many of the reports mention the "building industry"...are they a separate entity, self-regulating and where does the practicing engr fit into the system?....the engineering society seems to have a reduced influence on the the quality of the design until something goes wrong.....what are the...
does not bode well longterm for the bldg if it is already showing signs of distress under gravity loads alone....
how does the "certifyer" system work or not work in Australia and who has overall responsibility for the design?...
I still believe the root cause of the obstacles facing the practicing engr lies in the mentality of engrs themselves which leaves them vulnerable and easy prey for other competing interests in society....the short end of the stick, in other words....the post below kinda sums it up...
SAIL3...
overall, I have always considered the primary difference between the catagory "component & cladding" and "primary" members ,at least in wind loading, as the latter being essential to the integrity of the structure while the former being of a sacrificial nature....
not sure a col/footing could be considered a component.....could be mistaken, though....the OP should check the definition of "component" to be certain...
on further thought my comments did not consider the affect of deflection would have on robot operation and I also have no experience in robot operation....in that light, I would defer to the comments by jgKRI who has this experience.....
first cut...assume axial/moment loads are resisted by the corners.......
16t=16x.25=4"....4x4x1/4 equivalent angle in each corner....
total axial in corner P=10/4 + 70/(2x4)=2.5 + 8.75 = 11.25 kips/corner
max total shear per side V= 7/2 + 40/(2x4) = 3.5 + 5 = 8.5kips
I would add a ring of...
the OP may be the first professional,in any category. that has been involved with this boat. I do not view it as strictly a structural engineering problem. Even if, the roof is replaced exactly as per old roof, the engr is implicitly approving the old design and all it's ramifications.
As for...
no problem with the max wind speed sofar but that may not be the end of the story....but the old axiom in engineering "if you change the design, you own it"...based on that, other questions come to mind...
what affect does this new roof have on the stability/manueverability at various speeds and...
I agree with BA...the only time I consider a moment @ the base in similar situations is when there are post-installed anchor bolts involved and I check the bolts assuming there is a moment present....I do this because I have never fully trusted the post-installed anchor bolts as their capacity...
at first glance, I would try a conservative upper-bound solution...
Case 1....assume no interference from one span to the other...that is, using values for one-span on each span simultaneously.....this would give max lateral wind load..
Case 2....assume suction on entire multi-span roof...this...
if it is already in place , it may be difficult to manuever the bm....is it possible to apply heat carefully using a torch that could evaporate the moisture and draw a vacuum on it to remove the saturated air...
