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Thanks for the info and examples! I agree I think that if they don’t want to answer a hypothetical question it means they don’t want to say that it doesn’t matter to them

Is this up to you? Are they not able to go through your project files and see for themselves? Seems unusual if you get to pick which project you show them. I feel like that would kind of defeat the purpose of an audit.

Skeletron, I had never heard that point about being physically located in bc brought up yet when I was looking into this. Where would I find a reference to the rules applying if you have a physical design office in bc?

I posed this question to the practice advisory comity of egbc and was told they were not able to give me an answer on hypothetical questions.

Let me provide a better example. In BC it is required to have independent review done on structural designs. In Saskatchewan, it is not (last time I checked). If I am registered in BC and conducting work in Saskatchewan, do I need to have the independent reviews done?

I'm speaking strictly from a legal sense here. I know it would not be ethically correct to not follow any rules or regulations just because they are not required in a jurisdiction, but if there was a particular rule that was required for a P.Eng registered in one state/province and it was not...

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)...

Looks like a great book. I'll add it to the library. Thanks KootK.

I was looking at a good lecture on the aisc portal "fast and Efficient Design for Stability [E4]" Link was also looking at aisc design guide 28. Both seem to give some good comparisons between the two.

Thanks lexpatrie, After looking into it some more I see how much more complicated the effective length method can get in certain situations. I definitely want to wrap my head around applying the ELM properly, but I see now when in doubt I can just use direct analysis method with appropriate...

Thanks for the response lexpatrie, I am more concerned with the mid-section of the beam (regardless of how stiff the connection is at the top) and what effect if any the pinned intermediate level beams would have on this frame. If I were to be using the effective length method for stability...

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...

AH that makes sense then. Thanks for clearing that up CDLD

thanks for this info. In regards to the 70% clause for bolted girders (even though it doesn't apply to my case) I still don't see why that clause exists. So if I were to use bolting instead of welding I can't bolt anything larger than the existing flange? I wonder why that is.

Ok that is what I was wondering, if you just apply the requirements of the compression members to the compression side of the beam in flexure. I didn't see Clause 14.2.3 which I believe is saying the same thing: CDLD, see the pic below. It is a W8 underneath a W21. So All the codes only...

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...

I started using the free Simpson Strong-Tie® Anchor Designer™ calculator to check my anchor bolts. I find it really easy to use. You can run a couple different scenarios with it and see if there will be any difference using theoretically pinned with the anchor bolts inside the flanges or...

AISC: "For members designed on the basis of tension, slenderness ratio of the member as fabricated - taken as the fabricated length of the member divided by the least radius of gyration of the section ..." CISC: "The slenderness ratio of a member in tension shall be taken as the ratio of the...

ah thanks for clearing that up for me EngDM. I was mistaken about that. I guess my question then becomes why does S16-19 specify the slenderness ratio based on the unbraced length and the most recent AISC 360 specifies it as the fabricated length? It's a big difference in some cases whether you...