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JedC, I'm not trying to fight, and sorry if it seems that way. Just trying to find out why we do certain things. For example, where I work, I see structures cast with 3 inch thick concrete, in good shape, and have been there since before anyone working here was even born. Now the same structure...

The concrete ditch is mostly above ground. I wouldnt be able to tell if its leaking a small amount along the very bottom, but along the cold joint or anywhere visible there is no leaks at all. I've ran this ditch for 24 hours once with around 4 inches of water with no noticeable leaks. Also...

At my house, I have a 4 inch thick concrete curb shaped like a U that carries water from the creek to my back yard. That doesnt seem to leak at all. How did the previous owner manage to construct that without any waterstops?

So I should use something like a hydrophilic water stop and polyurethane caulk to seal these cold joints? Is the sealant required in slab cold joints as well just due to rain entering and rusting the rebar? And how do they do this for swimming pools, which seem to have no waterstops?

I'm designing a 6 inch thick 6'x4'x7'deep concrete structure to hold water. The structure will be burried into the ground with only 6 inches sticking out of the ground. Construction will be pouring the slab first, then pouring the walls, creating a cold joint. Will this cold joint leak a lot of...

Has anyone used Kalmatron KFA as an admixture in structural concrete? They say that it alone has been used to make water proof swimming pools.

Thanks BAretired, I asked 5 other engineers before resorting to this website. It is kind of weird that I have examples showing that flexural stiffness is EI. Maybe flexural stiffness can mean more than one thing?

Can anyone explain to me how and what flexural stiffness as used in the AISC 13th edition on page 16.1-426 under torsional bracing is? From my understanding, flexural stiffness is just EI, how is it that they get 2EI/L for single curvature and 6EI/L for double curvature? And also, if possible...

I don't think that's the case VAD. It almost seems like they're treating the pier as a pile, which probably should have some form of lateral stability.

Thank you all for your responses on this thread. Fattdad, where did you get a safery factor of 3 from? The IBC section 1808.2.8.6 calls out for a factor of safety of 2 for piers. And it actually also allows for designing using both skin friction and end bearing as long as it's recommended by a...

hokie66, the CBC is basically the same thing as the IBC, just slightly modified for california. And thanks jgailla, that's kind of what I figured, but it would seem that the only case where skin friction wouldnt develope with bearing strength is if the pier was resting on a very stiff rock that...

I'm designing a carport type of structure in California using 4 10 foot deep piers supporting columns that support a roof. In the IBC section 1808.2.5, piers are required to have lateral stability by connecting at least 3 piers. Wouldn't the soil surrounding the piers provide lateral stability...

so friction only developes with shaft displacement? but for the shaft to displace, wouldn't it need to overcome both the frictional resistance and the end bearing?

Can anyone explain to me why skin friction and bearing strength of a pier type footing can't be used together according to the CBC 1808.2.8.4?