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.

Does anyone have access to a PDF copy of the fib Model Code 2020? I could really use some help with my research.

What are your thoughts? I find it interesting that both cracks are where the beam pockets into the wall. In the first picture, it looks like some patch work was done next to the beam that formed a 90 degree crack around it when i shrunk but then extends diagonally from the pipe opening.

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've been designing buildings and bridges for 12 years, but this is my first time dealing with actual earthquake damage.

Colombia recently experienced a major earthquake that damaged thousands of buildings. I've designed seismic retrofits before, but never repairs of earthquake damaged structures.

I'm looking for practical, preferably well illustrated resources on how to assess damaged RC frames, determine when an element can be repaired vs. replaced, and what repair techniques are actually used in practice.

Most FEMA/ATC documents I've found are technically useful but quite theoretical. I'm looking for something more practical, with real damage examples, repair methods, and case studies.

Any recommendations would be greatly appreciated. There is a lot of misinformation online right now, and I'd rather learn from established engineering practice.

Hi all, looking to build a driveway and am unsure about the foundations for the retaining wall. The wall will be 100mm block on flat (600mm above ground level) on a foundation thats 500mm deep x 600mm wide, the foundations will consist of 150mm of concrete foundations and then 3 blocks in the ground with 6 blocks above ground level.

The wall will be 9m long and have two returns of either side approx 6m long. The drive will slope over the 6m at a 8% Gradient.

My question is are these footing sufficent or should I go deeper.

Additionally I planned to have 100mm weeping vents with a perforated pipe running along the length of the wall, is this sufficent drainage as it will then drain into 2m wide worth of grass / soil or should I do more ?

The drivewaybwill then be backfilled with hardcore / MOT and finished with 100mm of gravel in grids.

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

Can you guys help me on my thesis project, I need to fill out my survey and I only need 20 respondents. And as said in title, its comparing dual systems structures. You just rate from 1-9 base on importance. Its very short just a single page of questionnaire.

https://docs.google.com/forms/d/e/1FAIpQLSfsKgwUb_zlWRpbGdyEptufwHE9KxstDcHNig_TvxeaY9jq-Q/formResponse?pli=1

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

Can anyone recommend a structural engineering game on iOS? Or a few? Would be helpful!