Keep in mind also that you shouldn't use Parallam material when there is a possiblity of exposure to moisture, it should only be used in interior applications.
I agree with JAE, you can never count on the partitions on the lower floor to remain in the long term to support anything above, and besides, its often unlikely that the lower partitions would be of the same layout as the upper ones.
BF Partners....Are your costs the costs to purchase the steel components from the fabricators, (ex. purchasing plate, channels, w-sections, etc)? I would assume the fabrication of connections, etc. & installed costs would be higher?
I agree with haynewp - you only need to consider the member as a "deep" member for shear if the clear span is less than or equal to twice the member depth, which for say a typical 24" deep DT would result in a 4'-0" long member.
I believe the PCI handbook has a design example for sizing the...
Plus it's a conflict of interest for the engineer who designed the final structure to design the shoring as well, because then they are working for the owner and the contractor.
I'm not sure what you mean by your first question??
In lightly loaded double tees, you can actually get away with some very minimal web reinforcing at each end, as per a report done in the PCI Journal.
I would consider the flange to be continuous over the double tee legs, but not across a...
eric1037
Project is located in Winnipeg, Manitoba, Canada (Frost is typically experienced to about 6 ft depth from grade, and slabs on grade are expected to shift and move around somewhat)
Subgrade consists of brown/black silty clay to 4-5 ft depth, about 3 ft of soft saturated grey plastic...
Hello all.
I am looking at designing an exterior slab on grade for a 50 ft by 84 ft basketball court. The slab will be exposed to the elements, including freeze / thaw cycles.
I am considering a 5" concrete slab on 6" of well-compacted granular. I was going to provide a 10" by 10" thickened...
I thought if the wall moved into the soil you would have active pressure in the soil resisting the movement of the wall (which is much higher than at rest or passive pressure) and passive pressure on the other side of the wall (which is less that at-rest pressure) because the soil on this side...
apetr26542
Isnt the 2% force supposed to be based on 2% of the compressive force at the top of the beam under full downward load?
I don't think its right to take 2% of the vertically applied load??
KarlT
