Completely agree on Sabelli. I bought the previous edition when it came out. I don’t have it anymore, but I recall being somewhat disappointed by its lack of depth and overlap with other publications. If you’ve got the SEAOSC Seismic Design Manuals and Bluebook and have seen some other design...
Can you elaborate on why you think this type of construction doesn’t comply with IBC? I’d think the only issue is that you wouldn’t qualify for some of the exceptions in the code that are allowed for “light-frame construction.”
Late to the game, but I ran ran your connection through my spreadsheet and got 249 lbs, rounded to 250 lbs, which also matches the value I see in the NDS tables. By "no threads," do you mean that you are using the full-body diameter for the lag screw? I don't think that's possible since you'd...
As far as I can tell, Chapter 35 of the Florida Building Code only references ASCE 7-22; no supplements. As opposed to, for example, Chapter 35 of the California Building Code, which references ASCE 7-16 with Supplements 1, 2, and 3. You may be able to wait until the next code cycle to...
This article discusses shear connection design when stabilizer plates are used: Link. The bolt group can be designed with a reduced eccentricity if the stabilizer plates are sized accordingly.
Thanks, JLNJ. I did briefly look into adding silica fume to increase sulfate resistance, but ultimately the contractor decided he would rather waterproof both sides of the wall and use standard block.
Thanks, BA. Since the masonry standards are silent on the issue, I called a major local block supplier to get their input. The rep I spoke to said that there are some local cities that require blocks be produced with Type V cement for municipal projects, but outside of that he has never seen...
Does TMS 402/602 (or any other masonry standard) offer any guidance for specifying material properties to protect foundation walls exposed to soil with high sulfate content?
The stairs need to be rigidly tied somewhere to keep them from sliding off the floor. It's common to provide a rigid connection at the top and sliding connection at the bottom. If rigidly tied top and bottom, the stairs need to be designed for the forces that arise from deformation compatibility.
Have done several moment frames with all HSS, but typically only for small ancillary structures. I usually design the whole frame and connections for R=1 due to limited ductility. As mentioned by others, the commentary discusses capping the connections demand at R=1 or overstrength. You might...
That is pretty neat. For modular construction with a single bolt at each corner, perhaps they are considering frame action of the module resolving the column base moments into T/C couples at the corners. With tight drift control on the SFRS, I'd guess that it wouldn't be too difficult to...
Don’t think you’ll find anything codified outside of the exception bones mentioned. But, OSHA concerns aside, I think you can satisfy the intent of the code by detailing a connection that will accommodate the expected seismic drift of the building. This might involve capping the connection...
