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Re: 1997 UBC section 1923.2 vs 2000/2003 IBC 1913 & ACI 318-02

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While I don't really know the answer to your specific question for sure,
my assumption is that the IBC (and ACI 318) require inspections...period.
I base this on how the UBC had treated masonry design vs. how the MSJC
(and thus the IBC) treated masonry design.  The UBC has allowed for no (or
minimal) inspection of masonry, but in order to do so one would reduce the
allowable stress by 50%.  The MSJC (and thus the IBC) has NEVER allowed a
reduction in allowable stresses to account for no inspections to my
knowledge...under the MSJC (masonry code) you use the full allowable and
do required inspections.  So, I would assume that there is a similar
approach being taken by the IBC/ACI for concrete anchorage.  But, then
again, I could be wrong and it might be different.


Adrian, MI

On Tue, 20 Jul 2004 utej(--nospam--at) wrote:

> 1997 UBC section 1923.2, anchorage to concrete strength design, states that one is to use 1.3 and 2.0 as multipliers to the demand force for bolt installation into concrete with and without special inspection, respectively, in addition to the load factors in 1909.2.  The 2000 IBC, 2003 IBC, and 2002 ACI 318-02 do not specify if the anchors into concrete are to have special inspection or what factors are to be used with and without special inspection for strength design.  The 2000 and 2003 IBC do state in Table 1704.4 that continuous inspection is required where allowable loads (ASD design) have been increased.
> The numbers appear similar between the special inspection case of 1997 UBC 1923.2 to the 2003 IBC / 2002 ACI 318-03 Appendix D for the strength design of anchors in concrete.  Is special inspection required to obtain the strength level values in the 2003 IBC and 2002 ACI 318-03?  Is there a section that I may have overlooked?

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