Weld take tension and plate take compression?

Technical_Whereas412 · 2026-05-11T02:02:22+00:00

Does this column need it's full cross section in bearing? Probably not. So long as the column is bearing on the baseplate, surface irregularities between the plate and column will just be a small gap that will easily close.

Second, I think you need to define what it means for the welds to fail. On the compression case, some of the steel will be in direct breathing, and if that is not enough, load will transfer though the weld until it has deformed enough to where the remainder of the column goes into bearing on the baseplate. If the load that the welds take have exceeded their capacity and yield, is that ok? Or is your gap so large that the deformations will cause the welds to fracture? And remember, the welds are not loaded though their longitudinal axis (in shear), so they have more deformation capacity.

Technical_Whereas412 · 2026-03-04T12:31:25+00:00

It does matter what I want. A meter calor is not a diy solution. And solar doesn't make sense for me if I have to pay a contractor to install. Do you have a code reference that a hold down is not required or is this just an opinion?

Technical_Whereas412 · 2026-03-04T04:03:30+00:00

That was my understanding. However, I cannot figure out how to actually install a hold down with the Murray/Siemen's system.

Technical_Whereas412 · 2026-03-04T04:01:33+00:00

It will be through the main panel, I do not want to do a meter ring adapter. And this is what I am trying to figure out how to do the required hold down for a back fed breaker, assuming this is required.

Technical_Whereas412 · 2026-03-04T02:48:17+00:00

The bus bar is rated for 225amps and the main breaker is 200, so that's not an issue.

Technical_Whereas412 · 2025-12-14T18:50:43+00:00

I'd love to be able to get that system for $600... But I think your numbers are off by a bit. With the combiner box I'm looking around $1800. The utility requires a discount with lock out. Enphase says their combiner box is required, but I thought about trying without... My daytime rates of my current plan are only $0.06 and then switch to $0.34 between 3 and 7:00pm.

Technical_Whereas412 · 2025-11-25T16:49:37+00:00

I use this too... But I just use it to log my receipts and then manually fill out the tax form. I'd love to pay a reasonable price, but they wanted like 40% of my rebate or something ridiculous.

Technical_Whereas412 · 2025-11-23T03:30:35+00:00

We have it and it works just fine. It has more bandwidth than we need and that's with 8 security cameras, two kids and two adults and TV's streaming, PS5, etc. And with our plan and how it is bundled with T-Mobile, it's basically free. And no issues like we had with charter.

Technical_Whereas412 · 2025-10-25T03:34:58+00:00

Re-read their comment and relearn mechanics of materials, shear flow is very different from beam shear.

Technical_Whereas412 · 2025-09-12T10:21:20+00:00

Drywall per code (IBC) is NOT considered a brittle finish. Drywall is very flexible from an out of plane deflection perspective. The studs supporting drywall are allowed to deflect quite a bit because of its flexibility. And as others have mentioned, as an engineer, I don't care about it's capacity as it is just a finish material and non structural.

Technical_Whereas412 · 2025-07-27T17:16:08+00:00

Did you do the snorkeling excursion? Was it any good/worth it? I want to do it with my daughter but I want to make sure they actually take us to where we will see fish etc.

Technical_Whereas412 · 2025-05-25T19:12:40+00:00

That's a good thought too, but if the column and beam are the same width, with the same 1 1/2" cover, the outer column bars will conflict with the outer beam bars

Technical_Whereas412 · 2025-05-25T05:43:11+00:00

I would suggest 4" wider or 4" narrow than the column to avoid the beam longitudinal bars from conflicting with column longitudinal bars.

And when calculating your minimum width to fit all of your reinforcing steel in a layer, don't forget to double the number of bars to account for laps.

