Maximum Shear Stress
Maximum Shear Stress
(OP)
ACI limits the maximum shear on any section to 10 Sqrt(f`c).b.d
In my case I am having relatively high strength concrete of f`c=64MPa . I think Allowable shear value in the section can be increased as I read in many paper and researches, also I am having small span to depth ration(less than 2)
Does anyone have a reference according to ACI that give another equation for maximum shear strength?
In my case I am having relatively high strength concrete of f`c=64MPa . I think Allowable shear value in the section can be increased as I read in many paper and researches, also I am having small span to depth ration(less than 2)
Does anyone have a reference according to ACI that give another equation for maximum shear strength?






RE: Maximum Shear Stress
RE: Maximum Shear Stress
I assume you are proceeding with a deep beam design concept? Your span to depth ratio suggests so.
RE: Maximum Shear Stress
RE: Maximum Shear Stress
Yes I got this from adding conc and steel term.
but actually I think that f`c=64MPa is considered high strength concrete and in papers and searches they got higher shear capacity than lower grades
I am designing a coupling beam between two shear walls
I do not know if this upper limit can be waived or no
RE: Maximum Shear Stress
RE: Maximum Shear Stress
I am thinking if i can provide steel section or steel plate inside my beam and design it to carry the total shearing force according to AISC, as i see in AISC there is no upper limit for steel sections encased in concrete
can this solution work fine?
RE: Maximum Shear Stress
From this perspective,you cannot allow more shear on a concrete section than the current code equation predicts.
RE: Maximum Shear Stress
Check out the AISC manual.
RE: Maximum Shear Stress
I dont see why that wouldnt work.
The tricky part will be transferring the shear into the steel and then from the steel into the support without having local concrete crushing.
Look up precast literature as they often do this.
csd
RE: Maximum Shear Stress
You must follow your own code of course.
RE: Maximum Shear Stress
you should not design the coupling beams with a high shear value. cuz with lateral forces CB will not remain elastic while shear walls will be elastic so the CB shear will distribute to the walls.
this is an interesting paper for coupled walls system
http://ww
If you don't have a big drift issue try to reduce stiffness of the CB to have less shear .
composite sections with steel plate or I section may work but you need to check the embedding length in the walls to be sure the stresses from the steel section can be taken by the concrete wall
I don't advice u to use the steel sections, usually when you have high shear & steel section in the CB you will need a long embeding length which is not much practicable, in this case hybrid system may used by have steel section in the wall ends + the steel section which is costly and not easy to do.
RE: Maximum Shear Stress