Of course it's there (now that I'm looking at it). I must have fallen from bed the other day.
Sometimes I think, I work too much.
Mike's comment is interesting. I wonder why that is. But either way, at least I have something to point to and 1.5 is somewhat better than 1.
Thank you.
Of course. Thank you, for small things does not matter, and for heavier structures I'll just use steel most likely. but thank you for taking up the question.
Thank you.
My problem is that these are wood beams and columns. There is no wood moment frame in Table 12.2.1. I just spoke to a plancheck engineer who says "use R = 1, you can't go wrong" but then I get seismic loads that are too big for my wood connections. The wood becomes too beefy, then my...
Does anyone know what seismic force resisting system would be knee braced wood columns (for patio covers, decks, trellises and so on) (ASCE/SEI 7-10).I need to get an R. Or shall I just use lowest R=1.25 and I'll be safe ?
Even in ASCE 7-05 wasn't clear about this system. Am I missing something ?
When calculating the embedment of friction piles one uses, vertical load, seismic load and creep. For iisolated pad footings we don't. If I'm designing a hand dug caisson (end bearing deep foundation) should I still include creep and seismic ? At which point a footing becomes a caisson (from a...
