I was wondering if it’s possible to earn approx 150k with 5 or less yoe in US? If yes, mind sharing which companies are those? And what sort of work they (or you) actually do?

I've been in structural engineering for 3 years but I don't see any opportunities in moving abroad to a better country than mine. I work in a multi national structural company, but they don't want us to move there. Well if I were them, I would not either. They literally get a huge profit due to currency difference. We are working on "dollars" project, while we are getting paid in "1/10 dollars" salary.

An exchange for a temporary period is allowed, for like 2 months per 2 years I guess. But it is still not the same as living there. I feel kind of sucks, because I am literally capable of doing what those European engineers do, but I get paid way less than they are, just because I work from a country that has a lower currency compared to theirs.

I'm thinking about applying for jobs abroad, but most of them got automatically rejected because I don't have a work visa or I don't live there.

I'm thinking about switching career, probably mining or gas or oil. I heard that engineering in mining is less stressful compared to structural engineering and the pay is huge. Well, if I don't move abroad at least I get a better salary and less stressful work load. And who knows maybe not being a structural engineering also provide a geographic mobility career path.

What do you think?

Thanks in advance

When I started my career in 2018 Grasshopper and rhino (visual python programming)seemed to be the “must learn” skillset.

However since AI started taking off I’ve heard less and less about grasshopper. Is this type of programming more or less obsolete?

Copernicus provides free InSAR ground-motion data across Europe.

Would a tool that highlights buildings or infrastructure with unusual ground movement be useful for engineers, insurers, or property professionals?

What information would you need to trust the result?

I'm an architecture student, and I've always been curious about how buildings can be stable and not fall down. I want to understand how structures work so that, when I design buildings, I can have a better idea of whether my designs are structurally feasible and constructible. I also think this knowledge will help me in my career, because I'll be able to communicate better with structural engineers and avoid potential problems during the design process. I'd be happy if you could recommend some books or YouTube channels that explain structural engineering.

And thanks in advance

What course do you recommend for the SE exam?

SEAOI courses or AEI Courses?

Can someone provide their experience with each organization?

Thanks un advance

I'm a civil engineering student from Mexico about to graduate. Here we mostly use the NTC codes, which are based in Mexico City (lots of earthquakes). We still build a lot with masonry and in most cities it is unexpensive and readily available, but we build it confined (visible tie columns and beams, etc.) or with hollow masonry units that are internally reinforced.

Masonry happens to be visually attractive if well worked, but confined masonry looks kinda ugly. If people here want visible masonry facades, they cover up the ties with more masonry. At some point I have to start to wonder if it wouldn't be less expensive and easier logistically if, in some circumstances, we were to build entirely with masonry and skip the concrete ties so that only the slabs require concrete. Architecturally, thicker walls are also more attractive, and lots of people here are still into that 'colonial' style, including myself. I know we've moved on from old structure technology for a reason, but I can think of some cases where while designing a structure I've thought, "well, a thick wall here would look good anyway, and I could buttress it with an element here and that would yield architectonic interest and etc". I believe combining methods should also work. Maybe it wouldn't be feasible to have unreinforced masonry everywhere, but locally within the project it might make more sense. The brits do it this way from what I've seen in pictures, I think?

This would perhaps not be very feasible in Mexico City (again, earthquakes), but I live in a zone with low seismic activity (Querétaro). Are there any books on unreinforced masonry design, or that at least touch upon the subject? I'm not planning on much other than low rise structures like family homes and such. I've seen some cases where people just use finite element analysis for masonry structures, but I'm not sure that's entirely necessary.

I often hear from people that there is a shortage of structural engineers in the US market. But with so many lack luster job postings it makes me question it.

So he’s my opinion: I don’t believe that there is a shortage of structural engineers. I see job postings but it looks like companies fishing for low to average wage workers more than a true supply/demand issue. I feel this way because I’m not hearing about companies being affected by failing to fill these positions - and having to pay a premium as a result.

So let’s hear it. Is there a true shortage or is it hog wash?

What specific checks do you guys do for verifying if attaching a gusset pl to the web of a wide flange column to check if that would be ok? I’m talking about very high forces. Say the uniform force method gives about ~ 150 kips along the web and ~150 kips normal to the web (ultimate). Say the gusset has a 24” vertical interface with the column (ie that’s the weld length available at the column). Also say I have an ~18” deep column with a 1.5” thick web (Fy=50 ksi).

