JoshPlum,
Everything you have said is correct.
My question goes back to equation 10-4. Is it appropriate to use s=6 to calculate fs,max for Option No. 1 in the original post?
Never had any problems alternating bar sizes as long as there are two sizes difference in the bars and it's clear on the plans. I appreciate the opinions on other issues; however, I would still like thoughts on the original question concerning the code.
Thanks!
Thanks for the suggestion Mighty.
"I would halve the loads and determine fs,max for the two bar sizes separately." The bar size has very little effect on fs,max. For the purpose of this discussion, fs,max is approximately the same for both a No. 9 and a No. 4. The stress in the bars is also...
Thanks for the response bones206.
"I would conservatively determine fs,max for the #9's @ 12" and separately for the #4's at 12". This would definitely be conservative because it would completely ignore any increase fs,max. The assumption would be 12" spacing instead of 6".
"I can't see how...
The result of this equation is the maximum allowable reinforcing steel stress in a one-way member to control cracking. Center to center spacing of rebar has a significant effect on the result. The closer the spacing, the higher the allowable stress and the less steel required. The code and the...
structuralsteelhead - This is a new building SDC D - Occupancy Category III
We design many single story masonry buildings with wood truss roof systems. Normally I would stop the partition walls short of the trusses with no connection. I normally check the walls for seismic where applicable...
I am using 5/8-inch plywood ceiling which should do a good job of transferring the load into the roof trusses.
What do you think about using blocking behind the plywood and bolting a steel angles through the blocking on each side of the wall. See attached...
We are designing a building which includes a 16’8" tall masonry partition wall with seismic loading. I would like to connect the partition wall to the roof diaphragm with a connection that transfers the out of plane loading from the wall into the diaphragm but detail it such that the diaphragm...
Thanks so much for your comments.
We have been using similarly detailed footings for years in Kentucky and Tennessee with satisfactory performance. A contractor recently questioned the need for a joint between the slab and the footing.
To respond to a few of the comments above:
The footing...
I am designing a 40 foot deep reinforced concrete sewage pumping station. The geotechnical boring hit rock at 5' below the surface. I am thinking of allowing the Contractor to backfill the structure with a mixture of select shot rock less than 12-inches and crushed stone up to about 24 inches...
Anyone notice that the engineering report lists the lap splice length as the primary cause of the failure? The report says the actual lap splice length was 5'-4" and should have been 8'-8". From the equation listed at Section 12.2.3 of ACI 318-08, I calculate 46" as the minimum length for a...
Either extend the vertical wall steel into the peripheral beam, or add a shear key of some type between the bond beam and the peripheral beam. The shear key could provide lateral support for the wall, but still allow some movement.
My mistake. The #4 bars are at the center of the wall.
"This seems really odd. I suppose there could be concern that there would be thermal movements over time and a desire to let the roof slide relative to the walls.
But cripes - the walls provide the ONLY lateral stability to the building...
