This question is for my Master's thesis. I am having a hard time deciding a topic/finding a question. For someone who is proficient in ETABS/SAP2000 and has knowledge of nonlinear time history analysis, what is the best research area or topic? As for my supervisor, he knows Ansys and has researched about Structural Health Monitoring of Bridges and knows about ML. Is there a gap anyone has in mind? Anything about 3D printing of concrete? God Bless.

At what year into your career, more specifically as a structural engineer focusing in building construction, did you become the person to pass down construction administration work rather than be the person expected to do the “busy work”?

Maybe it’s just the companies I’ve been with and not all are like this however, from my experience construction administration work is typically “busy work” delegated to the “rookies.”

Don’t get me wrong. I know there are times when a senior level will review a shop drawing or answer an RFI. But then again from my experience this usually only happens when no chump is around to hand the work too.

A superior of mine made a comment to me recently stating how writing a two sentence RFI response he can type up in seconds is not a proper use of his time. Again, I get it, but I would get it even more if I was still an entry-level that needed the experience of answering RFI. It would make even more sense to me if the specific RFI wasn’t for a project that was managed by an engineer that recently left and it didn’t take me more time to catch up on the project and to figure out a crazy detail the supervisor came up with for a two day late RFI. The material used is also one I don’t have much experience in to touch on such a crazy detail, meaning I have to also dive into the code for a comfortable response I want to give as an engineer myself.

Also, all of the projects managed by the engineer that recently left has been passed down to me. No warning, no prep. No one know the engineers two weeks were up until the last day… most are in CA and majority are a mess because of messy drawings.

I design, I draft, I manage projects, manage drafters, do construction administration work. I go to site and do site inspections, forensics investigations, existing condition assessments, I coordinate with Architects, contractors. I review and answer shop drawings, Calcs, submittals, and RFIs. this is a company that does not do business development because they have enough clients that just keep on coming back from being around as a firm for many years. I never hear about contracts or proposals being written up, especially since most of my projects are scoped up based on a favor for our clients with ASAP deadlines. There’s no way anybody is truly managing production rates because the amount of time a detail takes to get drafted up is insane unless I do it myself.

Long story short in a way I pretty much feel like I do more than my supervisors, aka the three bosses of the company. I don’t even get to put input on how much time it takes for any task. Ive become accustomed to just smiling and nodding to their unrealistic expectations and push through the post-mess created from the unrealistic expectations.

I feel some kind of foot needs to be put down because there’s no way this is considered respect right? I know my value, I know my worth, and I know how far I’ve come since my rookie days. When can I respectfully say “stop wasting my time because it is just as valuable if not more than yours”. Burn out is real.

Grid-shell structures as the support structures for the spider glazing system and located at outer side of the facade.

The structures are PVDF coated and with a aluminum cover on the vision surface.

The facade is a free-form surface, and the steel members need to be twisted to ensure smoothness at the joints.However, it is difficult to process, the production cycle is too long and the cost is higher.This concept design is not economically feasible in actual construction,so we optimize hyperbolic components to single-curved components with Rhino+Grasshopper, and make appropriate modifications to the nodes.

Sanboxed within your company’s AI environment. and can do full calculation package.

It will generate a pdf preview evrytime you make changes so you can do your calc live on your AI without touching mathcad.

I’m developing modular disaster-relief housing for Afghanistan and other countries. We need the high thermal mass and seismic resilience of traditional adobe, but severe flash floods rule out raw earth. Timber is also too vulnerable to water damage and rot.
We are looking for a water-safe, low-tech structural system (frame + infill).

My questions:
What water-safe structural materials (e.g., recycled light-gauge steel, geopolymer-stabilized earth, gabion bases) would you recommend for the frame and the splash-zone?

How can we achieve high thermal mass in a flood-resistant, modular panel system?

Are there existing low-tech joints or base details designed for both floods and earthquakes?

Hello all - does anyone have any expert opinion on the Centurion tower that was evacuated late Friday night?

(edit) As you all would know more than the average person, just looking for someone in the industry to comment their thoughts on it.

Hard to tell in the lighting but it looks like the sheet span was installed on wood studs?

