Numerical investigation on Cold-Formed Steel Structural Frame made with lipped channel column and beam elements subjected to Lateral Loading

Numerical investigation on Cold-Formed Steel Structural Frame made with lipped channel column and beam elements subjected to Lateral Loading | Research Square window.SnipcartSettings = { analytics: { enabled: false } }; (function() { var accessVector = localStorage.getItem('access_vector') || ''; window.dataLayer = window.dataLayer || []; if (accessVector) { window.dataLayer.push({ user: { profile: { profileInfo: { snid: accessVector } } } }); } })(); (function(w,d,s,l,i){w[l]=w[l]||[];w[l].push({'gtm.start':new Date().getTime(),event:'gtm.js'});var f=d.getElementsByTagName(s)[0],j=d.createElement(s),dl=l!='dataLayer'?'&l='+l:'';j.async=true;j.src='https://www.googletagmanager.com/gtm.js?id='+i+dl;f.parentNode.insertBefore(j,f);})(window,document,'script','dataLayer','GTM-K279D39R'); Browse Preprints In Review Journals COVID-19 Preprints AJE Video Bytes Research Tools Research Promotion AJE Professional Editing AJE Rubriq About Preprint Platform In Review Editorial Policies Our Team Advisory Board Help Center Sign In Submit a Preprint Cite Share Download PDF Research Article Numerical investigation on Cold-Formed Steel Structural Frame made with lipped channel column and beam elements subjected to Lateral Loading S Sozharaja, Rajaram Baskar This is a preprint; it has not been peer reviewed by a journal. https://doi.org/ 10.21203/rs.3.rs-4065936/v1 This work is licensed under a CC BY 4.0 License Status: Posted Version 1 posted You are reading this latest preprint version Abstract This paper deals with the structural behaviour of a cold-formed steel (CFS) structural frame subjected to lateral loading. The study involves the investigation of structural behaviour via an experiment programme and numerical investigation conducted on a structural frame using a cold-formed channel section constructed in a steel factory. The structural frame comprised columns, beams, a base plate, and its connection​​​​​​​ The section for the column consisted of a back-to-back channel section positioned and cold-formed. Section used for columns provided with and without lips. The section used for the beam is provided with a single channel section with and without lips. The numerical investigation was conducted using a finite element analysis procedure with the FEA software ANSYS 16.2 workbench. Through these investigations, a parameter study was conducted. Some important influencing factors, such as load-carrying capacity, stiffness, and the load– deflection relationship, were evaluated and discussed. From the result analysis, the structural frame made with a lipped channel section experienced high load carrying capacity and high stiffness compared with the other models considered. Cold-formed steel (CFS) Steel structure Lateral loading Finite element analysis Figures Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 1. Introduction Cold-formed steel structural buildings represent an innovative approach to modern construction. This type of material has certain properties for constructing buildings of various types and sizes. Using thin sheets of steel that are expertly formed and assembled, this construction method offers several benefits, including exceptional strength, cost-effectiveness, and design flexibility. The unique properties of cold-formed steel make it a preferred choice for architects, engineers, and builders seeking to create durable, sustainable, and aesthetically appealing structures. Cold-formed steel structural frames play a pivotal role in the field of structural engineering and construction, particularly when it comes to withstanding lateral loading. Lateral loading encompasses the forces exerted on a building primarily in the horizontal direction, including wind, seismic activity, and other lateral forces. In this context, cold-formed steel represents a significant material choice for constructing these frames, given its notable combination of strength, cost-effectiveness, and versatility. The use of cold-formed steel in frames not only provides efficient structural solutions but also contributes to the overall sustainability and resilience of modern buildings. However, cold-formed steel has Due to its thinner sections, cold-formed steel members are more prone to buckling and stability issues, particularly when subjected to high compressive loads. Therefore, adequate bracing and design considerations are necessary to prevent these issues. The present investigation attempts have been made to study the structural performance of cold-formed steel in the aspect of structure subjected to lateral loading. A structural frame made up of cold-formed steel was prepared, followed by an experiment conducted on prepared specimens. On the basis of the result analysis, important factors that will be considered in the design of this structure are discussed. 1.2 Methodology The methodology proposed involves investigating sets of analytical models, which take into account significant variant such as column sections with and without lips. The ANSYS version 18.1 finite element modelling software is utilized for the analytical examination, aiming to observe the structural behaviour of cold-formed steel frames comprising lipped channel section columns and beams under lateral loading. 2. Material and Methods 2.1 Selection of section The sectional properties of the selected sections for the frame were obtained from the IS811 specification for cold-formed light gauge structural steel sections. The cross dimensions were established based on the AISI specification for cold-formed steel constructions and covered the practical range of channel sections for beams and columns already utilized in the industry. Figure 1 depicts the geometry details of the frame specimen. 2.1 Connection Requirements Cold formed steel frames are fabricated in the steel factory as per the design. The frame design was carried out based on AISI specification and industry practice specification. Angle cleats and mild steel bolts were used for beam-column joint connection, as well as base plate and column bottom connection. Details of bolts used and specifications are as follows: Diameter 6 mm, MS 4.6 grade, yield strength 250MPa, and tensile strength 410MPa. 3. Experimental program For experimental investigation totally 8 frames were tested. The frame consisted of cold-formed steel channel section columns and cold-formed steel channel section beams. Connection between beams and columns likewise connection between column bottom base plates were executed through bolt connection using angle cleat bolt and nuts. Figure 2 depicts the processed frame specimen prepared for the experimental work. Likewise, no rotation no translation allowing type such connection were provided between base plate and solid floor. Prior to the testing program, the mechanical properties of cold-formed steel specimens used in this study were calculated by conducting laboratory tests. The mechanical properties analysed include parameters such as yield strength, ultimate tensile strength, modulus of elasticity, and elongation. Table 2 presents mechanical properties of steel materials. Table 1 Geometry details of Cold-formed steel frame models Sl. No Frame model designation Thickness of Section (mm) Column section (mm) Beam section (mm) Lipped /without lips length (mm) 1 LGSF2WOL 2 2 X 150 X 60 X 2 100 X 50 X 2 - 2 LGSF2WL 2 2 X 150 X 60 X 2 100 X 50 X 2 25 Table 2 Mechanical Properties of Cold-formed steel and Hot rolled steel Material Yield strength (N/mm 2 ) Ultimate strength (N/mm 2 ) Elastic modulus (N/mm 2 ) Elongation (mm) Cold-formed steel 385 429 2.02x10 5 17 Hot rolled steel 250 412 2.00x10 5 11 Figure 3 schematic diagram of test program. The lateral force is applied to the frame that implies to the tension on the face of loading. For implementing fixed boundary condition through bolt connection introduced between frame to base plate which connected to heavy joist positioned. 3.1 Analysis of experimental program The lateral load was applied at beam –column junction level through hydraulic jacks. The loads increased gradually at regular interval was set 1 kN. Initially the load transferred to the frame voyaged in load – deflection was in the linear progression. At one stage, buckling of element in the frame was observed. At the stage, it was recorded and it was informed such that the respective maximum load observed was the maximum load holdup by the corresponding frame type. The hydraulic jack was allowed transfer the load to the frame with the control rate of 1kN and pull back with the same procedure. At the same time the deflection was measured at every push and pull by using LVDT in the respective storey levels. As the result, on comparing response of all type of tested frames. It was found that the frame made of lipped channel column hold up maximum load of 13 kN. Corresponding maximum lateral deflection was found as 99.37 mm. In the other end, was found that the frame made of normal channel column hold up maximum load of 11 kN. The corresponding maximum lateral deflection was found as 67.36 mm.Table 3 shows the loads and corresponding displacement, maximum strain were recorded. Table 3 Experiment results Sl. No Frame Model Designation Maximum load (kN) Maximum Deflection (mm) Maximum Strain (mm/mm) Push (kN) Pull (kN) Push (mm) (mm) Pull (mm) Push (mm/mm) (mm) Pull (mm/mm) 1 LGSF2WOL 11 11 67.34 67.38 0.0042 0.0041 2 LGSF2WL 13 13 99.34 99.40 0.0046 0.0044 4 Numerical Investigation 4.1 Finite Element Modelling, Boundary and Loading Conditions The main elements of the frame consist of column channels, beam channels and the components of the frame consist of base plate, angle cleats, and bolts, were modeled using tools and features of ANSYS 18.1 workbench software. Element type SOLSH190 was used to model channel beams, which is suitable to linear, large rotation, large strain nonlinear structural applications. This element type is accomplished of accounting for changes in thickness, making it suitable for nonlinear analysis. The base plate was modeled using the element type SOLID185. Bolted connections