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Journal articles on the topic 'Box and Lipped Channel Sections'

Author: Grafiati
Published: 4 June 2021
Last updated: 4 February 2022

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1

Yao, Xinmei, Xuhong Zhou, Yu Shi, Yu Guan, and Yuxuan Zou. "Simplified calculation method for flexural moment capacity of cold-formed steel built-up section beams." Advances in Structural Engineering 23, no. 14 (June 20, 2020): 3153–67. http://dx.doi.org/10.1177/1369433220931208.

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Cold-formed steel built-up section beams are commonly employed in cold-formed steel framing owing to their excellent mechanical performance. In order to develop a simplified approach for obtaining the flexural moment capacity of built-up section beams, both experimental study and numerical analysis on the flexural behavior of cold-formed steel built-up I-section and box section beams under flexural load were carried out in this study. The I-section beams are assembled from two back-to-back cold-formed steel lipped channels, and the box section beams consist of a cold-formed steel plain channel overlapping a lipped channel. First, four-point bending tests were performed on 30 simply supported specimens having 10 different configurations, and the moment capacities and failure modes of built-up section beams at ultimate loads were investigated. The failure characteristics observed were the interaction of local and distortional buckling of the web and top flange for I-section beams and local buckling of the web and top flange in pure bending for box section beams. Then, finite element models were developed to simulate the tested specimens and validated against the experimental results in terms of the moment capacities and failure characteristics. Moreover, extensive parametric studies, including section height-to-width ratio and flange width-to-thickness ratio, were conducted with the validated numerical models to identify the key factors influencing built-up section beams. Finally, a simplified calculation method considering the reduction factor of the gross section modulus of the built-up section to predict the flexural moment capacities of cold-formed steel built-up I-section and box section beams was proposed.
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2

Making, Maria Yasinta Menge, Ali Awaludin, and Bambang Supriyadi. "The Effects on Screw Fasteners Spacing on Flexural Behavior and Strength Capacity of Cold-Formed Steel Built-Up Box Sections." MEDIA KOMUNIKASI TEKNIK SIPIL 26, no. 2 (February 2, 2021): 163–73. http://dx.doi.org/10.14710/mkts.v26i2.31503.

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The capacity and behaviour of cold-formed steel built-up sections are affected by the arrangement of the connections. This study aims to determine the effect of the screw spacing to the bending capacity and behaviour of the cold-formed steel built-up box section which made from lipped-channel (1.0 mm thick, 81 mm web height, 8.5 mm lip height, upper and lower wing width 38 mm and 40 mm). A total of 19 beams with a length of 1200 mm each are subjected to pure bending moments by applying two point loads spaced 600 mm in the midspan. The screw spacing variations in the moment span are 100 mm, 150 mm, 200 mm, 250 mm, 300 mm, 328 mm, and 350 mm. The test results show the average of bending capacity of the beam test is increasing with the reduction in screw spacing while the screw configuration also affects the beam capacity. Analysis of the bending capacity using the effective width method and the direct strength method based on AISI S100-16 gives very conservative results. The failure mode of the built-up box sections were observed in the form of local buckling, distortion, and lateral-torsional buckling.
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3

Dobrić, Jelena, and Barbara Rossi. "Column Curves for Stainless Steel Lipped–Channel Sections." Journal of Structural Engineering 146, no. 10 (October 2020): 04020221. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002708.

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4

Chen, Ming, Zhi Bin Feng, Zhou Zhou, Ya Long Wang, and Qiang Zhang. "Nonlinear Numerical Study of Cold-Formed Lipped Channel Beam-Columns." Advanced Materials Research 919-921 (April 2014): 183–87. http://dx.doi.org/10.4028/www.scientific.net/amr.919-921.183.

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Cold-formed lipped channel sections may fail in local, distortional and overall buckling under compression. With the development of computer technology, finite element analyses of these sections play increasing important roles in engineering practice for economic design and time-saving purpose. A kind of typical cold-formed lipped channel beam-column with varying load eccentricity was analyzed in this paper by using the finite element program of ANSYS to observe the buckling modes and load carrying capacities of the columns. All the results can be the reference for further studies.
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5

Dissanayake, D. M. M. P., K. Poologanathan, S. Gunalan, K. D. Tsavdaridis, K. S. Wanniarachchi, and B. Nagaratnam. "Bending-shear interaction of cold-formed stainless steel lipped channel sections." Structures 30 (April 2021): 1042–55. http://dx.doi.org/10.1016/j.istruc.2020.12.071.

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6

Xingyou, Yao. "Design Reliability Analysis of Cold-Formed Thin-Walled Steel Members with Lipped Channel Sections Considering Distortional Buckling." Open Civil Engineering Journal 11, no. 1 (November 21, 2017): 906–18. http://dx.doi.org/10.2174/1874149501711010906.

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Introduction: Based on the experimental results of cold-formed thin-walled steel lipped channel sections, the uncertainty of calculating mode of load-carrying capacity using effective width method considering distortional buckling for different material types cold-formed steel compressed members was researched, and the uncertainties of material strength and geometric characteristics of the typical sections were statistically analyzed. Methods: According to the recommended resistance of partial coefficient in the draft of Technical code of cold-formed steel structures (GB50018-), the reliability indexes of cold-formed thin-walled steel lipped channel sections under compression were investigated using the improved first-order second-moment method considering different possible external loading combinations. Results: The analyzed results show that, using the recommended resistance partial coefficient in the code draft, the reliability indexes of the compressed members with width-thickness ratio within the limitation of code draft can well met the target reliability index. The suitability of the corresponding calculating modes of load-carrying capacity considering distortional buckling was established.
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7

Dissanayake, D. M. M. P., K. Poologanathan, S. Gunalan, K. D. Tsavdaridis, B. Nagaratnam, and K. S. Wanniarachchi. "Numerical modelling and shear design rules of stainless steel lipped channel sections." Journal of Constructional Steel Research 168 (May 2020): 105873. http://dx.doi.org/10.1016/j.jcsr.2019.105873.

