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RE: aci318 app d rods vs. rebar[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: aci318 app d rods vs. rebar
- From: Harold Sprague <spraguehope(--nospam--at)hotmail.com>
- Date: Wed, 20 Jan 2010 04:06:00 +0000
No. A headed stud is different. It develops its strength at the head in confined concrete bearing at the head of the stud. A rebar or threaded rod need a defined length to develop strength along the length of the embedded portion. |
If you really want to shorten the embedded portion of an anchor, consider a Dywidag bar with a Lenton Terminator at the end.
Regards, Harold Sprague
Date: Tue, 19 Jan 2010 14:00:02 -0500
Subject: RE: aci318 app d rods vs. rebar
So then you would agree that welding rebar to an embed plate DOES yield a higher capacity than using headed studs of similar make-up?
I’ve actually had another engineer recommend this to me. On checking I found, oddly enough, his assessment to be apparently valid! not that I took that route in the end, however (it seemed a little like cheating…)
From: Harold Sprague [mailto:spraguehope(--nospam--at)hotmail.com]
Can anyone clarify why the tension and shear development of threaded anchor bolts (aci appendix d) treated so differently than rebar? the calculations for rebar development for shear friction and tension are much simpler than threaded anchors. It is seemingly much easier to develop the capacity of rebar in concrete than an anchor rod and the impacts of minimal edge distance are much less. also, section 1908.1.16 of the cbc has a further reduction on capacity of threaded anchors if subject to seismic loads. there does not see to be a similar provision in the code if rebar is used tor the anchor element instead of a threaded rod.
I have found little literature on deep embedment of threaded anchors, but why couldn't depth to develop tension capacity of a f1554 grade 36 rod be treated similarly to the same diameter of grade 60 rebar?
Thanks in advance for any discussion on the matter.
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