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  1. jfymsam86

    Deep sections

    Hi What's the range of intermediate sections? I found in FEMA that the sections smaller than W21 are shallow, but what's the start point of Deep sections? Is W24 Deep section or intermediate? Thanks
  2. jfymsam86

    Elongation in mechhanical property

    Thanks again I've heared that for defining plastic behavior to Abaqus, you shouldn't have 2 point with same stress, even you have the horizontal line like attached file. yes, that's large change in slope, because of plastic behavior. but we can't say: 474/205000, because in hardening region...
  3. jfymsam86

    Elongation in mechhanical property

    I need to introduce the stress related to plastic strain to Abaqus. Before I defined it as: 250 0 251 0.0134146 (11ε) 474 0.146341 (120ε) it was according the diagram of 3-Line stress - strain. but because of its differnce till 0.21, i thought it's wrong. and I didn't find 0.1 that you bid in...
  4. jfymsam86

    Elongation in mechhanical property

    Thanks all I anylized the materials in Abaqus, by both ways, but there are too many differrences between the result. However wich one is better to use: 120 ε and 14.63% or 21% ???
  5. jfymsam86

    Elongation in mechhanical property

    Anyone knows that what's the difference between them?
  6. jfymsam86

    Elongation in mechhanical property

    Thanks for your reply I'm not sure, but most of reliable articles used that.(attached pictures) did I understand the meaning of elongation right or not?
  7. jfymsam86

    Elongation in mechhanical property

    Hi I have a simple question about Elongation in mechanical property. Is that meam Ultimate Strain for example for A36 is 0.21? I’m going to use 3-line Stress – strain diagram. But according to table (attached), by E= 205000 and Yield stress = 250, so yield strain is 0.001219. But 120 ε is...
  8. jfymsam86

    Thermal Bolt Pretension

    Hi Thanks for your reply. First I defined pretension in BOLT LOAD. But bolts got narrowed during the analys. then I imposed thermal pretensin as i told above and the result of above. I need to impose 70% of capcity of bolts to them as without any large narrowing. also I expect when I get output...
  9. jfymsam86

    Thermal Bolt Pretension

    when we use thermal pretension for bolt, the narrowing will be removed, so it's good. but why it won't provide the desired pretension? thanks in advance
  10. jfymsam86

    Thermal Bolt Pretension

    Hi According thread799-338002 Bolts are A490 and 1.25 in. So A=7.91 cm^2 Pt-bolt= 138.7 kips= 62900 kg E=2.05 e6 kg/cm^2 I’m going to define 70% Pt = 44000 kg I defined orthotropic expansin as: 0, 0, 2.1e-6 So AEalpha=34.08 and then T= -1290 degrees So in predefined load I assigned -1290 for...
  11. jfymsam86

    Thermal bolt pretension

    Hi Bolts are A490 and 1.25 in. So A=7.91 cm^2 Pt-bolt= 138.7 kips= 62900 kg E=2.05 e6 kg/cm^2 I’m going to define 70% Pt = 44000 kg I defined orthotropic expansin as: 0, 0, 2.1e-6 So AEalpha=34.08 and then T= -1290 degrees So in predefined load I assigned -1290 for surface of shanks in the...
  12. jfymsam86

    [b]Stress output more than defined ultimate stress in input?[/b]

    Hello all I’ve modeled the beam to column connection with this material: E=2e6 kg/cm^2 , 0.3 3 line stress-strain diagram (hardening): 3690 0 3700 0.019756 4880 0.21552 But at result, I have von-mises stress about 6400 kg/cm^2 at some nodes! Loading is cyclic displacement. I didn’t define...
  13. jfymsam86

    using symmetry in CORRUGATED Plate

    I mean if I suppose the nodes only on the black area as an axis of symmetry, is it true?
  14. jfymsam86

    using symmetry in CORRUGATED Plate

    Hi My model has a beam with corrugated Web (using two L-Shape instead of Plain web) (attached picture). Because of big dimension, I’m going to use Symmetry. But is it possible when Web is not plain along the symmetry axis?? thanks
  15. jfymsam86

    Simple Question about symmetry

    Hello I'm going to use symmetry in my model (because of many interaction). My model is a I-shape beam connected to a Box column. But i don't know that how to use it, i mean should i define the symmetry only along the symmetry axis or for all surface that i can see in the YZ view?(I want to use...
  16. jfymsam86

    Equivalent force in a cross-section

    Hi I applied a cyclic displacement to tip of beam. Now I’m going to find the equivalent Force at this section. By RF, I can find each node force. But for total Force, if I calculate the summation Force of all nodes, regarding to cyclic loading (displacement) and compress and tension in the cross...
  17. jfymsam86

    Hourglass control (Difference beetween C3D8 & C3D8R)

    Hi We know that using c3d8 especially for interaction, will cause to convergence better, but why? when we should use c3d8r? is there a big dufference betwwen them for result or no? I mean what does the hourglass control do? thanks inn advance
  18. jfymsam86

    overclose in interaction

    Hi why when we use "Hard contact" for contact property, again we have overclose in nodes? thanks
  19. jfymsam86

    interaction in bolt connection

    Hi I tried it with tie “surface to surface”, but again stopped! I think the most problem is in interaction between flange and endplate. I defined: “Small sliding”, “specify distance = 0.05”, for initial. For 1st step: “Gradually remove overclosure” and “Automatic shrink” in interference fit...
  20. jfymsam86

    interaction in bolt connection

    Hi Bolt diameter is 1.25" (3.175 cm) and hole in endplate/column is 2 mm bigger than bolt diameter. The lenght of shank is exactly equal to summation of flange and endplate thickness. thanks for your favor

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