Abstract
In this paper, the findings of numerical modeling of the composite action between normal concrete and Cold-Formed Steel (CFS) beams are presented. To obtain comprehensive structural behavior, the numerical model was designed using 3-D brick components. The simulation results were correlated to the experimental results of eight push tests, using three types of innovative shear connectors in addition to standard headed stud shear connectors, with two different thicknesses of a CFS channel beam. The proposed numerical model was found to be capable of simulating the failure mode of the push test as well as the behavior of shear connectors in order to provide composite action between the cold-formed steel beam and concrete using the concrete damaged plasticity model.
Highlights
There is extensive use for Cold-Formed Steel (CFS) sections in the construction industry
A total of eight push tests were modeled using non-linear material properties of concrete and steel and concrete damaged plasticity model in ABAQUS
The developed finite element models are in good agreement with the experimental results of the push tests and observations
Summary
There is extensive use for Cold-Formed Steel (CFS) sections in the construction industry. Composite concrete slabs with CFS I-sections and new CFS shear connectors connected by self-drilling screws and welding were investigated by [12]. Composite concrete CFS beams and slab joists with different bent-up, pre-drilled holes, selfdrilling screws, a CFS channel, and angle shear connectors were experimentally studied by Irwan et al [13,14,15]. Developing shear connectors suitable for composite metal decking concrete CFS floors is recommended [18]. Experimental investigations were conducted on composite metal decking concrete beam systems with CFS sections [20,21]. This new topic needs more investigation a knonweclteodrsgethgaat pa.reTheessreenfotirael,lymroersepoenxspiberleimfoerntaanl aenffdicinenutmceormicpaol switoerskysstaerme h[i1g9h].lyExrpeceorim- menmdeednt[a2l2i]n.vDeusteigtaotitohneshwigehreecrocnodstuoctfeedxopnerciommepnotsailtewmoerktasl tdheactkminagkceonitcdreitfefibcuealtmtosypsrtoemvisde suffiwciietnhtCinFSfosremctaiotinosn[,2n0,u2m1].eHriocawlemveord, seolinfagr,hthasisbneecwomtoepiacnneaeltdesrnmaotirveeinrveelisatibglaetiaopnptroofailclh. ThteheeAxpBAerQimUSensotfatwl paruesphactkeasgtse.cIonnthdisuicntveedstbigyat[io2n0,,2th1e] FwEerreesusltismaurelaptreesdenbtyedthinemaauinthors us ing thetwAoBgAroQuUpsS: dseoffotrwmaedreshpaapceksaogf eea.cIhnctohmipsoinnevnetsatnigdathtieomn,odtheseoFf Efairluerseu. lts are presented in main two groups: deformed shapes of each component and the modes of failure
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