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ponding, length of a cantilevered member for cp calc
i have an existing building with a spliced beam system supporting joists and metal deck. the bays are 40'x40'. the roof slope is 3/16" per foot. i am checking for ponding instability. the formula for cp in aisc is cp=32xlsxlp^4/10^7xie. the splices are 5'6". for the beams that cantilever 5'-6", can the length of the beam (lp) be taken as the distance between the inflection points of the moment instead of the full length of the beam? this would reduce lp and help out greatly. does anyone know of any documentation on this subject?
check out our whitepaper library.
there has been discussion on taking inflection points as braced locations here before, and it is not recommended. also see research by yura.

2009-09-15, 01:29 PM	#1
huangyhg 超级版主注册日期: 04-03 帖子: 18592 精华: 36 现金: 249466 标准币资产: 1080358888 标准币	ponding, length of a cantilevered member for cp calc ponding, length of a cantilevered member for cp calc i have an existing building with a spliced beam system supporting joists and metal deck. the bays are 40'x40'. the roof slope is 3/16" per foot. i am checking for ponding instability. the formula for cp in aisc is cp=32xlsxlp^4/10^7xie. the splices are 5'6". for the beams that cantilever 5'-6", can the length of the beam (lp) be taken as the distance between the inflection points of the moment instead of the full length of the beam? this would reduce lp and help out greatly. does anyone know of any documentation on this subject? check out our whitepaper library. there has been discussion on taking inflection points as braced locations here before, and it is not recommended. also see research by yura. __________________ 借用达朗贝尔的名言：前进吧，你会得到信心! [url="http://www.dimcax.com"]几何尺寸与公差标准[/url]