Recent content by theclipper

If the seismic response coefficient (Cs) is calculated per ASCE 7 12.8.1.1, where is it allowed by code to take a .7 reduction if utilizing an ASD approach? And if I do utilize that reduction, am I to input the reduced seismic load into the load combinations for ASD in 12.4.2.3, which reduce it...

Not hanging - the pipes are mostly waste drains that will be installed and sleeved up through the mat. thanks for your thoughts.

Thanks hokie66, Ron - I agree that it's not a typical mat foundation - but its' supporting a low rise lightly framed cold formed metal frame building with bearing wall loads of less than 5 kips/ft and no column point loads. The building is a very long/narrow structure with transverse bearing...

thanks for the input. I currently have construction joints detailed for roughly 60'x60' squares with greased dowels through the construction joint. Hokie66 - do you know of a reference for the .006 or is it what you've become comfortable with through experience? thanks again

I have a 10" mat foundation with #5 bars 16" c/c top and bottom - anybody know of any reference documents on how to detail the contraction joints for a mat foundation? thanks in advance.

I have a 10" mat foundation with #5 top and bottom 16" c/c supporting a 5-story cold formed metal frame dorm - any thoughts on how the underslab plumbing should be addressed. The mat has been modeled in RAM Concept - and I'm showing a worse case applied soil bearing pressure of around 2000 psf...

I have a client who has another building on campus where the interior slab on grade detail was totally floating and there is significant amount of floor finish cracking around the perimeter. They really want me to tie the simple 4" slab on grade into the fdn wall. There is 8" masonry above the...

I recently rejected a LW concrete submittal becuse it came in a 120 pcf, and my spec required 115 pcf max. The contractor just called me to say that the supplier assures me that if they mix it at 120 at the plant - by the time it gets/delivered/placed it loses about 6 pcf. Anybody ever hear of...

Knowing that you will be explaining it to a structural engineer with limited knowledge of geotech - When I see "running sands" noted in a boring log: What are they, why do the slow down borings, and why can they be blamed for inaccurate blowcounts? Thanks for any input, i've never heard of...

My problem with the unbalanced load varying down the roof is that it makes it more difficult to specify steel joists. I believe this loading requires the joists to become SP designated joists.

Underground parking garage to be built in New York...Can anybody point me to their favorite design guide. Thanks in advance.

I have a big W33 with quite a bit of load on it. The W33 is at a skewed angle and it turns out that they had to heat the shear tab in the field and bend it (between a 1/2" to 1")to install the beam. Does anybody know a reference to see if this is acceptable? Any other thoughts on field...

The new New York State code doesn't specifically bullet "mechanical rooms" in their minimum live load table in Chapter 16. Any thoughts on this, or where I can find it? Thanks,

Thanks for the responses! I really don't have a concern at all about the vertical movement, and I don't feel it would ever be an issue...I guess I was just curious if anybody knew of any code issues that may arise from sharing the footing. Thanks again!

2 story irregular shaped steel frame structure in upstate new york. I have two interior columns about a foot apart with an expansion joint between the two. I'm tempted to put them on the same spead footing... As a general question, what are your thoughts on expansion joints being carried all...