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footnote c in Table 12.12-1 only applies to the 0.025*hsx limit, not to masonry buildings. 12.12.2 only addresses diaphragm deflection, and doesn't seem to address vertical LRFS story drift.

In a large CMU Shearwall Building (100,000 sq ft, 350’x285’), in Seismic Design Category D, if at the center of the building, in one direction, a line of special steel moment frames is added, such that the moment frames will be taking one-half of the building seismic shear (flexible roof...

The bottom line is that wihtout significant structural renovation, this barn cannot be brought up to IBC level seismic code. I would recommend an alternate approach by using the Internation Existing Buildings Code, and by reference ASCE 31-03 (Seismic Evaluation of Existing Buildings) and ASCE...

May I say that this is the best forum experience I have had - this is how these forums are supposed to work - streamlining information transfer and adding to the collective knowledge. Thank you everyone for your input, time and effort!

SlideRuleEra - the word 'cofar' needs to be in the title of the FAQ. This is the name by which most people know the product, and the way it is labeled on old drawings.

Thank you, the file has been e-mailed for all to download.

I finally found someone who had a pdf copy of the catalog. I cannot upload the catalog to the Eng-Tips website, so anyone who is interested may e-mail me at: dstierwalt@reidmiddak.com be aware - the file is 3.8MB.

Was an e-mail available for 'Mattman'? I have e-mailed 'windowpane' and 'goosehunter' but gotten no response.

I am currently engineering upgrades for a building (1960 vintage) which used Granco Cofar concrete slabs on metal deck throughout. The designations look like 5-1/4C24. My first question for anyone is are there still load tables available for this deck? The company went out of business in the...

Speaking with experience in Alaska, there is no wind uplift table for walls, directly. I'm assuming the question is that when the roof trusses are attached to this wall panel, how can engineers be assured that the load has the ability to transfer to the sill plate. In high wind regions, roof...

The lateral and torsional restraint is more dependant on the type and nailing of any sheathing (plywood) on top of the rafters. I think it may be overly conservative to be using an effective length of any more than 1.0 for rafters with sheathing nailed at 12" oc. I am not familiar with...

Not to sure if anyone out there has used FEMA 356 yet, but i have a question that someone might have some background information on: FEMA 356 differentiates in it's Unreinforced Masonry (URM) section between running bond and non-running bond walls, and also between fully grouted and partially...