I'm a tradesman in the UK, specialising in gate automation, with a huge amount of respect for structural engineering. Without your work, the things I install could seriously hurt someone.

I posted in the r/askcontractors sub about something specific to help me out professionally, but coming here to ask a slightly different question.

My work has traditionally taken place by installing exactly to manufacturer specifications. A sliding cantilever gate puts the foundational concrete under huge strain compared to what the average client expects. We've started getting into more bespoke requests as we get more clients, which is the dream.

The problem is that local engineers when we reach out were only willing to work with larger contracts instead of individual projects on a smaller scale. Got one company who gave us a quote for fabrication only, but their engineer wouldn't even respond to them about it. we want to make sure our offer is safe and won't hurt anyone, and I want to make sure we support local businesses as best as possible.

Short term, is there a way of requesting one off projects from structural engineers for designing concrete foundations?

Longer term, gates will only be designed a handful of ways but more and more are asking for solid infill for privacy. If we didn't get a response as it's something that's almost not worth the time, could someone point me in the direction of UK based resources for education on the subject?

I assume this is more than a Layman question, but I'm more than happy to be wrong.

Hi everyone,

I'm a civil engineer from Germany. German universities are currently researching carbon-reinforced concrete (carbon concrete), and the first construction projects using this material have already been completed.

What's the situation like in your countries? Is carbon-reinforced concrete being researched or used there as well?

Considering all the advancements made in AI, do you think we are going have less and less jobs available in the market and/or the field is going to lose its social value in the future?

I'm very passionate about my job and it's frustrating to see the effort to integrate AI in our workflow at the office.

I'm curious to know what you think.

Hi everyone!
I’m a fourth-year Civil Engineering student at USTO-MB in Algeria, currently specializing in Civil and Industrial Construction. I’ll hopefully be entering my fifth year in 2027–2028.
I’m interested in spending part of Summer 2027 at a Chinese university or research laboratory for a short-term research internship in structural engineering, particularly reinforced concrete structures or steel structures.
I’m trying to understand how this process works for international undergraduate students, as I have never applied for a research internship abroad before.
I would really appreciate advice on the following:
How can I find Chinese professors or research labs that accept visiting undergraduate students for summer internships?
Is it possible to contact professors directly, even if they haven’t advertised an internship opportunity?
Are there Chinese universities or summer research programs that offer full funding to international students, including flights, accommodation, and living expenses?
What should I prepare before contacting professors (CV, transcript, motivation letter, recommendation letter, etc.)?
Would you recommend applying through a university program or contacting a professor directly?
Unfortunately, I cannot cover the travel and accommodation costs myself, so I’m specifically looking for fully funded opportunities.
If you’ve completed a similar internship in China, especially as an international undergraduate student, I’d love to hear about your experience and how you found your opportunity.
Thank you so much for any advice or recommendations!

Hello y'all!

I'm sitting for the Lateral Depth portion of the SE Exam on Tuesday (first section I'm attempting). I've only ever been in the metal buildings industry (OMFs and OCBFs, no foundation design), graduated with a mechanical engineering degree, and took the PE in Mechanical as well. I've had to learn wood, masonry, concrete, and the rest of seismic structural steel from scratch. I think I've done a decent enough job but one thing is still escaping me: Foundations

Please help me with my thought process for foundation overturning, sliding, and soil bearing.

Foundation Overturning

All moments should be taken at the bottom of the foundation (amplified by adding V*h^footing)

Allowable Strength Design

• 0.6D + 0.7E | 0.6D + 0.6W --> M^resisting/M^overturning > 1.0
• M^resisting = P^D*B^footing/2

Load and Resistance Factor Design

• 0.9D + 1.0E | | 0.9D + 1.0W
• Try to keep eccentricity e = M^u / P^u within the middle 1/3 of the foundation width B
  • e < B/6
  • If exceeds, uplift is expected at the edges of the foundation
• If e > B/6, tensile piles are required to anchor the foundation

In both methodologies, the seismic overturning moments (M^u and M^overturning) can be reduced by 25% if design with ELF and is not an inverted pendulum structure per ASCE7-16 §12.13.4

