STAAD Pro - Member releases
STAAD Pro - Member releases
(OP)
Any STAAD pro wizards out there.
I have a small structure where I need to release a member to have pinned connections each end.
I have used the command
MEMBER RELEASE
2 START MX
2 END MX
but the analysis results still show a point of contraflexure at each end.
Can anyone give me any advice on how to rectify this.
csd
I have a small structure where I need to release a member to have pinned connections each end.
I have used the command
MEMBER RELEASE
2 START MX
2 END MX
but the analysis results still show a point of contraflexure at each end.
Can anyone give me any advice on how to rectify this.
csd






RE: STAAD Pro - Member releases
RE: STAAD Pro - Member releases
RE: STAAD Pro - Member releases
I hate this program I find it the least user friendly of the dozen or so that I have used, including a few dos based programs.
csd
RE: STAAD Pro - Member releases
RE: STAAD Pro - Member releases
RE: STAAD Pro - Member releases
Thanks for that, I figured that out after I made the posting.
The program doesnt seem to take axial shortening into account though, which is the whole reason why I modeled it in the first place.
Thanks all, I have given up using this horrible program.
csd
RE: STAAD Pro - Member releases
http://www.swijetty.com
Sea Water Intake and Jetty Construction
RE: STAAD Pro - Member releases
RE: STAAD Pro - Member releases
The problem is that:
If I design the banner as a pure catenary, the vertical reaction is very large due to the high stiffness of the plate.
If I design it in bending the plate stresses work but the deflection is 14".
In reality it is somewhere in between so I thought I would throw it in the analysis program and see what it ends up at.
I really dont want to do this thing by hand but it looks like I will have to.
csd
RE: STAAD Pro - Member releases
If you explain little more , I can model it for you. Staad can model cable elements too. I have designed cable suspended bridges , so really know what catenary is but could not figure out how a banner will behave like it. It is a thin rectangular sheet (L > > Width) but it will tend to web buckle rather fall uniformly under it's own weight(as per defn of catenary). It will be designed for wind load I guess. I will encourage you to keep using staad as eventually it will do (actually you will know how to) and than in future you will save time. I am not very old but been in industry for enouh time that have seen 40 engineers structural company now working with four engineers and 40 s/w. So follow the trend my friend.
RE: STAAD Pro - Member releases
Thanks for the offer but I really dont want to model it as a cable as I can do it by hand for that quite easily.
The catenary is not under dead load but under wind load.
I really dont think that it does what I want it to do.
csd
RE: STAAD Pro - Member releases
Sounds like you need to run non-linear analysis because the deflected geometry affects the member forces.