Relevant bibliographies by topics / Box and Lipped Channel Sections

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  1. Journal articles
  2. Dissertations / Theses
  3. Book chapters
  4. Conference papers

Academic literature on the topic 'Box and Lipped Channel Sections'

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

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

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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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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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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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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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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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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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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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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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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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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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Dissertations / Theses on the topic "Box and Lipped Channel Sections"

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YANG, Demao. "Compression Stability of High Strength Steel Sections with Low Strain-Hardening." University of Sydney. School of Civil Engineering, 2003. http://hdl.handle.net/2123/561.

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Thin-walled steel sections made from high strength thin cold-reduced G550 steel to Australian Standard AS 1397-1993 under compression are investigated experimentally and theoretically in this thesis. This thesis describes three series of compression tests performed on box-section stub columns, box-section long columns and lipped channel section columns cold-formed from high strength steel plates in 0.42 mm or 0.60 mm thickness with nominal yield stress of 550 MPa. The tests presented in this thesis formed part of an Australian Research Council research project entitled: Compression Stability of High Strength Steel Sections with Low Strain-Hardening. For the fix-ended stub column tests, a total of 94 lipped-square and hexagonal section stub columns were tested to study the influence of low strain hardening of G550 steel on the compressive section capacities of the column members. For the pin-ended long column tests, a total of 28 box-section columns were tested to study the stability of members with sections which undergo local instability at loads significantly less than the ultimate loads. For the fix-ended lipped channel section columns, a total of 21 stub and long columns were tested to study the failure resulting from local and distortional buckling with interaction between the modes. A numerical simulation on the three series of tests using the commercial finite element computer program ABAQUS is also presented as part of this thesis. The post-buckling behaviour of thin-walled compression members is investigated. The effect of changing variables, such as geometric imperfections and end boundary conditions is also investigated. The ABAQUS analysis gives accurate simulations of the tests and is in good agreement to the experimental results. Theoretical studies using finite strip methods are presented in this thesis to investigate the buckling behaviour of cold-formed members in compression. The theoretical studies provide valuable information on the local and distortional buckling stresses for use in the interaction buckling studies. The finite strip models used are the semi-analytical and spline models. As expected for the stub columns tests, the greatest effect of low strain hardening was for the stockier sections where material properties play an important role. For the more slender sections where elastic local buckling and post-local buckling are more important, the effect of low strain hardening does not appear to be as significant. The pin-ended and fix-ended long column tests show that interaction, which is between local and overall buckling in the box sections, and between local and distortional buckling in the open channel sections, has a significant effect on their member capacities. The results of the successful column tests and ABAQUS simulation have been compared with the design procedures in the Australian & New Zealand Standard for Cold-Formed Steel Structures AS&NZS 4600 and the North American Specification for Cold-Formed Steel Structural Members prepared by the American Iron and Steel Institute. The stub column tests show that the current design rules give too conservative predictions on the compressive section capacities of the column members; whereas the long column tests show that the current column design rules are unconservative if used in their current form for G550 steel. Three design proposals are presented in this thesis to account for the effects of high strength thin steels on the section and member capacities.
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Pretorius, Jock Milne. "Design considerations for cold formed lipped channel steel sections in composite slab systems." Thesis, 2008. http://hdl.handle.net/10539/4784.

