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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.
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.


This uniaxialMaterial gives results in Newton and Meter units, for strength and displacement, respectively.
<span style="color:blue"> '''NOTE:''' before you use this material make sure that you have downloaded the latest OpenSees version.
{|  
{|  
| style="background:yellow; color:black; width:800px" | '''uniaxialMaterial CFSSSWP $tag $height $width $fuf $fyf $tf $Af $fus $fys $ts $np $ds $Vs $sc $dt $openingArea $openingLength'''
| style="background:lime; color:black; width:800px" | '''uniaxialMaterial CFSSSWP $tag $height $width $fuf $fyf $tf $Af $fus $fys $ts $np $ds $Vs $sc $dt $openingArea $openingLength'''
|}
|}


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| '''$Vs''' || Screws shear strength (N)
| '''$Vs''' || Screws shear strength (N)
|-
|-
| '''$sc''' || Screw spacing on the sheathing perimeter (mm)
| '''$sc''' || Screw spacing on the SWP perimeter (mm)
|-
|-
| '''$dt''' || Anchor bolt’s diameter (mm)
| '''$dt''' || Anchor bolt’s diameter (mm)
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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 method for steel sheathed CFS SWP proposed by Yanari N and Yu C (2013) 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.  
Maximum lateral shear strength and the associated displacement are assessed using an analytical method for steel sheathed CFS SWP proposed by Yanari N and Yu C (2013) 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. The associated displacement is evaluated using the equation C2.1-1 given by AISI S213-07 code. 


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.
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.
[[File:Model parameters.jpg|400px|thumb|center|Fig. 1: Unloading-reloading paths of the proposed hysteresis model]]
[[File:Deterioration.png|400px|thumb|center|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.
[[File:SWP.jpg|700px|thumb|center|Fig. 3: Cold-Formed Steel Shear Wall Panel details and equivalent OpenSees finite element model]]
----
'''EXAMPLES:'''
[[Cold-Formed Steel Steel Sheathed Shear Wall Panel examples]]
----
----
'''REFERENCES:'''


'''REFERENCE:'''
[http://www.sciencedirect.com/science/article/pii/S0263823115301026 Smail Kechidi and Nouredine Bourahla, Deteriorating hysteresis model for cold-formed steel shear wall panel based on its physical and mechanical characteristics, Journal of Thin-Walled Structures (2016), pp.421-430. 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, Hysteresis model development for cold-formed steel shear wall panel based on physical and mechanical characteristics, Master Thesis, University of Blida 1, Algeria, 2014.
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Code Developed by: <span style="color:blue"> Smail Kechidi and Nouredine Bourahla, University of Blida 1, Algeria </span>
Code Developed by: <span style="color:blue"> Smail Kechidi and Nouredine Bourahla, University of Blida 1, Algeria </span>


Images Developed by: <span style="color:blue"> Smail Kechidi,  University of Blida 1 </span>
Images Developed by: <span style="color:blue"> Smail Kechidi,  University of Blida 1, Algeria </span>
 
----
Authors contact:
 
'''Smail Kechidi''', PhD student at University of Blida 1, Algeria, s_kechidi@univ-blida.dz, smail.kechidi@gmail.com
 
'''Nouredine Bourahla''', Professor at University of Blida 1, Algeria, nbourahla@univ-blida.dz

Latest revision as of 14:06, 18 May 2024



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.

This uniaxialMaterial gives results in Newton and Meter units, for strength and displacement, respectively.

NOTE: before you use this material make sure that you have downloaded the latest OpenSees version.

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 SWP 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 an analytical method for steel sheathed CFS SWP proposed by Yanari N and Yu C (2013) 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. The associated displacement is evaluated using the equation C2.1-1 given by AISI S213-07 code.

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

EXAMPLES:

Cold-Formed Steel Steel Sheathed Shear Wall Panel examples

REFERENCES:

Smail Kechidi and Nouredine Bourahla, Deteriorating hysteresis model for cold-formed steel shear wall panel based on its physical and mechanical characteristics, Journal of Thin-Walled Structures (2016), pp.421-430. 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 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, Algeria

Authors contact:

Smail Kechidi, PhD student at University of Blida 1, Algeria, s_kechidi@univ-blida.dz, smail.kechidi@gmail.com

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

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