CFSSSWP
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This command is used to construct a uniaxialMaterial model that simulates the hysteresis response (Shear strength-lateral Displacement) of a steel 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.
| uniaxialMaterial CFSSSWP $tag $height $width $fuf $fyf $tf $Af $fus $fys $ts $np $ds $Vs $sc $dt $openingArea $openingLength |
| $matTag | Integer identifier used to tag the material model |
| $height | SWP’s height (mm) |
| $width | SWP’s width (mm) |
| $fuf | Tensile strength of framing members (MPa) |
| $fyf | Yield strength of framing members (MPa) |
| $tf | Framing thickness (mm) |
| $Af | Framing cross section area (mm²) |
| $fus | Tensile strength of steel sheet sheathing (MPa) |
| $fys | Yield strength of steel sheet sheathing (MPa) |
| $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) |
| $dt | Anchor bolt’s diameter (mm) |
| $openingArea | Total area of openings (mm²) |
| $openingLength | Cumulative length of openings (mm) |
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 two analytical methods for wood and steel sheathed CFS SWP proposed by, respectively, Xu L and Martinez J (2007), and Yanari N and Yu C (2013) which take 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.
REFERENCE:
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 and N Bourahla, Deteriorating hysteresis model for cold-formed steel shear wall panel based on physical and mechanical characteristics, OpenSees Days Portugal 2014- OPD 2014, 3-4 July 2014, Porto, Portugal.
L.N. Lowes, A. Altoontash, Modelling reinforced-concrete beam-column joints subjected to cyclic loading, Journal of Structural Engineering, 129(12):1686-1697, 2003.
Yanagi N, Yu C. Effective strip method for the design of cold-formed steel framed shear wall with steel sheet sheathing. Journal of Structural Engineering, ASCE 2014; 140(4).
Nisreen Balh, Development of seismic design provisions for steel sheathed shear walls, Master Thesis, McGill University, Canada, 2010.
Code Developed by: Smail Kechidi and Nouredine Bourahla, University of Blida 1, Algeria
Images Developed by: Smail Kechidi, University of Blida 1