were modeled using the beam 188 link element, accurately capturing the behavior of the connections between the column, beam, angle cleat, and base plate. The bolted connection model included separate meshing of the bolts into three parts, representing frictional contact between the bolt head and the top plate, frictional contact between the shank portion of the bolt and the plate, and frictional contact between the bottom plate and the nut. Figure 4 presents the finite element model of the cold-formed steel frame, illustrating the overall configuration and positioning of the structural elements. Additionally, Fig. 5 presents an extended view of the finite element model depicting the beam-column connection in detail. Similarly, Fig. 6 provides an enlarged view focusing on the column-base plate connection, capturing the intricacies of this critical junction. These finite element models, incorporating accurate material properties and connection details, allow for a detailed analysis of performance of the cold-formed steel frame subjected to lateral loading. These material properties were then inputted into the finite element modeling software to accurately represent the behaviour of the steel within the models. The bilinear stress-strain curve enabled the simulation of nonlinear effects, such as plastic deformation and yielding, while the elastic modulus and Poisson's ratio ensured the appropriate representation of material stiffness and deformation characteristics. Table 4 presents the set of material properties utilized in the finite element modeling. It includes the relevant values for the bilinear stress-strain curve, elastic modulus, and Poisson's ratio. By incorporating these material properties into the models, the simulations were able to accurately capture the response of the steel structure under various loading conditions. In the experimental model, the application of loads and establishment of boundary conditions were crucial for studying the behavior of the cold-formed steel frame. Lateral forces were applied to the beam-column junction using a hydraulic jack, with equal intensity of forces at three levels simultaneously. An incremental load of 1kN was applied to a specific axial position on the face of the column. The resulting frame reactions, including displacements and stresses, were recorded for analysis. In the FEA, the same lateral force was applied through the nodes located on the face of the column. Regarding the boundary conditions, the experimental test specimen was securely bolted to a base plate, and the bottom of the frame's column was rested on a rigid platform. This arrangement provided a fixed support condition between the base plate and the rigid platform, ensuring stability during testing. The boundary conditions in the FEA aimed to accurately represent this support configuration. Displacement constraints and rotational constraints were implemented by setting the degrees of freedom (DOFs) as follows: UX = UY = UZ = URX = URY = URX = 0. These constraints ensured that the base plate and the rigid platform remained fixed relative to each other, simulating the experimental fixed support condition. Figure 7 illustrates the applied loading conditions, showcasing the hydraulic jack used to apply lateral forces to the beam-column junction. Figure 8 demonstrates the established boundary condition, highlighting the bolted connection between the test specimen and the base plate, as well as the contact with the rigid platform. Table 4 Material properties input for cold -formed steel frame finite element models Structural forms Element type Material input Cold-Formed Steel Plate SOLSH190 Linear isotropic Young’s Modulus Ex = 2.02x 10 5 MPa Poisson’s ratio = 0.3 Bilinear isotropic hardening properties Yield strength fy = 385 MPa Tangent modulus = 15000 MPa Hot-Rolled Steel Plate SOLID185 Linear isotropic Young’s Modulus Ex = 2.00x 105 MPa Poisson’s ratio = 0.3 Bilinear isotropic hardening Properties Tangent modulus = 15000 MPa Yield strength fy = 250 MPa Bolt, Self-Driving Screw Beam188 Linear isotropic Young’s Modulus Ex = 2.00x 105 MPa Poisson’s ratio = 0.3 Bilinear isotropic hardening Properties Tangent modulus = 15000 MPa Yield strength fy = 250 MPa 4.1 Numerical study results The two different type cold-formed steel frames were examined with aid of FEM, the frame subjected to loading via lateral direction by way of an axial force, and Equal increment amount of load was applied at each storey levels. The parameter considered were maximum load carrying capacity, stiffness and load deflection behaviour. 4.1.1 Maximum load-carrying capacity The two different type frame models were modelled and analyzed based on FEA principle using ANSYS 18.1 workbench software. From the analytical result, The maximum load-carrying capacity for each specimen was determined. Table 5 displays the maximum load carrying capacity of channel joists. From the table, on comparing four type frames it is found that the LGSF2WL frame has a cross section area of 1264 mm 2 it holdup the maximum load of 12.5kN which has higher than other frame types used in this study and correspondingly the maximum stress was found 2531.5 MPa which has higher stress value compared to other frame type. In other end LGSF2WOL frame has a cross section area of 1064 mm 2 it holdup the maximum load of 10 kN which has acquired lower load –carrying capacity compared to other frame type. Figure 9 presents stress contour diagram for all type frames resulting from post processing results of FEA.The frames analytical models maximum load carrying capacity were found and compared shown in Fig. 10 . Table 5 Analytical result Maximum load-carrying capacity Sl. No Frame Model Designation Column cross section area (mm 2 ) Maximum load carrying capacity (kN) Maximum stress (N/mm 2 ) 1 LGSF2WOL 1064 10 1391 2 LGSF2WL 1264 12.5 2531.5 Figure 9 (a) Stress contour LGSF2WOL Fig. 9 (b) Stress contour LGSF2WL 4.1.2 Stiffness The stiffness of the frame design was calculated by taking into account the elastic region of the load-displacement curve. The stiffness of the frame equal to initial slope value of load-deflection curve with in elastic phase. Stiffness of the frame types were obtained based on analytical load-deflection curve. It is found that the LGSF2WL frame has acquired high stiffness value 182.82 N/mm compared to other frame type. In other end the frame LGSF2WOL frame has acquired low stiffness value 146.82 N/mm. The frames stiffness and shown in the Figure.11. Table 6 presents graphical representation of stiffness calculated analytical results. Table 6 Analytical result Stiffness Sl. No Frame Model Designation Maximum load carrying capacity (kN) Maximum Deflection (mm) Stiffness (N/mm) 1 LGSF2WOL 10 66.21 146.82 2 LGSF2WL 12 85.13 182.82 5 Result and Discussion 5.1 Comparison of analytical and experimental load –deflection curve On comparing experimental and analytical results analysis. The results revealed that as the applied force increased, the displacement of all frame models exhibited an ascending trend. However, the frame model with a lipped channel column section demonstrated a comparatively lower rate of displacement increase. Furthermore, the frame model with the lipped channel column section exhibited a higher load-carrying capacity compared to the other frame types. This indicates that the presence of the lipped channel column section contributed to enhanced structural performance and resistance against lateral loading. The load-lateral displacement curves of the cold-formed steel frames, depicting the relationship between applied loads and resulting deflection, are presented in Fig. 12 . Table 7 presents comparison of results of maximum load corresponding maximum deflection. Table 7 shows comparison of analytical results and experimental results. Sl. No Frame Model Designation Maximum load carrying capacity kN Exp Maximum Deflection mm Exp Maximum load carrying capacity kN Ana Maximum Deflection mm Exp Ana 1. LGSF2WOL 11 67.38 10 66.21 2. LGSF2WL 13 99.40 12.5 87.13 5.2 Comparison of analytical and experimental result stiffness The stiffness of the cold-formed steel frames was analyzed to assess their resistance to deformation under lateral loading. The inclination of the load-lateral displacement curve was determined by fitting a linear elastic line that best represents the initial linear portion of the curve. From this analysis, the relevant stiffness values were calculated for each frame model. The results indicate that the frame model with a lipped channel column section LGSF2WL exhibited a higher stiffness compared to the other frame models. This implies that the frame with the lipped channel column section is more resistant to deformation and exhibits a greater ability to maintain its shape under lateral loading. Table 8 presents results stiffness parameter. Figure 13 presents comparison of analytical results and experiment results of calculation based stiffness. Table 8 shows comparison of analytical results and experimental results stiffness. Sl. No Frame Model Designation Stiffness N/mm Exp Exp Stiffness N/mm Ana Increase in stiffness % % 1 LGSF2WL 192.42 182.82 5.0 2 LGSF2WOL 167.82 146.82 12.5 5.3 Comparison of analytical and experimental result Maximum force resisting capacity The many criteria discussed included maximum force resisting capacity, load–deflection behaviour failure mode, and. The loads corresponding to the maximum lateral displacement for LGSF2WOL, and LGSF2WL were aligned for both analytical and experimental investigations. It was revealed and showed Table 3 that the experimental method has got higher force value than the analytical result, specifically in LGS2WL, which has 9.09% and 3.84% higher force resisting capacity than LGSWOL in the analytical and experimental investigations, respectively, as shown in Fig. 14 . The results were compared to experimental investigation outcome. Table 9 shows comparison of analytical results and experimental results Maximum force resisting capacity. Sl. No Frame Model Designation Maximum load carrying capacity kN Exp Maximum load carrying capacity kN Ana Increase in maximum load carrying capacity % 1 LGSF2WOL 11 10 9.09 2 LGSF2WL 13 12.5 3.84 5.4 Failure modes On comparing experimental results and analytical results, the maximum load was reached for the respective frame models which will be decided at which load step frame model undergoes irrecoverable deformation and exhibits high-concentration stress in the element. In this analysis, high concentration of stress exhibited on the beam portion of the frame model in the maximum load step in analytical study also in experiment test and it was observed and recorded as local buckling failure. 