Hi,
I left structural engineering in April of 2019 (in Ontario, Canada) to pursue a career as a software developer. It has been a great career in a lot of ways, but I was recently laid off due to economic forces. I'm sure most of you have heard of the mass lay offs happening lately.
This has...
This is a question I've been wondering for a long time and am finally going to ask to get to the bottom of this (hopefully). Now, I've mainly done steel buildings with steel framed stair and elevator shafts, so this is the first time I'm having to design concrete stair and elevator shafts.
My...
Are there any guidelines on how best to design embedded plates for steel beams located on a corner of a stairwell or elevator shaft that is acting as a shear wall and therefore contains concentrated reinforcement?
What should I be considering when looking at this situation? I feel like there is...
This seems like a straightforward question but, given the picture below, do you see any issues with this offset? The architect is adamant on having the piers flush with the outside face of the foundation wall.
I'm only worried about the locations where we will have braced frames. With the...
I've got some questions regarding fall restraint systems in Ontario (Canada). I've search the forum but I've only found US examples with OSHA requirement.
I'm looking at O.Reg. 213/91, section 26.
Section 26.7(1) states that a permanent anchor system shall follow the 2 condition:
1) installed...
I have been retained to produce erection drawings for scaffolding that is over 50 ft tall for a contractor and I'm wondering if there are design guides and/or regulations for the design of the lateral system (wind). I'm not concerned with the gravity side of things, it's more the tension due to...
I have a 5 storey building with concrete shear walls and steel joist + concrete floors. Low seismic area. All the walls between units are RC shear wall.
Even with the overall building height (15.6m), I get a H/L < 2.0 and so, according to CSA23.3-04 (R2010), the walls are squat.
The code...
I have longer shear walls (33 ft long) and since I drew them as one shell (per floor), the wall spans from the two corner pin restraints at the base which results in M3 moments under gravity loads.
My question is, should I just ignore these, or add an edge constraint at the base of each wall (a...
Is it allowed to have one steel brace take compression and tension? Specifically in Canada, under conventional construction (Rd=1.5, Ro=1.3). Think an |/| or |\| instead of |X|
I wouldn't do this intentionally from the onset of a project, but may have to entertain the idea and wanted to know...
I wanted to get some input from the community regarding foundation wall design at braced frame locations. Newman’s book Foundation and Anchor Design for Metal Building Systems doesn’t cover this area.
In sketch 1, I have sized the foundation wall between the braced frame columns (neglecting the...
This seems like a simple question but I can't find the answer or anything addressing it anywhere.
I would like to suspend a light load (less than 1 kN / 225 lbs) by through-bolting to the bottom flange of an 16ga or 14ga 12" deep CFS blocking. The blocking is in between floor joists that are...
Does anyone here have experience taking these courses either auditing, or taking 12 courses and getting the certificate? Did you find it was worth it?
I feel like these are the types of courses I should be taking to bring my knowledge to the next level and would just like to hear from those who...
I'm likely overthinking this but I wanted to get some reassurance from this forum.
- Can I have an eccentrically braced frame where I keep everything within the elastic range (i.e. no shear or flexure yielding link beam)? I have a fairly simple steel frame building, designed to Ontario Building...
Does anyone have references for calculator the capacity of limestone steps? I'm looking at a project where the client wants 7"x10" limestone pads to form the steps which will span roughly 5 ft. I know it would depend on the quality of the rock itself.
Thanks
I often have the situation where a 2-8” channel columns frame the opening of overhead doors. Sometimes the channels have to be right at the edge of the concrete slab/wall. In this situation, the anchors have a very small edge distance and end up with highly reduced side breakout capacity.
Using...
In reference to this thread:
thread732-388319
Can anyone from Canada (preferably from Ontario) speak to the questions posed in that thread? His suggestion to get a copy of the liability insurance policy and ensuring you are personally named on the policy good idea? How about getting secondary...
I'm writing this thread in regards to what was said in this old thread here:
http://www.eng-tips.com/viewthread.cfm?qid=321928
It leaves me feeling uneasy to say the least. I also feel compelled to ask the following question:
- In the interest of meeting the deadlines AND feeling comfortable...
I have an industrial building with loading docks. The exterior approach slab is a concrete slab on grade that the contractor wants to be 8in (200mm) thick with macro-synthetic fibers. I have several questions. Using the modulus of subgrade reaction from the geotechnical report, I determined that...
I will keep this as point form and general as possible in order to keep things clear.
I work for the structural engineering firm who was hired by the contractor to design and provide construction phase services. I am not personally involved, I’m posting this on behalf of the intern (EIT) who did...
As an EIT just starting out in structural design, I wonder if what other structural engineers do (if anything at all) to keep track of past projects.
I'm toying with the idea of keeping a 11x17 set of structural drawings for all the major projects are work on, and keeping them in binders that I...
