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Thanks Ron. I'll do that.

jimstructures , I would love to have a pdf copy. I'm also interested in a book copy as well, but I'm not sure how to do this without violating board rules. Any idea?

KootK, Gee that's a bargin. I'll try to contact you. Thanks.

Thanks for the response KootK. Unfortunately nobody at Butler knows how to a copy. Tried Amazon and EBAY, but no luck.

Does anyone know where I can get a copy of this book?

It is erected and in place, but it's rolled out of plane 7/8". It is braced like any other PEMB rafter, but I am concerned about the roll.

Does anyone know what he tolerance is for out of plane rolling of a PEMB rafter? I have a rafter that is apx. 48" deep, span of about 115' that has rolled out of plane about 7/8" or around 1 degree, and I can't find any allowable tolerances for such a thing.

When designing embed plates at a column where the edge distance is fairly small (4 1/2”@ 3/4” studs) what constitutes supplementary reinforcement? The mode of failure will be edge break-out, specifically, the corners will break away. I have #4 ties @ 3” o/c, but the ties only extend about 2/3...

I am looking at a small storm shelter within a larger building. I am designing per FEMA 361. I am considering reinforced masonry for the walls. When designing the MWFRS using ASD method, I know that I use .6W in all of the load combinations. When designing the reinforcing in the walls for out...

I am looking for a good seismic design reference, something based upon IBC 2003 and/or 2006. I would like something with worked examples. Any suggestions?

haynewp, does ENERCALC allow for openings in the wall? Also, does it use FE analysis? Thanks.

I am in the market for some good tilt-up software. Any recommendations? What about PCA WALL? Thanks.

Thanks Mike, but that seems kind of harsh. I was thinking of 12" of concrete w/ two curtains of steel.

I am designing a small bank and I need to design a reinforced concrete vault. Does anyone know of any codes or standards governing the structural design of bank vaults?

We are designing cladding for a project in Ca. and we are required to use the Ca. Buildin Code. Are the seismic design provisions in the Ca. Building Code the same as in the 2000 IBC or the 2003 IBC or are there differences?

I am looking for some software to size cold formed Cee's & Zee's. Does anyone know of any?

Why not use scissors trusses? You will still have a lateral reaction but it will be manageable.

Dave, By definition of the MWFRS is made up of members generally loaded by more than one surface. The kicker is "generally". The intent of the higher wind pressure for C&C is to account smaller trib areas that may be subjected to wind "hot spots". You can see these on a wind study (wind tunnel...

I don't think that you are required to use C&C wind pressure for the steel backing up the curt. wall. The mullions need to be designed for the C&C pressure, but for the steel design, use MWFRS design pressure. Also, when you use MWFRS, you won't be able to use the 70% wind pressure for the...

When dealing with wood construction, especially residential, I call out contin. steel beams with caution. Sometimes, you have trouble getting the bottom flange bracing you need for cont. beams. If I can get by with simple spans, that is the way I go. You don't have the bottom flange bracing...