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Hi All Thanks for the advice. My main concern is not the round side, but the concave side when the wind is blowing perpendicular to it. See the attached sketch. RFreund, I like you methodology, but was hoping for something more exact. I was thinking to dust off my fluid dynamics text to...

I am designing a three storey curved building, and cannot locate a method to determine the overall wind pressure on the building. Can someone please give me a reference (book, paper etc...) which would outline how to calculate the wind loads thanks Alex

ok, thanks JAE I have tried to forget about the parallelograms, at my own peril, apparently. I had been thinking of the deck being more rigid in the spanning direction; however, this is for axial load only. when in shear, it makes sense that stiffness is independent of the loading...

thanks frv, what do you mean by collector? The questions I had is what do I need to check for the diaphragm in the 'short direction' I dont think roof bracing is required either, I am just trying to figure out what to check/design in the short direction thanks

I am getting back into designing steel buildings...I understand the methodology/theory behing the diaphragm transfering the external wind/EQ loads out to the bracing through, mainly, shear. I seem to have forgotten how the roof diaphragm works when wind/EQ is acting in direction 2 (ie the...

idecharlotte, I agree that torsion should not be considered; however, what is your reasoning for considering the joists as lateral restraint?

Hi All, thanks, yes the beam is more than 5" wide. This beam is designed to CSA O86, and I cannot find where the depth/width ratio is called up....it is good to know that it is contained in other codes. thanks all

Hi, I am evaluating the amount of lateral support that I can consider for the attached sketch. The beam will have joists hung from it at 400 mm o.c. (on the bottom) and will be connected to a roof diaphragm near the centre of the beam. My question is about the unsupported lenght of the beam...

Hi All, Thanks for the input. I will go with my first thoughts and push back with joist hangers thanks

Thanks for the post. I agree the detail is not ideal.. we have the same end grain factor in the canadian code. My question is two part...1) is the the detail fundamentally flawed (not just a matter that I won't get much capacity out of it), and 2) does the clause I list even cover the...

Hi All, I am evaluating a wood joist joint that involves loading some common wire nails in shear. Basically the joint is simple, involving nails driven through a spandrel joist, and into the end grain of a floor joist (see attached). Typically, I have used joist hangers for this application...

Hi All, I have a bit of experience with wood design, have done walls, joists, spec'd trusses etc... I am getting into some design of LVL/Glulam type beams, and am having a hard time finding any useful information (on the internet) on what, in general, these products are, how they are made, and...

What I have been doing in the past year or so, is getting the Contractor to stamp the drawings as 'approved by Contractor' or 'acceptable for consultant review' when they get it from their fabricator and before they send it to us for review. This gets the Contractor in the habit of at least...