ASCE 7-10 1.4.3 under General Structure Integrity, requires that all structures be analyzed for lateral effects regardless of SDC. The Design force = 1% of the structures dead load.
We had the contractor seeking advice on how to best prepare this beam for painting.http://files.engineering.com/getfile.aspx?folder=4e8f861c-7b2d-4a5b-a4ea-19931eddddda&file=Beam.jpeg
I guess more obviously you would consider the AT’s from the stories above if the tributary areas from the three stories above are being transferred to your two-way slab.
You would only consider the tributary areas from the three stories above your 2-way slab if you have a column transferring those loaded areas to the middle of your slab.
ACI 350 requires two to three times the amount of steel for members subjected to environmental exposure conditions (depending on the distance between movement joints) as compared to ACI 318 minimum temperature and shrinkage steel for elevated slabs (0.18%).
Slabs-on-ground may require more shrinkage and temperature steel than a overhead structural slab due to the slab-on-ground being more restrained from movements due to shrinkage and temp.(i.e. curling).
Maybe you are conflating "shrinkage and temperature steel" and "structural steel". More shrinkage and temperature steel is required in SOG applications because shrinkage and temperature has a more dominant affect than in an exposed structural slab where there is less restraint to movements...
ACI 318 states that there is no upper limit on the strength of normal weight concrete that can be used in structures, inclusive of those exposed to high seismic risk.
Convergence is very difficult to obtain post cracking loads in ANSYS. From my experience with modeling RC concrete in ANSYS: at loads beyond the onset of cracking, convergence was unobtainable using the default values. Therefore, the tolerances for force and displacement were set to
five times...
Thank you both for your input. It was concluded that this type of load test should be avoided for a good reason. In-depth analysis was completed for this beam inclusive of strut-and-tie analysis, which still rendered the beam insufficient. Repair looks like the only option.
Has anyone ever heard of performing a load test on an existing beam that has insufficient shear capacity. ACI 437R-03 states that “Load testing to evaluate the shear capacity of structural elements is not addressed in ACI 318 (Chapter 20), and should not be recommended except under unusual...
