×
INTELLIGENT WORK FORUMS
FOR ENGINEERING PROFESSIONALS

Log In

Come Join Us!

Are you an
Engineering professional?
Join Eng-Tips Forums!
  • Talk With Other Members
  • Be Notified Of Responses
    To Your Posts
  • Keyword Search
  • One-Click Access To Your
    Favorite Forums
  • Automated Signatures
    On Your Posts
  • Best Of All, It's Free!
  • Students Click Here

*Eng-Tips's functionality depends on members receiving e-mail. By joining you are opting in to receive e-mail.

Posting Guidelines

Promoting, selling, recruiting, coursework and thesis posting is forbidden.

Students Click Here

Jobs

Deflection allowance for steel cable stays

Deflection allowance for steel cable stays

Deflection allowance for steel cable stays

(OP)

Hi guys,

I'm currently working on the design of a conveyor salt stacker which includes four 45mm diameter rods as stay supports. I was trying to find some guidelines for the maximum allowable deflection of a cable stay in a structure like this (I guess it could be treated as a bridge). I'm currently in Australia and have used the AS4100 steel code to check the deflection of the ordinary steel members but I can't seem to find any standard or source which gives a clearly defined limit for maximum deflection of cable stays (maybe something like Δ/l<1/250). I didn't even find anything in the wind code.

Can anyone recommend anything???




RE: Deflection allowance for steel cable stays

Dbest69er:
When you say “four 45mm diameter rods as stay supports,” I assume you mean the sloped tension ties which tie the tip, and/or mid point, of the boom back to the main structure and mast? I would be surprised if there was a deflection (sag) criteria for these. The DL of the boom and conveyor will keep a fairly high tension on these tie rods. Obviously, you do not want them to go slack. They will just assume some catenary shape as a function of their dia., length, slope, tension and material properties, etc. That’s just the nature of the problem. And, who cares as long as they keep the boom tip or mid point within tolerable deflection limits, and they are reasonably stressed themselves. I imagine you could worry about these ties vibrating in a wind or some such. Probably the most important consideration on these tie rods (stays) is that their end terminations be pinned, so they do not induce any secondary bending in the tie rods. That is, the tie rods act only as tension members in a catenary fashion. Then, you also need some tensioning (adjusting) means (turnbuckles?) which allow you to make pair of tie rods act together properly.

Red Flag This Post

Please let us know here why this post is inappropriate. Reasons such as off-topic, duplicates, flames, illegal, vulgar, or students posting their homework.

Red Flag Submitted

Thank you for helping keep Eng-Tips Forums free from inappropriate posts.
The Eng-Tips staff will check this out and take appropriate action.

Reply To This Thread

Posting in the Eng-Tips forums is a member-only feature.

Click Here to join Eng-Tips and talk with other members!


Resources