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Note that for simplicity, the subscripts "f" for flatwise and 0 or 90 indicating panel direction that are used in the O86 have been dropped in the following.
Members Subject to Axial Compression
Design for wall panels subject to axial compressive loads is given in O86 8.4.5.
Slenderness Ratio Cc
The slenderness ratio Cc from O86 8.4.5.3. is is used in the the calculation of axial resistance, and there is an additional restriction that Cc cannot exceed 43.
Effective moment Ieff and effective area Aeff are calculated using only the layers parallel to the axial load. Effective length KeL is calculated as it is for sawn lumber columns.
This equation incorporates the radius of gyration of the panel reff = √ (Ieff /Aeff ) . The limit of 43 corresponds to KeL/ reff = 150.
This ratio is also given in the CLT Handbook, Chapter 8, Section 4.1.4.1, Equation 16.
Compressive Resistance Pr
The axial compressive resistance Vr from O86 8.5.4.4 is
Vr = f Fc Aeff Kzc Kc
where
Members Subject to Axial Compression and Lateral Bending
Design for embers subjected to combined axial and bending loads is given in O86 8.4.6. Such members must comply with the same interaction formula given in 7.5.12 for glulam and 6.5.9 for sawn lumber, however the calculation of the Euler buckling load PE in that formula differs. For CLT it is
PE,v = PE / ( 1 + PE / GAeff )
where
Fire Design
For axial fire design assumptions, refer to Axial CLT Fire Design