Recent content by Decartes

@ JAE and RobertHale, I agree with both of you, ASCE 7-05 Sect. 6.13 applies, because the roof of the open structure is a critical design feature. Thanks to all who replied so far, I really appreciate it.

@MiketheEngineer, how would you then account for the uplift/downward pressures on the roof? Do you think ASCE 7-05, 6.5.13 or 6.5.15 would apply?

Does anyone know, what part of ASCE 7-05 addresses/is applicable to the design wind load on an outdoor structure w/ a Gable Roof supported by one column? You heard me correct "one" column.

@concrete masonry: My post is a response to the thread: thread507-253979: Masonry Wall Net Area vs. Equivalent Thickness It's not a question, but a reply.

thread507-253979 EST = Equivalent Solid Thickness and is calculated based on the "Absoulte Volume" of the CMU Block divided by the Face Shell Area (usually equal to 7.625"x15.625"/144 = 0.83 ft^3). This "absolute volume" (founded by testing:see...

Thanks everyone, you input has been very helpful. I'm sticking to the code required min.

Bannu, that's understood. The question is how restrictive should I be about the increment "C2" which should be added to the standard min edge dist?

How stringent should I be on the minimum edge distance recommend by the AISC ASD code (9th ed.) in Spec J3.9. Specifically, should I flag a fabricator if he/she is providing the standard hole size min. edge. dist. for short or long slotted holes? Struct. EIT