental and software analysis of the flexural behavior of cold-formed steel built-up sections. The experimental results are also verified with finite element analysis using Manual Designs and ANSYS Software. The analytical results obtained are better exposure to the experimental results.

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28

Nivethitha, A. P., G. Vani, and P. Jayabalan. "Numerical Analysis of Eccentrically Loaded Cold-Formed Plain Channel Columns." Journal of Structures 2014 (June 24, 2014): 1–10. http://dx.doi.org/10.1155/2014/908415.

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Finite element analysis of pinned cold-formed plain channel columns of different width-to-thickness ratios is presented in this paper. The study is focused not only on axially loaded columns, but also on eccentrically loaded columns. The general purpose finite element software ABAQUS 6.12 was used, and the force controlled loading was adopted. Geometric and material nonlinearities were incorporated in the finite element model. The ultimate loads are compared with the direct strength method (DSM) for axially loaded columns. Also, a parametric study is done by varying the length of the column and width of the unstiffened element. It is observed that the results correlate better with the DSM values for columns having unstiffened elements of lower bf/t ratios. The change in ultimate load is studied only in ABAQUS, as the position of load moves towards the free edge and the supported edge of the unstiffened element. A parametric study is done by varying the nonuniform compression factor for the columns. It is observed that the ultimate load increases as the position of load moves towards the supported edge and it is influenced by the bf/t ratio of the unstiffened element.

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29

Shi, Yan Li, Yao Jin, Peng Peng Zhang, and Wen Da Wang. "Research on Shear Resistance of Cold-Formed Steel Stud Composite Walls." Advanced Materials Research 243-249 (May 2011): 636–40. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.636.

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It is important to determine the shear resistance of the cold-formed steel stud composite wall which is a main component of the light-weight steel housing. A finite element model (FEM) was introduced in this paper to simulate the shear resistance of this type of composite walls. The material and geometric nonlinear were considered, and the single side gypsum walls and columns are simulated by shell elements, respectively while the screws and frame are modeled by coupling method. The results obtained from FEM were verified against the others’ experimental results. Parametric study is carried out with materials of wall panel, strength of steel members, stud spacing, wall height, and screw spacing to analyze the shear-carrying capacity of the walls. A simplified formula for shear resistance of the composite wall was proposed based on parametric analysis.

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30

Abdel-Rahman, Nabil, and K. S. Sivakumaran. "Effective design width for perforated cold-formed steel compression members." Canadian Journal of Civil Engineering 25, no. 2 (April 1, 1998): 319–30. http://dx.doi.org/10.1139/l97-095.

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Perforations are often provided in the web and (or) flange plates of beams and columns of cold-formed steel (CFS) structural members in order to facilitate duct work, piping, and bridging. This paper is concerned with the establishment of effective design width equations for the determination of the ultimate strength of such perforated members in compression. A proven finite element model has been used to study the effects of perforation parameters on the ultimate strength of perforated members. The finite element model consists of short columns of lipped channel CFS sections, discretized using nonlinear "assumed strain" shell finite elements, and utilising experimental-based material properties models. The parametric study covers web slenderness values between 31 and 194, perforation width to web width ratios up to 0.6, and perforation height to perforation width ratios up to 3.0. Effective design width equations for plates having square perforations and elongated perforations were developed. The efficiency and accuracy of these two equations in predicting the ultimate strength of perforated CFS compression members have been verified through a comparison with the ultimate load results of several experimental studies from the literature.Key words: cold-formed steel, compressive loads, local buckling, perforations, finite element analysis, experimental, post-buckling strength, ultimate strength, effective width, design.

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Bass, Brent J., and Jesse L. Beaver. "Section Idealization of Corrugated Thermoplastic Pipe in AASHTO Design." Transportation Research Record: Journal of the Transportation Research Board 2672, no. 41 (October 1, 2018): 1–10. http://dx.doi.org/10.1177/0361198118798990.

