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Hi there, I would like to know peoples opinion in this scenario, and what course of action would be taken: A client wants you to design a re-build of some old chain decks that are in bad shape. They want to re-use existing columns and foundations, but replace everything else. No existing...

If you are registered as a PE or P.Eng in one country/state/province and completing work in a professional capacity to be used in another country/state/province that has very few regulations in comparison to the state/province that you are registered in (let's say little to none in comparison)...

Hi, I've been trying to understand how one would go about assigning effective length factors to columns in sway frames when all the intermediate floor beams are pin connected to the column? Would it be like I have shown here?: Would I split the column up into sections and use G=10 and G=1 for...

Hi, I am having a hard time trying to find any Canadian codes that refer to the design of built up beam members. CISC S16 just refers to either compression members or tension members or members side-by-side, but I can't find anything for beam members on top of each other. Also with CSA W59 it...

Hi, I know that there is usually a minimum internal wind pressure that you design certain partitions for within buildings (~5psf), but I was wondering if you need to apply a wind load to an entire structure within a building for the overall base shear and overturning moment reactions of that...

Hi all, I am a little confused about these slenderness recommendations. I am wondering why in the Canadian code it actually specifies the Slenderness ratio (including the effective length factor) to be KL/r < 300 whereas in the US code is recommends just L/r <300. From my understanding the...

I am designing a canopy structure, and it is located in between two buildings. Currently, this area where the foundation is supposed to go is right in the path for water runoff. The ground water for this site is also close to the surface. I am wondering if anyone has used pipe through a footing...

I constantly here non-engineers complaining about how everything structural engineers design is so unnecessary and overkill. It is hard to explain to someone unfamiliar with design codes and engineering theory why certain members need to be sized the way they are sized even if using a smaller...

Hi all, I wanted to get some opinions on the modifications I am planning on doing for an existing PEMB roof. This is related to another post I had on a PEMB roof addition (same project). I designed a new supporting structure and foundations for an additional enclosure sticking through the roof...

Hi There, I'm wondering if anyone knows about any issued that would arise from using both hot rolled and cold formed steel members together. Example if Hot rolled sections were used for Purlins and Girts and Cold Formed was used for eave Strut. Or if hot rolled was used for bracing and clips and...

Does anyone know if there are any requirements for having one of your structure footings landing in an existing swale on an industrial site? minimum depths? or is it even allowed? It is the only place that a footing for a new leg of this open tower like structure to land.

Hi there, I have a project where machinery is being installed inside an existing pre-eng metal building. One of the machines is too tall and is going to be sticking out through the roof so they are wanting a doghouse structure built on top of the roof to cover and enclose it (approx 30'X40'X...

I'm what peoples opinion is about running your bracing connections to the bottom of the beams. We typically do this in my area of work because of the way a lot of the industrial steel platforms and operating floors are built (beams sit on top of columns instead of framing into them for ease of...

Hi there, I've read a few forums on this topic and see that some people create models where chevron braces are not taking any axial load from gravity forces. My question is if there is considerable gravity load acting at the point where your chevron braces are connecting to your beam, (say we...

Hi there, I have a pile foundation supporting a PRMB connected on the perimeter with grade beams and void form underneath. I would like to run grade beams through the interior of the building from one pedestal to another but I am wondering if it is necessary to have void form under the interior...

Hi there, I'm new to Eng-tips, but I have found lots of useful information from the threads in the past so I decided to join. My question regards a pile foundation for a pair of large metal building systems. buildings will house cranes and sawmilling equipment. I plan on using grade beams...