6 Conclusion Based on the comparison of post-processing results of the FEA and Experimental and, it was observed that the frame model incorporating lipped channel columns exhibited superior load-carrying capacity compared to other frame models. This suggests that the use of lipped channel columns enhances the frame's overall strength and ability to meet serviceability requirements. Additionally, the frame model utilizing 2 mm thick channel columns exhibited higher stiffness compared to other frame models. This indicates that increasing the thickness and cross sectional area of the column sections positively influences the frame's rigidity, which can contribute to improved structural stability and reduced deformations under lateral loading conditions. Declarations Funding No funds, grants, or other support was received. Competing interests The authors have no competing interests to declare that are relevant to the content of this article. Author Contribution S S wrote the main manuscriptR B checked and corrected complete manuscript References Dias, Yomal, Mahen Mahendran, and Keerthan Poologanathan (2019) Full-scale fire resistance tests of steel and plasterboard sheathed web-stiffened stud walls. Thin-Walled Structures 137: 81-93. https://doi.org/10.1016/j.tws.2018.12.027. Laím, Luís, João Paulo C. Rodrigues, and Hélder David Craveiro (2015) Flexural behaviour of beams made of cold-formed steel sigma-shaped sections at ambient and fire conditions. Thin-Walled Structures 87: 53-65.https://doi.org/10.1016/j.tws.2014.11.004. Pham, Cao Hung, and Gregory J. Hancock (2013) Experimental investigation and direct strength design of high-strength, complex C-sections in pure bending. Journal of Structural Engineering 139(11): 1842-1852. https://doi.org/10.1061/ (ASCE) ST.1943-541X.0000736. Lee, Yeong Huei, Cher Siang Tan, Shahrin Mohammad, Mahmood Md Tahir, and Poi Ngian Shek (2014) Review on cold-formed steel connections. The Scientific World Journal. https://doi.org/10.1155/2014/951216 Rathore, Kaminee, M. K. Gupta, and Manoj Verma (2023) A Comprehensive Review on Cold-Formed Steel Building Components. Recent Trends in Mechanical Engineering: Select Proceedings of PRIME. 2021: 461-468. https://doi.org/10.1007/978-981-19-7709-1_46 Derveni, Fani, Simos Gerasimidis, and Kara D. Peterman (2020) Behavior of cold-formed steel shear walls sheathed with high-capacity sheathing. Engineering Structures .225: 111280. https://doi.org/10.1016/j.engstruct.2020.111280. M.F. Javed, N. Hafizah, S.A. Memon, M. Jameel, M. Aslam (2017) Recent research on cold-formed steel beams and columns subjected to elevated temperature: a review, Constr. Build. Mater. 144: 686–701. https://doi.org/10.1016/j.conbuildmat.2017.03.226 Ayhan, Deniz, and Benjamin W. Schafer (2015) Cold-formed steel member bending stiffness prediction. Journal of Constructional Steel Research 115: 148-159. https://doi.org/10.1016/j.jcsr.2015.07.004 J.C.B. Abreu, L.M. Vieira Jr., M.H. Abu-Hamd, B.W. Schafer (2014) Review: development of performance-based fire design for cold-formed steel, Fire Sci. Rev. 3(1):1–15 https://doi.org/10.1186/s40038-014-0001-3 Anbarasu, M., and M. Adil Dar (2020) Axial capacity of CFS built-up columns comprising of lipped channels with spacers: Nonlinear response and design." Engineering Structures 213: 110559. https://doi.org/10.1016/j.engstruct.2020.110559 . Xiang, Yi, Xuhong Zhou, Yu Shi, Lei Xu, and Yunpeng Xu (2020) Experimental investigation and finite element analysis of cold-formed steel channel columns with complex edge stiffeners. Thin-Walled Structures 152: 106769. https://doi.org/10.1016/j.tws.2020.106769. Singh, Ravikant, and Avik Samanta (2022) Numerical finite element simulation and structural behaviour of cold-formed steel members. Materials Today: Proceedings 65: 3300-3305. https://doi.org/10.1016/j.matpr.2022.05.392 Janarthanan, B., M. Mahendran, and S. Gunalan (2019) Numerical modelling of web crippling failures in cold-formed steel unlipped channel sections. Journal of Constructional Steel Research 158: 486-501. https://doi.org/10.1016/j.jcsr.2019.04.007 Anbarasu, M., K. Kanagarasu, and S. Sukumar (2015) Investigation on the behaviour and strength of cold-formed steel web stiffened built-up battened columns. Materials and Structures 48(2): 4029-4038. https://doi.org/10.1617/s11527-014-0463-8 Belal, Mohammed Fathi, Mohammed Hassanien Serror, Sherif Ahmed Moure, and Mohammed Masoud EL Saadawy(2020) Numerical study of seismic behavior of light-gauge cold-formed steel stud walls. Journal of Constructional Steel Research 174: 106307. Hanisha, Cherukuri Sri Sai, and I. Siva Kishore (2020) Experimental and finite element analysis of cold formed steel beam-column joint. Materials Today: Proceedings 33: 480-483. https://doi.org/10.1016/j.matpr.2020.05.046. Belal, Mohammed Fathi, Mohammed Hassanien Serror, Sherif Ahmed Mourad, and Mohammed Masoud EL Saadawy (2021) Seismic behavior of light-gauge cold-formed steel stud walls under monotonic and cyclic loading. Journal of Building Engineering 43: 103037. https://doi.org/10.1016/j.jobe.2021.103037 Senapati, Simran, and Keshav K. Sangle (2022) Nonlinear static analysis of cold-formed steel frame with rigid connections. Results in Engineering 15: 100503. https://doi.org/10.1016/j.rineng.2022.100503 Kechidi, Smail, and Ornella Iuorio(2022)Numerical investigation into the performance of cold-formed steel framed shear walls with openings under in-plane lateral loads. Thin-Walled Structures 175: 109136. https://doi.org/10.1016/j.tws.2022.109136. Additional Declarations No competing interests reported. Cite Share Download PDF Status: Posted Version 1 posted You are reading this latest preprint version Research Square lets you share your work early, gain feedback from the community, and start making changes to your manuscript prior to peer review in a journal. As a division of Research Square Company, we’re committed to making research communication faster, fairer, and more useful. We do this by developing innovative software and high quality services for the global research community. Our growing team is made up of researchers and industry professionals working together to solve the most critical problems facing scientific publishing. Also discoverable on Platform About Our Team In Review Editorial Policies Advisory Board Help Center Resources Author Services Accessibility API Access RSS feed Manage Cookie Preferences © Research Square 2026 | ISSN 2693-5015 (online) Privacy Policy Terms of Service Do Not Sell My Personal Information {"props":{"pageProps":{"initialData":{"identity":"rs-4065936","acceptedTermsAndConditions":true,"allowDirectSubmit":true,"archivedVersions":[],"articleType":"Research Article","associatedPublications":[],"authors":[{"id":279855225,"identity":"e0b88e7c-68e8-4637-b6c8-921ed82528d5","order_by":0,"name":"S Sozharaja","email":"data:image/png;base64,iVBORw0KGgoAAAANSUhEUgAAAZAAAAAyAQMAAABI0h/eAAAABlBMVEX///8AAABVwtN+AAAACXBIWXMAAA7EAAAOxAGVKw4bAAAA4klEQVRIiWNgGAWjYHACNiA+wNjAwHwAyJCQIUULWwJICw8pWngMQDzCWuTb2589+Lnjjmz/jJzPr27UWPAwsB8+ugGfFoMzB9INe888M55xI3ebdc4xoMN40tJu4NUikXBMgrftcGIDUItxDhtQiwSPGV4t8jMS2yT/ArXMv5HzzDjnHxFaGG4ks0mDbNlwI4f5cW4bEVoMzhxjk5Y9c9h445lnZsy5fRI8bIT8Agoxybc7DsvOO578+HPOtzo5fvbDx/A7DASAkQICbBJgkqByJC3MH4hSPQpGwSgYBSMOAACtA08wu2rftAAAAABJRU5ErkJggg==","orcid":"","institution":"Annamalai University","correspondingAuthor":true,"prefix":"","firstName":"S","middleName":"","lastName":"Sozharaja","suffix":""},{"id":279855226,"identity":"400aa5d8-c5a6-4996-a300-09e7f2d07cf2","order_by":1,"name":"Rajaram Baskar","email":"","orcid":"","institution":"Annamalai University","correspondingAuthor":false,"prefix":"","firstName":"Rajaram","middleName":"","lastName":"Baskar","suffix":""}],"badges":[],"createdAt":"2024-03-10 14:59:26","currentVersionCode":1,"declarations":"","doi":"10.21203/rs.3.rs-4065936/v1","doiUrl":"https://doi.org/10.21203/rs.3.rs-4065936/v1","draftVersion":[],"editorialEvents":[],"editorialNote":"","failedWorkflow":false,"files":[{"id":52875409,"identity":"01c4c9c3-34ca-49d2-acfa-8bc383dcc008","added_by":"auto","created_at":"2024-03-18 08:09:26","extension":"png","order_by":1,"title":"Figure 1","display":"","copyAsset":false,"role":"figure","size":146690,"visible":true,"origin":"","legend":"\u003cp\u003eGeometry details of Cold-formed steel frame- 2D view\u003c/p\u003e","description":"","filename":"1.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/5d08ab47757ecf099762c9e0.png"},{"id":52874984,"identity":"996c9b60-4127-4444-8eb2-f72d7b1a0f38","added_by":"auto","created_at":"2024-03-18 08:01:26","extension":"png","order_by":2,"title":"Figure 2","display":"","copyAsset":false,"role":"figure","size":575589,"visible":true,"origin":"","legend":"\u003cp\u003eProcessed cold-formed steel frame -Experiment model\u003c/p\u003e","description":"","filename":"2.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/0361a6a63a52216945b6a68a.png"},{"id":52874985,"identity":"4e52868e-a853-4586-9b62-8640825734ef","added_by":"auto","created_at":"2024-03-18 08:01:26","extension":"png","order_by":3,"title":"Figure 3","display":"","copyAsset":false,"role":"figure","size":63629,"visible":true,"origin":"","legend":"\u003cp\u003eSchematic diagram of test program\u003c/p\u003e","description":"","filename":"3.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/fc3df7aeb8d002cf9cd8019a.png"},{"id":52875410,"identity":"bc80d915-1232-4637-a6b5-69e7cbf1fdb1","added_by":"auto","created_at":"2024-03-18 08:09:27","extension":"png","order_by":4,"title":"Figure 4","display":"","copyAsset":false,"role":"figure","size":1241452,"visible":true,"origin":"","legend":"\u003cp\u003eExperiment program test on specimen\u003c/p\u003e","description":"","filename":"4.