几何尺寸与公差论坛------致力于产品几何量公差标准GD&T (GDT:ASME)|New GPS(ISO)研究/CAD设计/CAM加工/CMM测量 - 查看单个帖子 - alexs corner end plate moment design error

alex's corner end plate moment design error?
i am looking at alex tomanovich's excel for
moment end plate design for unstiffened 8 tension bolt analysis.
no. 4 equation of asd 4-123
ma = t x pf is for stiffened end plate
i was wondering why alex use the same equation for unstiffened end plate
shouldnt ma be higher for unstiffened causing thicker end plate?
unfortunately i could find sample calcs of unstiffened 8 tension bolt
newbie,
you can email alex directly and he will usually answer you quickly and add your email to the update list.
i just got an email concernding endplate from alex this a.m:
"in the " endplmc9.xls" and in the 2 worksheets pertaining to a moment connection on only one side of the column, it was brought to my attention that the calculation for the total length of the weld for connecting a pair of stiffeners to the column flange should only have considered the welds on the near side (closest to the beam flange), and not on both ends of the stiffeners, as had been done. this problem did not occur in the 2 worksheets that deal with moment connections on both sides of the column. i also removed the input data validation for the steel yield strengths, which had previously limited the values that could be selected for input. this updated workbook is now version 1.3.
in the "stiffner.xls" workbook, again the calculation for the total length of the weld for connecting a pair of stiffeners to the beam flange should only have considered the welds on the near side (closest to the applied loading or end reaction), and not on both ends of the stiffeners, as had been done. this problem was corrected in both the "beam stiffeners" and the "beam stiffeners (table)" worksheets. i also removed the input data validation for the steel yield strengths, which had previously limited the values that could be selected for input. this updated workbook is now version 2.5."

ok thanks.. where do i get his email add..
is it in south carolina website?

hey newbie,
eq. 4 on 4-123 looks like unstiffened end plate. so his calcs appear correct to me.
i noticed his website is a couple of versions behind.
attached is the one i got this a.m.
look at the file's properties after you save it and it will give you the information you wanted.
thanks

2009-09-07, 10:49 AM	#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	alexs corner end plate moment design error alex's corner end plate moment design error? i am looking at alex tomanovich's excel for moment end plate design for unstiffened 8 tension bolt analysis. no. 4 equation of asd 4-123 ma = t x pf is for stiffened end plate i was wondering why alex use the same equation for unstiffened end plate shouldnt ma be higher for unstiffened causing thicker end plate? unfortunately i could find sample calcs of unstiffened 8 tension bolt newbie, you can email alex directly and he will usually answer you quickly and add your email to the update list. i just got an email concernding endplate from alex this a.m: "in the " endplmc9.xls" and in the 2 worksheets pertaining to a moment connection on only one side of the column, it was brought to my attention that the calculation for the total length of the weld for connecting a pair of stiffeners to the column flange should only have considered the welds on the near side (closest to the beam flange), and not on both ends of the stiffeners, as had been done. this problem did not occur in the 2 worksheets that deal with moment connections on both sides of the column. i also removed the input data validation for the steel yield strengths, which had previously limited the values that could be selected for input. this updated workbook is now version 1.3. in the "stiffner.xls" workbook, again the calculation for the total length of the weld for connecting a pair of stiffeners to the beam flange should only have considered the welds on the near side (closest to the applied loading or end reaction), and not on both ends of the stiffeners, as had been done. this problem was corrected in both the "beam stiffeners" and the "beam stiffeners (table)" worksheets. i also removed the input data validation for the steel yield strengths, which had previously limited the values that could be selected for input. this updated workbook is now version 2.5." ok thanks.. where do i get his email add.. is it in south carolina website? hey newbie, eq. 4 on 4-123 looks like unstiffened end plate. so his calcs appear correct to me. i noticed his website is a couple of versions behind. attached is the one i got this a.m. look at the file's properties after you save it and it will give you the information you wanted. thanks __________________ 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]