Speaking purely to the weight of material, going with a deeper section is the best way to economize a steel beam. You'll get more strength for less weight.
Most engineers I know (myself included) would not consider any moments in the case of the beam sitting on top of the column. I don't expect the connection to be stiff enough to induce any considerable moments.
For the beam into the side of the column, the offset from the beams end reaction is...
Unfortunately I don't know of any improvements over your current method other than doing a full cracked vs. uncracked analysis on each wall.
Would making that 15'-5" section along the South exterior edge a shear wall give you enough stiffness to solve your problem?
1. For most employees a hybrid policy is offered - 3 days in office, 2 days WFH. Almost all employees have chosen the hybrid model. "Unofficial" core hours are 9-3 although not really enforced. Exceptions are occasionally made for high-performing employees. There are a handful of employees that...
I have not encountered this issue before but, say, for a 6-ply 2x6 post could you calculate the capacity of two 3-ply 2x6 posts and add those together?
The total fee for this would be in the 85k to 100k CAD in my market (Ontario, Canada). This would include construction reviews/administration in addition to design/drawings.
That is my plan for the transfer columns - a punching shear check assuming a "corner" or "edge" condition using the 1150 slab thickness and ignore the presence of the 450 slab.
Unfortunately I don't think increasing the concrete strength will help enough that I would be confident in this...
Great points. You make a great case for trying to shifting the column completely below the 1150 slab. My plan is to use stud rails where shear reinforcement is needed.
Your assumption is correct and yes there another location where a similar scenario exists. The column location I'm highlighting...
Hi Everyone,
Long time lurker, first time poster. I have a scenario I would appreciate getting some opinions on. I am a Canadian structural engineer practicing primarily in the GTA (Greater Toronto Area). In return I promise to offer my opinions and advice on future threads where I think I can...