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/a12553eb9467f89fbe4b8322.png"},{"id":52874997,"identity":"155bd914-33e7-46fb-a214-0c742b44863d","added_by":"auto","created_at":"2024-03-18 08:01:28","extension":"png","order_by":5,"title":"Figure 5","display":"","copyAsset":false,"role":"figure","size":305224,"visible":true,"origin":"","legend":"\u003cp\u003eCold-formed steel frame full FE model-3D view.\u003c/p\u003e","description":"","filename":"5.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/efac8fdd1e436cffbd961815.png"},{"id":52874991,"identity":"6e264cbe-2b76-47cb-a46f-4289af7621ba","added_by":"auto","created_at":"2024-03-18 08:01:27","extension":"png","order_by":6,"title":"Figure 6","display":"","copyAsset":false,"role":"figure","size":1092813,"visible":true,"origin":"","legend":"\u003cp\u003eSee image above for figure legend.\u003c/p\u003e","description":"","filename":"6.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/6f8394ea9df010f2eff580a4.png"},{"id":52874996,"identity":"0292e16a-64da-4da1-8aa7-bb924b0da8a5","added_by":"auto","created_at":"2024-03-18 08:01:28","extension":"png","order_by":7,"title":"Figure 7","display":"","copyAsset":false,"role":"figure","size":256242,"visible":true,"origin":"","legend":"\u003cp\u003eLateral force applied in column — beam joint axially in the column face.\u003c/p\u003e","description":"","filename":"7.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/cac2539315fddeb957836dd6.png"},{"id":52874994,"identity":"38946d67-399e-4ecc-a890-337973f734c3","added_by":"auto","created_at":"2024-03-18 08:01:28","extension":"png","order_by":8,"title":"Figure 8","display":"","copyAsset":false,"role":"figure","size":90275,"visible":true,"origin":"","legend":"\u003cp\u003eFixed type support applied in the column - base plate interface and applied\u003c/p\u003e\n\u003cp\u003ein the base plate bottom and rigid platform interface.\u003c/p\u003e","description":"","filename":"8.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/04496302dd323fc2e470fb7a.png"},{"id":52874993,"identity":"cfeb13b1-fc81-4de6-9057-c3a2877993f3","added_by":"auto","created_at":"2024-03-18 08:01:28","extension":"png","order_by":9,"title":"Figure 9","display":"","copyAsset":false,"role":"figure","size":689563,"visible":true,"origin":"","legend":"\u003cp\u003eSee image above for figure legend.\u003c/p\u003e","description":"","filename":"9.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/835f53b4b933386daa32d649.png"},{"id":52874990,"identity":"9d56ccd9-f98a-4e07-b510-67b069385121","added_by":"auto","created_at":"2024-03-18 08:01:27","extension":"png","order_by":10,"title":"Figure 10","display":"","copyAsset":false,"role":"figure","size":36809,"visible":true,"origin":"","legend":"\u003cp\u003eMaximum load carrying capacity analytical result\u003c/p\u003e","description":"","filename":"10.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/33e6cb39c33ed752d6a07d97.png"},{"id":52874988,"identity":"8da91ebf-cdfe-4cb0-892f-d0f85a74fbb9","added_by":"auto","created_at":"2024-03-18 08:01:27","extension":"png","order_by":11,"title":"Figure 11","display":"","copyAsset":false,"role":"figure","size":28857,"visible":true,"origin":"","legend":"\u003cp\u003eStiffness analytical result comparison\u003c/p\u003e","description":"","filename":"11.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/29e451b6c062f87078ece8c4.png"},{"id":52874998,"identity":"60718ecc-fe19-4f07-b3f1-ce183750ebf1","added_by":"auto","created_at":"2024-03-18 08:01:29","extension":"png","order_by":12,"title":"Figure 12","display":"","copyAsset":false,"role":"figure","size":79514,"visible":true,"origin":"","legend":"\u003cp\u003e(a) Load versus Deflection LGSF2WL Figure 12 (b) Load versus Deflection LGSF2WOL\u003c/p\u003e","description":"","filename":"12.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/3b26fd99f0a995d348080e07.png"},{"id":52874995,"identity":"e2133cbf-7bd4-42c5-a82e-db0ec7dab405","added_by":"auto","created_at":"2024-03-18 08:01:28","extension":"png","order_by":13,"title":"Figure 13","display":"","copyAsset":false,"role":"figure","size":33788,"visible":true,"origin":"","legend":"\u003cp\u003eComparison of Experimental result and Analytical result stiffness\u003c/p\u003e","description":"","filename":"13.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/aaf12efdee3d9a3597139b29.png"},{"id":52875411,"identity":"0c3ffd88-1dad-461f-90d6-ebdecea3d6bf","added_by":"auto","created_at":"2024-03-18 08:09:27","extension":"png","order_by":14,"title":"Figure 14","display":"","copyAsset":false,"role":"figure","size":36556,"visible":true,"origin":"","legend":"\u003cp\u003eComparison of Experimental result and Analytical result Maximum load\u003c/p\u003e\n\u003cp\u003ecarrying capacity.\u003c/p\u003e","description":"","filename":"14.png","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/c4a9d05973d367c8f2f18ceb.png"},{"id":54208686,"identity":"f47dcde9-229d-481c-93cc-905d365496ea","added_by":"auto","created_at":"2024-04-06 10:07:42","extension":"pdf","order_by":0,"title":"","display":"","copyAsset":false,"role":"manuscript-pdf","size":3559946,"visible":true,"origin":"","legend":"","description":"","filename":"manuscript.pdf","url":"https://assets-eu.researchsquare.com/files/rs-4065936/v1/ad1c4ab2-18aa-48bf-b914-0fc684a40786.pdf"}],"financialInterests":"No competing interests reported.","formattedTitle":"Numerical investigation on Cold-Formed Steel Structural Frame made with lipped channel column and beam elements subjected to Lateral Loading","fulltext":[{"header":"1. Introduction","content":"\u003cp\u003eCold-formed steel structural buildings represent an innovative approach to modern construction. This type of material has certain properties for constructing buildings of various types and sizes. Using thin sheets of steel that are expertly formed and assembled, this construction method offers several benefits, including exceptional strength, cost-effectiveness, and design flexibility. The unique properties of cold-formed steel make it a preferred choice for architects, engineers, and builders seeking to create durable, sustainable, and aesthetically appealing structures. Cold-formed steel structural frames play a pivotal role in the field of structural engineering and construction, particularly when it comes to withstanding lateral loading. Lateral loading encompasses the forces exerted on a building primarily in the horizontal direction, including wind, seismic activity, and other lateral forces. In this context, cold-formed steel represents a significant material choice for constructing these frames, given its notable combination of strength, cost-effectiveness, and versatility. The use of cold-formed steel in frames not only provides efficient structural solutions but also contributes to the overall sustainability and resilience of modern buildings. However, cold-formed steel has Due to its thinner sections, cold-formed steel members are more prone to buckling and stability issues, particularly when subjected to high compressive loads. Therefore, adequate bracing and design considerations are necessary to prevent these issues. The present investigation attempts have been made to study the structural performance of cold-formed steel in the aspect of structure subjected to lateral loading. A structural frame made up of cold-formed steel was prepared, followed by an experiment conducted on prepared specimens. On the basis of the result analysis, important factors that will be considered in the design of this structure are discussed.\u003c/p\u003e \u003cdiv id=\"Sec2\" class=\"Section2\"\u003e \u003ch2\u003e1.2 Methodology\u003c/h2\u003e \u003cp\u003eThe methodology proposed involves investigating sets of analytical models, which take into account significant variant such as column sections with and without lips. The ANSYS version 18.1 finite element modelling software is utilized for the analytical examination, aiming to observe the structural behaviour of cold-formed steel frames comprising lipped channel section columns and beams under lateral loading.\u003c/p\u003e \u003c/div\u003e"},{"header":"2. Material and Methods","content":"\u003cdiv id=\"Sec4\" class=\"Section2\"\u003e \u003ch2\u003e2.1 Selection of section\u003c/h2\u003e \u003cp\u003eThe sectional properties of the selected sections for the frame were obtained from the IS811 specification for cold-formed light gauge structural steel sections. The cross dimensions were established based on the AISI specification for cold-formed steel constructions and covered the practical range of channel sections for beams and columns already utilized in the industry. Figure\u0026nbsp;\u003cspan refid=\"Fig1\" class=\"InternalRef\"\u003e1\u003c/span\u003e depicts the geometry details of the frame specimen.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003c/div\u003e \u003cdiv id=\"Sec5\" class=\"Section2\"\u003e \u003ch2\u003e2.1 Connection Requirements\u003c/h2\u003e \u003cp\u003eCold formed steel frames are fabricated in the steel factory as per the design. The frame design was carried out based on AISI specification and industry practice specification. Angle cleats and mild steel bolts were used for beam-column joint connection, as well as base plate and column bottom connection. Details of bolts used and specifications are as follows: Diameter 6 mm, MS 4.6 grade, yield strength 250MPa, and tensile strength 410MPa.\u003c/p\u003e \u003c/div\u003e"},{"header":"3. Experimental program","content":"\u003cp\u003eFor experimental investigation totally 8 frames were tested. The frame consisted of cold-formed steel channel section columns and cold-formed steel channel section beams. Connection between beams and columns likewise connection between column bottom base plates were executed through bolt connection using angle cleat bolt and nuts. Figure\u0026nbsp;\u003cspan refid=\"Fig2\" class=\"InternalRef\"\u003e2\u003c/span\u003e depicts the processed frame specimen prepared for the experimental work. Likewise, no rotation no translation allowing type such connection were provided between base plate and solid floor. Prior to the testing program, the mechanical properties of cold-formed steel specimens used in this study were calculated by conducting laboratory tests. The mechanical properties analysed include parameters such as yield strength, ultimate tensile strength, modulus of elasticity, and elongation. Table\u0026nbsp;\u003cspan refid=\"Tab2\" class=\"InternalRef\"\u003e2\u003c/span\u003e presents mechanical properties of steel materials.