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Hi, Thanks so much for your kind response. I am ok with surface contact interaction. For this, we need to define cohesive behavior and damage evolution. However, in this example, I am trying to use cohesive element that (I think) includes both cohesive behavior and damage evolution in the...

Hi, I am new in Abaqus. I am trying to simulate the crack propagation using cohesive element. I do the simple test with model having 2 element plus a layer made by cohesive element in the middle subjected to tension load. I expect to see "virtually" the crack at the cohesive element layer...

Thanks you for your responses. I have another question abt reinforced concrete C shape shear wall design> I hope that you can help me to clarify it. When I follow capacity design for a C shape shear wall, I need to design shear corresponding to the expected development of flexure at the base...

Hi all, Could someone please tell me what people normally do to export internal forces from monolithic RC C shape shear walls using Etabs that will be used for sectional analysis? Will you define 3 piers for C shape (web + 2 flanges) or only one pier? If there is only one pier, how do you...

Could anyone please tell me how to check the weak story irregularity in Etabs? Thanks

Could you please say in detail? one photo or figure to illustrate could be great. Thanks

oh, yes. Thanks. It is solved. It seems that Etabs does take the time period value from user define, automatically, it still compares that value to empirical value calculated basing on height of the structure. Please correct me if I am wrong Thanks again. Lisu

here is the model. I consider the YZ plane, just look at 2 load case labelling TORPOY (without eccentricity) and TORNEY (with eccentricity of 0.1) Thanks Lisuhttp://www.eng-tips.com/attachfile.cfm?folder=afbe80ed-347b-4da9-9d75-642de1c2182d&file=test_torsion.e2k

Dear all, I need to seismic rehabilitation for an existing reinforced concrete shear wall in the matter of shear capacity. Could you please suggest a a solution for that? Adding more shear wall is not possible in my case, so should I use steel sheet, fibre reinforced polymer...or ?? I am...

Dear all, I am doing static equivalent force procedure for my shear wall building (no column is considered) in Etabs, but only for 2D analysis. I conduct 2 studied cases: one without eccentricity and the other with eccentricity of 0.1. I use the same response spectra for two cases. The...

Hi, I want to consider P-delta effect in my shear wall building. I want all lateral force is resisted only by the shear walls, so I release rotational degree slab column connection. I do the modal analysis, and Etabs inform me that there are negative stiffness in my columns. Could someone...

Hi, Could anyone please explain to me which degree of freedom that I should constraint for a rigid floor using shell and membrane elements?. I mean that, for example, I have a rigid diaphragm floor using shell element, and is that similar if I constraint this floor in both horizontal (H1,H2)...

How do you mean when you say "loads in pier and spandrels", and also "base" in " When looking at forces in y-direction, loads in pier and spandrels, match with base shear. In x-direction the loads in pier and spandrels are significantly less that total base shear." Where do you take the value...

thanks pkjr618 so much for your patience. My question is simply to check whether there is a bug in Etabs 3D in considering accidental torsion by going to define/response spectrum case/modify or show response spectrum/ then input ecc ratio. In SAP 2000, normally we consider accidental torsion by...

Thanks pkjr618 for your sharing. Have you ever try using "define response spectrum and inputting eccentricity ratio" to consider accidental torsion effect?. I want to confirm whether it works or not? From my test, I see that if I input (+) eccentricity and (-) eccentricity from the center of...

please read my question. I did read the article that you refer. It is also a good way to consider accidental torsion, but it only considers for mode 1 (there could be some modification factors to consider higher modes showing by the way we consider the lateral load to get torsional moment).

I think you can go to edit reference lines, reference plane and delete what you want.

Hi all, I have an asymmetrical building with two cores. I want to consider accidental torsion in my model. I use the option to input eccentricity ratio in defining response spectrum case data in Etabs. I understand that, if I following this, I will consider accidental torsion for different...

thanks for your response, I have found my problem. It is very elementary. I should look at story shear instead of pier forces because there are 2 cores in my building. Thanks again.

thanks, the article is very useful