Hi-
We are desparate for calcs and information to help prove that a 170 year old white oak TF w/hickory joints can pass structural code for California seismic code for area 4.

I've downloaded the joint and peg reports from U of Wyoming and hope that someone out there has dealt with seismic issues for joints and pegs.

Our structural engineer is having a very difficult time and may want to put knife joints and sheer everywhere-- any help or ideas are appreciated.

Hi Redwood,

Check out the following website link :-

http://www.kfhume.freeserve.co.uk/pages/engineeringpages/engineeringframe.htm

or email me at ken@kfhume.freeserve.co.uk

Regards

Ken Hume

Using the "Timber Frame Joinery & Design Workbook" plus the peg & joint reports, your engineer should be able to arrive at load capacities for pegged joints. See also the recent article on computer modeling of timber frames. If it is a recycled frame, I have not seen too many (none first hand) that will on paper safely resist the code required wind or seismic load without some additional help. I have used reinforced masonry and concrete fireplace/chimneys, shear walls, hidden steel frames or tie rods, and stick-framed additions to dump lateral loads into. See also the Seismic design posts from earlier this year.
Good Luck