Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations TugboatEng on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Search results for query: *

  1. ugoveri

    question on assing "area load"

    The uniform to framel (shell) load assignment, is used to substitute the manual introduction of line loads on frames. It doesn't take into account the rigidity of the shell itself for the load distribution. Imagine you have a floor constituted of steel beams and one way slabs. You can (i)...
  2. ugoveri

    Error in shell forces calculation using layered shells

    Ah! One other thing, I got alarmed, when trying to model a simple building situation and comparing the results... On top of a column there was almost a 50% difference in one case... So as you can imagine, is quite difficult to believe such a result... I mean If the positive moment come bigger...
  3. ugoveri

    Error in shell forces calculation using layered shells

    I was modeling a square plate with 4 by 4 m and using a mesh of 0.5m which means dividing each side by 8... And 4 meters is an intermediate and more or less common span... And 0.5 is a more or less usual size for the mesh... I used a slab height of 16cm because if one just made a preliminary...
  4. ugoveri

    Concrete hight depth long beams flexural-torsional instability...

    I need help on the following... For steel beams,the flexural-torsional instability is taken in consideration by the form of lambda= (My/Mcr)^.5 being My the yelding moment and Mcr the Elastical Critical moment, with which we can obtain a reduction factor for the final plastic or elastic...
  5. ugoveri

    Concrete hight depth long beams flexural-torsional instability...

    I need help on the following... For steel beams,the flexural-torsional instability is taken in consideration by the form of lambda= (My/Mcr)^.5 being My the yelding moment and Mcr the Elastical Critical moment, with which we can obtain a reduction factor for the final plastic or elastic...
  6. ugoveri

    Error in shell forces calculation using layered shells

    I am using SAP2000 10.0.1, but have tryed versions 10.0.7 and a beta version of SAP2000 v11... I tried to model a very simple square slab, working as a one way slab, and so having supports only on two parallel sides The dimensions are not relevant... I tried 2 situations: - simply supported...
  7. ugoveri

    Results for deep beam

    Take a look at thread801-117194: "Design a beam by using Shell elements" posted by jackyyau... I answered him a bit superficially... If you want to know how to use section cuts I can send you an email with drawings explaining it.
  8. ugoveri

    Design a beam by using Shell elements!!!

    Hi jackyyau... It depends a bit of what version of SAP you have... If you have SAP2000 version 8 or 9, I would recommend you to use a very tool those version have. For that you have to define groups and then section cuts. The results given by SAP will then be integrated, which means that the...
  9. ugoveri

    Drawing section cuts...

    Well basically it was 2 questions actually... If I just draw a section cut in one portion of the desired shells, of course i will have the integration i'm pretendind (for example if you want to have the negative moment at the support)... But yes basically what you've written is completeley...
  10. ugoveri

    Shear wall Stiffness modification

    It's often used the modelling of shear walls as frames with the properties of the real walls, sometimes aplied with a reduction factor of inercia to simulate the crack state. If someone uses shells instead of frames to modell the same shear wall, is it possible to aply the same reduction...
  11. ugoveri

    Drawing section cuts...

    When drawing section cuts for example aplied to a slab, something that at first case seemed to solve the problem of slabs, it was quite a desillusion, since the diagrams shows with the right shape, but you only have access to the integration of the total forces on the left and right sides of the...
  12. ugoveri

    Insertion points on SAP2000...

    By default when aplying insertion points in a frame to simulate diferent positions of gravity center, there is an option "Do not transform stiffness for offsets from centroid". I'm trying to model a post-tensioned beam connected to a concrete slab (with shell element), considering equivalent...
  13. ugoveri

    How to reinforce long shear walls?

    Imagine that you have a shear wall with 0.25 x 9.00 meters, that somehow was needed with this geometry! How do I calculate the reiforcement! Is it still valid the theory that the section remain plain, and perpendicular to it's axis? In a smaller shear wall, for example, 0.25x2.00 or 0.25x3.00...

Part and Inventory Search

Back
Top