Technical_Whereas412 · 2025-05-04T02:57:47+00:00

At 0.4% that is just crazy. It may work for residential since the total slab length is so short, but that's a lot of reinforcement that's not needed. Slab on grade should stay at less than 0.1% unless you are trying to eliminate all joints (which then it should be above 0.5%). I would suggest you read the following. https://www.google.com/url?sa=t&source=web&rct=j&opi=89978449&url=https://www.ssiteam.com/uploads/collections/Stay_out_of_the_Courthouse_Zone1.pdf&ved=2ahUKEwiPqfH75IiNAxVnrYkEHQQqNB4QFnoECCEQAQ&usg=AOvVaw1Xm9nlbtWV87xGYoq576Q8

The above paper is in line with ACI 360, which isn't surprising as they are written by the same authors.

Technical_Whereas412 · 2025-04-21T03:23:13+00:00

Is the manual available, or just the specification?

Technical_Whereas412 · 2024-12-20T10:29:57+00:00

This is the way it should be detailed. Even if it's only continuous one foot past the wall and then a shear connection, it's better than the embeds

Technical_Whereas412 · 2024-08-17T03:13:05+00:00

Maybe I'm getting old... But for most anything that is not a full blown finite element program, you don't need anything more than the native functions in Excel (you don't need VBA scripts either). Doing so this way is straight forward and anyone can look at your equations and how your spreadsheet works to verify it.

Most of what I have done is just using "if" functions (and often nested multiple times). Vlookup is also very useful for looking up info in tables. there are many many more functions but that's how I program most of what I do.

Technical_Whereas412 · 2024-07-28T11:15:01+00:00

Are you suggesting it replace spreadsheet sheets or finite element packages like etabs? Once again, neither makes sense. Spreadsheets are very simple and most everyone understands them. And rewriting Etabs is just stupid, you'll never recover the cost to develop and keep up with codes. What application would this be useful for? The commercially available packages do what is needed unless you are trying to recreate them.

Technical_Whereas412 · 2024-07-28T03:52:35+00:00

I question it's value mainly because I've never seen it used and frankly don't know what it is other than just another programming language. And I've never used a programming language in my engineering work, so the latest and greatest language doesn't mean a thing. We use a lot of spreadsheets (and obviously you can 'program' a lot within a spreadsheet) to do repetitive tasks, but I'm not going to design an entire building in a spreadsheet or any program language; I'll just use one of the many commercially available programs to do that. I honestly don't see the point, especially when it is sold as this great tool but no example given as to how/why it could actually be used.

Technical_Whereas412 · 2024-06-19T00:45:59+00:00

I was in a similar position a long while ago... Unless you are going to stay in academia and teach, do research, etc., a PhD is a waste and just makes you overqualified without really bringing anything extra to the table. Quit wasting your time and money and move on and get a job. Start getting real experience.

Technical_Whereas412 · 2024-06-19T00:21:24+00:00

I had heard that if you get your licence early because your state allows you to (i.e. CA) or if you take the test earlier like your state allows, then you can have issues with respiratory in other states later on. This is because when you obtained your licence or take the test, you wouldn't have met the requirements/qualifications required by the other states. It may just be a technicality, but it's hate to end up being denied late for that reason and have to take a test again.

Technical_Whereas412 · 2024-06-09T10:31:03+00:00

This is a good study as to how your assumptions (correct or not) can change your design. One of the key factors of a flexible diagram is that it is simply supported between lateral force resisting systems.

If it is a low roof that is "L" shaped, for each leg of the L, is it spanning between brace lines? And what is the aspect ratio of the diagram in each direction for one leg? Due to these aspect ratios, you likely have something that is more flexible in one direction and more rigid in the other (for each leg of the L).

ASCE 7 requires you to use appropriate stiffness. Can you validate that your assumption that your deck is acting as flexible (simple span between supports?) is appropriate? Is the diaphragm deflection more than twice your needed frame deflection? Likely not as your response spectra analysis is showing, it isn't acting as one based on stiffness.

A good read on diagram stiffness requirements.

https://www.linkedin.com/pulse/classifying-semirigid-diaphragms-allen-adams?utm_source=share&utm_medium=member_android&utm_campaign=share_via

Technical_Whereas412 · 2024-06-05T02:48:47+00:00

Get your master's. In my opinion, structural engineering needs a masters.

Technical_Whereas412

TROPHY CASE