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8

Sivakumaran, K. S., Ming Yin Ng, and Steven R. Fox. "Flexural strength of cold-formed steel joists with reinforced web openings." Canadian Journal of Civil Engineering 33, no. 9 (September 1, 2006): 1195–208. http://dx.doi.org/10.1139/l06-064.

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The floor joists of cold-formed steel (CFS) structures often require large web openings. Reinforcement of such openings may mitigate the detrimental effects of such web openings. This paper is based on an experimental investigation that considered 203 mm deep (base thickness 1.89 mm) galvanized, lipped channel sections with circular, square, and rectangular openings and two associated reinforcement schemes (screw fastening of 31.8 mm × 1.1 mm thick bridging channel). Since the focus of this investigation was on the flexural strength of such joists, the test specimens were simply supported and were subjected to two equal point loads at equal distance from the supports. Two lipped channel sections were set face-to-face to form the test specimen assembly. Based on 11 sets of three identical flexural tests, it was determined that (i) the tension zones of the web with a large opening need not be reinforced, (ii) closely spaced screw fastening of reinforcements (bridging channel) is essential, and (iii) the reinforcements need to be fastened as close as possible to the compression edges of the opening to minimize local buckling of these edges. This paper demonstrates that it is possible to establish cost-effective reinforcement schemes for CFS sections with large web openings.Key words: cold-formed steel, joists, flexural strength, web openings, reinforcements, experimental.
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9

Yousefi, Amir M., James BP Lim, Asraf Uzzaman, Ying Lian, G. Charles Clifton, and Ben Young. "Design of cold-formed stainless steel lipped channel sections with web openings subjected to web crippling under end-one-flange loading condition." Advances in Structural Engineering 20, no. 7 (September 27, 2016): 1024–45. http://dx.doi.org/10.1177/1369433216670170.

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This article presents a numerical investigation on the web crippling strength of cold-formed stainless steel lipped channel sections with circular web openings under end-one-flange loading condition. In order to take into account the influence of the circular web openings, a parametric study involving 1992 finite element analyses was performed, covering duplex EN1.4462, austenitic EN1.4404 and ferritic EN1.4003 stainless steel grades; from the results of the parametric study, strength reduction factor equations are proposed. The web crippling strengths predicted by the reduction factor equations are first compared to the strengths calculated using the equations recently proposed for cold-formed carbon steel lipped channel sections. It is demonstrated that the strength reduction factor equations proposed for cold-formed carbon steel are unconservative for the stainless steel grades by up to 7%. Unified strength reduction factor equations are then proposed that can be applied to all three stainless steel grades.
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10

Nguyen, Huu Thanh, and Seung Eock Kim. "Buckling of composite columns of lipped-channel and hat sections with web stiffener." Thin-Walled Structures 47, no. 11 (November 2009): 1149–60. http://dx.doi.org/10.1016/j.tws.2009.04.011.

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11

Xingyou, Yao, Guo Yanli, and Li Yuanqi. "Effective width method for distortional buckling design of cold-formed lipped channel sections." Thin-Walled Structures 109 (December 2016): 344–51. http://dx.doi.org/10.1016/j.tws.2016.10.010.

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12

Peiris, Mithum, and Mahen Mahendran. "Behaviour of cold-formed steel lipped channel sections subject to eccentric axial compression." Journal of Constructional Steel Research 184 (September 2021): 106808. http://dx.doi.org/10.1016/j.jcsr.2021.106808.

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13

Alsanat, Husam, Shanmuganathan Gunalan, Keerthan Poologanathan, and Hong Guan. "Web crippling investigations of aluminium lipped channel sections under one-flange loading conditions." Thin-Walled Structures 166 (September 2021): 108025. http://dx.doi.org/10.1016/j.tws.2021.108025.

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14

Chen, Ming, Zi Qi He, and Zhan Ke Liu. "Distortional Buckling Control of Cold-Formed Lipped Channel Columns with Web Stiffener." Advanced Materials Research 838-841 (November 2013): 308–13. http://dx.doi.org/10.4028/www.scientific.net/amr.838-841.308.

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For cold-formed lipped channel columns with web stiffener, the distortional buckling stress may be lower than the local buckling and overall buckling stress, and thus it may control the design. A countermeasure to prevent the distortional buckling of such sections form happening by setting batten plates between two lips of the section was analyzed using the finite element program of ANSYS. Varying length and one way axial force eccentricity were concerned to observe the effect of the batten plates to the buckling behavior, load carrying capacities of the section in different cases. All the results can be the reference for later experimental study.
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15

Yao, Jian, Ting Ting Tang, and Bai Xin Chen. "Simple Formulae for Distortional Buckling Loads of Cold-Formed Thin-Walled Rack Members Upright with Rear Flange and Additional Lip Stiffeners." Advanced Materials Research 831 (December 2013): 170–75. http://dx.doi.org/10.4028/www.scientific.net/amr.831.170.

