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The flat roof is 20'x40' and the hip design is 15'x30'

I have a background in designing PEB's and mini storage light gauge steel structures. In my experience I have used either diagonal rods or diagonal flat strap bracing for my flexible diaphragms when using steel roof decking that is NOT shear rated: typical standing seam roof. I'm reviewing...

Thank you all for your help.

I know machine bolts come in various grades. On construction documents should 'machine bolts' call outs be referenced to comply with ASTM A307?

The structure has both 8" & 12" cmu block (2000psi) x 24 to 34 feet high. Footing is 24" & 30" wide x 16" deep. Adjacent mat slab is 8" or 18" thick with #5 @ 12" OC or #3 bars @ 16" OC ea way top & btm. Seismic design category 'D'. My thoughts are that the dowels are for out of plane forces...

I'll have to contact the EOR, the calculations are not addressing the dowels. Thanks for the remarks.

I'm performing a plan review. Example: 8" slab w/#3 bars @ 18" oc ea way & #4 dowels (from CMU wall) @ 24" oc. (obviously different spacing) Does this fly? I've typically always required/designed my slab steel and dowels to the same spacing for lapping together. I've always had the...

I'd like to thank everyone who gave input. It's pretty amazing in the engineering field how many factors are involved in proper engineering design. I learned something and am grateful and appreciate your helping me to grow. Jon

msquared48, Thanks for the input! The structure is similar to a Super WalMart in design, except reinforcedd concrete walls instead of CMU walls. Your comment: "That's a new one on me. I would never do it. It would drive up the required lateral force significantly." Are you saying you would...

This site is in Calif. site class 'D'. Temperatures range from freezing to 120 degrees fahrenheit. I'm performing a plan check review. I've used cross bracing as well as standard steel decking with diaphragm capacities. My original concern is that the columns, which are spaced at 50 ft OC each...

What section is the 3.5:1 maximum diaphragm ratio as allowed by the IBC under?

In regards to expansion joints, when is a building to large? This structure is 350' x 397'.

IBC 2006 section 2305.2.3 gives ratios for maximum diaphragm dimensions for wooden structures. Is there a maximum diaphragm dimension for a roof diaphragm with VERCO steel deck attached to reinforced concrete shear walls? Thanks

"In general direct shear is not the correct method assumed for shear transfer in base plates" - jsdpe25684 What is the determining factor as to whether you should use direct shear for base plates or not?

Thanks Gentlemen! Advice is appreciated.

I understand the desire for oversized bolt holes for ease of construction, but where do we draw the line? Isn't that what the tables in the AISC and the RCSC are for? I know on School projects in CA they won't accept anything over 1/16".

Public Works Issue-21' tall abutment with 26' span I have an issue regarding anchor bolt diameters. AISC table J3.3 states for 1/2" dia. holes: std-9/16", oversize-5/8" and long slot- 9/16"x1 1/4" respectively. I have a bearing plate on a pedestrian bridge that the fixed end has 3/4" dia...

Thanks for previous responses. Would story drift apply as well? If so, the restraint would have to limit the actual story drift to be less than actual.

If a modular building (trailer) is on 3 ft piers/jacks, should the base shear (at floor level) be multiplied by the pier height for an applied moment to be restrained by seismic holdowns? I've been reviewing calculations from multiple engineers/companies and they are not accounting for the pier...

JAE, That's exactly what I was asking for, and exactly what I thought. Thanks for the reassurance.