Ibrahim Kadri's Communities Activities

MSTower Wind Loads

Ibrahim Kadri — Wed, 11 Sep 2019 08:11:24 GMT

Hello everyone,

First of all, apologies if this was discussed before but i could not find the answer for this.

I have a question about wind load calculations in MSTower software. I just started to use MSTower and try to understand its logic. It is completely clear how to input the location parameters to MSTower to make it calculate the wind forces but after it calculates, i would like to check the wind pressure results from software with my hand calculation. Is there any section that i can see the calculated wind pressure in MSTower? So i can compare the wind and will be more comfortable when i continue my calculations.

Again, if it was discussed before, apologies for duplicating/re-opening the discussion. Thank you very much for your answer(s) in advance.

FEA Analysis for Base Plate

Ibrahim Kadri — Wed, 24 Oct 2018 12:39:45 GMT

communities.bentley.com/.../FEA.std

Hello everyone,

I need help for the attached model.

I am doing the FEA on StaadPro and i created the model as attached. However, the problem is that i cannot see any stress distribution on the plate after analysis. Can somebody help me on solving the problem?

Bi-axial bending and torsion EC3

Ibrahim Kadri — Tue, 09 Oct 2018 08:26:05 GMT

Hello everyone,

I have a question about the bi-axial bending and torsion calculations in StaadPro based on EC3.

I designed a beam (RHS) subjected to bi-axial bending and torsion. I am comparing my hand calculations with Staad pro unity check but when i define the torsion check in Staad, member looks failing even it is not failing in my hand calculations. When i remove the torsion check, i get same result based on only bi-axial moment check. I investigated the problem and i have seen that StaadPro uses SCI057 but according to SCI, this publication is replaced and new calculations for the beams subjected to bi-axial bending and torsion should be done according to SCI P385 cl.3.1.2. According to this clause, bending moment capacity of the section in both direction should be reduced due to torsional effects and (My,ed / My,rd)^1.66+(Mz,ed / Mz,rd)^1.66 forluation should be used to check cross-section for RHS.

Is there something that i miss when using clause 3.1.2. in P385 or do i need to make an update to update StaadPro torsion calculations based on new publication SCI P385?

Thank you very much in advance.

Ibrahim

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Tue, 09 Oct 2018 00:12:02 GMT

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