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The determination of the elastic distortional buckling loads of the cold-formed lipped channel sections upright with rear flange and additional lip stiffeners subjected to the pure bending was performed based on the analytic solutions combined with CUFSM. The parameter analyses were carried out under the extreme load case of pure bending, leading to approximate formulae for predicting the buckling half-wavelength and the modified factor to take into account the effect of the shear and distortional deformation of the flange section. The rotational restraint, provided by the web to the flange during buckling deformation, was then examined, and a more accurate linear approximate expression for the rotational restraint and the web stress was proposed. Based on these approximate formulae, simplified formulae were finally developed to predict the elastic distortional buckling loads of the cold-formed lipped channel sections upright with rear flange and additional lip stiffeners subjected to the pure bending. The proposed formulae are shown to be accurate through comparison with the results of CUFSM, easy to be applied, may be used in practical applications and taken account into design codes and guidelines.
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16

Arrais, Flávio, Nuno Lopes, and Paulo Vila Real. "Behaviour and resistance of cold-formed steel beams with lipped channel sections under fire conditions." Journal of Structural Fire Engineering 7, no. 4 (December 12, 2016): 365–87. http://dx.doi.org/10.1108/jsfe-12-2016-025.

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Purpose Steel beams composed of cold-formed sections are common in buildings because of their lightness and ability to support large spans. However, the instability phenomena associated to these members are not completely understood in fire situation. Thus, the purpose of this study is to analyse the behaviour of beams composed of cold-formed lipped channel sections at elevated temperatures. Design/methodology/approach A numerical analysis is made, applying the finite element program SAFIR, on the behaviour of simply supported cold formed steel beams at elevated temperatures. A parametric study, considering several cross-sections with different slenderness’s values, steel grades and bending diagrams, is presented. The obtained numerical results are compared with the design bending resistances determined from Eurocode 3 Part 1-2 and its French National Annex (FN Annex). Findings The current design expressions revealed to be too conservative when compared with the obtained numerical results. It was possible to observe that the FN Annex is less conservative than the Annex E, the first having a better agreement with the numerical results. Originality/value Following the previous comparisons, new fire design formulae are tested. This new methodology, which introduces minimum changes in the existing formulae, provides safety and accuracy at the same time when compared to the numerical results, considering the occurrence of local, distortional and lateral torsional buckling phenomena in these members at elevated temperatures.
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17

Kubiak, Tomasz, Mariusz Urbaniak, and Filip Kazmierczyk. "The Influence of the Layer Arrangement on the Distortional Post-Buckling Behavior of Open Section Beams." Materials 13, no. 13 (July 6, 2020): 3002. http://dx.doi.org/10.3390/ma13133002.

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The paper deals with the design of the stacking sequence of layers in the laminate beams with open-cross sections in order to create the desired behavior in the post-buckling range. Laminate beams with channel and lipped channel cross-sections made of glass fiber reinforced polymer (GFRP) laminate with different layer arrangements (symmetrical and nonsymmetrical) have been considered. In case of the nonsymmetrical stacking sequences, hygro-thermally curvature stable (HTCS) laminates have been taken into account. Pure bending was assumed as the type of load. In the case of beams with open cross-sections, this load type can cause the lateral-distortional buckling mode. A parametric study was performed to analyze the influence of layer arrangement on post-buckling behavior. The finite element method was used to developed numerical models and conduct simulations. Additionally, the experimental tests of the channel section beams were performed in order to validate the developed numerical models.
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18

Kalavagunta, Sreedhar, Sivakumar Naganathan, and Kamal Nasharuddin Bin Mustapha. "Proposal for design rules of axially loaded CFRP strengthened cold formed lipped channel steel sections." Thin-Walled Structures 72 (November 2013): 14–19. http://dx.doi.org/10.1016/j.tws.2013.06.006.

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19

Alsanat, Husam, Shanmuganathan Gunalan, Poologanathan Keerthan, Hong Guan, and Konstantinos D. Tsavdaridis. "Web crippling behaviour and design of aluminium lipped channel sections under two flange loading conditions." Thin-Walled Structures 144 (November 2019): 106265. http://dx.doi.org/10.1016/j.tws.2019.106265.

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20

Arrais, Flávio, Nuno Lopes, and Paulo Vila Real. "Fire design proposal for members with cold‐formed lipped channel and sigma sections under compression." ce/papers 4, no. 2-4 (September 2021): 1447–56. http://dx.doi.org/10.1002/cepa.1585.

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21

Alsanat, Husam, Shanmuganathan Gunalan, Keerthan Poologanathan, and Hong Guan. "Web crippling capacities of fastened aluminium lipped channel sections subjected to one-flange loading conditions." Structures 33 (October 2021): 1754–63. http://dx.doi.org/10.1016/j.istruc.2021.04.087.

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22

Yao, Xingyou, and Yanli Guo. "Inelastic Test and Design Method of Cold-formed Steel Lipped Channel Members in Bending." Open Civil Engineering Journal 10, no. 1 (October 31, 2016): 625–40. http://dx.doi.org/10.2174/1874149501610010625.

