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.

Following subsequent emails with the COADE technical support team, I would like to add the following:-

1) For further discussions on the code issue please see topic started on http://www.eng-tips.com/threadminder.cfm?pid=794 with the title ASME VIII Div 2 - Tower/Column - Long. Stress Effect on Nozzle Reinf.

2) PVElite computes shell thickness required by section (at the lowest point). Conservative results will be calculated for a nozzle positioned at the top of a long single section shell (i.e. the required thickness calculated will be at the from node location). For more accuracy the shell should be split into a number of sections.