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Yeah you mean the prescriptive tables? Those have been done away with.

Guys. We did a bad thing. We are a precaster. We detailed and cast our R/C columns with only 1 1/2" cover to the main longitudinal. It was a miss, but we caught it before it was erected. There any way around the minimum cover requirement of 2" (we need a three-hour rating)? They've cast...

If the beam needs these for deflection control or moment capacity, hence they are used as part of a transformed section, I'd argue they need to be confined properly. But you did question the development of the bars when they are so close to the strand, I'd agree with that assessment. Yes...

I'd like to learn timber design. Not that I will ever make a career out of it, at least not in the near future but I like the final product of timber design. I'm comfortable where I am in my current position, I have no strong desire to leave and make less money. I am most familiar with...

I agree that the internal pressures cancel out. In fact, this happens when analyzing any MWFRS system. The buildings GCpi cancels out, in fact we ignored that value altogether in our MWFRS analysis at my previous place of work.

I'm going to see if this is code or just my logic. But the reason that there is no internal pressure on an overhang is because overhangs are not pressurized internally. I am now thinking of an attic and am questioning that logic, but the internal pressure is there because a high-rise building...

Thank you both so freaking much. To answer your question STpipe, the one side of this beam is spliced at the column but on the other side it is continuous at that location. I became curious about the other end of this beam, and it looks to be a very similar case. Would a built-up column...

I know very little about wood structures. The following photos are of my basement, we moved in a couple years ago and it struck me that there was no direct connection between column and beam. House was built in 1979. Is this normal in wood design? Do I need to post install something? I'm...

Are there other forums out there? I've googled but haven't found one like this one just yet.

Thank you for sharing that document HTURKAK. It is very helpful.

When are these crossties required in a special structural precast wall? We do not need special boundary elements; but we do need ties per ACI318-19 18.10.6.5. And so have created a 'non-special' boundary element. The question is specific to the area outside of the boundary elements. Is...

Question about stud (HCA or HSA) lengths. PCI and others include the 1/8" burnoff when calculating the effective length. However, stud manufacturers include the burnoff length when ordering material. Below is a great diagram from a website I've used for reference. Lengths ordered include...

B, arch in compression, no bending at mid span.

Hello, I have a question regarding precast/tilt panel erection lifters and their tension failure mechanism. Lifting tables showing anchor capacities are provided by anchor suppliers, capacities are either maximum mechanical capacity of the lifter (yielding of the lifters itself?) or a...

Hello. I've worked the majority of my career in Florida, which means I've never encountered seismic design. We priced a few jobs out-of-state, so I know the general framework, but have never gotten into the details on a live project which would be constructed. I work in the precast field...

Hello All. Where in ACI is it explicitly stated that shear stirrups can be considered instantaneously developed to their yield strength? It only makes sense, shear cracks extend at a 45-degree angle and we can count on all shear stirrups within this range, and shear stirrups count on fy to...

Most of the GCp figures have been blurred. ASCE7-16 ASCE7-10 I can do the work of comparing values and snip the 7-10 but was hoping for a more direct path.

Is it just my copy or are the figures in the C&C sections of ASCE a lot more fuzzy. Even the digital copy isn't as clear as it used to be. Does anyone have a copy of these figures that is sharp and easy to read like they used to be?

Thank you ProgrammingPE, that was a great clarification. This plate is for a precast wall-to-foundation connection, so the rotational stiffness of the members is rather stiff. Seems I was looking strictly at the free-body diagram of the weld and couldn't see the forest for the trees. And...

I am rehashing weld details and this is something that I struggle to agree with. For a gap plate that has a c-shape weld on one side and a line weld on the other, the assumption is that one side is fixed and the other is pinned. Thus the c-shaped side takes into account load eccentricity from...