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@BridgeSmith With reference to my second post, why doesn't it mobilize all the soil bounded by the footing? If we just have a pile of gravel sitting on asphalt, wouldn't we still need to overcome the friction between the gravel & aspalt (or the internal friction of the gravel) in order for it to...

So what if diagram is drawn differently like this: Doesn't it seem that the soil must overcome the weight x friction in order to slide?

Try to do a quick sliding & overturning check for a house built on a slope. Pe represents seismic earth pressure Pa represents active earth pressure Resisting forces I think will be weight of the house & concreete foundation. However, my questions is can the soil below the slab on grade but...

I usually understood floating slab as something that is not supported on foundation below frost, so it moves up and down with upheaving. Commonly used for small standalone garage & landscape slabs.

Bump

So far I can only visualize BA's FBD with 2 rigid brace with vertical deflection track being stable. Maybe you can also tie top of wall to the drop-ceiling, and the drop ceiling should be seismically braced as per local code. Alternatively I tend to agree with motorcity to maybe design as...

CSA S16 in canada here, 0.101 kN/mm leg * mm length is what I always use conservatively for fillet weld.

Personally I've never done a PT building, however given they are much less forgiving with engineering, and are an active system, my opinion is unless you have a very rectangular and uniform layout, best stick with regular concrete.

Can't help with 1, as in Canada we just use same Bv for both wind and seismic. for 2, you should be able to estimate axial deformation using length & load, although there may be some nail slippage that's difficult to account for, so your best bet is to contact simpson. With that said, straps...

This may be a dumb question. I am using canadian code CSA A23.3-14. Our formula for structural integrity reinforcement simply asks for sum of steel area = 2 x Vse / fy. However, the definition of Vse says shear that is transmitted to column or column capital due to specified load, which gives...

Where I am from we see a lot of balcony beams aligned with wall then cantilever out. See below.

@ BARetired. my apologies, I think mustache bar is the wrong term. Simpson ATS has some typical detail with anchor reinforcement to slab, which is what I was planning on using...

Thanks for all the feedback. I've gone through the example calculation previously, and found it completely very wood focused, and did not discuss much about when we can assume concrete podium is stiff, which is why I need to go into ASCE to understand when 2-stage analysis is applicable. For...

Good point. Another point to consider is that in most cases for ATS embedded in concrete is that concrete breakout usually govern, and we have to specify mustache bars to reinforce the breakout cone, which is expected to be the "weak-link" in the load path. Given the mustache bar is typically...

mat picardal did a few video on this on youtube. give it a search.

I got a question. I am adapting ASCE 7's two-stage seismic analysis for the canadian code to design mid-rises. My first time doing a project like this where seismic governs. According to ASCE 7, I understand I am suppose to scale up the reaction from wood to concrete by RdRo wood (3.0x1.7) /...

I second Enable. I’ve used the method described in Kulak and Grondin to design a few steel beam in torsion before. Basically the you resolve torsion into a horizontal equal and opposite force for the top and bottom flange, then check combined normal stress on the flange due normal bending +...

Not sure if it helps, but in Canadian code you would take the lesser of "net section" which subtract the steel area for hole, you use tensile strength instead of yield strength (albeit tensile stress has lower resistance factor), or take gross section but use yield strength.

Thanks everyone for the feedback! Very useful info. So I ended up asking to reduce pour rate to 4'/hr, and the reaction load has then reduced, but still 34kips or horizontal load to resist. Seeing how much deflection before using passive pressure, I changed to use Ko at rest instead for soil...

1. Yes I suppose but I'm not sure why you'd want to do that? 2. See attached strain vs stress diagram. My understanding is that class 1 & 2 are thick enough such that you can continue to allow high strain, and allow the extreme fiber to continue to deform past yield until the entire section...