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The AASHTO Load and Resistance Factor Bridge Design Specifications (AASHTO LRFD) thermoplastic pipe design method requires corrugated pipe local buckling resistance to be determined based on corrugation effective area. The effective area may be determined through calculations or physical tests on sections of pipe. When determined through calculations, effective area is based on individual corrugation element (e.g., crest, valley, web) slenderness following methods published by the American Iron and Steel Institute (AISI) for cold-formed steel design. Cold-formed steel members are rolled from constant-thickness steel sheet and have cross-sections divided into elements by distinct corners. In contrast, corrugated thermoplastic pipe cross-sections have variable geometries with non-uniform thickness, elements without distinct corners defining their ends, and elements that may be rounded or have other beneficial features such as intermediate ribs or stiffeners. Applying the calculation method requires idealization of corrugation elements into flat plates of representative clear width and thickness. As corrugation geometries have evolved with the increased use of thermoplastic pipe, there has not been a thorough review of appropriate methods of idealization to ensure current geometries meet the intent of the design method. This paper reviews the existing AASHTO LRFD effective area calculation method, information from background documents upon which the AASHTO LRFD method was based (NCHRP reports 438 and 631), and relevant information from the AISI Specification for the Design of Cold-Formed Steel Structural Members; identifies important concepts for cross-section idealization; and provides recommendations for idealization of corrugation members with curves and intermediate stiffeners.

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32

Tusnin, Alexander, and Ilya Selyantsev. "The Influence of Cross-Section Shape Changing on Work of Cold Formed Beam." Advanced Materials Research 1025-1026 (September 2014): 361–65. http://dx.doi.org/10.4028/www.scientific.net/amr.1025-1026.361.

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The Necessity of taking into account the ability of cold-formed steel thin-walled profiles to gradually change its cross section shape proportionally to the load acting on it is considered. Free torsion constants Jt value for cold-formed profiles is justified. Underestimation of beam torsion due to ignoring of the cross-section contour deformation is assessed. The thin-walled Z and C-shaped cold formed steel sections recently are becoming more and more popular in the constructions of low-rise buildings. A characteristic feature of cold-formed thin-walled profiles in these structures is the need to consider not only the longitudinal and bending deformations, but also the deformations of torsion. Presently there are two approaches to analysis of structures of thin-walled cold-formed steel sections. One of them is based on the thin-walled beam theory designed by V.Z. Vlasov, another one is based on the super-critical load-carrying capacity theory. In the first approach the contour of the cross-section is non-deformable, in the second caseanalysis is carried out on the basis of a reduced cross-section, caused by local buckling of the compressed cross-section elements. Both approaches do not take into account the ability of cold-formed steel thin-walled profiles to change itscross section shape proportionally to the load acting on it. In this connection it is necessary to conduct theoretical and experimental studies of the cross-section deformation effect on behavior of cold-formed steel profiles.First of all,it is important to find out the range of section-length characteristics for cold-formed profiles in which the fact of not taking into account of contour deformation of the cross-section leads tothe significant, from an engineering point of view, error in the calculations. Also it is needed to estimatehowload types and connections applied on cross section influence on cross-section form changing.

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Al-Kharat, M., and C. A. Rogers. "Inelastic performance of screw-connected cold-formed steel strap-braced walls." Canadian Journal of Civil Engineering 35, no. 1 (January 2008): 11–26. http://dx.doi.org/10.1139/l07-081.

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Cold-formed steel, screw-connected strap-braced walls (15 specimens, 2.44 m × 2.44 m each), designed following a capacity-based approach, were tested to evaluate their performance in the inelastic range of behaviour. Gross cross-section yielding of the tension braces was the specified failure mode in the design procedure. Extended tracks and additional shear anchors were installed, such that inelastic deformations would be limited to tension yielding of the braces. Walls without extended tracks were able to reach their yield level; however, damage to other frame elements occurred, thus reducing the ductility level that was attained. Cyclically loaded walls (0.5 Hz) with track extensions showed that wall performance is also dependent on the strain rate experienced by the braces. An Fu / Fy ratio greater than 1.2 is necessary to limit the possibility of brace fracture under seismic loading. Preliminary force modification factors, Rd = 2.0 and Ro = 1.3, are recommended for walls designed and detailed to achieve ductile performance.