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab1\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 1\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eGeometry details of Cold-formed steel frame models\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"6\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSl. No\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eFrame model designation\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eThickness of\u003c/p\u003e \u003cp\u003eSection\u003c/p\u003e \u003cp\u003e(mm)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eColumn\u003c/p\u003e \u003cp\u003esection\u003c/p\u003e \u003cp\u003e(mm)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003eBeam section\u003c/p\u003e \u003cp\u003e(mm)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c6\"\u003e \u003cp\u003eLipped /without lips length\u003c/p\u003e \u003cp\u003e(mm)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eLGSF2WOL\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e2 X 150 X 60 X 2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e100 X 50 X 2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e-\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eLGSF2WL\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e2 X 150 X 60 X 2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c5\"\u003e \u003cp\u003e100 X 50 X 2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c6\"\u003e \u003cp\u003e25\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab2\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 2\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eMechanical Properties of Cold-formed steel and Hot rolled steel\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"5\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eMaterial\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eYield strength (N/mm\u003csup\u003e2\u003c/sup\u003e)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003eUltimate strength (N/mm\u003csup\u003e2\u003c/sup\u003e)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003eElastic modulus (N/mm\u003csup\u003e2\u003c/sup\u003e)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003eElongation\u003c/p\u003e \u003cp\u003e(mm)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eCold-formed steel\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e385\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e429\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e2.02x10\u003csup\u003e5\u003c/sup\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e17\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003eHot rolled steel\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c2\"\u003e \u003cp\u003e250\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e412\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c4\"\u003e \u003cp\u003e2.00x10\u003csup\u003e5\u003c/sup\u003e\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e11\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003cp\u003eFigure \u003cspan refid=\"Fig3\" class=\"InternalRef\"\u003e3\u003c/span\u003e schematic diagram of test program. The lateral force is applied to the frame that implies to the tension on the face of loading. For implementing fixed boundary condition through bolt connection introduced between frame to base plate which connected to heavy joist positioned.\u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cp\u003e \u003c/p\u003e \u003cdiv id=\"Sec7\" class=\"Section2\"\u003e \u003ch2\u003e3.1 Analysis of experimental program\u003c/h2\u003e \u003cp\u003eThe lateral load was applied at beam \u0026ndash;column junction level through hydraulic jacks. The loads increased gradually at regular interval was set 1 kN. Initially the load transferred to the frame voyaged in load \u0026ndash; deflection was in the linear progression. At one stage, buckling of element in the frame was observed. At the stage, it was recorded and it was informed such that the respective maximum load observed was the maximum load holdup by the corresponding frame type. The hydraulic jack was allowed transfer the load to the frame with the control rate of 1kN and pull back with the same procedure. At the same time the deflection was measured at every push and pull by using LVDT in the respective storey levels. As the result, on comparing response of all type of tested frames. It was found that the frame made of lipped channel column hold up maximum load of 13 kN. Corresponding maximum lateral deflection was found as 99.37 mm. In the other end, was found that the frame made of normal channel column hold up maximum load of 11 kN. The corresponding maximum lateral deflection was found as 67.36 mm.Table\u0026nbsp;\u003cspan refid=\"Tab3\" class=\"InternalRef\"\u003e3\u003c/span\u003e shows the loads and corresponding displacement, maximum strain were recorded.\u003c/p\u003e \u003cp\u003e \u003cdiv class=\"gridtable\"\u003e\u003ctable float=\"Yes\" id=\"Tab3\" border=\"1\"\u003e \u003ccaption language=\"En\"\u003e \u003cdiv class=\"CaptionNumber\"\u003eTable 3\u003c/div\u003e \u003cdiv class=\"CaptionContent\"\u003e \u003cp\u003eExperiment results\u003c/p\u003e \u003c/div\u003e \u003c/caption\u003e \u003ccolgroup cols=\"8\"\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c1\" colnum=\"1\"\u003e\u003c/div\u003e \u003cdiv align=\"left\" class=\"colspec\" colname=\"c2\" colnum=\"2\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c3\" colnum=\"3\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c4\" colnum=\"4\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c5\" colnum=\"5\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c6\" colnum=\"6\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c7\" colnum=\"7\"\u003e\u003c/div\u003e \u003cdiv align=\"char\" char=\".\" class=\"colspec\" colname=\"c8\" colnum=\"8\"\u003e\u003c/div\u003e \u003cthead\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e \u003cp\u003eSl. No\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e \u003cp\u003eFrame Model Designation\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c4\" namest=\"c3\"\u003e \u003cp\u003eMaximum load\u003c/p\u003e \u003cp\u003e(kN)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c6\" namest=\"c5\"\u003e \u003cp\u003eMaximum Deflection\u003c/p\u003e \u003cp\u003e(mm)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colspan=\"2\" nameend=\"c8\" namest=\"c7\"\u003e \u003cp\u003eMaximum Strain\u003c/p\u003e \u003cp\u003e(mm/mm)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003ctr\u003e \u003cth align=\"left\" colname=\"c1\"\u003e\u0026nbsp;\u003c/th\u003e \u003cth align=\"left\" colname=\"c2\"\u003e\u0026nbsp;\u003c/th\u003e \u003cth align=\"left\" colname=\"c3\"\u003e \u003cp\u003ePush (kN)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c4\"\u003e \u003cp\u003ePull (kN)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c5\"\u003e \u003cp\u003ePush (mm) (mm)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c6\"\u003e \u003cp\u003ePull (mm)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c7\"\u003e \u003cp\u003ePush (mm/mm) (mm)\u003c/p\u003e \u003c/th\u003e \u003cth align=\"left\" colname=\"c8\"\u003e \u003cp\u003ePull (mm/mm)\u003c/p\u003e \u003c/th\u003e \u003c/tr\u003e \u003c/thead\u003e \u003ctbody\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e1\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eLGSF2WOL\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e11\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e11\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e67.34\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e67.38\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c7\"\u003e \u003cp\u003e0.0042\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c8\"\u003e \u003cp\u003e0.0041\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003ctr\u003e \u003ctd align=\"left\" colname=\"c1\"\u003e \u003cp\u003e2\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"left\" colname=\"c2\"\u003e \u003cp\u003eLGSF2WL\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c3\"\u003e \u003cp\u003e13\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c4\"\u003e \u003cp\u003e13\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c5\"\u003e \u003cp\u003e99.34\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c6\"\u003e \u003cp\u003e99.40\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c7\"\u003e \u003cp\u003e0.0046\u003c/p\u003e \u003c/td\u003e \u003ctd align=\"char\" char=\".\" colname=\"c8\"\u003e \u003cp\u003e0.0044\u003c/p\u003e \u003c/td\u003e \u003c/tr\u003e \u003c/tbody\u003e \u003c/colgroup\u003e \u003c/table\u003e\u003c/div\u003e \u003c/p\u003e \u003c/div\u003e"},{"header":"4 Numerical Investigation","content":"\u003cdiv id=\"Sec9\"\u003e\n \u003ch2\u003e4.1 Finite Element Modelling, Boundary and Loading Conditions\u003c/h2\u003e\n \u003cp\u003eThe main elements of the frame consist of column channels, beam channels and the components of the frame consist of base plate, angle cleats, and bolts, were modeled using tools and features of ANSYS 18.1 workbench software.\u003c/p\u003e\n \u003cp\u003eElement type SOLSH190 was used to model channel beams, which is suitable to linear, large rotation, large strain nonlinear structural applications. This element type is accomplished of accounting for changes in thickness, making it suitable for nonlinear analysis.