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The use of lipped channel members as the reinforcing for composite beams in rib and block type slab systems is advantageous due to its lightweight nature which facilitates efficiently in construction. The main consideration in the design if such composite members is the integrity of the shear bond at the concrete/ steel interface. Premature de-bonding of the concrete from the steel results in an overall loss of structural strength of the composite member. Certain guidelines are to be established to facilitate in the design of such systems. In this research project the shear bond strength of composite members using lipped channel members is investigated by interrogating the results from three independent research experiments. Design formulas from first principles are developed to more easily benchmark the behaviour of such members. Complex and simple equations are developed and the results obtained are compared to similar shear bond stresses obtained from literature. A reasonably acceptable correlation is achieved. A comparative study was also carried out between the various experimental beams regarding vertical shear, flexural strength and short-term deflections. The purpose was to ascertain what effect early shear bond failure has on these structural properties. The formulas used to benchmark the results were the well known formulas used for the design and evaluation of reinforced concrete members. The results were tabulated showing the difference between the calculated and experimental results. As a result of the investigation the following conclusions seem justified :  The simple equations as developed for horizontal shear failure give acceptable results which are within the range as given by more complex equations.  The composite beam has a certain amount of reserve shear strength even after the initial onset of horizontal shear failure. iv  The reinforcing ratio, the concrete strength and the slenderness ratio of the composite beam all have an influence on the level of horizontal stress failure.  The composite beams tend to fail at levels higher than that predicted by the homogeneous shear equations but lower than the predicted flexural equations. The parameters which influence this are again the reinforcing ratio, the concrete strength and the slenderness ratio.  Once a composite beam has experienced shear bond failure the deflection integrity of the beam is completely compromised. The above conclusions show the designer that caution must be exercised when using lipped channel members in rib and block slab systems.
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Book chapters on the topic "Box and Lipped Channel Sections"

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Balan, Winny, and R. Miji Cherian. "Numerical Study on Web Crippling of Aluminium Lipped Channel Sections." In Lecture Notes in Civil Engineering, 337–45. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-80312-4_29.

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Dissanayake, D. M. M. P., K. Poologanathan, S. Gunalan, K. D. Tsavdaridis, and N. Degtyareva. "Effect of Corner Strength Enhancement on Shear Behaviour of Stainless Steel Lipped Channel Sections." In Lecture Notes in Civil Engineering, 219–30. Singapore: Springer Singapore, 2020. http://dx.doi.org/10.1007/978-981-15-7222-7_19.

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Conference papers on the topic "Box and Lipped Channel Sections"

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"Structural Behaviour of Prefabricated Pad Footing Foundation with Cold-Formed Steel Lipped Channel Sections." In August 6-8, 2018 Pattaya (Thailand). Eminent Association of Pioneers, 2018. http://dx.doi.org/10.17758/eares3.eap0818105.

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Vuuren, Johan van, and Jeffrey Mahachi. "A Comparison Investigation into Analysis Methods to Determine the Buckling Capacity of South African Cold-Formed Steel Lipped Channel Sections." In The 6th International Conference on Civil, Structural and Transportation Engineering. Avestia Publishing, 2021. http://dx.doi.org/10.11159/iccste21.133.

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Mo, Gaute, Fernando Ibáñez Climent, Altea Cámara Aguilera, Göran Werme, Henrik Hermansson, and Johan Eriksson. "Väster Pedestrian and Cycle Bridge: Connecting the Town Centre with a New Developed Area." In Footbridge 2022 (Madrid): Creating Experience. Madrid, Spain: Asociación Española de Ingeniería Estructural, 2021. http://dx.doi.org/10.24904/footbridge2022.187.

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<p>This pedestrian and cycle bridge spans the river in Eskilsuna connecting the historic, industrial area of Munktellstaden with the town centre, forming part of a rehabilitation of the area. The bridge was completed in 2016 on behalf of the City of Eskilstuna. The final design was chosen from three alternatives: the Landmark, the Industrial and the Transparent. All three options proposed were of steel, and all designs had to provide a 4.5m free deck width, maintain an unobstructed navigation channel of 5.0m wide by 3.35m high and a maximum slope of 5%. The Landmark proposal was an asymmetric cable stayed bridge with a 27m high, A- shaped, inclined steel pylon located on one bank with two planes of cables towards the steel deck and one plane of cables towards the back anchorage. The Industrial proposal was a variable height optimized truss , inclined outwards to provide a sensation of openness to the bridge user. The design finally chosen by the client was the Transparent. This bridge, unlike the other two, has two supports within the river that allows for a very slender deck. There is a central, low arch spanning 32m and an overall length of 65m. The arches are formed from two inclined box sections which are slightly curved on plan towards the supports. The railing is made up of a series of thin, steel plates connected via a stainless-steel handrail. The overall effect of transparency thus allows for a largely unobstructed view along the river. Due to the slender deck section a detailed dynamic analysis was carried out to check for possible pedestrian-induced vibrations.</p>
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