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RE: ACI 318 Appendix D[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: ACI 318 Appendix D
- From: Harold Sprague <spraguehope(--nospam--at)hotmail.com>
- Date: Fri, 24 Apr 2009 16:59:11 +0000
Another anchor worth considering is the USP DUC anchor. The DUC has been tested per ACI 355.2 for use in seismic and cracked concrete applications, and meets the 2003 IBC and ACI 318-02 Appendix D. They also have good technical support and the ICC ESR's that are necessary for proper installation and special inspection. |
Regards, Harold Sprague
Subject: RE: ACI 318 Appendix D
Date: Thu, 23 Apr 2009 14:59:54 -0700
Simpson does have some post installed anchors that will comply with 318 app. D depending on edged distances etc. They also have an undercut anchor called the “Torq-Cut” (The ICC-ES is pending) that will give some very high tension values (22.6 kips for a 5/8” anchor) and give the ductility, however, again there are some edge distance and embedment requirements.
From: Bill Allen [mailto:t.w.allen(--nospam--at)cox.net]
...and what ACI 318 Appendix D is saying is that you want to avoid a post installed anchor at all costs!
T. William (Bill) Allen, S.E.
Consulting Structural Engineers
The reason AISC 341-05 negates the seismic requirements of Appendix D is because the Appenix D requirements are based on the load combinations of ASCE 7-05 (same as ACI 318-05 load combos) which is different than the AISC 341-05 requirements which are based on member capacity demands. Essentially what AISC is saying is that they want the members of the lateral force resisting system to yield before the anchorage to the foundation does. This load is typically much higher than the load combination demands because the member capacity, for instance, is based on RyFyAg. Ry is a factor in AISC 341-05 that increase the yield strength of the memeber based on what the upper bound of the yield strength of the material is, like ASTM A36, etc.
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