Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

Re: Wood column with steel flitch plate

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Title: Message
Your steel will probably take a great deal of the axial load. Do an A*E comparison between your wood and your steel. You didn't mention sizes, but a 3/8" x 5.5 plate has more axial stiffness than a 6x6. You're right that buckling does not make the equations that simple. To do it right, I think you'll have to go back to mechanics and do the math from scratch, then figure your "real-world" answer based on your experience (aka black magic - I have a 8-ball in my office for such occasions). Euler buckling of non-isotropic composite members was never my strong point, though, to be honest.

If you want my real opinion, your posts that want to be wood should probably be a 3.5/4/5" square HSS with lumber pinned to the outside. I feel your pain; sometimes it's easiest (and most economical in the long run) to just pull engineering rank and throw a thousand dollars worth of steel at it. I've got a lot of gray hairs from the times I didn't. ;-)
Jordan


Scott Maxwell wrote:
I just wanted a "sanity" check to make sure that I am thinking correctly...
 
I have a rather tall post that "wants" to be wood, but must be of limited depth and to a lesser degree limited width.  To accomplish that in wood, we are looking at a flitch plate.  I have no problem designing the flitch plate/wood for bending, but there will also be an axial load.  So, I want to make sure that my thinking is on point.  I am thinking that the flitch plate would strictly add to the buckling length calculations (i.e. the Le/d) of the wood portions.  But I cannot quite seem to see an easy way to account for that since in wood it is purely a brace length over depth of member calculation, not a L/r calculation (i.e. calculated section properties).  I was thinking of calculating the transformed area section properties and then figuring out an "equivalent" depth of wood to get similar section properties and then using that "equivalent" depth in the Le/d calculation for the wood.  Or should I just assume that the steel is really taking the axial load and do standard kL/r calculations and assume that the axial load gets transferred from the wood into the steel?  In one direction, it is moot since post is embedded in a wall...thus the weak axis is basically fully braced...it is the out of plane length that is the issue.
 
Or should I go to the Le/(r*sqrt(12)) that is indicated in H.3 of the 2005 NDS for "other column shapes" and use the transformed area value for r?
 
I am also looking at just using a steel shape with wood nailers, but want to have the flitch plate option available if they REALLY push for it.
 
Thanks,
 
Scott
Adrian, MI
******* ****** ******* ******** ******* ******* ******* *** * Read list FAQ at: http://www.seaint.org/list_FAQ.asp * * This email was sent to you via Structural Engineers * Association of Southern California (SEAOSC) server. To * subscribe (no fee) or UnSubscribe, please go to: * * http://www.seaint.org/sealist1.asp * * Questions to seaint-ad(--nospam--at)seaint.org. Remember, any email you * send to the list is public domain and may be re-posted * without your permission. Make sure you visit our web * site at: http://www.seaint.org ******* ****** ****** ****** ******* ****** ****** ********