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Some building officials will not like removing the insulation because of the lost R values. The Simpson Brackets are the way to go. Don’t like the costs, then go with a traditional foundation.

I just rebuilt my deck this year and can personally attest to the validity of that article. It was 11 years old and looked exactly like the pictures shown. The problem is that modern PT wood is a joke. I have seen untreated wood last longer in exterior applications than PT wood. I took every...

The calcs for treating it like an anchor per Ch. 17 give less capacity than punching shear in this case, even if I only consider bo to be 3 sides of the square plate (9") and d is 2". But, when you look at the Anc and Anco in Ch. 17, the failure cones are all pyramidal beginning at a point at...

Let's say you have a thin concrete slab, 3-4" thick. A thru-bolt will be used to pass through the slab to carry a load with tension and shear. The bolt will bear on a 3" square steel plate and the center of the bolt hole will be about 2.5" from one edge of the slab. Do you look at the...

When using the Vesic Method for calculating bearing pressure, is it more appropriate to use effective stress or total stress? I have some lab measured data for a soil where the lab reported both phi and cohesion for the soil samples, but I get varying results depending on which I use. The total...

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How does eqn 17.6.2.6.1b work if (ca,min / cac) is NOT greater than or equal to (1.5 hef / cac)? For example, if ca,min = 3" cac = 6.375" hef = 4.24" then (ca,min / cac) = 0.47 and (1.5 hef / cac) = 0.99 0.47 is NOT greater than or equal to 0.99 Is the Breakout Splitting Factor (Psi-sub...

I'll add to this that shrinkage cracks can occur long after the pour because the concrete continues to shrink over time. They can also occur while the concrete is plastic but go unnoticed. Please avoid describing cracks as "big" or "small". That is purely a matter of perspective and means...

Obviously the safe play is to discount the proposed hef and use the "cone as per appendix D" but i'm assuming doing that is not favorable which is why you are asking about it. If this a design or analysis? If design, I could probably get comfortable with engaging that greater cone by placing...

I'll let you explain that to my contractors who are trying to run competitive businesses. [wink]

That's the question. Can it be 0.67D per the IBC alternative, or does it have to be 0.6D?

I think this is being overcomplicated. It's as simple as sizing a CIP deadman to resist a provided wind uplift force.

I'm saying that I'm not designing the whole structure so I'm not considering the full spectrum of load combinations.

phamENG - In the situations I am referring to, there are no other combinations to consider so it is as simple as using one or the other. Basically, wind uplift is provided by truss manufacturer and foundation is sized for resisting weight. The "portions thereof" clause in 1605.1 would cover this.

I should have clarified; my question has to do with ASD loads.

I don't understand your situation, but I will say this. I have about given up on deck ledgers, especially when there is masonry involved. So much better to design the deck to be free standing. This not only eliminates multiple structural concerns but also risky flashing details.

This thread reminds why engineers are not typically good businessmen. Why are we paying an engineer's rate to perform quality control checks on a someone else's drawings? Years ago I worked for a precaster who had a guy whose sole job was to check plans. He was not an engineer but had lots of...

I wouldn't bother trying to calculate that. Re-entrant corners are crack magnets. You can chamfer the corners to eliminate the 90-degree angles and/or add a diagonal rebar behind each corner like is commonly found around openings in walls.

What is the current code requirement for any reduction in foundation self-weight (D) when resisting wind uplift (W)? 2021 IBC contains the following verbiage: "For load combinations that include the counteracting effects of dead and wind loads, only two-thirds of the minimum dead load likely...