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THE PRELIMINARY UNIAXIAL COMPRESSION BEHAVIOR OF CORRUGATED COLD FORMED STEEL MEMBERS

Mahmut KILIÇ

Mahmut KILIÇ

Ataturk University, Engineering Faculty, Department of Civil EngineeringErzurum, Turkey
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KILIÇ, Mahmut
, 
Mahyar MAALI

Mahyar MAALI

Ataturk University, Engineering Faculty, Department of Civil EngineeringErzurum, Turkey
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MAALI, Mahyar
 und 
Abdulkadir Cüneyt AYDIN

Abdulkadir Cüneyt AYDIN

Ataturk University, Engineering Faculty, Department of Civil EngineeringErzurum, Turkey
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AYDIN, Abdulkadir Cüneyt
  
06. Aug. 2019
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Artikel-Kategorie: review
Online veröffentlicht: 06. Aug. 2019
Seitenbereich: 105 - 116
Eingereicht: 31. Mai 2018
Akzeptiert: 18. Feb. 2019
DOI: https://doi.org/10.21307/acee-2019-027
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© 2019 Mahmut KILIÇ et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 International License.

Figure 1.

k-span: super span model 600 a) corrugated b) without corrugation and the effective cross-section area in all models
k-span: super span model 600 a) corrugated b) without corrugation and the effective cross-section area in all models

Figure 2.

RFM machine
RFM machine

Figure 3.

Application of arch steel plate sections (a-b-c-shows the application pf a k-span vault-type structure made of light steel plates on the site in the Afghanistan (http://gazingattheflag.blogspot.com/2007/08/coalition-engineers-work-together-in.html), d – shows the application pf a k-span vault-type structure made of light steel plates on the site in the USA (http://www.durospan.net/))
Application of arch steel plate sections (a-b-c-shows the application pf a k-span vault-type structure made of light steel plates on the site in the Afghanistan (http://gazingattheflag.blogspot.com/2007/08/coalition-engineers-work-together-in.html), d – shows the application pf a k-span vault-type structure made of light steel plates on the site in the USA (http://www.durospan.net/))

Figure 4.

Experimental models a) without corrugation b) corrugated
Experimental models a) without corrugation b) corrugated

Figure 5.

The experimental setup
The experimental setup

Figure 6.

Load-displacement for uncorrugated member
Load-displacement for uncorrugated member

Figure 7.

Load-displacement for corrugated member
Load-displacement for corrugated member

Figure 8.

Load-strain for the uncorrugated members
Load-strain for the uncorrugated members

Figure 9.

Load-strain for the corrugated member
Load-strain for the corrugated member

Figure 10.

Failure types of the all tests
Failure types of the all tests

Figure 11.

Boundary conditions for with and without corrugated models
Boundary conditions for with and without corrugated models

Figure 12.

Mesh sizing for corrugated model
Mesh sizing for corrugated model

Figure 13.

Mesh and Load of the models
Mesh and Load of the models

Figure 14.

Load-displacement for the uncorrugated finite-element models
Load-displacement for the uncorrugated finite-element models

Figure 15.

Load-displacement for the corrugated finite-element models
Load-displacement for the corrugated finite-element models

Figure 16.

Maximum shear strain by FE for the with and without corrugated models
Maximum shear strain by FE for the with and without corrugated models

Materials Properties

The Youngs Modulus(E)GPa The Yield Strength(fy)MPa The ultimate tensile strength(fu)MPa Poissons Ratio(υ)
201 352.8 489.6 0.29

Load-displacement of the members with and without corrugate

Model First bucking load(Pcr)(kN) First buckling load Displacement(mm) Max. load(Pu)(kN) Displacement at Pu(mm) Max. Displacement(mm) First bucking load (Pcr) (EX2) / First bucking load (Pcr)(EX1) Analytical Max.load of the EC3(kN) Max. Load (EX2) / Max. Load(EX1) First bucking load (Pcr) (EX)/Analytical Max.load of the EC3 Max. load(Pu) (EX)/Analytical Max.load of the EC3
EX1* 2.30 31.72 3.4345 91.15 262.95 57.96 4.13 0.039 0.059
EX2** 3.649 1.84 14.1925 24.29 61.80 1.59 79.38 0.045 0.178

Numbers of nodes and elements for corrugated model

Mesh Type Number of nodes Number of Elements
Automatically generated 27159 7852
Tetrahedrons 21956 6149
Hex-dominant 37652 9874

Comparison of this work and Cybulski et al_ [5]

Model Experimental load (Cybulski et al [5]) First buckling load (Pcr) (kN) Max. load (Pu) First buckling load (Pcr) to Experimental load (Cybulski et al (%) Max. load (Pu) to Experimental load (Cybulski et al (%)
EX1* - 2.30 3.4345 - -
EX2** - 3.649 14.1925 - -
S1 56.9 - - 4.04 6.04
S2 57.5 - - 4 5.97
S3 59.7 - - 3.8 5.75
S1r5m 44.6 - - 8.18 31.82
S2r5m 43.1 - - 8.46 32.92
S3r5m 44.3 - - 8.24 32.04

Comparison of maximum load and displacement of the models

Model Max.load Max. Displacement(EX) (mm) Max.load(Pm) (FE) (kN) Max. Displacement(FE) (mm)
EX1 and FE1* 3.4345 262.95 3.60 744
EX2 and FE2 ** 14.1925 61.80 10.30 25.5
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