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...
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
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.
