I was referring to the piles beneath the retaining walls between the columns. IBC 1810.2.2 "Deep foundation elements supporting walls shall be placed alternately in lines spaced not less than 1 foot (305 mm) apart and located symmetrically under the center of gravity of the wall load carried...
Generally, equipment foundations are separate for a reason like vibration, settlement, etc. Connecting them may be problematic. Secondly, equipment gets replaced and new foundations will be poured. If the grade beam is a part of your lateral force resisting system, that will now include the...
Do you consider ice loads on large mechanical equipment like cooling towers? If so, how? ASCE 7 Ch 10 doesn't seem to address it very well. SPX has a white paper on icing, but doesn't indicate how to consider it.
The L/135 mentioned above was just to provide a relative comparison to the L/240 deflection limits I'm used to seeing for girders/beams on utility racks. I did not mean to imply that there was a deflection limit for the combined system. However, I do think the total displacement of the system is...
In my experience, utility racks are typically designed using a deflection ratio of L/240 for beams between supports using the collateral + operating load. This can vary based on what's being conveyed in the pipes and to address specific loading conditions (e.g. - if the pipe rack is outside, you...
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Historically, ACI has explicitly exempted footings from the minimum shear requirements. In ACI 318-14 the chapters were rearranged and minimum steel requirements were put into chapter 7 (one-way slabs) and 9 (beams). Foundations are in chapter 13.
Foundations says to design one-way shallow...
So ponding analysis is covered in AISC K2 and SJI has a direct ponding analysis tool, but there are limitations to both. For instance, they're only applicable to rectangular bays with evenly spaced framing.
I understand that ponding stability is iterative for an exact solution, but why can't...
You would be doubling the voids in the slab. Also, there's some recommendations in ACI 302.1 that you would want to consider that may make it impractical.
Thanks for your responses.
ACI 530.1 allows for A307 Gr A bolts, and specifying S1 makes them weldable. So, an alternative to having the bolts stick through may be to just weld bolts to the bottom of a steel plate.
I was looking at typical steel joist to masonry connection showing 2 shear studs welded to a bearing plate. ACI 530 doesn't allow studs per se, so I went in search of the ESR to see allowable values...there wasn't one. Concrete only.
So is this configuration technically not allowed in masonry...
There is a large rooftop unit going on a building with a metal roof deck and steel joists. Wind has been considered for overturning loads on the joists. How do you account for the horizontal load from the wind into the diaphragm? Do you just include the horizontal load when your calculating the...
I have a masonry elevator shaft, where the elevator manufacturer has requested that the rough opening be the full length of one shaft wall (~12ft). This is much wider than the finished door widths. How is the infill supposed to work? Dowel into the masonry above and below and fit the blocks in...
This seems like a pretty common problem (i.e. - joist seats putting an eccentric load on a beam). Worst case, bearing length is 2.5 inches and the reaction is approximately 1.25 inches from edge of flange. There are a few options that I know of, but each has it's own issues.
1) require the...