\u003c/p\u003e\n \u003cp\u003eThe base plate was modeled using the element type SOLID185. Bolted connections were modeled using the beam 188 link element, accurately capturing the behavior of the connections between the column, beam, angle cleat, and base plate. The bolted connection model included separate meshing of the bolts into three parts, representing frictional contact between the bolt head and the top plate, frictional contact between the shank portion of the bolt and the plate, and frictional contact between the bottom plate and the nut. Figure \u003cspan\u003e4\u003c/span\u003e presents the finite element model of the cold-formed steel frame, illustrating the overall configuration and positioning of the structural elements. Additionally, Fig. \u003cspan\u003e5\u003c/span\u003e presents an extended view of the finite element model depicting the beam-column connection in detail. Similarly, Fig. \u003cspan\u003e6\u003c/span\u003e provides an enlarged view focusing on the column-base plate connection, capturing the intricacies of this critical junction. These finite element models, incorporating accurate material properties and connection details, allow for a detailed analysis of performance of the cold-formed steel frame subjected to lateral loading.\u003c/p\u003e\n \u003cp\u003eThese material properties were then inputted into the finite element modeling software to accurately represent the behaviour of the steel within the models. The bilinear stress-strain curve enabled the simulation of nonlinear effects, such as plastic deformation and yielding, while the elastic modulus and Poisson\u0026apos;s ratio ensured the appropriate representation of material stiffness and deformation characteristics. Table \u003cspan\u003e4\u003c/span\u003e presents the set of material properties utilized in the finite element modeling. It includes the relevant values for the bilinear stress-strain curve, elastic modulus, and Poisson\u0026apos;s ratio.\u003c/p\u003e\n \u003cp\u003eBy incorporating these material properties into the models, the simulations were able to accurately capture the response of the steel structure under various loading conditions. In the experimental model, the application of loads and establishment of boundary conditions were crucial for studying the behavior of the cold-formed steel frame. Lateral forces were applied to the beam-column junction using a hydraulic jack, with equal intensity of forces at three levels simultaneously. An incremental load of 1kN was applied to a specific axial position on the face of the column. The resulting frame reactions, including displacements and stresses, were recorded for analysis. In the FEA, the same lateral force was applied through the nodes located on the face of the column. Regarding the boundary conditions, the experimental test specimen was securely bolted to a base plate, and the bottom of the frame\u0026apos;s column was rested on a rigid platform. This arrangement provided a fixed support condition between the base plate and the rigid platform, ensuring stability during testing. The boundary conditions in the FEA aimed to accurately represent this support configuration. Displacement constraints and rotational constraints were implemented by setting the degrees of freedom (DOFs) as follows: UX\u0026thinsp;=\u0026thinsp;UY\u0026thinsp;=\u0026thinsp;UZ\u0026thinsp;=\u0026thinsp;URX\u0026thinsp;=\u0026thinsp;URY\u0026thinsp;=\u0026thinsp;URX\u0026thinsp;=\u0026thinsp;0. These constraints ensured that the base plate and the rigid platform remained fixed relative to each other, simulating the experimental fixed support condition. Figure \u003cspan\u003e7\u003c/span\u003e illustrates the applied loading conditions, showcasing the hydraulic jack used to apply lateral forces to the beam-column junction. Figure \u003cspan\u003e8\u003c/span\u003e demonstrates the established boundary condition, highlighting the bolted connection between the test specimen and the base plate, as well as the contact with the rigid platform.\u003c/p\u003e\n \u003cdiv\u003e\n \u003ctable id=\"Tab4\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv\u003eTable 4\u003c/div\u003e\n \u003cdiv\u003e\n \u003cp\u003eMaterial properties input for cold -formed steel frame finite element models\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"3\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eStructural forms\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eElement type\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaterial input\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" rowspan=\"6\"\u003e\n \u003cp\u003eCold-Formed Steel Plate\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" rowspan=\"6\"\u003e\n \u003cp\u003eSOLSH190\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLinear isotropic\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eYoung\u0026rsquo;s Modulus Ex\u0026thinsp;=\u0026thinsp;2.02x 10\u003csup\u003e5\u003c/sup\u003e MPa\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003ePoisson\u0026rsquo;s ratio\u0026thinsp;=\u0026thinsp;0.3\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBilinear isotropic hardening properties\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eYield strength fy\u0026thinsp;=\u0026thinsp;385 MPa\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eTangent modulus\u0026thinsp;=\u0026thinsp;15000 MPa\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" rowspan=\"6\"\u003e\n \u003cp\u003eHot-Rolled Steel Plate\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" rowspan=\"6\"\u003e\n \u003cp\u003eSOLID185\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLinear isotropic\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eYoung\u0026rsquo;s Modulus Ex\u0026thinsp;=\u0026thinsp;2.00x 105 MPa\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003ePoisson\u0026rsquo;s ratio\u0026thinsp;=\u0026thinsp;0.3\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBilinear isotropic hardening Properties\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eTangent modulus\u0026thinsp;=\u0026thinsp;15000 MPa\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eYield strength fy\u0026thinsp;=\u0026thinsp;250 MPa\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\" rowspan=\"4\"\u003e\n \u003cp\u003eBolt, Self-Driving Screw\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\" rowspan=\"4\"\u003e\n \u003cp\u003eBeam188\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLinear isotropic\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eYoung\u0026rsquo;s Modulus Ex\u0026thinsp;=\u0026thinsp;2.00x 105 MPa\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003ePoisson\u0026rsquo;s ratio\u0026thinsp;=\u0026thinsp;0.3\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eBilinear isotropic hardening Properties\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eTangent modulus\u0026thinsp;=\u0026thinsp;15000 MPa\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\u0026nbsp;\u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eYield strength fy\u0026thinsp;=\u0026thinsp;250 MPa\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec10\"\u003e\n \u003ch2\u003e4.1 Numerical study results\u003c/h2\u003e\n \u003cp\u003eThe two different type cold-formed steel frames were examined with aid of FEM, the frame subjected to loading via lateral direction by way of an axial force, and Equal increment amount of load was applied at each storey levels. The parameter considered were maximum load carrying capacity, stiffness and load deflection behaviour.\u003c/p\u003e\n \u003cdiv id=\"Sec11\"\u003e\n \u003ch2\u003e4.1.1 Maximum load-carrying capacity\u003c/h2\u003e\n \u003cp\u003eThe two different type frame models were modelled and analyzed based on FEA principle using ANSYS 18.1 workbench software. From the analytical result, The maximum load-carrying capacity for each specimen was determined. Table \u003cspan\u003e5\u003c/span\u003e displays the maximum load carrying capacity of channel joists. From the table, on comparing four type frames it is found that the LGSF2WL frame has a cross section area of 1264 mm\u003csup\u003e2\u003c/sup\u003e it holdup the maximum load of 12.5kN which has higher than other frame types used in this study and correspondingly the maximum stress was found 2531.5 MPa which has higher stress value compared to other frame type. In other end LGSF2WOL frame has a cross section area of 1064 mm\u003csup\u003e2\u003c/sup\u003e it holdup the maximum load of 10 kN which has acquired lower load \u0026ndash;carrying capacity compared to other frame type. Figure 9 presents stress contour diagram for all type frames resulting from post processing results of FEA.The frames analytical models maximum load carrying capacity were found and compared shown in Fig. \u003cspan\u003e10\u003c/span\u003e.\u003c/p\u003e\n \u003cdiv\u003e\n \u003ctable id=\"Tab5\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv\u003eTable 5\u003c/div\u003e\n \u003cdiv\u003e\n \u003cp\u003eAnalytical result Maximum load-carrying capacity\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"5\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSl. No\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eFrame Model Designation\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eColumn cross section area\u003c/p\u003e\n \u003cp\u003e(mm\u003csup\u003e2\u003c/sup\u003e)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum load carrying capacity\u003c/p\u003e\n \u003cp\u003e(kN)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum stress\u003c/p\u003e\n \u003cp\u003e(N/mm\u003csup\u003e2\u003c/sup\u003e)\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WOL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1064\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e10\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1391\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e1264\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2531.5\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n \u003cp\u003eFigure 9 (a) Stress contour LGSF2WOL Fig.\u0026nbsp;9 (b) Stress contour LGSF2WL\u003c/p\u003e\n \u003c/div\u003e\n \u003cdiv id=\"Sec12\"\u003e\n \u003ch2\u003e4.1.2 Stiffness\u003c/h2\u003e\n \u003cp\u003eThe stiffness of the frame design was calculated by taking into account the elastic region of the load-displacement curve. The stiffness of the frame equal to initial slope value of load-deflection curve with in elastic phase. Stiffness of the frame types were obtained based on analytical load-deflection curve. It is found that the LGSF2WL frame has acquired high stiffness value 182.82 N/mm compared to other frame type. In other end the frame LGSF2WOL frame has acquired low stiffness value 146.82 N/mm. The frames stiffness and shown in the Figure.11. Table \u003cspan\u003e6\u003c/span\u003e presents graphical representation of stiffness calculated analytical results.