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Does anyone know of a reference for the vibration limits of a hospital floor? I have a reinforced concrete flat slab floor. Also, can anyone tell me how the check the floor for vibrations. I have an FE program but it doesn’t check for vibrations. any help is much appreciated

Thanks you all for the very informative answers, T

Hi, Does anyone know of a table that would tell me how many passes it would take to get a weld of various sizes? I.e. how many passes for a 1/2" weld,.. and how many passes for a 5/8" weld.. etc... I'm an engineer and I spec welds all the time, but havent (until now), given much thought to the...

If the original retail loads are higher that what you assumed,. this will mean that your % increase in load will be even smaller.

Ive been using Yakpol's spreadsheet for a few years now. Its excellant!

I allways add the weight of an additional 1/2" of concrete to allow for this.

Thank you both for your help.

Can Autodesc 2004 do a batch plot??? Is it possible to send multiple drawings to the plotter in one swoop???? Ive heard that there is software that can let you plot multiple sheets.I wouild love to know how to do this. I have a project with 50 sheets, and when im plotting, i have to open each...

JAE, UcfSE, thanks. UcfSE,.. I completely forgot about the MATWEB site!!!\ Thanks T

Do you guys know if those values are allowabe? The values seem high: after conversion: E = 1551904psi (this is OK) Fc (paralell) = 8412 psi Fc (perpendicular = 1885 psi

JAE, and Berkshire, Thanks you both so much. Those links were really helpful. T

I tried pinning the bottom of the new column to the top of the existing but the story drift was too much, and the only way I could control it was to fix the base of the new col to the top of the existing col T

Does anyone know what the structural properties of teak wood are?? I'm looking for Fb, Fv, Fc, E. I cant find this in the NDS book. I dont know if there is a similar wood to teak that I can use. Any ideas?? Thanks in advanse. T

Heynewp, THe moment transfered into the existing column below will not be accidental, and I will definitly have to reinforce it on the weak axis side.

thank you both for your input, T

hi, I'm designing a small structure to support climbing vines. Does anyone know of a reference for such loads??

Thanks Aggman. I can asure you I dont WANT to do this , but I have an existing column at the top of a building, and I am adding a few floors to the building. The new building will have moment frames which is why I a orientating the new columns above. The fea sounds like a good way to go. Thanks T

I have a combo box in my excel spreadsheet. the calcs work fine. BUT every time i send the document to print, the combo box moves across to the left of the screen. if i print 5 times the combo box will move 5 times until it reaches the very left of the scren?? this is weird? does anybody know...

I have column splice between two columns orientated at 90 degrees to one another (strong axis to weak axis). I also have a moment of 150 ft-kips. Does anyone know of a reference that has a good example of this. Thanks in advanse T

Thanks Jae, Thats a good answer. This is an existing building and WE have removed concrete from steel beams in other areas to investigate the existing conditions. I wouldn't like to rely on this concrete only to have someone else in 50 years remove it to investigate this connection. Thanks T