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  • Users: sendy
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  1. sendy

    DLOAD Keyword in ABAQUS

    hi hiwiansys, From the error messages, I can see that the place of option DLOAD is not correct. You should put *DLOAD in the history data, not within model data. The history data is information after *STEP option while the model data is information before *STEP option. Hope this help. regards.
  2. sendy

    Prematurely failed on some elements

    Hi akadet, What do you mean by prematurely failure of elements ? It would be good if you describe your simulations. As far as I know if the failure that you get is related to the convergence problem then you mau try to explore the control option to 'change' the criteria of the convergence. But...
  3. sendy

    On plane stress loading case

    Hi all, I change my mind that biaxial loading on a specimen is not necessary plain strain case. I think what rb1957 said is correct: bi-axial loads can give rise to either plane stress or plane strain conditions depending on the thickness of the panel and the constraint conditions. For...
  4. sendy

    On plane stress loading case

    hi, i think biaxial is plane strain case, which is different from plane stress case. regards, sendy.
  5. sendy

    Stress at particular strain

    Hi feaplastic, I am not sure that I can exactly understand your question. But users can obtained the evolution of the stress/strain at particular integration point of an element from either history or field data. Ehm... what do you mean by random results ? regards.
  6. sendy

    How to run file inp in Abaqus?

    Hi Truongthinhs, Put your subroutine (.f or .for) in the same directory as your input, then try: abaqus job=[name_input_file] user=[name_fortran_file] Note: no extension name is needed. Hope it works. regards.
  7. sendy

    UEL user subroutine -

    Hi 94710, ***By the way If I really need different eleemnt types in my model or in a future problem, in my fortran source file that I'll link to my abaqus job I must write a single UEL subroutine in which with a flow-control structure I say what are definitions for all my general user element...
  8. sendy

    UEL user subroutine -

    Hi 94710, Based on the above description, I’m sorry that I, again, can’t see the need of specifying more than one master user defined element. In my opinion, when all elements have the same degree of freedoms we just need to specify one type of user elements in input file (.inp) while others...
  9. sendy

    UEL user subroutine -

    Hi 94710, *** ... 27 similar but different general user elements.*** I'm just wondering how can you have 27 types of your own element with different types of degree of freedoms for each ?? Anyway, there is JTYPE parameter available in UEL element which can be used to differ one type of UEL...
  10. sendy

    FEA Modelling of a Uniform Elastic Foundation

    Hi, you might wanna use vertical spring constant / subgrade modulus (i.e. kN/m3). Check any Foundation Design books (i.e. by Bowles, by Das) for the analytical (elastic) and empirical solution. good day, sendy
  11. sendy

    On the Geostatic Step

    hi, following is the input that i got almost zero displacement at the equilibrium step. Here, users may use either *STATIC or *GEOSTATIC. In the input file I don't use your gamma value. Hope it won't influence the displacement in the equilibrium step too much. I think here the coef earth...
  12. sendy

    On the Geostatic Step

    hi, I think there is "no guessing" in the sense that users input the geostatic initial condition and apply the gravity load in the first step. In this case the results read: \sigma_v = \gamma*h, \sigma_h = K*\sigma_v, where h and K are distance of the calculated point from the surface and Coef...
  13. sendy

    On the Geostatic Step

    hi, i've just try it and it works with displ in order of 10^-20 for only equilibrium, and the vertical and horizontal stresses are exactly the value i inputted in initial condition option. have you do the equilibrium after applying initial condition ? As quoted from the manual (Abaqus...
  14. sendy

    Face # of a contium soild element based on node numbering

    yes, the face number depends on the order of your meshing. It is stated in the manual that: Face 1 is on the 1st and the 2nd nodes, Face 2 is on the 2nd and the 3rd nodes, Face 3 is on the 3rd and the 4th nodes, Face 4 is on the 4th and the 1st nodes. Pay attention on the order of the node...
  15. sendy

    Face # of a contium soild element based on node numbering

    hi helppoorpeople, the face number depends on how you build your element. As in your example: 1. if your element be built as 6-7-43-44, then 7-43 would be face 2. 2. if your element be built as 7-6-44-43, then 43-7 would be face 4. 3. if your element be built as 44-43-7-6, then 43-7 would be...
  16. sendy

    A material that can only receive tension ???

    Hi corus, I mean materials model which are provided in Abaqus manual. Thank you for your post, it is exactly what I need. regards, Sendy.
  17. sendy

    A material that can only receive tension ???

    Hi hamadadf, I need to have tension, not compression. When I look at the material library, it seems that I can't find the material which provide zero compression and only tension. Do you have/find that kind of material model ? Thank you. Sendy
  18. sendy

    A material that can only receive tension ???

    Hi Everyone, I need to model a material that can only receive tension (not compression), i.e. thin-plastic like material. Do you know whether that kind of material is available in the library of Abaqus ? Thank you in advance for your suggestions. regards, Sendy.
  19. sendy

    definition of creep deformation in rockfill

    Hi everyone, At the moment I am studying the behavior of rockfill during wetting (i.e. creep deformation). Since I am only studying it numerically, I want to ask your opinion regarding this creep behavior in field or laboratory: 1. What is exactly the definition of creep ? Is it the increase of...
  20. sendy

    On shear band and homogeneous stress

    Hallo MCC1966, Yes, in the last post I talked about numerical instability that caused 'fake' shear band, especially when it is element test simulation (homogeneous test, i.e oedometer test: very small shear strain (~10^(-18)) is observed) For dense sand, the softening behavior after the peak...

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