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Journal articles on the topic 'Cold-formed steel Z section purlin'

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Published: 4 June 2021
Last updated: 1 February 2022

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1

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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2

S, Senbhaga Priya, and Sathya S. "Experimental Analysis of Cold Formed Steel Purlin and Comparison of C and Z Section Using Ansys." International Research Journal on Advanced Science Hub 2, no. 7 (September 20, 2020): 24–28. http://dx.doi.org/10.47392/irjash.2020.59.

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3

Ho, Ho Cheung, and Kwok-Fai Chung. "Advanced numerical investigation into structural behaviour of high-strength cold-formed steel lapped Z-sections with different overlapping lengths." Advances in Structural Engineering 20, no. 7 (October 24, 2016): 1074–97. http://dx.doi.org/10.1177/1369433216670664.

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In order to improve buildability of cold-formed steel structures, a series of research and development projects have been undertaken by the authors to examine structural behaviour of bolted moment connections between cold-formed steel sections. In this article, a systematic numerical investigation with advanced finite element modelling technique into the structural behaviour of high-strength cold-formed steel lapped Z-sections under gravity loads is presented, and details of the modelling techniques are presented thoroughly. It aims to examine deformation characteristics of these lapped Z-sections with different overlapping lengths. After careful calibration of advanced finite element models of lapped Z-sections against test data, it is demonstrated that the predicted moment rotation curves of these models follow closely the measured data not only up to the maximum applied moments but also at large deformations. In general, all of these lapped Z-sections are unable to resist sustained loadings after section failure under combined bending and shear, and they exhibit sudden unloadings once the maximum applied loads are attained. Hence, the proposed finite element models are able to simulate highly non-ductile deformation characteristics of these Z-sections. While long overlapping lengths over internal supports in multi-span cold-formed steel purlin systems are often advantageous in terms of both ‘stiffness and strength’, more steel materials are used at the same time. Hence, it is very desirable to establish an efficient use of the lapped Z-sections with optimal overlapping lengths. A total of six models with different overlapping lengths are then extended to simulate the structural behaviour of lapped double-span beams, and extensive material and geometrical non-linear analyses have been carried out. It is found that lapped double-span beams with practical overlapping lengths tend to behave superior to continuous double-span beams in terms of both load resistances and deformations. Depending on the overlapping lengths of the lapped Z-sections, different system failure mechanisms have been clearly identified after significant moment redistribution within the beams, and their structural behaviour has been compared in a rational manner. Consequently, these models will be readily employed to investigate the structural behaviour of high-strength cold-formed steel lapped Z-sections under a wide range of practical loading and boundary loading conditions for possible development of effective design rules.
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4

Łukowicz, Agnieszka, Elżbieta Urbańska-Galewska, and Małgorzata Gordziej-Zagórowska. "Experimental Testing of Innovative Cold-Formed "GEB" Section / Badania Eksperymentalne Innowacyjnego Kształtownika Giętego Na Zimno Typu „Geb“." Civil And Environmental Engineering Reports 16, no. 1 (March 1, 2015): 129–40. http://dx.doi.org/10.1515/ceer-2015-0010.

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Abstract One of the major advantages of light gauge steel structures made of cold-formed steel sections is their low weight so the production of typical single-storey steel structures of this kind of profiles is still rising. The well known profiles, e.o. Z-sections, C-sections and the so called hat-sections studied and described in the literature, are used mainly as purlins or truss components. A new profile GEB was patented for the use for primary load-bearing member in fabricated steel frames. According to the code [1] every novel cross section should be tested to assign the deformation shape and bearing capacity. The paper deals with the numerical and experimental research of bearing capacity of cold formed GEB profiles. The deformation shape and limit load was obtained from bending tests. The GEB cross section bearing capacity was also determined according to codes [1, 2].
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5

V.V, Athira, and Sruthy S. "Investigation on the use of cold formed perforated steel sections as columns and purlins." International Journal of Engineering & Technology 7, no. 4.5 (September 22, 2018): 716. http://dx.doi.org/10.14419/ijet.v7i4.5.25066.

