I want to design a structure using steel shear walls. I know the requirements of the building codes such as ASCE07 and AISC341 for the design of the SSWs.
The problem is how to model these walls in commercial design softwares such as Etabs to obtain the design forces?
According to design codes it is mandatory to neglect the compression strength of the shear plate due to the buckling effect. Etabs do not consider the buckling in analysis. So it is necessary to consider an equivalent model for shear plates.
I know. So how to calculate the equivalent stiffness. There is nothing about it in codes. There are lots of stiffeners around the shear plate. i am looking for a design procedure that simply gives me model for analysis.
equivalent truss method used in modeling wall and floor disphragms might help you.
I find the easiest method to model steel plate walls in ETABS is to use the orthotropic membrane model. You can find information on this method in AISC design guide 20 : Steel Plate Shear Walls.
Basically, you model the plates as membrane elements which you rotate by the angle alpha (tension strip angle). Codes now allow using alpha = 40 degrees in many cases throughout the walls, so it's even simpler now.
Then, you set the elements stiffness modifiers to 1 in one of the 2 axial directions (f11), and a very low amount (like 0.00001) on the orthogonal direction (f22) as well as the shear stiffness (f12).
This will give you an adequate bahevior for the walls in your models. Then, you can extract the shear forces at every level using section cuts, and use these shear forces to design your plate thickness. Then, you design everything else according to capacity design principles.
Hope this helps!
COMMERCIAL SOFTWARE'S FOR ELASTIC ANALYSIS SUCH AS ETABS AND SAP2000 HAVE NONLINEAR ELEMENTS TO MODEL DAMPERS OR BASE ISOLATORS. BUT THE STRUCTURE ITSELF IS STILL MODELED IN THE ELASTIC RANGE, THEREFORE, NOT ABLE TO CAPTURE THE INELASTIC RESPONSE OF STRUCTURES. THIS DRAWBACK MAY NOT BE SIGNIFICANT FOR NEW BUILDINGS, HOWEVER, RETROFITTED STRUCTURES MAY CONSIDERABLY DEVIATE FROM AN ELASTIC RESPONSE. IN MY CASE I MODELED MY STRUCTURE USING PERFORM 3D.
Please check reference below.. hope it will be helpful for you… Regards…
https://www.iitk.ac.in/nicee/wcee/article/13_2804.pdf
Check this reference Please..
https://www.iaeme.com/MasterAdmin/uploadfolder/IJCIET_08_04_115/IJCIET_08_04_115.pdf
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