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Re: Cross-grain Tension[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: seaint(--nospam--at)seaint.org
- Subject: Re: Cross-grain Tension
- From: Daryl Richardson <h.d.richardson(--nospam--at)shaw.ca>
- Date: Fri, 25 Oct 2002 08:47:07 -0600
I was referring to 1995 Wood Design Manual by Canadian Wood Council, Table 11.15.
I only looked up the topic in the index; I did not read the applicable pages to confirm whether "specified" meant working or factored. I realize that 1 MPa = 145 psi, which makes the posted values much higher than the 15 psi mentioned by others on the list.
Hope this helps.
H. Daryl Richardson
Hi Daryl. Which handbook is this? Is it the Wood Design Manual 1995? If so, I chucked mine a while back. Also if so, can you give me the section reference? I see our buddies over the fence are suggesting 15 psi allowable (?) for radial tensions, which approximates (?) 20 psi (0.14 MPa) for limit states (?). That is well under the 0.83MPa you suggested (?). What I am looking at is, restraint against the possible splitting at a support notch on the tension side. Since the split would be assumed to be initiated by deflection of the beam, it approximates radial tension (?) This is an academic exercise on my part which probably has no bearing on "real" life. I like the idea of side plates if tolerances allow, or I've found (in my workshop) that (gluing if there is a real split) lag screws, or similar, across the split will often work. I'm trying to make my findings "calc". Hence the liberties. BTW I have resurrected the Lorraine Bldg notes you sent me but found that the pps from Dennis doesn't work on my current system (it did before so I'm at a loss) so I am waiting for an update from him. Thanks
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