Hi all,
I was wondering if anyone could provide some clarity on the use of UNL (UNB/UNT) in the case of cantilever members. What I know so far is that Ky and Kz would have some typical factor of 2 or 2.1 for cantilever members, and this impacts the…
I'm using RAMSS (v15.04) to design the backspan of a small extension type cantilever (see snip) with the "use inflection point" and "perpendicular deck bracing the top flange" settings turned on. The backspan beam is being designed as a composite beam…
Are columns in a multi-storey ( a simple G+5 structure with a portal frame design) braced or unbraced? I feel that it should be unbraced as there is no such wind resisting elements to specify the columns as braced. Pls, offer your comments on this sir…
I'm trying to understand the different scenarios in Staad for beam bracing.
Non-Physical Member (not sure what to call this)
I understand by default the program considers the length of member (node to node) as the unbraces length. So for a girder…
Hello,
I have a model in which there is a beam divided in 3 parts because of intermediary steel members (32, 73, 78). As this beam is only restricted laterally and not vertically I gave length (Ly) in vertical direction as combined length of the beam…
Is there an easy/quick way to set the unbraced length (LZ) of all members in a model to the length of the physical member they're a part of? I have over 10,000 physical members alone, so it is incredibly time consuming to check the length of each one…
Are you using an old version or design code? You can assign brace unbraced length in Ram Frame - Steel mode - using Assign - Braces - Unbraced Length... for most codes.
I have a situation where I do not want RAM to use the non-composite deck to brace the beam. The deck I am applying is mimicking light gage trusses for load distribution purposes only. I can't find a general button or toggle that will allow this is happen…