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The bed joint is mortared, this would only affect the head joint. The ACI 530 specifically states (don't have my code book in front of me) that there has to be a head joint and bed joint but in our opinion this only applies to cmu buildings because they resist in plane forces. One reason we...

It doesn't pencil out, just like the City standards in San Diego don't pencil out. Our firm designs the majority of retaining walls in Las Vegas and we cannot compete with City and County standards from dozens of municipalities in California and Arizona. One reason why is they treat cmu fence...

Any reason why T&G CMU could not be used in retaining walls? Currently we allow the use of T&G CMU in fence walls.

Do you include live load surcharge, specifically traffic in your overturning and sliding checks for cantilevered retaining walls? Gracias

No, we didn't. Just came up with our own stuff. Did it the way I described above. Doesn't really work well if your footing is not constrained. We just dissected the equations for caissons in the ibc. Sized the footing. Calculated the moment at the bottom of the pole based off of the...

Typically when we receive friction values and passive pressures from the geotechnical engineer they will either specify whether the values are ultimate or have a FS of 1.5. Assuming the values have the factor of safety in it, when you are designing the footing for sliding would you increase the...

JSA2, we finally looked into this more, from what we understand from ACI 318, you have to extend the bar that is not needed for flexure anymore, 12db or d past the point of where you are calculating the moment and of course you have to have your required lap lengths as well with your upper and...

Yes, Here in Vegas anytime you make a change to a structure (the area of the new sign is actually smaller than the old one) they want it updated to the latest code (it was intially designed under the UBC). I know, its annoying! It fails in bending. I didnt even get around to checking the...

We have a client who is changing an existing sign. Problem is with the new wind loads the cantilevered (single pole) 24" pipe no longer works. Is there a way to strengthen it? Thinking about looking into solid grouting the core, just dont know if thats standard practice, do's vs don'ts.. Thanks

Miecz, Which AASHTO code and what section, thanks

We use H(in)/90 as a guide... Cant tell ya where we got it from though :)

Looking to learn, anyone know of any good resources or books? Want it all, sheet, soil nailing, soldier, tie back, all of it... Thanks

Looking to learn sheet pile, soil nailing, everything I can, anyone know of any good resources or books, thanks

So what was the consensus on this? JSA2, we do exactly what you described, it saves our clients money. BUT, I would agree with ChipB and KSL. It has to be checked as they described which we were not doing correctly! Its funny cause we had a ton of discussions here in our office about it...

For more background, the "bollards" will be embedded into the grou and use caisson ftgs to resist the overturning from the impact... At 10 kips and using the non-constrained eq's from the IBC and allowing 1/2" deflection, my ftg is 6' deep.

What is the actual section in AASHTO that gives those loads? From my understanding the load can be distributed over 10lf, is that correct? I really really appreciate your help.

Miecz, Could you do me a favor and tell me what that is? Thanks There is no way I can get the book in time and I need to get info to these guys as fast as I can. I have been on the phon with NDOT and Caltrans, everyone has such different opinions on this matter, sucks.

Does the 10kip load in AASHTO only apply to traffic barriers on bridges and atop retaining walls? I am designing a barrier at bus stops.... There is no way that designing it for impact loads based off of speed and vehicle weight will be financially feasible.

Does the 10kip load in AASHTO refer to traffic barriers atop retaining walls only or is it for all barriers? I have a custom design, long story :)

What category do surchages fall under in the IBC load combinations? If you have a strip surcharge from a building, do you split the dead and live loads up or would the resulting load applied to the retaining wall be H? IBC 1610.1 "Design lateral pressure from surcharge loads shall be added to...