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The aim of this paper is to investigate the inelastic bending capacity and design method of cold-formed steel lipped channel bending members. The bending tests were conducted on 30 cold-formed steel lipped channel members. The nominal yield stress and the nominal thickness of the bending members were 235 MPa and 2mm. The theoretical global buckling stress was higher three times than the yield stress which can make sure the failure of members were in inelastic stage. For each specimen, an analytical analysis using Finite Element Method (FEM) was also conducted considering the influence of the boundary, the ultimate bending capacity, and the failure mode could also be captured. The test results show that the Chinese cold-formed steel specification Technical code of cold-formed thin-walled steel structures (GB50018-2002) is conservative for lipped channel bending sections in inelastic stage. The test results are used to put forward to a revised design method based on effective width method for the current Chinese cold-formed steel specification. The comparison on the bending capacity between the test results and the calculated results by using the proposed method, effective width method and direct strength method in North American cold-formed steel specification (AISI-S120-2016(draft)) shows that the proposed method can consider the inelastic reserve capacity of bending members well. The failure modes and bending capacity of bending members obtained using the idealized shell finite element model, which are close to the experimental results, shows that the idealized model is very well to model the buckling behavior and calculate capacity of bending members.
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23

Guo, Yanli, and Xingyou Yao. "Distortional buckling behavior and design method of cold-formed steel lipped channel with rectangular holes under axial compression." Mathematical Biosciences and Engineering 18, no. 5 (2021): 6239–61. http://dx.doi.org/10.3934/mbe.2021312.

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<abstract> <p>The use of cold-formed steel (CFS) channel sections with rectangular holes in the web is becoming gradually popular in building structures. However, such holes can result in sections becoming more susceptible to be distortional buckling and display lower load-carrying capacities. This paper presents a total of 44 axially-compressed tests of CFS lipped channel columns with and without rectangular web holes including different hole sizes and cross-sections. The test results show that the specimens were controlled by distortional buckling or interaction of local buckling and distortional buckling. The load-carrying capacities of specimens with rectangular holes were lower than that of specimens without hole. The load-carrying capacities of specimens were gradually decreased with the increasing of dimensions of holes. Then a nonlinear elasto-plastic finite element model (FEM) was developed and the analysis results showed good agreement with the test results. The validated FE model was used to conduct a parametric study involving 16 FEM to investigate the effects of the section, the dimension of the hole, and the number of holes on the ultimate strength of such channels. Furthermore, the formulas to predict the distortional buckling coefficient were developed for the section with holes by using the verified FEM. Finally, the tests and parametric study results were compared against the distortional buckling design strengths calculated in accordance with the developed method. The comparison results show that the proposed design method closely predict the load carrying capacity of CFS channel sections with rectangular web holes.</p> </abstract>
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24

Yao, Xingyou. "Experimental Investigation and Load Capacity of Slender Cold-Formed Lipped Channel Sections with Holes in Compression." Advances in Civil Engineering 2021 (July 10, 2021): 1–18. http://dx.doi.org/10.1155/2021/6658099.

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The use of cold-formed steel (CFS) channels with circular or rectangular web holes is becoming increasingly popular in building structures. However, such holes can result in sections becoming more susceptible to buckle and display lower load-carrying capacities. This paper presents a total of 42 axial compression tests of CFS lipped channel slender columns with and without circular and rectangular web holes, including different hole sizes and cross sections. The test results show that the axial members with a small ratio of width to thickness were governed by global buckling, while the members with a large ratio of width to thickness were controlled by the interaction of local, distortional, and global buckling. The axial strength decreased maximum by 20.48% and 22.98% for the member with circular holes and rectangular holes, compared to a member without a web hole. Then, a nonlinear elastoplastic finite element model (FEM) was developed, and the analysis results showed good agreement with the test results. The validated FE model was used to conduct a parametric study involving 36 FEMs to investigate the effects of column slenderness, dimension of the hole, and the number of holes on the axial strength of such channels. Furthermore, the formulas to predict the global buckling coefficient and the effective area were modified for such sections with holes by using the verified FEM. Finally, the tests and parametric study results were compared against the design strengths calculated in accordance with the developed method. The comparison results show that the proposed design method closely predicts the axial capacity of CFS channels with circular or rectangular web holes.
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25

Yao, Xing You, Yuan Qi Li, and Zu Yan Shen. "Load-Carrying Capacity Estimation Methods for Cold-Formed Steel Lipped Channel Member Using Effective Width Method." Advanced Materials Research 163-167 (December 2010): 90–101. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.90.

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Distortional buckling may occur for Cold-formed thin-walled steel lipped channel member except local buckling and overall buckling. The buckling of flange and lip are the important factor for the occurrence the distortional buckling. The different design codes have different design method for calculating plate buckling coefficient of flange and lip using the effective width method. So the effective width method in different codes are introduced and the load-carrying capacities of 100 lipped channel section compressive members collected from reference are computed using ‘Cold-formed steel structures (AS/NZS 4600:2005)’, ‘Supplementary rules for cold-formed members and sheeting(EN1993-1-3:2006)’, ‘North American specification for the design of cold-formed steel Structural Members(AISI-S100:2007)’, ‘Specification for the design of cold-formed steel structural members (AISI:1996)’ and ‘Technical code of cold-formed thin-walled steel structures’(GB50018-2002). The calculated results show that ‘Technical code of cold-formed thin-walled steel structures (GB50018-2002)’ and ‘Supplementary rules for cold-formed members and sheeting (EN1993-1-3:2006)’ are conservative and ‘Cold-formed steel structures (AS/NZS 4600:2005)’, ‘North American specification for the design of cold-formed steel Structural Members (AISI-S100:2007)’ and ‘Specification for the design of cold-formed steel structural members (AISI:1996)’ are unsafe. The elastic buckling stress of different lipped channel sections are predicted by finite strip program (CUFSM) and get the suggested calculation formula of plate buckling coefficient of flange according to regression Analysis. The calculated results using suggested plate buckling coefficient of flange are agree to test results.
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Alsanat, Husam, Shanmuganathan Gunalan, Hong Guan, Poologanathan Keerthan, and John Bull. "Experimental study of aluminium lipped channel sections subjected to web crippling under two flange load cases." Thin-Walled Structures 141 (August 2019): 460–76. http://dx.doi.org/10.1016/j.tws.2019.01.050.

