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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)...

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...

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...

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...

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...

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...

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.

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...

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...

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...

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...

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...

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...