Stressed skin design of steel sheeting panels – part 2

shear panels with sheeting fixed on all 4 sides

A.M. Wrzesien, J.B.P. Lim, I.A. MacLeod, R.M. Lawson

Research output: Contribution to conferencePaper

Abstract

In this paper, the strength and stiffness of different roof panels were investigated, in order to establish their ability to act as in-plane diaphragms for stressed skin design of cold-formed steel portal frames. A total of 6 roof panels, approximately 3 x 3m, were examined by testing with sheeting profiles fixed on 4 sides. A variety of sheeting profiles in two industry standard thicknesses of 0.5 and 0.7mm were tested, all using top-hat shaped purlins fixed with self-drilling, self-tapping screws. The experimental strength and stiffness of each panel were then compared against existing design methods. The Finite Element Analysis (FEA) modelling techniques were also
presented and validated against series of full-scale tests. The FEA results have shown that the ‘true’ level of loading transferred via shear connector screws was on average 13% lower than that assumed by standard design methods. On the contrary, seam connections failure, according to FEA results, have governed a design in all of the analysed cases and the analytical method overestimated shear resistances of the panels by 45% and 35% in case of 0.5mm and 0.7mm thick sheeting profiles respectively. It was demonstrated that FEA results have represented the upper bound of experimental shear stiffness, with a very close prediction for
0.5mm thick sheeting profiles. Overall all, the tested panels demonstrated an average 41% greater flexibility then this predicted using FEA models.
Original languageEnglish
Publication statusPublished - 7 Nov 2018
EventInternational Specialty Conference 2018: Wei-Wen Yu International Specialty Conference on Cold-Formed Steel Structures 2018 - Union Station Hotel, St. Louis, United States
Duration: 7 Nov 20188 Nov 2018
http://ccfssonline.org/international-specialty-conference-2/

Conference

ConferenceInternational Specialty Conference 2018
Abbreviated titleCCFSS 2018
CountryUnited States
CitySt. Louis
Period7/11/188/11/18
Internet address

Fingerprint

Skin
Finite element method
Steel
Stiffness
Roofs
Connectors (structural)
Diaphragms
Drilling
Testing
Industry

Cite this

Wrzesien, A. M., Lim, J. B. P., MacLeod, I. A., & Lawson, R. M. (2018). Stressed skin design of steel sheeting panels – part 2: shear panels with sheeting fixed on all 4 sides. Paper presented at International Specialty Conference 2018, St. Louis, United States.
Wrzesien, A.M. ; Lim, J.B.P. ; MacLeod, I.A. ; Lawson, R.M. / Stressed skin design of steel sheeting panels – part 2 : shear panels with sheeting fixed on all 4 sides. Paper presented at International Specialty Conference 2018, St. Louis, United States.
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Wrzesien, AM, Lim, JBP, MacLeod, IA & Lawson, RM 2018, 'Stressed skin design of steel sheeting panels – part 2: shear panels with sheeting fixed on all 4 sides' Paper presented at International Specialty Conference 2018, St. Louis, United States, 7/11/18 - 8/11/18, .

Stressed skin design of steel sheeting panels – part 2 : shear panels with sheeting fixed on all 4 sides. / Wrzesien, A.M.; Lim, J.B.P.; MacLeod, I.A.; Lawson, R.M.

2018. Paper presented at International Specialty Conference 2018, St. Louis, United States.

Research output: Contribution to conferencePaper

TY - CONF

T1 - Stressed skin design of steel sheeting panels – part 2

T2 - shear panels with sheeting fixed on all 4 sides

AU - Wrzesien, A.M.

AU - Lim, J.B.P.

AU - MacLeod, I.A.

AU - Lawson, R.M.

PY - 2018/11/7

Y1 - 2018/11/7

N2 - In this paper, the strength and stiffness of different roof panels were investigated, in order to establish their ability to act as in-plane diaphragms for stressed skin design of cold-formed steel portal frames. A total of 6 roof panels, approximately 3 x 3m, were examined by testing with sheeting profiles fixed on 4 sides. A variety of sheeting profiles in two industry standard thicknesses of 0.5 and 0.7mm were tested, all using top-hat shaped purlins fixed with self-drilling, self-tapping screws. The experimental strength and stiffness of each panel were then compared against existing design methods. The Finite Element Analysis (FEA) modelling techniques were alsopresented and validated against series of full-scale tests. The FEA results have shown that the ‘true’ level of loading transferred via shear connector screws was on average 13% lower than that assumed by standard design methods. On the contrary, seam connections failure, according to FEA results, have governed a design in all of the analysed cases and the analytical method overestimated shear resistances of the panels by 45% and 35% in case of 0.5mm and 0.7mm thick sheeting profiles respectively. It was demonstrated that FEA results have represented the upper bound of experimental shear stiffness, with a very close prediction for0.5mm thick sheeting profiles. Overall all, the tested panels demonstrated an average 41% greater flexibility then this predicted using FEA models.

AB - In this paper, the strength and stiffness of different roof panels were investigated, in order to establish their ability to act as in-plane diaphragms for stressed skin design of cold-formed steel portal frames. A total of 6 roof panels, approximately 3 x 3m, were examined by testing with sheeting profiles fixed on 4 sides. A variety of sheeting profiles in two industry standard thicknesses of 0.5 and 0.7mm were tested, all using top-hat shaped purlins fixed with self-drilling, self-tapping screws. The experimental strength and stiffness of each panel were then compared against existing design methods. The Finite Element Analysis (FEA) modelling techniques were alsopresented and validated against series of full-scale tests. The FEA results have shown that the ‘true’ level of loading transferred via shear connector screws was on average 13% lower than that assumed by standard design methods. On the contrary, seam connections failure, according to FEA results, have governed a design in all of the analysed cases and the analytical method overestimated shear resistances of the panels by 45% and 35% in case of 0.5mm and 0.7mm thick sheeting profiles respectively. It was demonstrated that FEA results have represented the upper bound of experimental shear stiffness, with a very close prediction for0.5mm thick sheeting profiles. Overall all, the tested panels demonstrated an average 41% greater flexibility then this predicted using FEA models.

UR - http://ccfssonline.org/international-specialty-conference-2/

M3 - Paper

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Wrzesien AM, Lim JBP, MacLeod IA, Lawson RM. Stressed skin design of steel sheeting panels – part 2: shear panels with sheeting fixed on all 4 sides. 2018. Paper presented at International Specialty Conference 2018, St. Louis, United States.