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Perforations are required in columns and purlins of a trussed building for making connections, for fixing electrical fixtures etc. An inves- tigation was undertaken to study the effect of perforations in cold-formed C and Z sections used as columns and purlins. For this purpose, finite element model was developed using ANSYS software. Six different shapes of perforations were considered to investigate the shape that gives maximum buckling load. The perforation pattern which is optimum for the individual section was applied to frames and then to the building and optimum type of perforation is suggested. Buckling loads of frames and building with and without perforation was done separately and results were compared. By considering perforations with equal area, linear buckling analysis was done and stress pattern around perforation was studied. Even though the area reduction was equal, differently shaped perforations gave different buckling load. In this case, stress concentration has an important role; buckling load is higher for the shape with least stress concentration.
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6

Wojnar, Andrzej, and Katarzyna Sieńkowska. "Comparison of strength and stiffness parameters of purlins with different cross-sections of profiles." Open Engineering 10, no. 1 (June 26, 2020): 604–11. http://dx.doi.org/10.1515/eng-2020-0061.

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AbstractThe article presents comparative analyzes aimed at determining the optimal cross-section used in cold-formed steel purlins. The geometrical characteristics, bending resistance and self-weight of channel, zeta and hat cross-sections were compared. The calculations were made using Dlubal SHAPE-THIN software for the bending by the main axis y-y and z-z. The characteristics for the gross and effective cross-section were determined. Based on the first stage analyzes, a significant decrease in cross-sectional bending resistant was observed as a result of a local buckling. The solution to this problem may be the use of intermediate stiffeners. In the second stage, analysis of the impact of the intermediate stiffeners’ locations on the characteristics of hat sections were conducted. Additional intermediate stiffeners on the webs, on the upper chord, and on the webs and upper chord (together) were considered. A significant effect on the bending resistant with a small increase in the element’s self-weight has been demonstrated. In the third stage, the characteristics of a channel, zeta and hat profile with intermediate longitudinal stiffener in the middle of the web were compared. The performed analyzes demonstrated that the hat cross-section shows a significant advantage in bending by the main axis z-z. This advantage can be used in case of lack of protection against lateral torsional buckling and a larger degree of roof slope.
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7

Wu, Xiao Feng, Yin Hai Zhao, Jue Zhu, Chong Sun, and Chao Xie. "Buckling Analysis of C-Section Cold-Formed Steel Purlins under Uplift Loadings." Applied Mechanics and Materials 627 (September 2014): 124–28. http://dx.doi.org/10.4028/www.scientific.net/amm.627.124.

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In this paper, a finite element analysis model for C-section cold-formed steel members partially restrained in its rotational direction by sheeting is established. Analyses are carried out using the model to examine the ultimate load carrying capability of the members when they are subjected to uplift wind loading. The analyses consider the material and geometric nonlinearities. The numerical analysis results show that the sheeting restraints have significant influence on the structural performance of the C-section purlin. It can increase the ultimate load carrying capacity evidently.
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8

Liu, J., L. Xu, and S. Fox. "Lapped cold-formed steel Z-shaped purlin connections with vertical slotted holes." Journal of Constructional Steel Research 107 (April 2015): 150–61. http://dx.doi.org/10.1016/j.jcsr.2015.01.020.

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9

Yang, Na, and Fan Bai. "Buckling behavior of cold-formed C/Z-section purlins incorporating the effects of diaphragm and the screw location." Advances in Structural Engineering 23, no. 6 (November 26, 2019): 1114–28. http://dx.doi.org/10.1177/1369433219888739.

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This article presents a study on the impact of the screw location and the diaphragm effects on the buckling behavior of the simply supported C/Z-section purlins under wind uplift loadings. The diaphragm effects provided by the sheeting and the warping-torsional effect induced by load eccentricity are taken into account in the differential equations of the nonlinear twisting flexural-torsional model. The biaxial bending moments, bi-moments, as well as the flexural-torsional buckling load of the purlin can be numerically obtained with the proposed model. The global, local, and distortional buckling interaction behavior and the limit states capacities are formulated based on the modified Direct Strength Method. The effects of both the restraints provided by the sheeting and impact of the screw location on the mechanical performance of the purlins are evaluated with the proposed method. The relationship between the buckling load and rotational restraint stiffness is also provided. The proposed methodology will contribute to the assessment of buckling capacity of purlin-sheeting systems.
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10

Ghosn, Ahmad Ali. "Deflection of Nested Cold-Formed Steel Z-Section Beams." Journal of Structural Engineering 128, no. 11 (November 2002): 1423–28. http://dx.doi.org/10.1061/(asce)0733-9445(2002)128:11(1423).

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11

Polyzois, D., and P. Charnvarnichborikarn. "Web‐Flange Interaction in Cold‐Formed Steel Z‐Section Columns." Journal of Structural Engineering 119, no. 9 (September 1993): 2607–28. http://dx.doi.org/10.1061/(asce)0733-9445(1993)119:9(2607).

