Tapered beam design 1

[kngpenn]

I am in need of a good example or direction to design a tapered steel beam. The beam is a W16X36 with an 8" x 24" taper at the end. Can someone please give me some direction?

 

[youngstructural]

There is a long, and detailed, thread on this. Please search previous postings prior to starting a new thread...

If you have and it has been deleted, post again! There are a few that go missing from time to time...

Cheers,

YS

B.Eng (Carleton)
Working in New Zealand, thinking of my snow covered home...

 

[kngpenn]

I did conduct a search before I posted this thread and it came up negative. That is why I posted it.

 

[kslee1000]

What type of information you would like to know? How to analyze, or how to build a tapered beam?

 

[civilperson]

For clarity, are you tapering the web, the flange or both?

 

[kngpenn]

The beam goemetry is attached..

Basically, I am tapering the web mostly.

 

[kslee1000]

The easy way for construction is to build the 2' taper by plates, then full-penetration/butt-weld the taper to the W16x36.

 

[slickdeals]

Could you not just taper the web over 2'-0", provide a plate that has the same width and thickness as the flange of the W16x36? Provide fillet weld connecting the web to this plate using shear flow equations and use a full pen weld to attach this plate to the existing bottom flange.

 

[kslee1000]

slickdeals: It is a good idea to cut a segment of the W16x36 to fit the tapered shape then add flange plate. it saves welds and troubles compared to all plates construction.

 

[EngineerTex]

Just a thought or two:

Do you really need the flange for the tapered section? Run the numbers on it. You may be able to get away with simply cutting away the flange and tapering the web in that area so that you're left with a tapered tee section for 24 inches.

Here's my thinking:

This is probably a fairly lengthy beam. I say that because if it were short, then your overriding concern would be the shear and you wouldn't be able to get rid of that much of the web, anyway. If that's the case, then you may not be developing significant bending stresses within the first 24 inches of the end of that particular beam, unless you've got a moment connection on the end.

If it's the case that you have a moment connection at the end of the beam, then disregard my above suggestion and be sure to add stiffeners at the knee.

-T

Engineering is not the science behind building. It is the science behind not building.

 

[civilperson]

Check shear in the tapered region and use doubler plate if necessary.