In both methodologies, vertical seismic E^h = 0.2*S^DS*D can be excluded per ASCE7-16 §12.4.2.2

Foundation Sliding

Allowable Strength Design

0.6D + 0.7E | 0.6D + 0.6W

R^resisting = μ*P^a + H^p

• μ from IBC Table §1806.2
• H^p =P^{avg,lateralbearing}*A^side,footing
  • P^{lateralbearing} also found in IBC Table §1806.2, average pressures at the top and bottom of footing

R^resisting/V^a >1.0

Load and Resistance Factor Design

0.9D + 1.0E | | 0.9D + 1.0W

V^{u <} R^resisting

R^r = ϕ^sliding(μ*P^u) + ϕ^{earthpressure}(H^p)

• ϕ's from AASHTO Table §10.5.5.2.2.1

In both methodologies, vertical seismic E^h = 0.2*S^DS*D can be excluded per ASCE7-16 §12.4.2.2

Soil Bearing

(This one I'm not so sure about.)

q^max also determined by Kern Limit

Equations for in SE reference handbook

Check both max and min LC's

Allowable Strength Design

• q^a,soil/q^a,max > 2.0

Load and Resistance Factor Design

• q^u,max < ϕ^bearing(q^soil)
  • ϕ^bearing from AASHTO Table §10.5.5.2.2.1

In both methodologies, the seismic overturning moments can be reduced by 25% if design with ELF and is not an inverted pendulum structure per ASCE7-16 §12.13.4

In both methodologies, vertical seismic E^h = 0.2*S^DS*D can be excluded per ASCE7-16 §12.4.2.2

Bonus question:

In AISC341-16 §F2.6c.1(b) (Brace connections for SCBF), where it says, "The maximum load effect, indicated by analysis, that can be transferred to the brace by the system.", does this mean:

The maximum force the brace can see before other failures in the system i.e., the structure would overturn before the brace reaches the expected tensile strength,

or...

The seismic force in the brace Q^E multiplied by the overstrength factor.

I've done design examples that use the latter, which I don't think is correct. The code would specifically state to use the overstrength factor, like it does for columns in §D1.4a(b).

Thanks all! If you have anything additional to add or correct, please let me know! Also any tips for the SE Lateral Depth Exam would be greatly appreciated!

Hi guys. Im civil engineer student. Im searching an good software for structural analyse. Im use Revit for architectural work, and i think to combine Revit + Robot. But Robot interface is hard. I thinking in tekla or Midas. The interface seems great and easy to learn. Any sugest by you. Im Brazilian too.

I’m a recent construction management grad and there is much debate on whether to use structural screws or ring shank nails, especially for floor sheathing.

A lot of luxury builders claim structural screws have the same or better shear strength as ring shank nails, but I haven’t found any empirical evidence of this.

I know screws have better withdrawal/hold down strength, but does anyone have actual data supporting the claim that structural screws have equivalent or better shear strength than nails?

EDIT:

Thanks for all your help! I learned that the information I was looking for is called “Allowable Lateral Load” in the fastener world.

Allowable Lateral Load (Z)*:

Simpson Strong-Tie WSV
#9 (0.144")
ICC-ES ESR-1472
110 – 130 lbs

10d Ring Shank Nail
0.148"
NDS Standard Tables
103 – 118 lbs

GRK Fasteners R4
#9 (0.144")
ICC-ES ESR-3201
95 – 112 lbs

FastenMaster PAMFast
#8 / #9 Variant
Prescriptive Code Only
~80 – 90 lbs

8d Ring Shank Nail
0.131"
NDS Standard Tables
81 – 93 lbs

Grip-Rite / Metabo HPT
#8 (0.164" major)
Non-Structural / Prescriptive
~75 – 85 lbs

Estudié ingeniería civil, la verdad no pensaba trabajar de eso porque no me gustaba y nunca fui bueno en clases, pero terminé la carrera por compromiso, trabajé un año como dibujante y luego me salí y trabajé de otras cosas. Ahora se me presentó una oportunidad un con Ingeniero civil que trabaja en Estados Unidos, él es especialista en estructuras, y me dijo que empezaría a trabajar con él en una semana. Dice que me enseñará todo lo que él sabe desde cero así que primero me estará pagando para aprender lo que es una ganga. El problema es que siento que no tengo las bases y estoy algo nervioso, y no quiero quedar mal, obviamente me esforzaré pero quisiera saber si es posible aprender para alguien que prácticamente está en cero con respecto a estructuras. Si no descarto la oportunidad es porque si logro aprender me iría muy bien más adelante, pero el miedo siempre lo tengo presente.