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12

Silvestre, N., and D. Camotim. "Distortional buckling formulae for cold-formed steel C and Z-section members." Thin-Walled Structures 42, no. 11 (November 2004): 1567–97. http://dx.doi.org/10.1016/j.tws.2004.05.001.

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13

Silvestre, N., and D. Camotim. "Distortional buckling formulae for cold-formed steel C- and Z-section members." Thin-Walled Structures 42, no. 11 (November 2004): 1599–629. http://dx.doi.org/10.1016/j.tws.2004.05.002.

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14

Ghosn, Ahmad A., and Ralph R. Sinno. "Load Capacity of Nested, Laterally Braced, Cold-Formed Steel Z-Section Beams." Journal of Structural Engineering 122, no. 8 (August 1996): 968–71. http://dx.doi.org/10.1061/(asce)0733-9445(1996)122:8(968).

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15

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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16

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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17

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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18

Tahir, Mahmood Md, Hossein Mohammadhosseini, Rayed Alyousef, Wong Kah Leong, and Musab N. A. Salih. "Performance Evaluation of Pre-fabricated Footing Using Cold-Formed Steel of Lipped C-Channel Section." Arabian Journal for Science and Engineering 44, no. 10 (August 5, 2019): 8225–38. http://dx.doi.org/10.1007/s13369-019-04079-z.

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19

Prola, Luís C., and Igor Pierin. "STRENGTH EVALUATION OF COLD-FORMED STEEL COLUMNS USING THE RESULTS OF FINITE STRIP AND FINITE ELEMENT LINEAR STABILITY ANALYSIS." Engineering Structures and Technologies 1, no. 1 (May 17, 2009): 40–43. http://dx.doi.org/10.3846/skt.2009.04.

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Most cold-formed steel columns display open and rather thin-walled cross-sections which mean that their structural behaviour is strongly affected by local and global buckling. Th e local mode, that occurs for shorter profi les, is characterized by (i) the local plate mode (LPM) characterized by the simultaneous flexural buckling of the web and fl anges and (ii) by the distortional mode (DM) characterized by the displacements of flange-stiff ener edges (that remain plane). The global mode occurring for long profi les is characterized by (i) the fl exural mode (FM) characterized by the translation of the whole section in the direction of the major principal axis and (ii) by the fl exural-torsional mode (FTM) characterized by the simultaneous translation and rotation of the whole section. Th e possibility of using the results of linear stability analysis in the national codes of thin-walled cold-formed steel structural elements (for instance, European and Brazilian Codes) arises, i.e. local and global buckling instability modes and corresponding bifurcation stresses determining the ultimate strength of members. Two powerful numerical methods are chosen to perform a linear stability analysis of a cold-formed steel structural member: (i) the Finite Strip Method, (i1) the Semi-Analytical Finite Strip Method (trigonometric functions are used in the approximation of displacement) used for simply supported boundary conditions, (i2) the Spline Finite Strip Method (‘spline’ functions are used in the approximation of displacement) used other boundary conditions and (ii) the Finite Element Method. The linear local and global stability results of for Z, C and rack cold-formed columns are used to obtain ultimate strength through the procedures adopted in the Eurocode 3, Part 1.3 and in the Brazilian Code (NBR 14.762/2001). The obtained numerical estimates by specifi cations are compared with experimental results available in literature.
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20

Zhao, Jin-you, and Cheng Yu. "Experimental Study and Numerical Simulation of G550 High Strength Cold-Formed Steel Z-Section Members Under Pure Bending and Moment Gradient." International Journal of Steel Structures 19, no. 2 (July 7, 2018): 366–80. http://dx.doi.org/10.1007/s13296-018-0118-7.

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21

Xu, L., J. Liu, S. Fox, and Y. Liu. "EFFECTS OF VERTICAL SLOTTED HOLE ON COLD FORMED STEEL Z-SHAPE LAPPED PURLINS." Proceedings of International Structural Engineering and Construction 2, no. 1 (November 2015). http://dx.doi.org/10.14455/isec.res.2015.157.