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27

Alsanat, Husam, Shanmuganathan Gunalan, Keerthan Poologanathan, Hong Guan, and Charalampos Baniotopoulos. "Fastened Aluminum-Lipped Channel Sections Subjected to Web Crippling under Two-Flange Loading Conditions: Experimental Study." Journal of Structural Engineering 146, no. 4 (April 2020): 04020023. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002550.

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Alsanat, Husam, Shanmuganathan Gunalan, Keerthan Poologanathan, Hong Guan, and Konstantinos Daniel Tsavdaridis. "Numerical investigation of web crippling in fastened aluminium lipped channel sections under two-flange loading conditions." Structures 23 (February 2020): 351–65. http://dx.doi.org/10.1016/j.istruc.2019.10.012.

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29

Natesan, Vijayakumar, and Mahendrakumar Madhavan. "Experimental study on ultimate strength of bolted L shaped sleeve joints between CFS lipped channel sections." Journal of Constructional Steel Research 169 (June 2020): 106022. http://dx.doi.org/10.1016/j.jcsr.2020.106022.

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30

Tan, Cher Siang, M. Md Tahir, Poi Ngian Shek, and Ahmad Beng Hong Kueh. "Experimental Investigation on Slip-In Connection for Cold-Formed Steel Double Channel Sections." Advanced Materials Research 250-253 (May 2011): 1038–41. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1038.

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The application of cold-formed steel in light steel framing design can become a popular choice of Industrialized Building System, by moving huge amount of construction work to the factory and leaving the construction site cleaner and safer. However the joints behaviour for primary structures, particularly the partial strength semi-rigid beam-to-column connection has not been studied in depth. This paper presents the isolated joint test on slip-in connection using 6 mm hot-rolled steel gusset plate. Two cold-formed lipped channel sections were placed back-to-back to form beam and column members. Three specimens with the depth of beam ranging from 150 mm to 250 mm were tested. From the experimental results, it is observed that the ratio of moment resistance of joint to the moment resistance of the connected beam increases in the range of 0.46 to 0.70. The rotational capacities of the joints exceed 30 mRad. The rotational stiffness achieves 511 kNm/rad to 1671 kNm/rad. It is concluded that the proposed connections could be classified as partial strength connection.
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31

Tang, Ting Ting, and Jian Yao. "Comparison and Study on Calculation Methods of Cold-Formed Thin-Walled Lipped Channel Members’ Capacity about Distortional Buckling." Applied Mechanics and Materials 256-259 (December 2012): 581–87. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.581.

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Distortional buckling which is one of the most important buckling modes for cold-formed lipped channel sections as well as local buckling and global buckling may change mechanical properties and decrease the ultimate load of members. This paper reviews research achievements in distortional buckling, compares the existed design methods according to five national (regional) codes and the latest research achievements. Based on the comparison between five calculating data and test results, it is shown that the design method of North American specification has widespread application and relatively high accuracy, which could supply references for structural design.
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32

Guo, Yanli, and Xingyou Yao. "Experimental Study and Effective Width Method for Cold-Formed Steel Lipped Channel Stud Columns with Holes." Advances in Civil Engineering 2021 (June 22, 2021): 1–16. http://dx.doi.org/10.1155/2021/9949199.

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The objective of this paper is to investigate the buckling behavior and to present the design method of the ultimate strength in the basic effective width method (EWM) for cold-formed steel (CFS) lipped channel stud columns with holes in the web. 28 column tests were conducted under axial compression on the CFS lipped channel stud columns with circular and rectangular holes in different dimensions of cross sections and holes. The tested stud columns included 4 members without holes, 12 members with circular holes, and 12 members with rectangular holes. The test results showed that the stud columns with holes were governed by local buckling or the interaction of local buckling and distortional buckling. Compared with the stud columns without holes, the small hole had a slight influence on the ultimate strength of the tested specimens, and the large hole had a great effect on the ultimate strength of the tested specimens. The load capacities of the specimens decreased with the increase of the dimension of holes. Then, the finite element analysis was carried out to simulate the tested stud columns. The finite element analysis results showed good agreement with the experimental results about buckling modes and ultimate strengths, which indicated that it is feasible to analyze this kind of stud columns with holes by using the finite element method (FEM). Finally, the proposed effective width method was used to predict the ultimate strengths of stud columns with holes based on the proposed buckling coefficient formulas of the plate with holes. The comparison between calculated results and test and finite element results indicated that the proposed EWM is feasible and accurate to predict the ultimate strength of the CFS lipped channel stud columns with holes in the web.
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33

DINIS, P. B., and D. CAMOTIM. "LOCAL/DISTORTIONAL/GLOBAL MODE INTERACTION IN SIMPLY SUPPORTED COLD-FORMED STEEL LIPPED CHANNEL COLUMNS." International Journal of Structural Stability and Dynamics 11, no. 05 (October 2011): 877–902. http://dx.doi.org/10.1142/s0219455411004385.

