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I need help. I am from the UK and use British sections. I have exported from QSE to Staad successfully every time for many years but this time when I analyse the model it reports that every member is missing its section properties. It is a large space frame with beam elements only. The...

I am perplexed by the way the classic Wood and Armer equations are applied. Assuming the Z axis is pointing upwards and a typical case where positive values of Mx and My create tension in the top surface (i.e. the element is hogging) and Mxy is added to My on one edge and deducted from My on...

The problem with that approach is that you end up with a wall thickness that is only required very locally and legs are a very efficient method. I have not uncovered any research tests that deal with the shear span in opening corners which is somewhat astounding considering how frequently it...

Thank you for your comment. I agree that a diagonal flexural crack will go from inside corner to outside corner in an opening condition. If this crack is taken as the first shear crack, the tension reinforcement in the inside face of the supporting wall will resist this and will in effect be a...

Here is a diagram which illustrates my opening thread - hopefully shear binders and inclined bars will not be required.http://files.engineering.com/getfile.aspx?folder=fd7bf48e-ecf6-4326-a26a-863cd64ea1be&file=Corner_Shear.pdf

Hi - I'm from the UK and I've been designing using the Moody Charts for over 20 years and have also designed many of these tanks uaing FEA and Grillage. With a very large open tank without ties,the corner moments can be up to 2 /3 of the vertical free cantilever moments. This can be proved...

thread167-245165 I'm from the UK and there is little guidance on this here. In the case where you have an opening corner, the rebar on the inside face will be resisting the bending and all of the tension. Therefore it is reasonable to assume the support is being provided at that location (not...