Well covered, Dan. I agree on all points.dholdgreve wrote:Any compression member is only as strong as its weakest axis... If your ladders are 1/8" x 1/16", they will be no stronger in compression that a 1/16 x 1/16 member... These should be square... either 1/16 x 1/16, 1/8 x 1/8 or split the diff and go for 3/32 x 3/32...
Imagine making your columns 1/8" x 1/4" and you'll see what I mean.
Tension members, on the other hand are just the opposite... Making them a little wider increases the gluing surface to the columns, making them thinner (as thin as 1/64") will reduce the weight while maintaining the strength. These do not need to be square.
And FWIW, lets get the terminology correct... "beams" are members that run horizontally... The Ladders, could actually be considered beams.
What I think you have referred to as Beams are actually the columns... vertical or semi-vertical members that transfer the specified load down to the table.
Overall, beautiful tower!... but to be competitive, we need to shed about 50% of the weight. It would help us analyze it, if we knew the column weights and / or bending strengths Then we could identify if the number of tiers of bracing could be reduced.
To do an initial design, and even more importantly, to refine a design- get the weight down (your challenge), or strength up (if someone has a really light tower that's not carrying much load ), you have to be tracking/aware of densities and strengths- at a minimum stick weights (at 36"), and buckling strength at 36" for legs (the term I use; Dan's 'columns', your 'beams') and ladders (legs and ladders being the components that come under compression loading, and will fail by buckling). With this data you can calculate, and know exactly how to get the weight down.