Without seeing the exact wording of the Building Official's comment, it's hard to definitively say what they mean. As driftLimiter said, 1802.1 just says that if you are using allowable stresses, you must use allowable stress design load combinations. You are allowed to use ultimate...
Flat Use Factor and Repetitive Member Factor are not applicable to shear.
The Reference Design Value of 180 psi is not the failure stress. It has a factor of safety built in. So it looks like you would be using up some of your factor of safety if the design load of 3,000 lb was actually...
The AITC manual says "Heavy timber decking essentially forms a beam and must be analyzed as such. The basic criteria for bending, deflection, and shear must be satisfied. However, due to the typical flat-wise orientation of the decking pieces, shear rarely controls the design. The equations in...
As slickdeals wrote, the requirement has been removed for slab-column joints in ACI 318-25. The requirement still remains for beam-column joints as shown in your OP sketch.
Breyer's textbook says roof live load has a duration factor of 1.25 (see screenshot below). I would think that should be good enough for the plan reviewer.
I use ACI, so I follow their use of "place" rather than "pour" in drawing and specifications. Most of the concrete on my projects is pumped rather than poured, so I guess it's not really accurate to say pour. But in informal conversations, I often say pour.
My comments are based on AISC, not CSA, so take them as you will.
1. 300 is a recommendation, not a hard limit. It is advisable to comply with the recommendation because experience has shown that it helps to avoid problems. But you may exceed it if you have fully considered the ramifications...
Is it a nonstructural slab-on-ground as implied by the post title or is it a structural mat foundation as stated in the first sentence of the post?
If it is a mat foundation, then ACI 318 13.3.4.4 would require reinforcement located close to each tension face (presumably both top and bottom...
hokie66, assuming the new slab is 12" thick max and the load spreads out at a 45 degree angle, then the effective concrete area at the bottom of the floor slab is (22"+2*12")*(12")=552in^2. The compressive stress is 450k/552in^2=0.815ksi which would be 0.2f'c if 4ksi concrete was used for the...
450 kips is a substantial concentrated load. Even if you spread it out at 45 degrees through the floor slab thickness, it will still be in the range of 0.1f'c to 0.2f'c depending upon the concrete strength used for the wall. I would tend to agree with the building official and would want...
Although it is not technically applicable to site-cast concrete, you might consider the PCI Quality Control Manual (PCI MNL-116) 3.1.4 criteria that maximum size of coarse aggregate shall not exceed three-fourths of the minimum clear cover.
The AISC minimum weld size used to be based on the THICKER part joined. In 2005, it was changed to the THINNER part joined. The commentary said the change was due to the prevalence of low-hydrogen filler metal.
