It certainly depends on the nature of the soils but usually, when I've designed a perimeter grade beam foundation, say on drilled piers, the interior floor slab is always separated due to potential differential movements between the slab and the deeply supported grade beam.
In areas with...
Don't forget per code you should look at alternating live loads on adjacent, skipped and diagonal bays - this will indeed induce live load moments into your columns.
We try to avoid.
Whatever we might say in an engineering report, the risk is higher than our other projects that something further will develop that is "bad" and cause the homeowner to start looking for scapegoats.
I would imagine that the top of your column is rigidly connected to the slab so a pinned connection there makes no sense.
At the bottom of your column, it is also probably doweled into the footing or a footing pedestal/plinth such that there is a semi-rigid connection there (subject to the...
I would be inclined to double up on the blocking (make it thicker) and strap the entire length of the blocking all across the deck - this ties the line of blocking together both for compression and tension where it can act as a proper collector. Then lap the knee braces onto the side of the...
The only thing I could tell from the videos was it appeared that the cracks were wider near the top (vs. at ground level) which suggests some form of settlement out beyond the re-entrant corners.
But again - I'd have to be there to understand the whole arrangement and puzzle it together as...
We used to have a client who built large freezer/refrigeration warehouses all over the country and the guiding principle in setting their column layouts were their storage racking systems.
The racks were a set width for pallets and set baseplates, anchorage, etc.
They'd layout their rack plan...
Agree with RPGs - if you want a valid opinion based on an actual on-site review of ALL the conditions and features of the structure and brick then hire someone.
Providing a couple of short videos here won't really help you in any reasonably sufficient way.
Usually industrial settings with mezzanines find they need a load capacity rating due to their insurance company insisting on it. This usually involves determination of the maximum live load.
In the several that I've done I have backed into the LL capacity after determining the framing and...
The forces between the two walls depends on at least two things:
1. How the lateral load gets into each wall...i.e. are there forces coming down the wall into one wall and not the other?
2. The relative stiffness between the two walls based on the concrete strengths, wall thicknesses/lengths...
"How do the braces between the longest channel and the front channel affect the reactional force when calculating the bending stress of each channel?"
I'm not entirely sure what you are asking, but X braces such as this should generally only add axial forces to the columns and horizontal framing...
Not sure UBC is even used anymore. IBC is the generally accepted code in most of the US.
The IBC (which references ASCE 7) has load combinations where floor live and roof live do add together - but at a reduced value due to the small statistical nature of both loads occurring simultaneously...
Just have a contractor cut off several sample tabs from flanges near ends of beams where they aren't fully utilized and have a lab test them.
This of course would be limited to just those members specifically but might give you a clue on other areas of the building.
