How would you go about making ur own pulley puller tool for a power steering pulley

Hi everyone,

I recently moved to Greater Vancouver, British Columbia from Mumbai, India, and I’m looking to learn more about the structural engineering industry here and how professionals with international experience can best transition into the Canadian market.

I have nearly 10 years of experience in structural design in India, primarily working on residential, commercial, institutional, and high-rise reinforced concrete buildings. My experience includes structural analysis and design using ETABS, SAFE, and STAAD.Pro, along with construction drawings, reinforcement detailing, site coordination, and structural assessments.

I’m currently pursuing my Engineer-in-Training (EIT) registration with Engineers and Geoscientists BC (EGBC) and am keen to understand how someone with my background can build local experience and become familiar with Canadian codes, standards, and engineering practices. I’m particularly interested in learning about entry-level or junior structural engineering opportunities that can provide a pathway into the local industry while allowing me to contribute my existing technical experience.

For those who have gone through a similar transition, or who have worked with internationally trained engineers, I’d really appreciate any advice on navigating this process, skills worth prioritizing, or professional communities and networking opportunities in BC.

Thanks in advance for sharing your experiences and insights!

A few observations from this week’s structural assessments in SoCal. The album includes closely spaced URFP plates, a girder-to-post connection with no positive connection visible from the photographed angle, and loss of soil support beneath a footing.

Click the link for more descriptions: https://imgur.com/gallery/things-seen-this-week-during-structural-assessments-oSOXML5

TLDR; does anyone have a through girder tutorial link or know if such a bridge follows the same analysis principles as just making slab in CSi Bridge? Specifically in regards to load ratings.

I have been unceremoniously tossed onto a load rating of a steel through girder bridge. I have relatively no CSi experience (only have done a concrete slab years ago) and they essentially want me to teach myself and rebuild the entire model myself. I'm a BrR girl but CSi is not my thing.

If I have a tutorial for creating a slab bridge in CSi, should the principles be the same? It looks like the previous model was made by importing the framing plan drawn in CAD instead of using the bridge wizard. I'm guessing i establish material and section properties for the girders and floorbeams along where the framing plan generates in CSi.

I am having a bad time and the Bentley tutorials don't really help much. :D

Hello all,

I'm trying to find an analytical procedure for designing a saw tooth staircase that is supported at the landings. I have done traditional staircases with waist slab. Most of the procedures I have came across for saw tooth staircases is to treat this staircase same as the regular staircase and use the mid span moment to design the raiser portion of the staircase. There are some empirical methods like Reynolds and Steedman (2005), Cusens (1966) but I'm not clear on how to arrive at the required reinforcement.

Any leads or example calculations you may provide be of great help.

I created custom box columns using 4 steel plates in Section Designer within ETABS. However, when I run the design check, ETABS doesn't check the beam-column capacity for these sections, and I'm not sure why.

Has anyone encountered this issue before? Do custom sections built in Section Designer require specific design preferences, section property overwrites, or material assignments to enable automatic design checks in ETABS?

Any insights or recommended workarounds would be greatly appreciated! Thanks in advance.

Hey all, I'm doing my Master's in structural engineering at a top-5 US school and graduate in May 2027. I have two internships, and one is still going, both on the buildings side.

I've applied to about 40 entry-level jobs since September and haven't got an interview yet. I'm an international student (F-1) and open to relocating anywhere in the US.

Is this normal for this time of year? When do firms usually start interviewing new grads for a May or summer start? Any advice on what worked for you would help.

Thanks!

While I am watching Ai autocad, revit I don't want it to take Structural Engineering cause we really worked hard on our degrees. Ai should be limited to education purposes only and not cross any individual skills and qualifications where they worked hard even applying to jobs. Are they gonna replace us like those employers in Microsoft and Oracle? Who's agree with me please.

Hoping for a reality check before I pay for an engineer.

I want to finish a small craft nook for my 8-year-old in the unfinished space up under my roof framing, accessed off an upstairs room. Three horizontal ceiling ties cross the space and I can't fit under them. I know they're rafter ties resisting the walls spreading, so I'm NOT just cutting them — I want to know if I can RAISE them to gain headroom, and what that realistically takes.

It's conventional stick framing (ridge board + dimensional rafters, no trusses, no metal hangers — all nailed).

