Anyone using the new standard yet? Have you done any re-analysis of old towers to the new standard? If so, any comments?
I have speced it once on a new tower and had a manufacture "no bid" it as they don't have software to handle it. I am starting a second reanalysis of rev. E and F towers, checking them to rev. G. The loads appear to be less, but the higher safety factors seem to be limiting, especially on foundations. Not enough experience with it yet to say for sure, but it is certainly difficult to work with.
Would appreciate other's views and experiences.
I have speced it once on a new tower and had a manufacture "no bid" it as they don't have software to handle it. I am starting a second reanalysis of rev. E and F towers, checking them to rev. G. The loads appear to be less, but the higher safety factors seem to be limiting, especially on foundations. Not enough experience with it yet to say for sure, but it is certainly difficult to work with.
Would appreciate other's views and experiences.
