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The clause that you can halve the effective length of the column for the FRL typically negates that issue.

Thanks for the replies. Agent666 Yeah, the AS5131 Matrix Table does give the option for a CC2 in an importance level 3 structure if the service category is SC2, (Your NZ does not make a distinction there). I feel this should be a pragmatic approach but do not want to go against industry norms...

I have a scenario where I have specified a Construction Category 3 according to AS5131-2016. The contractor is obviously not happy. The structure overall is an importance level 4 (Hospital) structure but in our project (internal fit-out) wall stiffeners are added, and or some steel arrangement...

At one of my previous jobs they interviewed me with non-technical questions to establish if I would be a good cultural fit and after that the technical director and I went into the boardroom alone where he asked the technical questions that ranged from the following (this was for an intermediate...

What bugbus is refering to is exactly the problem, a plate cannot be defined into one of the 3 section compactness classifications, hence a quick shell buckling analysis to determine if you can use "Compact" section modulus.

Under certain loading and structure conditions yes, and with others you have to take a detour first. Now bending where the top flange is unsupported, cannot be done with 4100 straight away, and a buckling analysis has to be completed first and the section analysed as a compact section if it is...

Busy doing some small alterations to a building, saw these trusses. A mechanical engineer's dream. It is a interesting use of Vierendeel Action! https://files.engineering.com/getfile.aspx?folder=2b809268-0dd2-44a2-a20b-89c3347a407c&file=MicrosoftTeams-image_(3).png

Good Day Something interesting came across my desk today, the geotechnical report of an existing building has a Ko factor (long term) of 1,2 for at-rest lateral soil pressure. Is this not supposed to be a maximum of 1? The site is underlain by clay, can the Ko factor be larger than 1 due to...

On a slightly unrelated note, I am more concerned with the lack reinforcing going over the that column adjacent to the stair. Hopefully fixing is not finished yet.

That is interesting Dik. I always assumed it would be better to stop it short of the tension flange, Gorenc recommends it here in Australia.

jim is correct. I worked for a crane manufacturer and the only time you will se continuous beams is with light loads and low duty. Just also be careful with the detailing of the clips/welds and the rail over the joint at the column, so that lateral loads can still be transferred without...

Or the I beams can be capped by a channel that will span from column to column around its strong axis.

No. The stiffeners dont really add torsional stiffness to the I. Í-beams use surge girders, horizontal truss with the top flange so that it eliminates the requirement for torsional stiffness/strength.

Are the walls masonry? Are you sure the single skin wall is load bearing for the roof truss?

I'm surprised of how low no 5 is, is that due to bolt slippage and angle iron deformation?

My intuition is that it will be fine, but the structure has 100 year design life. So I guess since there is no solid literature to back it I will have to continue it through at the angle to splice with the respective bottom and top bars. Thank you all for your input.

Does anyone have a reference for when it is permissible not to have special detailing at a vertical crank in a slab? My slope is 1:18 and detailing it like a big change in angle feels like a...

Just remember as well that if the bracing does not extend from the ground (anchorage point) al the way to the top with one diagonal, other members have to be able to handle compression. For example, with roof bracing the purlins have to be able to take the compression or another member added for...

Quick question, if your slab is not really deep <=250mm and the column rebar is just passing through the joint. How much moment can really be transferred to the column?

Agree with hokie, unless you have a thick slab like a waffle slab creating moment frames with a flat slab and column should be avoided.