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This paper reports the results of a numerical investigation concerning the elastic and elastic-plastic post-buckling behavior of cold-formed steel-lipped channel columns affected by local/distortional/global (flexural-torsional) buckling mode interaction. The results presented and discussed are obtained by means of analyses performed in the code ABAQUS and adopting column discretizations into fine four-node isoparametric shell element meshes. The columns analysed (i) are simply supported (locally/globally pinned end sections with free warping), (ii) have cross-section dimensions and lengths ensuring equal local, distortional, and global (flexural-torsional) critical buckling loads, thus maximizing the mode interaction phenomenon under scrutiny, and (iii) contain critical-mode initial geometrical imperfections exhibiting different configurations, all corresponding to linear combination of the three "competing" critical buckling modes. After briefly addressing the lipped channel column "pure" global post-buckling behavior, one presents and discusses in detail numerical results concerning the post-buckling behavior of similar columns experiencing strong local/distortional/global mode interaction effects. These results consist of (i) elastic (mostly) and elastic-plastic equilibrium paths, (ii) curves and figures providing the evolution of the deformed configurations of several columns (expressed as linear combinations of their local, distortional, and global components) and, for the elastic-plastic columns, (iii) figures enabling a clear visualization of (iii1) the location and growth of the plastic strains, and (iii2) the characteristics of the failure mechanisms more often detected in this work.
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34

Saggaff, Anis, Talal Alhajri, M. Ismail, Khaled Alenezi, and Mohamad Ragae. "Finite Element Modelling of Innovative Precast Cold-Formed Steel Ferrocement as Composite Beam." Applied Mechanics and Materials 752-753 (April 2015): 539–43. http://dx.doi.org/10.4028/www.scientific.net/amm.752-753.539.

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This paper describes Finite Element Modeling (FEM) of a composite beam comprised of cold formed steel section and concrete slab designed as ferrocement. Software (ANSYS, version 11) was adopted to carry out the modeling of the proposed composite beam. Experimental tests were also been carried out for three simple supported composite beams. The proposed innovative precast composite beam specimens of cold-formed steel lipped channel sections (CFS) connected with ferrocement slab were tested till failure, under two point loads positioned atquarter length of the span from support. The results showed that close agreement was observed between the FEM and experimental results for ultimate loads and load-deflection responses.
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35

Liu, Yucheng. "Crashworthiness design of thin-walled curved beams with box and channel cross sections." International Journal of Crashworthiness 15, no. 4 (October 14, 2010): 413–23. http://dx.doi.org/10.1080/13588261003647410.

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36

Li, Zhanjie, Jiazhen Leng, James K. Guest, and Benjamin W. Schafer. "Two-level optimization for a new family of cold-formed steel lipped channel sections against local and distortional buckling." Thin-Walled Structures 108 (November 2016): 64–74. http://dx.doi.org/10.1016/j.tws.2016.07.004.

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37

Yao, Xingyou. "Experiment and Design Method on Cold-Formed Thin-Walled Steel Lipped Channel Columns with Slotted Web Holes Under Axial Compression." Open Civil Engineering Journal 11, no. 1 (May 31, 2017): 244–57. http://dx.doi.org/10.2174/1874149501711010244.

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Background: Cold-formed steel structural sections used in the walls of residential buildings and agricultural facilities are commonly C-shaped sections with web holes. These holes located in the web of sections can alter the elastic stiffness and the ultimate strength of a structural member. The objective of this paper is to study the buckling mode and load-carrying capacity of cold-formed thin-walled steel column with slotted web holes. Methods: Compression tests were conducted on 26 intermediate length columns with and without holes. The tested compressive members included four different kinds of holes. For each specimen, a shell finite element Eigen-buckling analysis and nonlinear analysis were also conducted. The influence of the slotted web hole on local and distortional buckling response had also been studied. The comparison on ultimate strength between test results and calculated results using Chinese cold-formed steel specification GB50018-2002, North American cold-formed steel specification AISI S100-2016, and nonlinear Finite Element method was made. Result: Test results showed that the distortional buckling occurred for intermediate columns with slotted holes and the ultimate strength of columns with holes was less than that of columns without holes. The ultimate strength of columns decreased with the increase in transverse width of hole in the cross-section of member. The Finite element analysis results showed that the web holes could influence on the elastic buckling stress of columns. The shell finite element could be used to model the buckling modes and analysis the ultimate strength of members with slotted web holes. The calculated ultimate strength shows that results predicted with AISI S100-2016 and analyzed using finite element method are close to test results. The calculated results using Chinese code are higher than the test results because Chinese code has no provision to calculate the ultimate strength of members with slotted web holes. Conclusion: The calculated method for cold-formed thin-walled steel columns with slotted web holes are proposed based on effective width method in Chinese code. The results calculated using the proposed method show good agreement with test results and can be used in engineering design for some specific cold-formed steel columns with slotted web holes studied in this paper.
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38

Ungureanu, Viorel, and Dan Dubina. "Influence of Corrugation Depth on Lateral Stability of Cold-Formed Steel Beams of Corrugated Webs." Acta Mechanica et Automatica 10, no. 2 (June 1, 2016): 104–11. http://dx.doi.org/10.1515/ama-2016-0017.

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Abstract The beams of thin corrugated web afford a significant weight reduction compared with hot-rolled or welded ones. In the initial solutions, the flanges are made of flat plates, welded to the sinusoidal web sheet, requiring a specific welding technology. A new solution is proposed by the authors, in which the beam is composed by a web of trapezoidal cold-formed steel sheet and flanges of back-to-back lipped channel sections. For connecting flanges to the web self-drilling screws are used. The paper summarizes the experimental and numerical investigations carried out at the CEMSIG Research Centre (www.ct.upt.ro/centre/cemsig/) of the Politehnica University of Timisoara and, at the end, presents the influence of corrugation depth of web on the lateral stability of the beams.
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39

Roy, Krishanu, Tina Chui Huon Ting, Lau Hieng Ho, Shashank Bhatnagar, and James B. P. Lim. "Finite Element Modeling of Back-to-Back Built-Up CFS Un-Lipped Channels under Axial Compression." Materials Science Forum 969 (August 2019): 819–27. http://dx.doi.org/10.4028/www.scientific.net/msf.969.819.

