What is the maximum shear wall aspect ratio for various wood wall assemblies?

Table 3.17D in the Wood Frame Construction Manual provides maximum shear wall segment aspect ratios for various wood and gypsum assemblies. Also see Special Design Provisions for Wind and Seismic Table 4.3.4. Typically, 3.5:1 is the maximum aspect ratio for design of blocked wood structural panel shear walls. For an 8' tall shear wall, that would mean 27-1/2" of full-height sheathing.

Are wood diaphragms presumed to be non-rigid in the 2015 International Building Code (IBC)?
Can proprietary connectors be used to meet the hold down and anchorage requirements in SDPWS
Does the 3x member framing requirement apply to shear walls designed only for wind?
Are shear wall capacities available or calculable for use with collated (nail gun) nails?
Can you provide clarification for how to interpret Table 4.2A?
Wind capacity for diaphragms has been 40% more than seismic in past versions of SDPWS. Does this still apply with the new wind loads given by ASCE 7-10 versus ASCE 7-05?
Is summation of capacities allowed for shear walls sheathed on both sides with different materials?
Should the 3” x 3” washers specified for shear wall anchorage be corrosion resistant?
Do you have to block diaphragms for open front structures? If not, what are the criteria where you don't need to?
Does the SPDWS address Omega loads in shear walls which are part of a two stage analysis in typical podium structures?
Are there restrictions on the orientation of blocking? Should it be oriented flatwise or vertically?
Do the Special Design Provisions for Wind and Seismic supersede methods in the IBC or IRC?
Special Design Provisions for Wind and Seismic (SDPWS) specifies diaphragm unit shear values for lateral loads due to wind or seismic. What diaphragm unit shear values should be used to resist lateral loads from soil?
What force should the vertical members next to wall openings (chords) be designed for in perforated shear walls? Is it the same as the end chords?
What resources are available for wood construction in high seismic areas and why build with wood in earthquake-prone areas?
Can the effective shear stiffness values, Ga, in Special Design Provisions for Wind and Seismic (SDPWS), be used for calculation of diaphragm and shear wall deflections due to wind loads?
What is the difference between the perforated shear wall method and the segmented shear wall method?
What is the maximum shear wall aspect ratio for various wood wall assemblies?
How do I calculate a capacity for lumber sheathing or heavy timber decking diaphragms?
Where do I find decking design values?
Per 2008 Special Design Provisions for Wind and Seismic (SDPWS), can anchor bolts in a 2-sided 2x6 shear wall be staggered to meet the ½" edge distance for 3x3 plates or do custom plates need to be installed?