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Prikhod’ko, I. Yu, E. V. Parusov, O. V. Parusov, I. N. Chuiko, and E. S. Klemeshov. "Elements of Technology for Producing Cold-Formed Rebar from C86D Steel Using an Idle Stand." Steel in Translation 50, no. 7 (July 2020): 481–86. http://dx.doi.org/10.3103/s0967091220070116.

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35

Lukačević, Ivan, Viorel Ungureanu, Anđelo Valčić, and Ivan Ćurković. "Numerical study on bending resistance of cold‐formed steel back‐to‐back built‐up elements." ce/papers 4, no. 2-4 (September 2021): 487–94. http://dx.doi.org/10.1002/cepa.1320.

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36

Al Ali, Mohamad, Michal Tomko, and Ivo Demjan. "Experimental Investigation and Theoretical Analysis of Polystyrene Panels with Load Bearing Thin-Walled Cold-Formed Elements." Applied Mechanics and Materials 769 (June 2015): 145–52. http://dx.doi.org/10.4028/www.scientific.net/amm.769.145.

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The paper presents preliminary results of theoretical and experimental analysis of the resistance of construction panels at compressive loading. Panels, made on the base of polystyrene foam in combination with thin-walled cold-formed elements, should be used as a load-bearing wall panels for simple and small structures. Investigated panels, with dimensions 1.0x2.5x0.15 m, are formed by six thin-walled elements of U-profile with a thickness of 0.8 mm, which are stabilized by glued polystyrene board EPS 100 S, 150 mm thick. Sufficient number of strain gages and inductive sensors were used for the experimental measurement of strains and deflections. Strain gauges and inductive sensors were both-sided suitably located on each tested panel. Spatial calculation model was created within software SCIA and ANSYS. Geometrically nonlinear analysis was used for the numerical solution. Based on the numerical and experimental results, the efficiency of polystyrene boards on the stability of used thin-walled steel elements was determined.

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37

Mourad, S. A., A. M. Naguib, and H. H. Alanwar. "Numerical modelling of apex connections in cold-formed steel gable frames." IOP Conference Series: Earth and Environmental Science 1056, no. 1 (August 1, 2022): 012037. http://dx.doi.org/10.1088/1755-1315/1056/1/012037.

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Abstract Cold-formed steel (CFS) sections have gained acceptance as primary elements in steel frames due to their exceptionally high strength to weight ratio. The main purpose of this research is to study the behavior of the apex joint in portals frame when subjected to monotonic vertical load. Numerical models for apex connections are developed using a finite element program to study the behavior of the connection. The numerical model is first verified by comparing its results with available experimental and numerical results. After the verification, the effect of several parameters on the connection performance was investigated. The parameters included the effect of the connecting gusset thickness and length as well as the effect of the distance between bolts. Moment-rotation relationships for different CFS apex connection numerical models were analyzed. The numerical models showed that the most significant modes of failure were gusset plate or beam web buckling. Increasing the distance between the two connected sections decreased the connection moment capacity, whereas increasing the thickness of the connecting plate enhanced the moment capacity.

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38

Chen, Ming, and Yang Sun. "Finite Element Study on Seismic Performance of Inclined Joint of Cold- Formed Steel with Plate." Advanced Materials Research 163-167 (December 2010): 615–19. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.615.

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To understand the seismic performance of inclined joints with gusset plate between double C steel beam-column, in this paper, I used finite element method ABAQUS, and did a good performance in simulating seismic performance of inclined joints between double C steel beam-column. It executed six models by changing gusset-plate’s thickness and bolt space in this simulation. Elements of S4R can give a good description of cold-formed steel’s bearing-capacity, and coupling restriction simulated bolted connections well. This modeling method is facilitating, and the operation time of simulation is not long-playing, and calculation results are accurate. The results of this paper can give a reference to the engineering application of cold-formed thin-walled steel structure.

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39

Konkong, Nirut, and Kitjapat Phuvoravan. "An Analytical Method for Determining the Load Distribution of Single-Column Multibolt Connection." Advances in Civil Engineering 2017 (2017): 1–19. http://dx.doi.org/10.1155/2017/1912724.