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A finite element model is described in this paper, which investigates the behavior of CFS built-up un-lipped channel sections, connected back to back with the help of intermediate web fasteners, subjected to axial load. Finite element package ABAQUS was used to develop the model for built-up columns, which were validated against the test results reported by the authors recently on another paper. Material non-linearity and initial imperfections were included in the FEA model. A parametric study was conducted using the validated FEA model to investigate the effect of screw spacing on axial strength. Axial strengths obtained from the FEA model were compared against the AISI&AS/NZS design strengths; obtained comparisons showed that the AISI&AS/NZS standards were un-conservative for stub and short columns which failed by local buckling whereas the standards were over-conservative for columns failed through overall buckling.
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40

Mutafi, Ayad, N. Yidris, J. Loughlan, R. Zahari, and M. R. Ishak. "Investigation into the distribution of residual stresses in pressed-braked thin-walled steel lipped channel sections using the 3D-FEM technique." Thin-Walled Structures 135 (February 2019): 437–45. http://dx.doi.org/10.1016/j.tws.2018.11.003.

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41

Yousefi, Amir M., James B. P. Lim, Asraf Uzzaman, Ying Lian, G. Charles Clifton, and Ben Young. "Web crippling strength of cold-formed stainless steel lipped channel-sections with web openings subjected to interior-one-flange loading condition." Steel and Composite Structures 21, no. 3 (June 30, 2016): 629–59. http://dx.doi.org/10.12989/scs.2016.21.3.629.

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42

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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43

Lee, Yee Ling, Cher Siang Tan, Yeong Huei Lee, Shahrin Mohammad, M. Md Tahir, and Poi Ngian Shek. "Effective Steel Area of Fully Embedded Cold-Formed Steel Frame in Composite Slab System under Pure Bending." Applied Mechanics and Materials 284-287 (January 2013): 1300–1304. http://dx.doi.org/10.4028/www.scientific.net/amm.284-287.1300.

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In conjunction with the promote of Industrial Building System (IBS) in Malaysia building construction, precast units such as slab, beam and column were widely used. This paper reports on the determination of the effective cross sectional area of the proposed cold-formed sections that embedded in precast concrete slab. The cold-formed steel sections are single and double lipped channel section, with 100mm in depth, 50 mm width, 12 mm lips length and 1.55 mm thickness. In order to determine the flexural capacity of the composite slab system, it is necessary to identify the effective cross sectional area of the section contributes to load-carrying of the slab system. The calculation method was based on the effective width method concept from BS EN 1993-1-3 and BS EN 1993-1-5. Four types of cold-formed steel frame profiles that embedded in the concrete to form a new type of composite slab system were used to study in this paper. The four types of cold-formed steel section configuration are S1-SV, S2-SH, S3-DV and S4-DH. From the analytical calculation, S3-DV has the highest effective cross-sectional area, which it only consists of 2% ineffective area for load-carry capacity. Besides that, single lipped section S2-SH fully utilized the cross sectional in carrying load. It can be concluded that S3-DV is predicted to have highest bending resistance than other three types of configuration with condition that the reliability of the prediction need to verify as other factors such as shear bonding and shifted neutral axis happened due to combination of concrete and cold-formed section which, will also contribute the strength capacity of the composite slab system.
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44

Saggaff, Anis, Talal Alhajri, M. Md Tahir, Khaled Alenezi, Cher Siang Tan, Arizu Sulaiman, Mustapha Muhammad Lawan, and Mohamad Ragae. "Experimental and Analytical Study of Various Shear Connectors Used for Cold-Formed Steel-Ferrocement Composite Beam." Applied Mechanics and Materials 754-755 (April 2015): 315–19. http://dx.doi.org/10.4028/www.scientific.net/amm.754-755.315.

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This work presents the experimental tests carried out to evaluate the behaviour of different types of shear connectors proposed for cold formed steel (CFS) section integrated with ferrocement slab as potential used for composite beam. Ten push-out test specimens of cold-formed steel lipped channel sections connected with ferrocement slab were tested. Three types of shear connectors were studied comprised of bolts, self-drilling-screw and bar angle. The connection behavior is analysed in terms of its load-slip relationship and the failure mode. The parametric studies were performed to investigate the effect on the shear connector’s capacity by varying the number of layers of wire mesh used in ferrocement slab and types of shear connector used. A theoretical analysis (Eurocode 4) was carried out to verify the experiment results. The results show that the experimental and theoretical proved to have good agreement with each other.
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45

Żmuda-Trzebiatowski, Łukasz. "Investigation of natural frequencies of axially loaded thin-walled columns." MATEC Web of Conferences 219 (2018): 02018. http://dx.doi.org/10.1051/matecconf/201821902018.

