I understand from the deep beam section in ACI to add reinforcing to the faces which I have already. My question was more about the flexural steel which leads to section 9.6.1.3 which was my original confusion. Rather than needing two layers of 6 #8 bars or something like that I can get away...
I've got a 'beam' section that is 22" wide by 118" deep and 114" long. Factored moment on the beam is 188.61 kip-ft so I'm getting from analysis .32 in2 of steel required. The minimum steel from ACI 318 comes to 8.45in2. Is this where section 9.6.1.3 comes into play? Saying that if As is 1/3...
I guess in addition that that, I took the neutral axis at the left edge of the plate. Is that correct? Or is there something I have to do to move the moment from the left edge to the center of the plate?
Wouldn't P/A be kN/m^2 and then My/l be kN/m?
P= 49.5kN
A= 1.53m^2
M= 56kNm
y= 1.25m
l= .31 m^3
Obviously don't need you to run through the numbers but just using units I'm still a little confused. Is it A*(d^2) or (A*d)^2? I guess the latter would work out unit wise.
I have a project where overturning is a concern and am confused on how to get the "actual" tension in the anchor bolts that are being proposed. I understand the work flow through ACI on how to solve for the required strengths on concrete breakout and side face blowout etc. A lot of resources are...
That's what my first thought was but was overthinking it i guess.
So (14.85kips + 7kips) * (4.125ft) = 90.13kip-ft
(42 kip-ft * 2(SF)) = 84 kip-ft
90.13kip-ft > 84kip-ft so it will not overturn.
Thank you!
I have a basic foundation overturning question. A machine is anchored to a foundation with a 42kip-ft counterclockwise moment on the plate at the left side. The machine weight and concrete weight produce a 21.85 kip force down at the center. Will this foundation overturn? Do I take the moment at...
