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Recent content by luungoclinh

  1. luungoclinh

    Cohesive element

    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...
  2. luungoclinh

    Cohesive element

    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...
  3. luungoclinh

    export internal forces from C shape shear wall

    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...
  4. luungoclinh

    export internal forces from C shape shear wall

    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...
  5. luungoclinh

    weak story irregularity

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

    Strengthen shear capacity of an existing reinforced concrete shear wall

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

    Static equivalent force procedure in Etabs

    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
  8. luungoclinh

    Static equivalent force procedure in Etabs

    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
  9. luungoclinh

    Strengthen shear capacity of an existing reinforced concrete shear wall

    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...
  10. luungoclinh

    Static equivalent force procedure in Etabs

    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...
  11. luungoclinh

    Considering P-delta effect in Etabs

    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...
  12. luungoclinh

    Slab using membrane of shell elements

    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)...
  13. luungoclinh

    Base shear in core walls

    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...
  14. luungoclinh

    Accidental torsion in Etabs

    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...
  15. luungoclinh

    Accidental torsion in Etabs

    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...
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