C&C Wind Reduction and Directionality Factor

[cbd127]

Per IBC 2009 I may reduce the wind load on C&C to 0.7W per footnote f of Table 1604.3.
Per ASCE 7, Wind load is calculated using a directionality factor Kd (0.85 in my case), but is only permitted if using load cases in section 2.

D + 0.7W isn't a load case in section 2.

1) Therefore would you use the directionality factor of 0.85 in conjunction with the 0.7 factor for determining C&C deflection due to wind?

2) Does anyone know if this 0.7 reduction is acceptable to use with cfsf studwalls supporting brick veneer?

Thanks

 

[woodman88]

You check this thread out

http://www.eng-tips.com/viewthread.cfm?qid=265671

Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.