Continue to Site

Eng-Tips is the largest engineering community on the Internet

Intelligent Work Forums for Engineering Professionals

  • Congratulations SSS148 on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Bolt Group Analysis Subject to Out of Plane Loading

Status
Not open for further replies.

neukcm

Structural
May 3, 2015
63
Hi,

I'm looking for example work/calculation for bolt group analysis subject to out of plane loading based on Eurocode. My structure is a crane, and one of its main leg (box section - 5.2M x 1.2M) will be spliced using end plate (25mm THK) with tremendous amount of bolts (see attached image). I have gone through SCI publications but never find an example for box section connection.

Any advice/comments will be highly appreciated! Thank you!

Neukcm
dte_001_ocnrxo.jpg
 
Replies continue below

Recommended for you

I would work out the maximum plate tension at the splice and then design the plate and bolts on a "per unit" basis considering prying action on the bolts. In a compression member, this is a connection that you want to be stiff, not just strong so that buckling capacity is not compromised. This document deals with base plates rather than splices but may contain some relevant guidance: Link

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
 
Thank you KootK for that immediate response and for the docs however i already have this stuff downloaded and it is a good starting point though. Is this document a general approach or for AISC only?

Sorry but i need a calculation that is based on Eurocode. I have read EN 1993-1-8 which deals with connections but is limited to I and H steel sections only and all considerations were based on these sections. I'm thinking that RHS splice connection will be close enough for this analysis, right? Actually i'm more worried about the plate and i want to check if the thickness will be sufficient to resist the design out of plane loadings.

Thank you,
Neukcm
 
OP said:
Is this document a general approach or for AISC only?

Like most things, it's a general approach expressed in the context of a particular jurisdiction's code.

OP said:
I'm thinking that RHS splice connection will be close enough for this analysis, right?

Closeer to be sure.

OP said:
Actually i'm more worried about the plate and i want to check if the thickness will be sufficient to resist the design out of plane loadings.

Is your plate a solid piece covering the entire cross section and extending beyond? Or is it an annulus with a hole in the middle. I had assumed the latter.

OP said:
Sorry but i need a calculation that is based on Eurocode.

I wouldn't get too bogged down in finding a specific, Eurocode, cookie cutter design method. If you can find one then, sure, that would be peachy. In many jurisdictions, that's just not possible however. For all but the simplest connections, the strategy is usually to come up with a design method based on first principles and/or available research and then apply jurisdiction specific material design checks (flexure, shear, prying etc.).

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
 
Hi KootK,

1) Ok I got your point. I'll take the approach of base plate and try to come up with a solution for this section.

2)This is a whole piece covering the entire section and extending beyond.

3)I have completed a calculation of the least resistance of the connection but considering bolt failure only (shear, bearing, and tension) neglecting the plate yielding which i know for sure will be of main concern.

Thanks. I'm grateful for your time.

Neukcm
 
OP said:
) Ok I got your point. I'll take the approach of base plate and try to come up with a solution

To clarify, the base plate procedure may have some crossover applicability but I'm certainly not recommending that you just up and design your splice as a base plate.

OP said:
)I have completed a calculation of the least resistance of the connection but considering bolt failure only (shear, bearing, and tension) neglecting the plate yielding which i know for sure will be of main concern.

As I mentioned above, be sure to account for prying action in the tension design of the bolts and the plate. It may be important. Given the proportions of your member, there may be little advantage in using solid end plates. The plates will be very flexible across the width of the member.

You might search for information on flanged pipe splices. This will be quite similar to that.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
 
This CIDECT guide has a euro code RHS example on page 120: Link

image_thwroa.jpg


image_jue6dn.jpg


I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
 
KootK,

You have given me references that draws me closer to my intended point, i think it's my turn to produce an output for my calculation. Thank you so much, but if you still have some more reference there dealing with Eurocode 3 connections, i hope you can share it with me.[smile]

Klitor,

I immediately click the file and downloaded it and found another reference that will get me thru my connection design. Thank you for the response and effort! Again, if you still have some other Eurocode reference out there, i hope you too can share it with me. [smile]

Cheers!
neukcm
 
Status
Not open for further replies.

Part and Inventory Search

Sponsor