I am designing a steel moment frame building and I have noticed a bit of a mismatch between STAAD SS6 results in the main GUI window and the localized beam results "Shear Bending" tab. I have removed other loading for testing purposes and amplified my roof live load from the purlins by 20x. (Edit: I am using the Physical Member concentrated loads to more easily position the loads coming from the purlins on a sloped roof).
I have attached the staad file below with some screenshots for reference.
communities.bentley.com/.../SS6_5F00_test.std
Please take for example MEMBERS 16 and 17, which are the main members that form PMEMBER M2. When looking at the FY diagram for these two members, the main window shows the correct "stepped" diagram I would expect from multiple point loads (note, for whatever reason I am unable to show the load arrows, but there are 4 concentrated loads equally spaced between the left and right nodes (N14 and N16).
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However, when I look at the FY diagram for Member 16 using the "Shear Bending" tab, STAAD does not pick up the physical member loads and makes it appear as if the section has constant shear throughout the length of the member. This is the same for the MZ data / diagrams. I am hoping that STAAD is using the data from the Beam Force Detail Table and not from the "Shear Bending" tab when designing steel members? Is there something wrong with the diagram results from the "Shear Bending" tab of the member, or does it only consider non-physical member loads only? I am going to take a look, but if I could get confirmation as well that would be great.
Thank you!