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4/1/2005
Certainly. The increased Φ factor from 0.67 to 0.80 between CSA S16.1-94 and S16-01 is due to a second change that reduces the strength in lap shear joints as the joint length increases instead of a sudden decrease when the joint length exceeded 1300 mm. Thus, there is no explicit reason discouraging the use of 0.80 when evaluating existing buildings, as long as the joint length is also taken into account. The joint length requirement is not applicable to standard beam shear connections.
This question appeared in the "Ask Dr. Sylvie" column of Advantage Steel no. 22, Spring 2005.
Here's what Greg Miazga from Waiward Steel in Edmonton has to say, “Sylvie, while I agree with your suggestion to use a Øb of 0.8 [for the verification of existing buildings], your comments regarding the reasons for the change of Øb from 0.67 to 0.8 are somewhat misleading, as the change to 0.8 also applies to bolts in tension (and bolts under combined shear and tension) [and not just bolts in shear]. The commentary to Clause 13.1 of S16-01 comments further on this, mentioning that satisfactory reliability indexes are obtained when using a Øb of 0.8 for bolts loaded in shear or tension.”
Finally, for a great historical overview of rivets and bolts, information on how to assess riveted structures, and assistance on design, installation and inspection of bolted connections, please download our newest publication by world-renowned bolt expert, Dr. Geoff Kulak, University of Alberta. High Strength Bolting for Canadian Engineers can be found at, www.cisc-icca.ca/publications/technical/design/hsbolting.
This addendum appeared in the "Ask Dr. Sylvie" column of Advantage Steel no. 23, Summer 2005.
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