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Lapped joints of cold-formed steel Z-shaped purlins are extensively used in metal building roof construction to create multi-span purlin systems. Conventionally, round holes are used in the lapped purlin connections. With the advantage of providing extra installation tolerance, vertical slotted holes are widely used in the lapped joints of cold-formed steel Z-shaped purlin systems to simplify and expedite the erection of multi-span purlin roof systems. However, the current design practice is based on the research for the lapped connections with round holes. Almost no research has been conducted to investigate effects of vertical holes on the flexural behaviour of cold-formed steel Z-shaped purlins. To investigate the effects of vertical slotted holes on the structural behaviour of lapped cold-formed steel Z-shaped purlins, tests were performed on the lapped purlins with different lap lengths, purlin depths, thicknesses and spans. The results show that the flexural strength and stiffness of the lapped purlins with vertical slotted holes are primarily influenced by three parameters, i.e., the ratio of lap length to purlin depth, the ratio of lap length to purlin thickness, and the ratio of purlin depth to purlin thickness. Based on the test results, design recommendations are proposed for designing lapped cold-formed steel Z-shaped purlins with vertical slotted holes.
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22

"Cold Formed Steel Channel Sections with Flange Stiffeners." International Journal of Innovative Technology and Exploring Engineering 9, no. 1 (November 10, 2019): 2458–63. http://dx.doi.org/10.35940/ijitee.a4590.119119.

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In recent years the utilization of cold formed steel has been redoubled. This is because high strength to weight ratio of the cold formed steel. The thicknesses cold formed steel members usually range from 0.3 mm to 6.35 mm. The most used cold formed sections are C and Z sections. These sections can be used as secondary beams (purlins) for roof covering, side girts, decks, and panels. Scope of this present study is to investigate the effect on load carrying capacity of cold formed channel sections provided with flange stiffeners. In this project, eighteen numbers of channel sections were analysed by keeping the height to thickness ratio (h/t) as constant and by varying flange width to thickness ratio (b/t) using Ansys 14.0. The h/t ratio and b/t ratio considered are 50 and 25, 35, 45 respectively. The thickness and span of all specimens were kept as 2 mm and 1500 mm respectively. Simply supported boundary condition and two points loading was adopted for both the numerical and experimental analysis. Three numbers of channel sections were fabricated and tested experimentally to check the consistency of results with numerical analysis. The ultimate load and deformed shape of three specimens were obtained from experimental results are compared with the analytical results acquired from Ansys 14.0
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23

Chakravarthy, Nahushananda, Sivakumar Naganathan, Jonathan Tan Hsien Aun, Sreedhar Kalavagunta, Kamal Nasharuddin Mustapha, and Veena T. R. "EXPERIMENTAL INVESTIGATION OF CFRP STRENGTHENED I-SHAPED COLD FORMED STEEL BEAMS." Jurnal Teknologi 79, no. 5 (June 21, 2017). http://dx.doi.org/10.11113/jt.v79.10255.

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Cold formed steel differ from hot rolled steel by its lesser thickness and weight. The cold formed steel applicable in roof purlin, pipe racks and wall panels etc. Due its lesser wall thickness the cold formed steel member subjected to buckling. The enhancement of load carrying capacity of the cold formed steel member can be achieved by external strengthening of CFRP. In this study cold formed channel members connected back to back to form I shaped cross section using screws. These built up beam members were 300mm, 400mm and 500mm in length with 100mm screw spacing and edge distance of 50mm were chosen for testing. CFRP fabric cut according to length, width of built up beams and wrapped outer surface of beam using epoxy resin. Experiments were carried out in two sets firstly plain built up beams and secondly CFRP wrapped beams. The test results shows that increased load carrying capacity and reduction in deflection due to CFRP strengthening. Experimental results were compared with AISI standards which are in good agreement. Experimental results shows that CFRP strengthening is economic and reliable.
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24

Veena, C., S. Saravanan, Robin Davis P., and Nandakumar Gopalan. "Analysis of cold formed steel sheet pile for earth retaining wall." Sustainability, Agri, Food and Environmental Research 10, no. 1 (March 15, 2021). http://dx.doi.org/10.7770/safer-v10n1-art2480.

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Failure loads of sheet pile having various profiles such as U, Z and Omega/Hat profiles under compression was carried out by using equations of strength of materials and compared the failure load under various modes such as Euler’s buckling, torsional buckling and failure load due to yielding. Compared the strength of various profiles under flexure by using finite element analysis. Sheet pile can be analyzed as a unit cell for the simplified finite element analysis. For selecting the unit cell sheet pile with omega/Hat section was analyzed for profile containing one to eight numbers and checked the convergence of bending stress and maximum lateral deflection. Interlocks were analyzed for three different conditions such as plane interlock, interlock filled with bitumen and welded interlock. Location of interlock and neutral axis of the wall will affect the stability of the structure. Sheet piles with various cross sections were analyzed and studied the shear stress and bending stress along the cross section. From the structural performance of various cross sections omega/hat section can be considered as the most efficient cross section for the cold formed steel sheet pile because of its more load carrying capacity under compression and high torsion resistance and less bending stress. Results from the finite element analysis for the selection of unit cell shows that the stress and deflection value was converge at the sheet pile having 6 numbers of profiles. Keywords: sheet piles, building, resistance.
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25

M. Baraskar, Majahar, Pranil Shetake, Prof V. M. Bogar, and Dr Y. M. Ghugal. "ANALYTICAL STUDY OF BEHAVIOR OF COLD FORMED STEEL SECTIONS WITH AND WITHOUT PERFORATION UNDER COMPRESSIVE LOADING." International Journal of Engineering Applied Sciences and Technology 5, no. 9 (January 1, 2021). http://dx.doi.org/10.33564/ijeast.2021.v05i09.024.

