SDPWS Anchor Bolts for Combined Shear and Wind Uplift 1

[HRobinson185]

I am trying to design wood shear walls based on the 2015 SDPWS Section 4.4, and have a question about Table 4.4.1.6, which specifies the maximum anchor bolt spacing for walls resisting both shear and uplift. Why do the Nominal Uplift Capacity values listed for G=0.42 not match those listed above in Table 4.4.1, which is also for G=0.42? Instead, the values in Table 4.4.1.6 for G=0.5 seem to match those in Table 4.4.1 for G=0.42.

 

[masterdesign]

I looked at this and it does seem confusing.

The nominal uplift capacities in Table 4.4.1.6 vary by a factor of 1.08 for G=0.50 vs G=0.42, which corresponds with footnote 2 in Table 4.4.1.

Case 1
Values in Table 4.4.1 are correct for G=0.42. They could then be further increased by 1.08 for G=0.50 and all values shown in Table 4.4.1 would be conservatively incorrect.

Case 2
Values in Table 4.4.1.6 are correct. Values shown in Table 4.4.1 are already increased by 1.08 and correspond to G=0.50. Values shown in Table 4.4.1 should be reduced by 1.08 for G=0.42.

Curiously, this is not in the 2015 errata and the same issue persists in 2021 SDPWS. I'd venture that so few design wood panels for shear + uplift that of the very few who have might have come across this, a) they didn't notice, b) it wasn't a critical design value (or designed for worst case), or c) didn't have the inclination to write AWC about it.

I will send AWC this thread.