CFSSSWP: Difference between revisions
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DESCRIPTION: | 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. | 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. | 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. | ||
Revision as of 16:33, 29 January 2015
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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.
Code Developed by: Smail Kechidi and Nouredine Bourahla, University of Blida 1, Algeria
Images Developed by: Smail Kechidi, University of Blida 1