a[mm]/l - Memorial University of Newfoundland DAI

where r 2s the ull#mate shear stress. V Ir the ulumate rhear force. c Is the ride dtmcnrson
of arqum column. and h Is the effectwe dcpth of the slab.
Mae (1961) conduced an crpenmcntvl mvea#g.atlon to analysts of shear rrrcngth
where rhear and flexure were con~ldered as r comblncd laddtng problem Mae rraxcd that
the cnucal scct!on of a slab subjected to a coneenwaled load was located at the column
pcnmerer md rhrt the shear urengrh tr to some extent dc~ndcnt upon the flexural
strength Bared on $he expenmental program. a "em,-emptncal type of equauon wa
developed to calculate the ult,matc shear rtrenph.
where. u. = ulumnte rhcar nren
V. = ulttmate shear force
V,i.
= ultlmee load for flexunl fatlure
h = rlde dlmenrlon of rqum loaded area
r =periphery amund the column excludtng opnlngr
d = sffcctlvs depth of the slab
= compresswe strength of concrele
It was suggested that Equatxan (2.2) war the be* equalon lo date for predlctlon d
the failure load ~n the repon of ACI-ASCE committee 316 (1962) The Comm~ltec
recommended that the followmg dertgn equauon for calculating ulumale rhem load.