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Steel is used in construction industry due to its hardness and tensile strength. Cold formed steel is type of steel which is manufactured at lower temperature. Cold form steel became more popular in twentieth century in construction industry due to its high strength to weight ratio and post-buckling strength. The purpose of this study is to study the behavior of cold-formed steel sections of different shapes but of same cross sectional area for compressive loading. Effect of lips within same cross sectional area, effect of perforation and shape stiffener is evaluated on different sections as channel section, Z section and hat section. Eigen value buckling analysis was carried out to on twelve different models to obtain the buckling load and failure pattern. ANSYS WORKBENCH software was used for numerical simulation of sections. I.S. 801:1975 has been taken under consideration wherever required. Based upon the results, optimum section in each of cases as with lips, without lips and perforated amongst all three sections is suggested. Effect of shape stiffeners provided by previous researcher P. Manikandan on solid sections is evaluated to check its suitability with perforated sections.
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26

P. Shetake, Pranil, Majahar M. Baraskar, Prof V. M. Bogar, and Dr Y. M. Ghugal. "ANALYTICAL STUDY OF FLEXURAL BEHAVIOR OF COLD FORMED STEEL SECTIONS WITH AND WITHOUT PERFORATION." International Journal of Engineering Applied Sciences and Technology 5, no. 9 (January 1, 2021). http://dx.doi.org/10.33564/ijeast.2021.v05i09.032.

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This work is about the investigation of flexural behavior cold formed steel member of different cross sections with and without perforation under similar cross sectional area. This work gives idea about the performance of different sections under same loading condition among selected sections and highlights the increasing the flexural strength of member by using stiffener arrangement. In this work three different cross sectional shapes are selected which are C – section, Z – section and Hat shaped section of same cross sectional area analyzed with and without lip under same loading and end condition as well as with perforation. The selected specimens were analyzed analytically using ANSYS Workbench software which shown better comparison among analyzed different geometries of members. Effectiveness of providing edge stiffener to different perforated sections also determined in this work.
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27

Lejano, Bernardo, James Matthew De Jesus, and Arvin Patrick Yu. "EXPERIMENTAL COMPRESSION TESTS OF COLD-FORMED STEEL (CFS) TO VERIFY ITS CODE-BASED STRENGTH." ASEAN Engineering Journal 10, no. 2 (March 1, 2021). http://dx.doi.org/10.11113/aej.v10.16600.

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Cold-Formed Steel (CFS) is a good construction material because of its high strength-to-weight ratio, that is, it exhibits efficient load carrying capabilities in combination with its lightweight characteristics. Although CFS is already being used in construction, information on structural performance of locally-produced CFS in the Philippines is scarce. To date, the authors have not found any experimental study done in the Philippines regarding the structural performance of locally-produced CFS. In this study, C-section and Z-section are being studied since these members exhibit buckling failures that may be difficult to predict due to complexity of their section geometry. The objective of this paper is to present the performance of these CFS sections when subjected to concentric axial compression both experimentally and computationally. For the experimental part, the CFS members were subjected to axial compression using a hydraulic jack. High-speed video cameras were used to capture the different failure modes. For the computational aspect, provisions found in the National Structural Code of the Philippines (NSCP) were used to calculate the compression strength of the members. A total of 80 C-section specimens with 5 different lengths and 5 different thicknesses were tested. It was found that the strength calculations using the NSCP provisions were not consistent with the results of the compression tests. For shorter lengths, distortional buckling prevailed as the main failure, while for longer lengths, torsional-flexural buckling occurred. All of the predicted strengths were highly conservative. For the Z-section, a total of 180 specimens with 6 different lengths and 6 different thicknesses were tested. Torsional-flexural buckling was observed in majority of the specimens. Although most of the failure modes were predicted correctly, it was found that the predicted strengths using the NSCP were relatively high compared to the experimental results, thus non-conservative. Finite Element Method (FEM) analyses using ANSYS were conducted. Findings indicate that the experiment results agreed well with the FEM results.
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