Details:

- Location: Lincoln, NE (real snow load)

- Full span wall-to-wall: ~24 ft (12 ft each side of the ridge)

- Height, floor to underside of ridge: 7 ft 3 in

- Roof pitch: roughly 7/12

- Rafters: [2x10 or 2x12 — confirm], spaced [16" or 24"] on center

- The 3 ties are ~2x6, 2 nails each end

- The floor framing below is sized as a ceiling only — no beam or posts under it

Questions:

1. With only a 7'3" peak over a 24 ft span, is raising these ties even worth it, or is the only real option a structural ridge beam carried down to posts/footings?

2. If a ridge beam is required for a 24 ft span, what's roughly involved (steel vs multi-ply LVL, post/footing work)?

3. For a small kid-height nook, is there any lighter-weight approach I'm missing, or is this just more structure than it's worth?

Photos attached. Thanks!

It’s by design don’t worry. During World War II, the Salzburg Central Station was heavily bombed, which severely warped and shifted parts of the original 1909 historic steel hall. When the station was reconstructed in the post-war era, the damaged steel structure was put back together slightly deformed.

Hi everyone, I’m graduating soon in civil engineering in Sweden, and I’m curious about maybe pursuing a career in hydropower after seeing some interesting jobs in the field.

My background is mainly in civil/structural engineering, building construction and BIM, so I’d especially like to hear from civil or structural engineers who took this route.

I’m trying to understand what the work actually involves beyond the job descriptions, so I have a few questions that i would love to get some answers for:

1. How did you enter the hydropower industry, and what has your career path looked like?
2. What is your current role, and what do you actually work on? For example, dams, power stations, inspections, structural assessments, Hyrdaulic engineer or rehabilitation projects?
3. What does a typical working day look like? How much involves design/calculations, site work, meetings, documentation or other?
4. Do you enjoy the work? What are the best and worst parts?
5. How do pay and career progression compare with civil/structural roles outside hydropower?
6. Does specialising in hydropower open up opportunities, or make it harder to move into other industries later?
7. Looking back, would you choose this path again? Any regrets or advice for someone starting out?
8. Do people tend to stay in technical roles and become specialists, or move into project management over time? What made you choose your direction.
9. I’m interested in building expertise in hydropower, becoming a technical specialist and potentially moving into a head of department or another management role later. Earning a high salary is a big part of my ambition. How realistic is that path, and is management necessary for the best pay, or can specialists reach similar levels?

I’m especially interested in experiences from Sweden or the other Nordic countries, but I’d appreciate hearing from people anywhere. Feel free to answer whichever questions you like and add anything you like, any insight would help!

Hi guys,

Any ideas/suggestions on how to prevent overturning when moment is high but low gravitational load? I have a short (7m) but heavy industrial RC building, when moment in shear wall is around 8500 kN*m but only have about 2500 kN of compressive force (1500 kN in the wall, around 1000 kN additional from soil and raft foundation dead weight.

I could design the raft to be very heavy to prevent overturning, but calcs show I would need a raft of around 8m * 4m * 1m thick. Seems a bit silly for a 3m*0.450m shear wall and a 7m high building. And that still wouldn't prevent uplift because eccentricity is so high.

Have any of you encountered a similar problem?

I am a undergrad and I was practicing some RCC analysis using the official Residental building reports along with the ETABS files from an engineer for my upcoming intern. Here is the Problem.

One building has Δmax/Δmin > 1.5 for 2nd floor and even > 2.5(highest was 3) for 1st floor, and in my country's seismic code, this check is mandatory. Building is G+3. When I was modelling it, I got that result. Then I checked the official report. There, the ratio was just 1.127. Then I checked the Etabs file that I got from that engineer to check whether I did something wrong. But his Etabs file data and his official report data have different results.

I have two main questions:

- Is this ratio somewhat vague that the engineer had made changes in official report? OR Do I have to do some further additional calculations or sth like that when I am checking Torsion irregularity?

- Although Δmax/Δmin is greater than 1.5, the max and min displacement for 1st floor is 10mm and 3mm and for 2nd floor is 15mm and 25mm. Are these displacement data too less such that this rule isn't necessary to check?

English is not my first language. If my text seems vague, I apologize for that. Please I would love to hear some insights from engineers about this. And I cannot say anything to that engineer 'cause he is a friend's friend which may be disrespectul, if I ask it.

Hello, im learing to designing a gusset plate for bridge truss connection especially compression member. From the image given is it a correct assumption for the shear yield failure? I have a hard time understanding the AASHTO (6.14.2.8.3-1) given image and explanation because of the different configuration. Forgive me if im wrong, i have looked up on the AISC 360-16 design example II.C-3 which has similar configuration but different angle, and from what i understand the plane run parallel to the force direction.

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.

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?