huangyhg

partially grouted wall - shear capacity
folks,
can the effective thickness of a partially grouted shear wall be used to compute the shear strength? i don't see it mentioned in the code anywhere. any pointers?
check out our whitepaper library.
according to the tek manual that i have if it is reinforced masonry it is just bxd times allowable stress.
as long as the bar spacing does not exceed the effective compressive width allowed by code. if it does they use a ratio of maximum effective width/bar spacing.
that is for out-of-plane shear.
for in-plane i will use the effective thickness.
yes, i am interested in in-plane shear computation. is it acceptable to use effective solid thickness for "b"? i don't find it mentioned any where in the code or commentary (at least where i looked)
look in asce 530, section 1.9.1.1 - says that net cross sectional area should be used for design.
so for a partially grouted wall, the net area effective in resisting shear is the areas of the face shells and the grouted cells - converted to an equivalent b width.

amreihn has tables for the effective thickness, and yes it is allowed. this is no different that computing the shear stress in a wood beam with a hole in it, or a perforatged shear wall. what's left still contributes to resisting the lateral or vertical force..
mike mccann
mmc engineering

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