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concrete beam shear
if you were in a situation where a concrete beam's shear capacity was inadequate, is there literature on taking the longitudinal steel into account for the shear capacity?
check out our whitepaper library.
normally the shear capacity is dependant on the longitudinal tension steel, the more the tension steel, the more is the shear capacity of the beam. and we have to provide shear stirrups for the balance of (shear force-shear capacity for provided tension steel).
but if the shear stress exceeds the maximum allowable shear stress, then there is no other option than to increase the concrete grade or the cross section of the beam.
pankaj
there is nothing in the aci as far as i am aware that a straight tension bar can be used to take additional shear forces. if you wish to bend the tension bar at the ends as appears to be common practice outside of the us then that is a different story. are you dealing with an existing condition or designing a new beam?
paragraph 11.3.2.1 of aci 319-99 probably addresses you situation.
thanks
if i were in a position where the shear capacity were inadquate, i would at least look into the spatial constraints to see if external post-tensioning is feasible. of course, this assumes it would be cheaper than building a new beam...don't really know what the situation is...many solutions exist.

2009-09-08, 11:42 AM	#1
huangyhg 超级版主注册日期: 04-03 帖子: 18592 精华: 36 现金: 249466 标准币资产: 1080358888 标准币	concrete beam shear concrete beam shear if you were in a situation where a concrete beam's shear capacity was inadequate, is there literature on taking the longitudinal steel into account for the shear capacity? check out our whitepaper library. normally the shear capacity is dependant on the longitudinal tension steel, the more the tension steel, the more is the shear capacity of the beam. and we have to provide shear stirrups for the balance of (shear force-shear capacity for provided tension steel). but if the shear stress exceeds the maximum allowable shear stress, then there is no other option than to increase the concrete grade or the cross section of the beam. pankaj there is nothing in the aci as far as i am aware that a straight tension bar can be used to take additional shear forces. if you wish to bend the tension bar at the ends as appears to be common practice outside of the us then that is a different story. are you dealing with an existing condition or designing a new beam? paragraph 11.3.2.1 of aci 319-99 probably addresses you situation. thanks if i were in a position where the shear capacity were inadquate, i would at least look into the spatial constraints to see if external post-tensioning is feasible. of course, this assumes it would be cheaper than building a new beam...don't really know what the situation is...many solutions exist. __________________ 借用达朗贝尔的名言：前进吧，你会得到信心! [url="http://www.dimcax.com"]几何尺寸与公差标准[/url]