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The purpose of this research was to investigate the effect of geometric variables on the bolt load distributions of a cold-formed steel bolt connection. The study was conducted using an experimental test, finite element analysis, and an analytical method. The experimental study was performed using single-lap shear testing of a concentrically loaded bolt connection fabricated from G550 cold-formed steel. Finite element analysis with shell elements was used to model the cold-formed steel plate while solid elements were used to model the bolt fastener for the purpose of studying the structural behavior of the bolt connections. Material nonlinearities, contact problems, and a geometric nonlinearity procedure were used to predict the failure behavior of the bolt connections. The analytical method was generated using the spring model. The bolt-plate interaction stiffness was newly proposed which was verified by the experiment and finite element model. It was applied to examine the effect of geometric variables on the single-column multibolt connection. The effects were studied of varying bolt diameter, plate thickness, and the plate thickness ratio (t2/t1) on the bolt load distribution. The results of the parametric study showed that thet2/t1ratio controlled the efficiency of the bolt load distribution more than the other parameters studied.

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40

Dobrić, Jelena, Aljoša Filipović, Nancy Baddoo, Zlatko Marković, and Dragan Buđevac. "The new buckling curves for cold-formed stainless steel equal-leg angle columns." Gradjevinski materijali i konstrukcije 64, no. 3 (2021): 171–76. http://dx.doi.org/10.5937/grmk2103171d.

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The design rules for centrically compressed stainless steel equal-leg angle members are not explicitly stated in the current European standard SRPS EN 1993-1-4. This paper summarizes the results of extensive research conducted on this type of structural elements aiming to define recommendations for their design. Based on a systematic experimental investigation, a detailed numerical analysis was performed, and a database of columns' resistances were defined. Material and geometric nonlinear analysis included three key stainless steel alloys, austenitic, ferritic and duplex. The design curves for flexural and flexural-torsional buckling check have been proposed in accordance with European codified procedures.

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41

Rejek, Michał, Nikodem Wróbel, Jolanta Królczyk, and Grzegorz Królczyk. "Designing and Testing Cold-Formed Rounded Connections Made on a Prototype Station." Materials 12, no. 7 (March 31, 2019): 1061. http://dx.doi.org/10.3390/ma12071061.

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This paper presents the design of cold-formed rounded connections between a tube and a connecting block and the analysis of test results that were carried out with six fabricated samples. The joints manufactured on a specially designed prototype station were made by forming tools that were adjusted to connecting elements regarding the diameter and the shape. All of the samples prepared for this study were of the same diameters relating to the diameter of a hole in a connecting block and the outer diameter of a pipe flange. However, they were different concerning the height of the connecting block flange. The article presents features of joints that were manufactured with a designed forming tool on the prototype station. The achieved connections were examined in destructive testing (Micrography, Tensile Strength Test) and in non-destructive testing (Leakage Test). The research project aims were to state the differences in energy consumption of made connections and extend the concept of cold-formed rounded connections. Furthermore, this article presents the effects of FEA simulation of the cold-formed joint based on the results of destructive and non-destructive tests.

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42

Lukačević, Ivan, Ivan Ćurković, Andrea Rajić, and Ivan Čudina. "Innovative Lightweight Cold-Formed Steel-Concrete Composite Floor System – LWT-FLOOR project." IOP Conference Series: Materials Science and Engineering 1203, no. 3 (November 1, 2021): 032078. http://dx.doi.org/10.1088/1757-899x/1203/3/032078.

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Abstract To provide the foundations for economic and social prosperity, countries worldwide need to be making a term investment in their building assets. However, there is a lack of a systematic approach, such as manufacturing innovations, to maximize the values of building components and materials in its entire lifecycle. Steel-concrete composite floor systems are one of the most cost-effective construction systems for multi-storey steel buildings because they combine structural efficiency with the speed of construction. These advantages depend on the efficiency of combining steel and concrete structural elements to avoid their inherent disadvantages. This paper presents a solution that integrates state-of-the-art knowledge in new, fast and productive spot-welding technology and innovative cold-formed steel-concrete composite solutions. The solution proposes a new construction method as a combination of built- up cold-formed steel members and cast-in-place concrete slab. The proposed floor system offers key benefits in terms of a high degree of prefabrication, reusability and long spanning capability.

