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Errr, make that HIS question. I guess I spent too long typing the response.

TpaRAF: Thanks, but I don't exactly agree with you. The strength factors are basic enough, but we aren't on the same page on deflections. I think my question still remains. AISC Chapter L: The closest thing I could find to saying that "While the LRFD method yields larger deflections (since...

it depends on how the cieling is designed: if you use ceiling joists with a pony wall to support your ridge/rafters, then your live load will be 20 psf, and use 1.25 for a load factor. if an attic is involved, use a factor of 1 on the attic live load. if a pony wall system (or equivalent) is...

The easiest thing to do is to observe the tied and formed column when it is in its upright position, but not poured yet. You can observe the ties, and if they are at proper spacing. You can see if they have the extra tie at the top and bottom, etc. The key here is to make sure the top of...

it doesn't make sense to me that the tilt walls bowing in would cause cracks in the partitions. on the other hand, the tilt walls bowing out makes sense in terms of causing cracks in the partitions. this is assuming that the partitions are essentially fixed to the tilt walls. the hole in this...

how about running the top steel from the 20" joist into the slab on either side of your 8" joist. thoughts / opinions on this?