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Re: H/b ratio for Low shear walls

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In a message dated 8/17/99 9:54:37 PM Pacific Daylight Time, 
Seaintonln(--nospam--at) writes:

<< Isn't this what caused the problem with the H/b<3.5. Most members designed 
 the limits without looking at stiffness. A wall can easily meet the H/b 
 restrictions but also far exceed allowable story drift.
 Dennis >>


You probably did not understand what I meant. What I was saying is that if 
the h/d limit has been reduced to 2 to limit the excessive deflection of 
shear panels why bother with a deflection check? OR, if we limit the 
deflection of a shear panel to the allowable story drift, why bother with a 
h/d ratio? Obviously, a 3.5/1 ratio shear panel won't meet the drift 
limitation when calculated for maximum allowable shear, so it is 
automatically discounted as a shear resisting element. Wow, here's another 
question to throw at the list members. What if you have a wall panel with a 
h/d ratio exceeding 2 along a line of other panels meeting the h/d ratio? Do 
you a). sheath it and add its stiffness to the line, or b) you disregard it 
and face the consequences of a lawsuit claiming your design of the shear line 
did not account for the inherent stiffness of the finish material on that 
discounted panel that contributed to absorbing more diaphragm shear along the 
same shear line? Pretty neat huh!


Oshin Tosounian, S.E.