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43

Feng, Ruo-Qiang, Qi Cai, Ying Ma, Shen Liu, and Gui-Rong Yan. "Simulation study on shear resistance of new cold-formed-steel-framed shear walls sheathed with steel sheet and gypsum boards." Advances in Structural Engineering 23, no. 9 (January 21, 2020): 1800–1812. http://dx.doi.org/10.1177/1369433219900681.

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The objective of this article is to present finite element modelling protocols and validation studies for the new cold-formed-steel-framed shear walls sheathed with steel sheet and gypsum boards. In this model, the nonlinear behaviours of the tapping screw connectors are represented by employing the ‘Pinching4’ material along with ‘zeroLength’ elements. The constitutive relationship parameters of the ‘Pinching4’ material were determined based on experimental data from the self-tapping screw connector shear test performed by the authors. The proposed procedure is implemented to generate the analytical specimens of seven full-scale cold-formed steel shear walls in the OpenSees platform. The load–deformation relationships, hysteresis curves and skeleton curves are compared with the test results performed by the authors. The results show that the finite element models can accurately simulate the shear characteristics of the new cold-formed steel shear walls. Finally, the effects of steel sheet thickness, stud thickness, sheathed material and height-to-width ratio of walls on the shear resistance were investigated.

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44

Raswitaningrum, Tanjung Rahayu, Budiman Budiman, Basit Al Hanif, and Sahrul Mujib. "NUMERICAL MODELLING ON BEHAVIOUR OF COLD-FORMED STEEL UNLIPPED CHANNEL UNDER COMBINED COMPRESSION AND BENDING ACTIONS." International Journal of Civil Engineering and Infrastructure 2, no. 2 (January 4, 2023): 10. http://dx.doi.org/10.24853/ijcei.2.2.10-18.

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Research and development of construction materials continue to be carried out, getting materials, cross-sectional shapes, and manufacturing methods that are more efficient than before. Cold-formed steel is a material breakthrough in construction that has advantages over hot-rolled steel. In this paper, the cross-section of cold-rolled steel unlipped channel will be analyzed which is subjected to a combination of axial and bending loads. Investigating elements will be carried out using the finite element method on ABAQUS, and the results of the analysis produce a visualization of the behavior and capacity of the cold-rolled steel section. The cross-section capacity results obtained from the numerical test results will be compared with the predictions given by SNI 7971-2013 or AS/NZS 4600. Existing research in the literature will be used as a reference in conducting numerical analysis and calculating ultimate capacities.

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45

Dinovitzer, Aaron S. "Optimization of cold formed steel C-sections using standard Can/CSA-S136-M89." Canadian Journal of Civil Engineering 19, no. 1 (February 1, 1992): 39–50. http://dx.doi.org/10.1139/l92-004.

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The lip dimension of cold formed steel C-sections (channels) is optimized according to the provisions of CSA Standard CAN/CSA-S136-M89 "Cold formed steel structural members." The provisions in the 1989 edition of S136 are compared with those of the 1984 edition. Due to changes in design criteria, previously optimal sections are no longer optimal. The interaction of many of the elements is described and the manner in which the design standard takes the interaction into account is discussed. The lip sizes of C-sections are optimized in order to maximize flexural resistance and minimize cross-sectional area. An optimal C-section is one in which the flange is nearest to being fully effective. The optimal geometry generally has a lip-to-flange ratio of 3/8, which is restricted by a maximum lip flat width of 14 times the steel thickness. An optimal section based on the 1989 edition of S136 has a lower flexural resistance and a longer lip than an optimal C-section based on the 1984 edition of S136. Due to certain changes in the 1989 edition of S136, cold work of forming is now applicable in fewer cases than previously allowed by the 1984 edition of S136. Key words: cold formed steel, effective width, stiffener, lip, C-section, channel, optimization.

