This is a first-time post (so be gentle with me!).
PVElite has, as a design constraint option, the ability to include the effects of wind/seismic loading in calculating required thicknesses for nozzle reinforcing. This can be of relevance in the design of tall towers where the longitudinal stresses due to wind/seismic will govern the shell thickness. AD-201 (b) & (c) clearly include the effects of additional external loading. Whilst my understanding is that the shell thickness calculated from AD-201 (b) & (c) should be used in the nozzle reinforcing calculations I would be interested to hear how this is applied in practice. In particular:-
1) Should it extend to the application of the 2/3 area limit?
2) The required shell thickness will vary according to height of section. Does PVElite compute shell thickness required by section or by location?
I would be grateful for any views on this subject.
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Stan McKay