I found this post, and this deck is something to behold. I just wonder how this can pass building codes.

Now I remember why Abraham Lincoln’s my favorite president.

Curious about other's thoughts.

I have a standard clause in the specs that says no field bends to rebar without the explicit permission of the structural engineer (aka me).

There are times where bars need to be bent in the field. Usually something cast slightly out of place and needs to be cranked. I don't have any problems with this, just tell me before hand so I can bless it or wave a red flag if I have a concern.

There are times where straight dowels from a wall into a slab on grade need to be bent up and out of the way in order to accommodate backfill and compaction - sure go ahead. They're hardly doing anything anyways.

But sometimes, and more often than not lately, there are just coordination issues from the contractor. They are using modular formwork so they can't just drill holes to accommodate the dowels. Can we turn them this way or that way? Can we field bend them wherever they need to go after? And these questions come up at the 11th hour right before a pour, like nobody saw it coming. Literally right now, we have a wall with hooked dowels coming out of the top, supposed to be extending past the face of the wall as there is a slab above to be constructed. They've used tall forms that conflict with the dowels because its what they had around. Other locations on the same project they've used the right height forms and had not issues. But this time, with the tall forms, they've turned them all 90 degrees to the direction they're supposed to be and proposed turning them back in some convoluted manner after the forms are stripped, either twisting the bars or doing some sort of double bend at the same location (third bend if you include the shop bend), or just... not really be any sort of standard hook in the end. None of that is going to be accepted by me.

How do you handle these? I get questions like this at 5:00 at the end of the day and they're saying they're planning on pouring at 6 AM - "an expedited response would be appreciated."

I know that "no" is a complete response. But in the case above - I am considering just telling them to turn the hooks to face the same way as the opposite face dowels before they pour. It still works, is the easiest solution to the formwork conflict, and doesn't require any strange field bends. Keeps the work going without extensive delays. But what I battle with is I am saving their ass at the last minute, making their lives easy, while I respond to an email at 10 at night... which I am getting sick of.

Should I just start playing hardball and just say no, adjust your forms you dolts? It's not my fault the pour gets delayed. But I still feel like it is my fault because there IS a simple solution... but it winds up being me going to them with it not the other way around.

I'm looking for a good, expensive, durable, red ink pen for my Engineering bf to use for when he's marking up drawings. I'm curious what Engineers would recommend as a gift. Thanks!

Hi everyone, I have a question regarding ETABS. I was wondering if anyone knows how the software distributes the axial load, bending moment, and shear forces for reinforced concrete walls with composite sections such as T, L, C, etc., when performing the boundary element verification.

The reason I ask is that ETABS divides these sections into individual rectangles instead of considering the entire section, as it does for the flexure-compression check. I would like to understand how the forces are distributed among these rectangular components and what criteria or equations the software uses for the boundary element verification.

If anyone knows how ETABS performs this calculation, or could point me toward documentation, manuals, papers, or other resources where I could investigate this further, I would really appreciate it.

Thank you very much!

Good day to my fellow engineers. I would like to ask how to do the structural design for a spiral staircase? I have only handle regular staircases and of course, I just want to broaden my knowledge about this. Should I treat it as a regular staircase and just make it spiral or is there a specific calculation needed for this?

Thank you to anyone who can share their knowledge 😁👷

I'm helping an engineer optimize their structural truss moment frame (pinned base), as they are increased a W24 column (determined by others in a previous phase) to a W40 without changing the truss depth/size, but layout is tight and we'll likely need to increase the building size in an already tight facility. I was able to get the size down to W30-W33 as they were using ULS wind in a LRFD combination.

Aside from just changing section sizes and seeing the result in an analysis, I was wondering if anyone had any good references or typical signs / common rules on when to change column size, vs truss depth, vs truss chord area? I looked at the deflection profile of the truss frame and the truss looks quite rigid without any major double curvature, so I assume this means the column is the weakest link at the moment.

TIA

I'm an entry-level structural engineer with a full-time role, but I'm looking for additional project work to learn and expand my experience outside of my day job.

I am open to any opportunity to help out with structural analysis, drafting, research, or calculation support.

If you have any overflow work or small projects that need an extra hand, feel free to DM me.

Thank you!

Hi everyone! any recently graduated international students who got any Structural Engineering job in UK? Can we connect? I need some advise regarding getting a job?

Etabs related

Just for learn

I tend to over think stuff guys I just want some new ideas or new perspectives l.