Recent content by wannabeSE

The IBC has been adopted in a few countries outside the United States https://www.iccsafe.org/international-code-adoptions/

Have you double checked your calcs With 83" tributary to the beam and 37 psf, the load is 256 plf With a 15' span, I get 7200 lbs-ft or 86.4 kip-in

For structural steel, the standard practice is to show the size. However, I have seen general notes and specifications that say to use the minimum unless noted otherwise. Or, sometimes the notes or specs will say 3/16” or minimum per AWS D1.1 whichever is greater

My cynical outlook which may not be far form the truth: Change Order Cost = 10 x what you think it should cost. Reimbursement for VE or scope reduction changes after contract awarded = 10 cents on the dollar

ASTM C754, Standard Specification for Installation of Steel Framing Members to Receive Screw-Attached Gypsum Panel Products, has tables for selecting studs. The tables list maximum height based on stud size, spacing, deflection criteria, uniform pressure. The standard has tables for 18 mil, 30...

If you plan to specify Hilti anchors, contact Hilti. I prefer contacting the local engineering instead of contacting the US headquarters in TX

atrizzy, Perhaps, I don't understand the description of the building's shape. From a wind load perspective, wouldn't it be a typical hip roof with no walls.

I wouldn’t do it. I’d contact a contractor. The tools available typically dictate the method. I’m in a large metropolitan area with contractors that specialize in cutting and coring concrete.

Try contacting ICC Evaluation Service. They have many old reports, but they may charge a fee. My other suggestion is wait a little while and try contacting Hilti again. Seems like some of there people have better luck than others at finding old information. Also, if you know the approximate...

I have seen one or more adjacent bays with full moment frames with a fixed-pinned bay at one or both ends. I don’t recall any prohibitions in the code for SMFs. The pinned connection can be a shear tab provided it can handle the loads.

Have you tried contacting The American Wood Council or WoodWorks? https://www.awc.org/ https://www.woodworks.org/

Ask the person who made the model. Without a design intent, it can’t be modeled. However, it looks like it could be a fixed base moment frame.

This is common with mat foundations. The top slab is not structural (typical SOG) Like Hturkak said, the soil area between the mat and the SOG is for running utilities.

Through bolting isn't explicitly covered in the masonry code. Structure magazine published an article Hybrid Masonry Connections and Through Bolts Hybrid Masonry Connections and Through Bolts Part 2

How do you prevent water from filling the tube and rusting the HSS or rotting the post? There may be better options: https://www.nfba.org/view/download.php/resources/technical/technical-articles/rigid-connections-between-wood-posts-and-concrete...