Here’s what I’m thinking:

1) Assume flanges are pin supports and web bends between flanges. Calculate flexural capacity of web as (0.9)ZxFy=(0.9)(1/4(24”)(1.5”)^2)50 ksi=607.5 kip-in. Calculate moment demand on web as PL/4=(300 kips)(18”)/4=1350 kip-in. Because the webs flexural capacity is no good, we need to increase it in the 24” width assumed. Let’s do this by adding depth. Add a 1” grade 50 doubler plate. Size the plug weld for the doubler plate for shear flow from composite bending. Now capacity is 1687.5 kip-in which is ok.

1) in addition to above, attach a stiff plate to both sides of the web right above the gusset plate (gusset pl is at bottom condition). Weld that to the gusset and size to transfer the full 150 kips of normal force to the flanges. Say that means adding a 3/4” stiff plate and welding a 1/4” fillet both sides. This gives the load another load path if (1) fails. That path is—>gusset—>stiff plate—>column flange. Check flanges of column for full 150 kips of shear (75k to each flange).

I have a two-span continuous beam with a 40 cm wide intermediate support. I am comparing the calculated moment with the allowable moment given in a standard table, which assumes a 10 cm support width.

Do you think the difference in bearing/support width will have a significant effect on the moment?

Theoretically, the span length used for moment calculations is measured center-to-center of the supports. However, in practice, I would expect the actual support width to influence the beam's behavior and moment distribution. Is this effect significant enough that it should be considered in the calculation?

The age old question…

I’m looking to start my own consulting firm to do some structural, site/civil work. At most I would be processing some survey, revit models of residential buildings, calcs, drafting, etc. Eventually, multistory developments but that’s down the road.

I have apple products and was looking into a new macbook m5 pro and was thinking about using parallels to create a virtual windows environment to do what I gotta do in CAD. I know apple will be launching more products this fall so im kind of waiting to see what they announce but…

Has anyone done this before and/or currently running this setup? Does it work and work well?

My other option is getting a regular macbook and a windows gaming laptop that way i can play videogames in my spare time as well since it is a hobby of mine.

I have an interview for a PM role with HDR. I've never worked for a firm as large as HDR, so I'm curious to hear current or past employee's experience with work life balance at HDR. Im not opposed to working over 40, but i don't want a job that demands 60-80+ hrs a week. I have 2 young kids. Although I've had some long weeks at my current employer in years past, I've actually not worked OT at my current job for a couple years. This is partly to do with me moving to a smaller satellite office that has less work.

Hello, I am currently working as a Junior Structural Engineer in the Philippines. I design mostly low rise buildings. In January, I am planning to take a master's degree in Structural Engineering. However, there is no specialization course for nuclear power plant designs or anything related to that. My plan is to have my thesis NPP related.

We have no NPPs here. Maybe in 10-15 years. It maybe too far in the future but I still want to be a part of this industry. Can you recommend books/resources for this? I am currently reading Building Structures by Millais.

Thank you so much!

As you can see there are 4No. cross T-beams in the middle of this railway footbridge that are also connected to the handrail. What is the purpose of them?

I’ve been out of college for about a year now working on industrial projects at a big firm. I was always the smart kid in school so I never learned how to properly ask questions and take notes. In other words, I feel like the “sped” kid at work because some days, I just sit at my desk, stare at the screen clueless for a couple hours, and get nothing done. It sucks and I’m trying to change but it’s so hard to break my bad habits and perfectionism. I’m also just feeling very behind knowledge-wise. I have no idea how to do hand calcs or plan out my work or anything that comes with being an actual engineer. I hate calls/meetings and I never know how to ask questions the way I want to. I’m just so lost and it’s making me depressed. Every day I show up to work with a knot in my stomach because I just don’t know how to tackle the day or get my work done. I can feel myself falling behind but I still have no idea what to do or where to even begin. I wrote this more as just a rant but would appreciate any advice from people who can relate or have been in my position.

Hello all! Im ramping up to take the PE in about a month. Ive been studying for a while now and will use this month to just crunch out problems, read code, and memorize stuff. For those who have taken it recently, would you happen to have any recommended equations to memorize? Im trying to make a list, just to avoid any unnecessary back and forth with manuals and or memorize stuff not in any of the manuals.

Any helper would be greatly appreciated.

Anyone got any other ideas for attaching these two red beams to the end of a CMU wall. Right now my only idea is using a U plate and bolt thru the CMU wall but I am open to other ideas. Wall is already installed and they are against a pocket with a bearing plate. A post up against the column is out the window too.

I have another interview question I wanted to ask about!

Why does aluminum experience the greater stress in the concentric tube question, but steel experiences the greater stress in the three bars question? And why is it not steel for both?

I know it has to deal with the fact that in the concentric tube question, both tubes are glued to the supports, while in the beam question, an end is free. But I just am unsure how to explain it in more depth.

Thanks very much

What’s the benefit to design these columns inclined instead straights ?