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The paper deals with correlation between natural frequencies of two steel thin-walled columns and the corresponding applied load. The structures are made of cold-formed lipped channel sections. The columns lengths were assumed to follow two buckling patterns – global flexural and flexural-torsional buckling. In the thicker structure two material models were considered – linearly-elastic and elastic-perfectly plastic. Numerical computations cover dynamic eigenvalue problem, linear buckling and geometrically (and materially) non-linear analysis. The correlation between squares of natural frequencies and the applied load is linear in both columns. The first natural frequencies drop to zero due to structural buckling. This method, called the Vibration Correlation Technique, allows to predict buckling loads on the basis of measured vibration frequencies of the structures. Plasticity does not affect the corresponding curves – the use of the presented technique is limited to the structures exhibiting elastic buckling behaviour.
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46

Ting, Chui Huon Tina, and Hieng Ho Lau. "Compression Test on Cold-Formed Steel Built-Up Back-to-Back Channels Stub Columns." Advanced Materials Research 201-203 (February 2011): 2900–2903. http://dx.doi.org/10.4028/www.scientific.net/amr.201-203.2900.

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Built-up sections are used to resist load induced in a structure when a single section is not sufficient to carry the design load for example roof trusses. In current North American Specification, the provision has been substantially taken from research in hot-rolled built-up members connected with bolts or welds [1]. The aim of this paper is to investigate on built-up back-to-back channels stub columns experimentally and theoretically using Effective Width Method and Direct Strength Method. Compression test was performed on 5 lipped channel and 5 back-to-back channels stub columns fabricated from cold-formed steel sheets of 1.2mm thicknesses. The test results indicated that local buckling is the dominant failure modes of stub columns. Therefore, Effective Width Method predicts the capacity of stub columns compared to Direct Strength Method. When compared to the average test results, results based on EWM are 5% higher while results based on DSM are 12% higher for stub column.
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47

Ungureanu, Viorel, Maria Kotełko, and Jan Grudziecki. "Plastic Mechanisms for Thin-Walled Cold-Formed Steel Members in Eccentric Compression." Acta Mechanica et Automatica 10, no. 1 (March 1, 2016): 33–37. http://dx.doi.org/10.1515/ama-2016-0006.

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Abstract The Eurocode 3 concerning thin-walled steel members divides members subjected to compression into four classes, considering their ductility. The representatives of the class C4 are short bars, for which the load-capacity corresponds to the maximum compression stresses less than the yield stress. There are bars prone to local buckling in the elastic range and they do not have a real post-elastic capacity. The failure at ultimate stage of such members, either in compression or bending, always occurs by forming a local plastic mechanism. This fact suggests the possibility to use the local plastic mechanism to characterise the ultimate strength of such members. The present paper is based on previous studies and some latest investigations of the authors, as well as the literature collected data. It represents an attempt to study the plastic mechanisms for members in eccentric compression about minor axis and the evolution of plastic mechanisms, considering several types of lipped channel sections.
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48

Benzar, Ştefan, Viorel Ungureanu, Dan Dubină, and Mircea Burcă. "Built-Up Cold-Formed Steel Beams with Corrugated Webs Connected with Spot Welding." Advanced Materials Research 1111 (July 2015): 157–62. http://dx.doi.org/10.4028/www.scientific.net/amr.1111.157.

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Corrugated web girders emerged in the past two decades. Their main advantages consists in the possibility to use slender webs avoiding the risk of premature local buckling. Consequently, higher moment capacity might be obtained increasing the beam depth with really thin webs, which are stiffened by the corrugations. Increased interest for this solution was observed for the main frames of single-storey steel buildings and steel bridges. A new solution was proposed at the Politehnica University of Timisoara, in which the beam is composed by a web of trapezoidal steel sheet and flanges of back-to-back lipped channel steel sections. This solution uses self-drilling screws for connecting flanges to the web and to ensure the continuity of the web as seam fasteners. Starting from this new technological solution the paper extends and investigates the use of spot welding as seam fastening to build the web, in order to increase the degree of automation of fabrication. Experimental work of specimens in shear having two or three layers of steel sheets connected by spot welding will be presented. The results will be implemented on a numerical model in order to study the behaviour of the beams presented above.
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49

ZEINODDINI, VAHID, and BENJAMIN W. SCHAFER. "GLOBAL IMPERFECTIONS AND DIMENSIONAL VARIATIONS IN COLD-FORMED STEEL MEMBERS." International Journal of Structural Stability and Dynamics 11, no. 05 (October 2011): 829–54. http://dx.doi.org/10.1142/s0219455411004361.

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The objective of this paper is to provide the results from an experimental program to measure global imperfections and dimensional variations in cold-formed steel-lipped channel members. Measurements were conducted at seven different manufacturing plants in the United States. A total of 210 cross sections were measured for global imperfections. Each cross section was measured at three locations, and every 305 mm (12 in.) along the length. The data is used to characterize global bow, camber, and twist. The majority of the data exhibits global imperfections well approximated by a half sine-wave. Further, global bow imperfections are shown to have a systematic bias in the direction of bow. The measured data is compared with manufacturing tolerances (e.g., L/384) and assumed imperfection sizes from column curves (e.g., L/960) as utilized in design practice in the United States. The measured imperfections served as justification for tightening manufacturing tolerances in the United States (e.g., to L/960). Dimensional variation of typical cold-formed steel members is also measured and compared with tolerances. The measured data provides much needed input for nonlinear analysis of cold-formed steel structures.
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Chen, Yuxiao, Xiang Yan, Xuhong Hu, Guang Ma, Jing Guo, Wenlin Hu, and Shuai Lu. "Experimental Study of Airborne Noise Reduction of Concrete Channel Girder Bridge Sections Compared With Box Girder for High-Speed Trains." Acta Acustica united with Acustica 104, no. 6 (November 1, 2018): 970–83. http://dx.doi.org/10.3813/aaa.919263.

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