Need a book? Engineering books recommendations...
Return to index: [Subject] [Thread] [Date] [Author]
Re: Load Capacity of a Holddown Post as a Compression Member
[Subject Prev][Subject Next][Thread Prev][Thread Next]- To: seaint(--nospam--at)seaint.org
- Subject: Re: Load Capacity of a Holddown Post as a Compression Member
- From: Gale45man <gale45man(--nospam--at)yahoo.com>
- Date: Thu, 5 Aug 2004 10:06:50 -0700 (PDT)
If you have "long" posts, then the suggestions to use Roark's formulas or computer-based P-delta calculations will give you the appropriate critical (elastic) buckling force. If you have "intermediate" or "short" posts, the critical elastic buckling force calculated using those methods would be higher than the actual critical buckling force (i.e., would be unconservative.) Take a look at Figure 8-7 in the FPL "Wood Handbook" or Fig 3.6 of the "Wood Engineering and Construction Handbook" by Faherty and Williamson. In steel columns, this difference (between elastic and inelastic buckling) can be addressed using the "tau" factor method suggested in the SSRC Guide. I'm not certain what to do with wood. One possible approach would be to multiply the elastic result (for the column loaded with the triangular distributed axial load) by the ratio of... critical force using the NDS column formula to critical force using elastic buckling formula (both calculated for a column of similar proportions, but axially loaded at the ends only.) d a v e e v a n s __________________________________________________ Do You Yahoo!? Tired of spam? Yahoo! Mail has the best spam protection around http://mail.yahoo.com ******* ****** ******* ******** ******* ******* ******* *** * 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 ******* ****** ****** ****** ******* ****** ****** ********
- Follow-Ups:
- Re: Load Capacity of a Holddown Post as a Compression Member
- From: Nels Roselund, SE
- Re: Load Capacity of a Holddown Post as a Compression Member
- Prev by Subject: Re: Load Capacity of a Holddown Post as a Compression Member
- Next by Subject: Re: Load Capacity of a Holddown Post as a Compression Member
- Previous by thread: Re: Load Capacity of a Holddown Post as a Compression Member
- Next by thread: Re: Load Capacity of a Holddown Post as a Compression Member
- About this archive
- Messages sorted by: [Subject][Thread][Author][Date]