\u003c/p\u003e\n \u003cdiv\u003e\n \u003ctable id=\"Tab6\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv\u003eTable 6\u003c/div\u003e\n \u003cdiv\u003e\n \u003cp\u003eAnalytical result Stiffness\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"5\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSl. No\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eFrame Model Designation\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum load carrying capacity\u003c/p\u003e\n \u003cp\u003e(kN)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum Deflection\u003c/p\u003e\n \u003cp\u003e(mm)\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eStiffness\u003c/p\u003e\n \u003cp\u003e(N/mm)\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WOL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e10\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e66.21\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e146.82\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e12\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e85.13\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e182.82\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n \u003c/div\u003e\n\u003c/div\u003e"},{"header":"5 Result and Discussion","content":"\u003cdiv id=\"Sec14\"\u003e\n \u003ch2\u003e5.1 Comparison of analytical and experimental load \u0026ndash;deflection curve\u003c/h2\u003e\n \u003cp\u003eOn comparing experimental and analytical results analysis. The results revealed that as the applied force increased, the displacement of all frame models exhibited an ascending trend. However, the frame model with a lipped channel column section demonstrated a comparatively lower rate of displacement increase. Furthermore, the frame model with the lipped channel column section exhibited a higher load-carrying capacity compared to the other frame types. This indicates that the presence of the lipped channel column section contributed to enhanced structural performance and resistance against lateral loading. The load-lateral displacement curves of the cold-formed steel frames, depicting the relationship between applied loads and resulting deflection, are presented in Fig. \u003cspan\u003e12\u003c/span\u003e. Table \u003cspan\u003e7\u003c/span\u003e presents comparison of results of maximum load corresponding maximum deflection.\u003c/p\u003e\n \u003cdiv\u003e\n \u003ctable id=\"Tab7\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv\u003eTable 7\u003c/div\u003e\n \u003cdiv\u003e\n \u003cp\u003eshows comparison of analytical results and experimental results.\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"6\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSl. No\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eFrame Model Designation\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum load carrying capacity\u003c/p\u003e\n \u003cp\u003ekN\u003c/p\u003e\n \u003cp\u003eExp\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum\u003c/p\u003e\n \u003cp\u003eDeflection\u003c/p\u003e\n \u003cp\u003emm\u003c/p\u003e\n \u003cp\u003eExp\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum load carrying capacity\u003c/p\u003e\n \u003cp\u003ekN\u003c/p\u003e\n \u003cp\u003eAna\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum Deflection\u003c/p\u003e\n \u003cp\u003emm\u003c/p\u003e\n \u003cp\u003eExp\u003c/p\u003e\n \u003cp\u003eAna\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1.\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WOL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e11\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e67.38\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e10\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e66.21\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2.\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e13\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e99.40\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e87.13\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec15\"\u003e\n \u003ch2\u003e5.2 Comparison of analytical and experimental result stiffness\u003c/h2\u003e\n \u003cp\u003eThe stiffness of the cold-formed steel frames was analyzed to assess their resistance to deformation under lateral loading. The inclination of the load-lateral displacement curve was determined by fitting a linear elastic line that best represents the initial linear portion of the curve. From this analysis, the relevant stiffness values were calculated for each frame model. The results indicate that the frame model with a lipped channel column section LGSF2WL exhibited a higher stiffness compared to the other frame models. This implies that the frame with the lipped channel column section is more resistant to deformation and exhibits a greater ability to maintain its shape under lateral loading. Table \u003cspan\u003e8\u003c/span\u003e presents results stiffness parameter. Figure \u003cspan\u003e13\u003c/span\u003e presents comparison of analytical results and experiment results of calculation based stiffness.\u003c/p\u003e\n \u003cdiv\u003e\n \u003ctable id=\"Tab8\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv\u003eTable 8\u003c/div\u003e\n \u003cdiv\u003e\n \u003cp\u003eshows comparison of analytical results and experimental results stiffness.\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"5\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSl. No\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eFrame Model Designation\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eStiffness\u003c/p\u003e\n \u003cp\u003eN/mm\u003c/p\u003e\n \u003cp\u003eExp\u003c/p\u003e\n \u003cp\u003eExp\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eStiffness\u003c/p\u003e\n \u003cp\u003eN/mm\u003c/p\u003e\n \u003cp\u003eAna\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eIncrease in stiffness\u003c/p\u003e\n \u003cp\u003e%\u003c/p\u003e\n \u003cp\u003e%\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e192.42\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e182.82\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e5.0\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WOL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e167.82\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e146.82\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e12.5\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec16\"\u003e\n \u003ch2\u003e5.3 Comparison of analytical and experimental result Maximum force resisting\u003c/h2\u003e\n \u003cp\u003e\u003cstrong\u003ecapacity\u003c/strong\u003e\u003c/p\u003e\n \u003cp\u003eThe many criteria discussed included maximum force resisting capacity, load\u0026ndash;deflection behaviour failure mode, and. The loads corresponding to the maximum lateral displacement for LGSF2WOL, and LGSF2WL were aligned for both analytical and experimental investigations. It was revealed and showed Table \u003cspan\u003e3\u003c/span\u003e that the experimental method has got higher force value than the analytical result, specifically in LGS2WL, which has 9.09% and 3.84% higher force resisting capacity than LGSWOL in the analytical and experimental investigations, respectively, as shown in Fig. \u003cspan\u003e14\u003c/span\u003e. The results were compared to experimental investigation outcome.\u003c/p\u003e\n \u003cdiv\u003e\n \u003ctable id=\"Tab9\" border=\"1\"\u003e\n \u003ccaption language=\"En\"\u003e\n \u003cdiv\u003eTable 9\u003c/div\u003e\n \u003cdiv\u003e\n \u003cp\u003eshows comparison of analytical results and experimental results Maximum force resisting capacity.\u003c/p\u003e\n \u003c/div\u003e\n \u003c/caption\u003e\n \u003ccolgroup cols=\"5\"\u003e\u003c/colgroup\u003e\n \u003cthead\u003e\n \u003ctr\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eSl. No\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eFrame Model Designation\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum load carrying capacity\u003c/p\u003e\n \u003cp\u003ekN\u003c/p\u003e\n \u003cp\u003eExp\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eMaximum load carrying capacity\u003c/p\u003e\n \u003cp\u003ekN\u003c/p\u003e\n \u003cp\u003eAna\u003c/p\u003e\n \u003c/th\u003e\n \u003cth align=\"left\"\u003e\n \u003cp\u003eIncrease in maximum load carrying capacity\u003c/p\u003e\n \u003cp\u003e%\u003c/p\u003e\n \u003c/th\u003e\n \u003c/tr\u003e\n \u003c/thead\u003e\n \u003ctbody\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e1\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WOL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e11\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e10\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e9.09\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003ctr\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e2\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003eLGSF2WL\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e13\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"left\"\u003e\n \u003cp\u003e12.5\u003c/p\u003e\n \u003c/td\u003e\n \u003ctd align=\"char\"\u003e\n \u003cp\u003e3.84\u003c/p\u003e\n \u003c/td\u003e\n \u003c/tr\u003e\n \u003c/tbody\u003e\n \u003c/table\u003e\n \u003c/div\u003e\n\u003c/div\u003e\n\u003cdiv id=\"Sec17\"\u003e\n \u003ch2\u003e5.4 Failure modes\u003c/h2\u003e\n \u003cp\u003eOn comparing experimental results and analytical results, the maximum load was reached for the respective frame models which will be decided at which load step frame model undergoes irrecoverable deformation and exhibits high-concentration stress in the element. In this analysis, high concentration of stress exhibited on the beam portion of the frame model in the maximum load step in analytical study also in experiment test and it was observed and recorded as local buckling failure.