CFSWSWP

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This command is used to construct a uniaxialMaterial model that simulates the hysteresis response (Shear strength-Lateral displacement) of a wood-sheathed cold-formed steel shear wall panel (CFS-SWP). The hysteresis model has smooth curves and takes into account the strength and stiffness degradation, as well as pinching effect.

NOTE: This uniaxialMaterial gives results in kilonewton and millimeters units for strength and displacement, respectively.

uniaxialMaterial CFSWSWP $tag $height $width $fut $tf $Ife $Ifi $ts $np $ds $Vs $sc $nc $type $openingArea $openingLength

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$matTag	Integer identifier used to tag the material model
$height	SWP’s height (mm)
$width	SWP’s width (mm) "Interger type"
$fuf	Tensile strength of framing members (MPa)
$tf	Framing thickness (mm)
$Ife	Moment of inertia of the double end-stud (mm4)
$Ifi	Moment of inertia of the intermediate stud (mm4)
$ts	Sheathing thickness (mm)
$np	Sheathing number (one or two sides sheathed)
$ds	Screws diameter (mm)
$Vs	Screws shear strength (N)
$sc	Screw spacing on the sheathing perimeter (mm)
$nc	Total number of screw on the sheathing
$type	Integer identifier used to define wood sheathing type (DFP=1, OSB=2, CSP=3)
$openingArea	Total area of openings (mm²)
$openingLength	Cumulative length of openings (mm)

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DESCRIPTION:

The uniaxial hysteresis model of Cold-Formed Steel Shear Wall Panel (CFS-SWP) consists of three parts: backbone curves of the hysteresis loops (states 1 and 2), hysteresis criteria (unloading-reloading path: states 3 and 4) (Fig.2) and deterioration criteria. The following paragraphs will respectively introduce the terms of the three parts.

Maximum lateral shear strength and the associated displacement are assessed using an analytical method for wood sheathed CFS SWP proposed by Xu L and Martinez J (2007) which takes into account a wide range of factors that affect the behaviour and strength of a CFS SWP, namely: material properties, thickness and geometry of sheathing and framing, spacing of studs, construction details such as size and spacing of sheathing-to-framing connections.

In addition to the envelope curve, the proposed hysteresis model requires the introduction of parameters that define the strength and stiffness deterioration, as well as the pinching effect under cyclic loading. Compared to the monotonic test result, the hysteresis response of CFS SWP exhibits strength deterioration; even if the displacement associated to peak strength has not been reached yet. The stiffness deterioration of the proposed model is positively related to strength degraded degree, and is defined in a same way as the strength deterioration.

Fig. 1: Unloading-reloading paths of the proposed hysteresis model

Fig. 2: Impact of hysteresis damage on shear strength-lateral displacement response

In order to account for the overall lateral stiffness and strength of the SWP, an equivalent simple non-linear zeroLength element connected to rigid truss elements which transmit the force to the boundary studs that resist the uniaxial tension and compression stress is used (Fig.3). This modeling tip leads to a considerable reduction in terms of elements number constituting the CFS SWP. The boundary members form a mechanism and the lateral stiffness and strength are derived directly from the zeroLength element. The CFS SWP details, as well as a schematic representation of the finite element model are illustrated in Fig.3.

Fig. 3: Cold-Formed Steel Shear Wall Panel details and equivalent OpenSees finite element model.

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EXAMPLES:

Cold-Formed Steel Wood-Sheathed Shear Wall Panel examples

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REFERENCES:

Smail Kechidi and Nouredine Bourahla (2015), Deteriorating hysteresis model for cold-formed steel shear wall panel based on its physical and mechanical characteristics, Journal of Thin-Walled Structures (Accepted paper DOI: 10.1016/j.tws.2015.09.022).

Smail Kechidi, Hysteresis model development for cold-formed steel shear wall panel based on physical and mechanical characteristics, Master Thesis, University of Blida 1, Algeria, 2014.

Smail Kechidi, Nouredine Bourahla, Deteriorating hysteresis model for cold-formed steel shear wall panel based on physical and mechanical characteristics, OpenSees Days Portugal 2014- Workshop on Multi-Hazard Analysis of Structures using OpenSees, Porto 3-4, Portugal, July 2014.

L.N. Lowes, A. Altoontash, Modelling reinforced-concrete beam-column joints subjected to cyclic loading, Journal of Structural Engineering, 129(12):1686-1697, 2003.

A.E. Branston, Y.C. Chen, F.A. Boudreault and C.A. Rogers, Testing of light-gauge steel frame wood structural panel shear walls, Canadian Journal of Civil Engineering, 33(9):561-572, 2006.

J. Martinez and L. Xu, Strength and stiffness determination of shear wall panels in cold-formed steel framing, Thin-Walled Structures, 44(10):1084-1095, 2006.

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Code Developed by: Smail Kechidi and Nouredine Bourahla, University of Blida 1, Algeria

Images Developed by: Smail Kechidi, University of Blida 1, Algeria

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Authors contact:

Smail Kechidi, PhD student at University of Blida 1, Algeria, s_kechidi@univ-blida.dz, skechidi@yahoo.com

Nouredine Bourahla, Professor at University of Blida 1, Algeria, nbourahla@univ-blida.dz