Compressive Strength of Rebar (vertical)

[khinz]

Of course I know since ages ago that concrete has strong compressive strength and poor tensile strength. We always specify the compressive strength of concrete by say 4000 psi. How about a rebar? I know it's tensile strength is in unit of say 414 mpa for a 20mm grade 60 rebar, how about the compressive strength of the same rebar (let's say it's vertical?) What's the value and unit?

 

[hokie66]

Tensile and compressive yield strength of steel is taken to be the same.

 

[hetgen]

...(let's say it's vertical?)

if vertical don't forget buckling instability

 

[Ron]

khinz...assuming you are an engineer, do you have an engineering supervisor or mentor? (not the contractors or managers you've talked about)

 

[khinz]

We are all civil engineers. I'm a newbie and there are 20 other around. Anyway, the company has seek the advices of other companies in dealing with the problem and will do inspections and solutions to it after reports done by them. Thanks.

 

[khinz]

Hokie wrote: "Tensile and compressive yield strength of steel is taken to be the same."

I see. Finally I understood why Pu = 0.65 x 0.8 * fc(Ag - As) * fy(As). I only memorized this before and put this in my excel when trying out axial load capacity.

I guess the safest structure would be to design axial load capacity to match the steel fy(As) only and the concrete as extra to avoid buckling.

 

[a7x1984]

I guess the safest structure would be to design axial load capacity to match the steel fy(As) only and the concrete as extra to avoid buckling.

I think this is related to the 'concrete in a bag' you are planning on replacing the crappy concrete with in your other threads; therefore, I do not think is accurate. *If* you are considering the bars to be fully braced by the concrete (no buckling) and taking all of the axial capacity, you have to look more carefully at the concrete cover distances.

I hope you are not using that 1-2-3 mix to do provide this cover. I know you keep creating new threads, but if they are not related to some other project, there is no way we can comment on these threads without considering the context of your project.

In Russia building design you!

 

[BAretired]

I see. Finally I understood why Pu = 0.65 x 0.8 * fc(Ag - As) * fy(As). I only memorized this before and put this in my excel when trying out axial load capacity.

I think * fy(As) should be + fy(As)

BA