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46

Shin, Dong-Hyeon, and Hyung-Joon Kim. "Macro-Modelling Approach for the In-Plane Cyclic Response of Cold-Formed Steel Partition Walls." Applied Sciences 10, no. 22 (November 18, 2020): 8163. http://dx.doi.org/10.3390/app10228163.

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Past earthquakes demonstrate that non-structural elements could be vulnerable to a relatively low intensity ground shaking which induces negligible structural damage. The study aims to improve previously developed macro-models of cold-formed steel (CFS) partition walls to properly capture their in-plane cyclic response and damage states of important components in a CFS partition wall under imposed excitation. An effective analytical modelling approach is adopted for a simple modelling procedure and less computational effort. The proposed analysis model of partition walls consisting of several lumped spring elements is verified using direct comparison with two full scale CFS partition wall tests. The analytical and experimental results are compared in terms of force–displacement relations, dissipated energy, and an influential damage mechanism of components consisting of partition walls. The comparison shows that the analytical model well captures the experimental response such as the overall strength and stiffness degradation and pinching behavior. Moreover, the damage mechanism predicted by the analytical model is in good agreement with that observed during the tests.

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47

Lukačević, Lazar, Paulina Krolo, and Antonio Bakran. "Experimental Investigation of Novel Angle Bracket Connection in Cold-Formed Steel Structures." Buildings 12, no. 8 (July 28, 2022): 1115. http://dx.doi.org/10.3390/buildings12081115.

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In this study, an innovative fabricated angle bracket connection for joining cold-formed steel structures is presented and investigated. The innovation lies in the especially designed and manufactured angle bracket and in the method of connecting the angle bracket for the C-profile using clinch pressing. This novel angle bracket can be used to connect cold-formed steel elements such as beam trusses at the ends of the chords or for anchoring the column base. Five specimens were fabricated and experimentally tested under monotonic tensile loading until failure. A specific tool was developed to properly hold C-profiles. Three displacement measurement procedures were performed, and the appropriate method was used to analyse the test results. The main failure mechanism of the angle bracket connection determined by the tests was pull-through of the M12 bolt, whose resistance is compared with the calculated values according to the AISI S100-16 and EN 1993-1-3 standards. There was no bearing failure in the innovative connection between the C-profile and the angle bracket, which indicates an increase in the bearing capacity of the connection.

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48

El-Lafy, Heba F., Elbadr O. Elgendi, and Alaa M. Morsy. "Applying Optimization Techniques on Cold-Formed C-Channel Section Under Bending." International Journal of Applied Mechanics and Engineering 27, no. 4 (December 1, 2022): 52–65. http://dx.doi.org/10.2478/ijame-2022-0050.

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Abstract There are no standard dimensions or shapes for cold-formed sections (CFS), making it difficult for a designer to choose the optimal section dimensions in order to obtain the most cost-effective section. A great number of researchers have utilized various optimization strategies in order to obtain the optimal section dimensions. Multi-objective optimization of CFS C-channel beams using a non-dominated sorting genetic algorithm II was performed using a Microsoft Excel macro to determine the optimal cross-section dimensions. The beam was optimized according to its flexural capacity and cross-sectional area. The flexural capacity was computed utilizing the effective width method (EWM) in accordance with the Egyptian code. The constraints were selected so that the optimal dimensions derived from optimization would be production and construction-friendly. A Pareto optimal solution was obtained for 91 sections. The Pareto curve demonstrates that the solution possesses both diversity and convergence in the objective space. The solution demonstrates that there is no optimal solution between 1 and 1.5 millimeters in thickness. The solutions were validated by conducting a comprehensive parametric analysis of the change in section dimensions and the corresponding local buckling capacity. In addition, performing a single-objective optimization based on section flexural capacity at various thicknesses The parametric analysis and single optimization indicate that increasing the dimensions of the elements, excluding the lip depth, will increase the section’s carrying capacity. However, this increase will depend on the coil’s wall thickness. The increase is more rapid in thicker coils than in thinner ones.