\u003c/p\u003e\n\u003c/div\u003e"},{"header":"6 Conclusion","content":"\u003cp\u003eBased on the comparison of post-processing results of the FEA and Experimental and, it was observed that the frame model incorporating lipped channel columns exhibited superior load-carrying capacity compared to other frame models. This suggests that the use of lipped channel columns enhances the frame's overall strength and ability to meet serviceability requirements. Additionally, the frame model utilizing 2 mm thick channel columns exhibited higher stiffness compared to other frame models. This indicates that increasing the thickness and cross sectional area of the column sections positively influences the frame's rigidity, which can contribute to improved structural stability and reduced deformations under lateral loading conditions.\u003c/p\u003e"},{"header":"Declarations","content":"\u003cp\u003e\u003cstrong\u003eFunding\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003eNo funds, grants, or other support was received.\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003eCompeting interests\u003c/strong\u003e\u003c/p\u003e\n\u003cp\u003e\u003cstrong\u003e\u0026nbsp; \u0026nbsp; \u0026nbsp;\u0026nbsp;\u003c/strong\u003eThe authors have no competing interests to declare that are relevant to the content of this article.\u003c/p\u003e\u003ch2\u003eAuthor Contribution\u003c/h2\u003e\u003cp\u003eS S wrote the main manuscriptR B checked and corrected complete manuscript\u003c/p\u003e"},{"header":"References","content":"\u003col\u003e\n \u003cli\u003eDias, Yomal, Mahen Mahendran, and Keerthan Poologanathan (2019) Full-scale fire resistance tests of steel and plasterboard sheathed web-stiffened stud walls. Thin-Walled Structures 137: 81-93. https://doi.org/10.1016/j.tws.2018.12.027.\u003c/li\u003e\n \u003cli\u003eLa\u0026iacute;m, Lu\u0026iacute;s, Jo\u0026atilde;o Paulo C. Rodrigues, and H\u0026eacute;lder David Craveiro (2015) Flexural behaviour of beams made of cold-formed steel sigma-shaped sections at ambient and fire conditions. Thin-Walled Structures 87: 53-65.https://doi.org/10.1016/j.tws.2014.11.004.\u003c/li\u003e\n \u003cli\u003ePham, Cao Hung, and Gregory J. Hancock (2013) Experimental investigation and direct strength design of high-strength, complex C-sections in pure bending. Journal of Structural Engineering 139(11): 1842-1852. https://doi.org/10.1061/ (ASCE) ST.1943-541X.0000736.\u003c/li\u003e\n \u003cli\u003eLee, Yeong Huei, Cher Siang Tan, Shahrin Mohammad, Mahmood Md Tahir, and Poi Ngian Shek (2014) Review on cold-formed steel connections. The Scientific World Journal. https://doi.org/10.1155/2014/951216\u003c/li\u003e\n \u003cli\u003eRathore, Kaminee, M. K. Gupta, and Manoj Verma (2023) A Comprehensive Review on Cold-Formed Steel Building Components. Recent Trends in Mechanical Engineering: Select Proceedings of PRIME. 2021: 461-468. https://doi.org/10.1007/978-981-19-7709-1_46\u003c/li\u003e\n \u003cli\u003eDerveni, Fani, Simos Gerasimidis, and Kara D. Peterman (2020) Behavior of cold-formed steel shear walls sheathed with high-capacity sheathing. Engineering Structures .225: 111280. https://doi.org/10.1016/j.engstruct.2020.111280.\u003c/li\u003e\n \u003cli\u003eM.F. Javed, N. Hafizah, S.A. Memon, M. Jameel, M. Aslam (2017) Recent research on cold-formed steel beams and columns subjected to elevated temperature: a review, Constr. Build. Mater. 144: 686\u0026ndash;701. https://doi.org/10.1016/j.conbuildmat.2017.03.226\u003c/li\u003e\n \u003cli\u003eAyhan, Deniz, and Benjamin W. Schafer (2015) Cold-formed steel member bending stiffness prediction. Journal of Constructional Steel Research 115: 148-159. https://doi.org/10.1016/j.jcsr.2015.07.004\u003c/li\u003e\n \u003cli\u003eJ.C.B. Abreu, L.M. Vieira Jr., M.H. Abu-Hamd, B.W. Schafer (2014) Review: development of performance-based fire design for cold-formed steel, Fire Sci. Rev. 3(1):1\u0026ndash;15 https://doi.org/10.1186/s40038-014-0001-3\u003c/li\u003e\n \u003cli\u003eAnbarasu, M., and M. Adil Dar (2020) Axial capacity of CFS built-up columns comprising of lipped channels with spacers: Nonlinear response and design.\u0026quot; Engineering Structures 213: 110559. https://doi.org/10.1016/j.engstruct.2020.110559 .\u003c/li\u003e\n \u003cli\u003eXiang, Yi, Xuhong Zhou, Yu Shi, Lei Xu, and Yunpeng Xu (2020) Experimental investigation and finite element analysis of cold-formed steel channel columns with complex edge stiffeners. Thin-Walled Structures 152: 106769. https://doi.org/10.1016/j.tws.2020.106769.\u003c/li\u003e\n \u003cli\u003eSingh, Ravikant, and Avik Samanta (2022) Numerical finite element simulation and structural behaviour of cold-formed steel members. Materials Today: Proceedings 65: 3300-3305. https://doi.org/10.1016/j.matpr.2022.05.392\u003c/li\u003e\n \u003cli\u003eJanarthanan, B., M. Mahendran, and S. Gunalan (2019) Numerical modelling of web crippling failures in cold-formed steel unlipped channel sections. Journal of Constructional Steel Research 158: 486-501. https://doi.org/10.1016/j.jcsr.2019.04.007\u003c/li\u003e\n \u003cli\u003eAnbarasu, M., K. Kanagarasu, and S. Sukumar (2015) Investigation on the behaviour and strength of cold-formed steel web stiffened built-up battened columns. Materials and Structures 48(2): 4029-4038. https://doi.org/10.1617/s11527-014-0463-8\u003c/li\u003e\n \u003cli\u003eBelal, Mohammed Fathi, Mohammed Hassanien Serror, Sherif Ahmed Moure, and Mohammed Masoud EL Saadawy(2020) Numerical study of seismic behavior of light-gauge cold-formed steel stud walls. Journal of Constructional Steel Research 174: 106307.\u003c/li\u003e\n \u003cli\u003eHanisha, Cherukuri Sri Sai, and I. Siva Kishore (2020) Experimental and finite element analysis of cold formed steel beam-column joint. Materials Today: Proceedings 33: 480-483. https://doi.org/10.1016/j.matpr.2020.05.046.\u003c/li\u003e\n \u003cli\u003eBelal, Mohammed Fathi, Mohammed Hassanien Serror, Sherif Ahmed Mourad, and Mohammed Masoud EL Saadawy (2021) Seismic behavior of light-gauge cold-formed steel stud walls under monotonic and cyclic loading. Journal of Building Engineering 43: 103037. https://doi.org/10.1016/j.jobe.2021.103037\u003cstrong\u003e\u0026nbsp;\u003c/strong\u003e\u003c/li\u003e\n \u003cli\u003eSenapati, Simran, and Keshav K. Sangle (2022) Nonlinear static analysis of cold-formed steel frame with rigid connections. Results in Engineering 15: 100503. https://doi.org/10.1016/j.rineng.2022.100503\u003c/li\u003e\n \u003cli\u003eKechidi, Smail, and Ornella Iuorio(2022)Numerical investigation into the performance of cold-formed steel framed shear walls with openings under in-plane lateral loads. Thin-Walled Structures 175: 109136. https://doi.org/10.1016/j.tws.2022.109136.\u003c/li\u003e\n\u003c/ol\u003e"}],"fulltextSource":"","fullText":"","funders":[],"hasAdminPriorityOnWorkflow":false,"hasManuscriptDocX":true,"hasOptedInToPreprint":true,"hasPassedJournalQc":"","hasAnyPriority":false,"hideJournal":true,"highlight":"","institution":"","isAcceptedByJournal":false,"isAuthorSuppliedPdf":false,"isDeskRejected":"","isHiddenFromSearch":false,"isInQc":false,"isInWorkflow":false,"isPdf":false,"isPdfUpToDate":true,"isWithdrawnOrRetracted":false,"journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true},"keywords":"Cold-formed steel (CFS), Steel structure, Lateral loading, Finite element analysis","lastPublishedDoi":"10.21203/rs.3.rs-4065936/v1","lastPublishedDoiUrl":"https://doi.org/10.21203/rs.3.rs-4065936/v1","license":{"name":"CC BY 4.0","url":"https://creativecommons.org/licenses/by/4.0/"},"manuscriptAbstract":"\u003cp\u003eThis paper deals with the structural behaviour of a cold-formed steel (CFS) structural frame subjected to lateral loading. The study involves the investigation of structural behaviour via an experiment programme and numerical investigation conducted on a structural frame using a cold-formed channel section constructed in a steel factory. The structural frame comprised columns, beams, a base plate, and its connection​​​​​​​ The section for the column consisted of a back-to-back channel section positioned and cold-formed. Section used for columns provided with and without lips. The section used for the beam is provided with a single channel section with and without lips. The numerical investigation was conducted using a finite element analysis procedure with the FEA software ANSYS 16.2 workbench. Through these investigations, a parameter study was conducted. Some important influencing factors, such as load-carrying capacity, stiffness, and the load\u0026ndash; deflection relationship, were evaluated and discussed. From the result analysis, the structural frame made with a lipped channel section experienced high load carrying capacity and high stiffness compared with the other models considered.\u003c/p\u003e","manuscriptTitle":"Numerical investigation on Cold-Formed Steel Structural Frame made with lipped channel column and beam elements subjected to Lateral Loading","msid":"","msnumber":"","nonDraftVersions":[{"code":1,"date":"2024-03-18 08:01:22","doi":"10.21203/rs.3.rs-4065936/v1","editorialEvents":[{"type":"communityComments","content":0}],"status":"published","journal":{"display":true,"email":"[email protected]","identity":"researchsquare","isNatureJournal":false,"hasQc":true,"allowDirectSubmit":true,"externalIdentity":"","sideBox":"","snPcode":"","submissionUrl":"/submission","title":"Research Square","twitterHandle":"researchsquare","acdcEnabled":true,"dfaEnabled":false,"editorialSystem":"","reportingPortfolio":"","inReviewEnabled":false,"inReviewRevisionsEnabled":true}}],"origin":"","ownerIdentity":"de2810c7-d1d5-47cf-b440-916f1be7c86f","owner":[],"postedDate":"March 18th, 2024","published":true,"recentEditorialEvents":[],"rejectedJournal":[],"revision":"","amendment":"","status":"posted","subjectAreas":[],"tags":[],"updatedAt":"2024-04-06T09:59:34+00:00","versionOfRecord":[],"versionCreatedAt":"2024-03-18 08:01:22","video":"","vorDoi":"","vorDoiUrl":"","workflowStages":[]},"version":"v1","identity":"rs-4065936","journalConfig":"researchsquare"},"__N_SSP":true},"page":"/article/[identity]/[[...version]]","query":{"redirect":"/article/rs-4065936","identity":"rs-4065936","version":["v1"]},"buildId":"qtupq5eGEP_6zYnWcrvyt","isFallback":false,"isExperimentalCompile":false,"dynamicIds":[84888],"gssp":true,"scriptLoader":[]}