huangyhg

shear reinforcment in concrete beams
attached a cross section of 5' wide beam. my analysis indicates 2 legs of a stirrup are required for shear reinforcement.
my question: is there a problem with putting the reinforcement at one side of the beam as shown?

it doesn't seem correct to me to do what you are proposing. but i don't know of a code provision that prohibits it.
daveatkins
how deep is the beam? why exactly do you want to do this? if closed stirrups around the whole beam is just too much steel, why not provide single 135 hooked bars on each side. that will give you both legs and keep the detailing more normal.
there may be no rule against it, but my common sense tells me it shouldn't be done.
the aust. code as3600 limits the transverse shear leg spacing to the lesser of 600mm and beam depth.
apsix, if the code doesn't allow the leg spacing to be that far apart, but do they require legs be placed in the center of the beam?
the only problem i see with it, is that it throws your stiffness all off and can induce a torsion
does anyone agree with that?
x-section without rebar can have diagonal shear crack first as load will follow path of least resistance. once that rea is cracked, remaining x-section with rebar even might not be sufficient.
can you look at that as more of a slab, and if i recall dont you get away from stirrups in slabs..just an idea
the shear center is offset so i agree that torsion would be introduced.
if this spans between two columns, punching shear will be a problem. all depends on your loading and depth of the beam.
most beams with small depths, probably you'll have doubly reinforced beams in which you need reinforcements to resist compression, every corner bar and each alternate bar in the outer layer of the beam, should be supported by a link. that's the bs 8110 code requirement for containment.
clefcon

if torsion is introduced, then 7.11.2 requires the stirrups to enclose the flexural reinforcement. so, you could only count on the flexural reinforcement enclosed by the stirrups. then your stirrups would need to resist torsion as well as shear.
well to start, if the top steel is compression steel i'm pretty sure it requires enclosure.
section 11.5.4 provides spacing limits for shear reinforcing. note that it does not define direction for that spaceing in section 11.5.4.1; only states a maximum of d/2 for non-prestressed

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