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49

Anto, Megha, Raghavan Ramalingam, and Jayabalan Perumalsamy. "Strength of Cold-Formed Stainless-Steel Corrugated Rectangular Sections under Compression." Proceedings of the 12th Structural Engineering Convention, SEC 2022: Themes 1-2 1, no. 1 (December 19, 2022): 1441–47. http://dx.doi.org/10.38208/acp.v1.674.

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Provision of intermediate stiffening is an effective method to improve the strength of cold-formed steel compression members without having to increase the outer dimensions of the section. As cold-formed sections can be easily produced in various cross-section profiles, the effect of intermediate stiffening on ultimate load carrying capacity and behavior of structural elements need to be determined. In this study columns with Cold-Formed Stainless-Steel and Corrugated Rectangular Hollow Sections are studied numerically using Finite Element analysis. The column simulation is conducted using ABAQUS software including material nonlinearity and performed with the Static Riks procedure. The objective is to study how providing stiffening in the form of corrugations influences the buckling behavior of these columns. Columns for a range of slenderness ratio with varying cross-section parameters were modelled and compared to identify the influencing parameters. The study showed that buckling strength of columns can be significantly increased by providing corrugations. Corrugations effectively resisted local buckling in columns even with low slenderness ratio. The parameters influencing the buckling behavior are identified as cross-section aspect ratio, corrugation height, corrugation width and minimum radius of gyration of the cross-section. Buckling curves are placed for the corrugated sections based on the numerical analysis, and in relation to the buckling curves provided in design standards. On comparing them with the predictions by Euro Code (EN 1993-1-4 (2006)), it was observed that Euro Code predictions are conservative, which is also seen from the buckling curves shown for the corrugated sections.

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50

Rokade, R. P., K. Balaji Rao, and B. Palani. "Determination of Modelling Error Statistics for Cold-Formed Steel Columns." Advances in Civil Engineering 2020 (February 28, 2020): 1–25. http://dx.doi.org/10.1155/2020/3740510.

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In this article, an attempt has been made to estimate the Modelling Error (ME) associated with compression capacity models available in international standards for different failure modes of compression members fabricated from Cold-Formed Steel (CFS) lipped channel sections. For the first time, a database has been created using test results available in the literature for compression capacities of CFS lipped-channel sections. The database contains details of 273 numbers of compression member tests which have failed in different failure modes, namely, (i) flexural, torsional, flexural-torsional, local, and distortion buckling and (ii) failure by yielding. Only those sources, which report all the details, required to compute the capacities using different standards are included in the database. The results of experimental investigations carried out at CSIR-Structural Engineering Research Centre, Chennai, are also included in this test database. The international codes of practice used in calculation of compression capacities of the database columns considered in this paper are ASCE 10-15 (2015), AISI S100-16 (2016), AS/NZS 4600: 2018 (2018), and EN 1993-1-3:2006 (2006). The ASCE, AISI, AS/NZS, and EN design standards have different design guidelines with respect to the failure modes, e.g., ASCE 10-15 (2015) standard provides stringent criteria for maximum width to thickness ratio for stiffened and unstiffened elements. Hence, guidelines for the distortional buckling mode are not provided, whereas the AISI S100-16 (2016) and AS/NZS 4600: 2018 (2018) standards consider separate guidelines for distortional buckling mode and EN 1993-1-3:2006 (2006) standard considers combined local and distortional buckling mode. Further, the sample size for each design standard is varying depending on the design criteria and failure mode. Studies on statistical analysis of ME suggest that the compression capacity predicting models for flexural-torsional buckling mode are associated with large variation irrespective of the design standard. Similar observations are made for the flexural buckling model as per EN 1993-1-3:2006 (2018) standard and distortional buckling models as per AISI S100-16 (2016) and AS/NZS 4600: 2018 (2018) standards. The compression capacities for test database sections are evaluated by neglecting the partial safety factors available in design standards. The probabilistic analysis to determine statistical characteristics of compression capacity indicates the importance of consideration of ME as a random variable. Hence, the ME results will be useful in code calibration studies and may have potential reference to design practice.

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