Search results for query: *

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...

Yes, one could interpret that to mean any conceivable plane, but that seems unrealistic.

Typically at transitions from one element to another or at a change in section.

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...

Agree with bones. Also not permitted for welds loaded eccentrically; OP said the HSS is subject to flexure.

I think Koot's intuition is on point with this one. Derivation and theory here and here. I know this has been posted before, but this tool is also fun to play with.

The commentary says that the column and beams should be braced "directly or indirectly," which implies to me that you can check the column (and beam if no brace is provided there) for an out-of-plane brace force that occurs simultaneously with the primary lateral forces. If you can determine...

That SEAOC example with the same language appeared in previous versions of the Seismic Design Manual prior to ASCE 7-16 being adopted by the IBC. My guess is that it was written in reference to ASCE 7-10, which did not require overstrength on the transfer forces, and then never updated. It...

Yes, the diaphragm absolutely needs to be designed with the transfer force amplified by the overstrength factor when an HT4 irregularity occurs. The amplification applies to the transfer force only, not the inertial force. The transfer and inertial forces occur simultaneously and should be...

For an element that has gravity support on two seismically independent structures, Section 12.12.4 applies. This requires not only using the absolute sum of displacements in lieu of SRSS, but also amplifying those displacements by 1.5R/Cd to get them up to MCE level amplitude. Diaphragm...

Yes, IR 25-1 for wire capacity and IR 25-2 (Link) for detailing. Similar to XR250, our preference is to follow IR 25-2 detailing and use 12ga splay bracing at a tighter spacing. This keeps the detailing standard to avoid installation errors / difficulties. Where I practice it's pretty common...

The ICC CTC has performed a study on the issue of climbable railing and determined the risk to be low: Link.