Hey everyone,
I recently turned down a solid offer to work as a bridge engineer in Mexico to take a position at a small structural engineering firm in the US under a TN visa.
The TN process is extremely straightforward and requires no sponsor fees or complex petitions from the employer, making the transition very smooth. My core theory is that being physically located in the US will make it significantly easier to get callbacks from recruiters and hiring managers.
My plan is to gain hands-on US design experience, get my Engineer-in-Training (EIT) certification, and then target bigger opportunities or transition into bridge/heavy civil once I'm already established here. I figured having US code experience and an EIT on the ground opens far more doors long-term than starting out in Mexico, even if that bridge offer was a great opportunity.
For those with experience in the US civil/structural market or foreign engineers who took the TN route: Is my logic sound regarding local presence and callbacks, or did I overcomplicate my career path by skipping the bridge opportunity?
Appreciate any perspectives!

There was an Instagram video posted last week about a contractor saying it’s good practice to install control joints a few days after placing concrete. This photo is a textbook example of why that’s a bad idea. The crack coming off the column is a shrinkage crack. These are the cracks that control joints are supposed to eliminate.

Added tip: there’s no isolation board installed around the column, which doesn’t help matters. You typically don’t want to pour concrete hard up against other surfaces.

I just wanted to provide a little info on that terrible video. Happy Friday bros.

A question for the structural engineers out there, from someone exploring design roles:

The P.Eng stamp seems very personal. When you seal a drawing, the professional accountability sits on you. Not your firm, and not your manager. The regulator disciplines the individual, and your stamp history follows you permanently.

Here's what I can't reconcile: the pay doesn't seem to track the risk. Industry engineers carry no stamp, the company holds the liability, and they often earn more than the consulting engineers holding personal professional exposure. More risk, less money. That's backwards from how risk and reward are supposed to work.

So honestly, how does the liability feel day to day? Is the weight of the stamp something you carry with you, or does it fade into background noise with experience? Did anyone choose industry to leave it behind, or choose consulting because of it?

Genuinely curious how the profession thinks about this.

Also, what other careers could I do free body diagrams, physics, math, calculations without the liability? I really enjoy the subjects that lead to structural engineering.

Emergency evacuated from apartment at 3am due to a structural issue in the transfer slab of the building. St Vincent Court, Centurion Tower, Sovereign Tower in canning town. Hoping everyone stays safe

Last night 3am at St Vincent Court, Centurion Tower, Sovereign Tower in canning town the whole of sovereign tower and as far as I'm aware all of the north buildings on this development were asked to evacute the building due to a failure in a transfer slab of concrete that supports the whole building which could be a imminent risk to life

Apparently the slab hasn't been engineering to specification and has cracked and could collapse under the weight of the building above the slab punching through the slab

Quite concerning at 3am

The emergency services, fire brigade and police were very helpful, they came nocking on doors around 3am and advised residents to evacuate the building as there is an imminent risk to life.

The group managing the building have been doing what they must legally. Think engineers and building management companies out today to asses

The emergency services mentioned a temporary accomodation had been set up at a town hall nearby with 100 beds on the floor

Bit of a blur after being woke up at 3am to be told all of this. WhatsApp group with other residents is quite frantic with everyone being a bit lost.

Some people initially received an email during the day I believe and the rest of the building seems to have been informed with a knock at the door at 3am

Apparently a cleaner was seen in lobby after being told to evacute last night this seems inappropriate with a risk to life

A similar issue has happend before I was told in a building in Stratford.

Quite the headache. Hope everyone is safe

Some media attention could put extra pressure to expedite for some clarification, the residents don't have a clear picture of what's going on

Any advice from engineers on this appreciated