Eccentric load at Profile
Eccentric load at Profile
(OP)
dear all, i am currently designing support for a pipe here with T150x130x10 steel profile, bolted to existing concrete.
the client want me to add stifneer calculation and check to my profile
since i just start my career here, can some help me to find a reference that i can study for this case,
my problem drawing is attached
help!
http://files.engineering.com/getfile.aspx?folder=3...
the client want me to add stifneer calculation and check to my profile
since i just start my career here, can some help me to find a reference that i can study for this case,
my problem drawing is attached
help!
http://files.engineering.com/getfile.aspx?folder=3...






RE: Eccentric load at Profile
With that said, you also need concrete cover on the bolt, so you'll want to make sure the bolt tension/combined shear is OK. Might take an iteration or two of guess and check to find the perfect bolt location. A lot of manufacturers in the US provide free software to analyze the connections (I assume it's similar elsewhere). That, or you will have to go through the hand calcs for the bolts. In the US that's ACI 318-Appendix D.
As for the stiffener, with a load of only 600kg, I'd match the 10mm thickness and move on. Honestly, I'm not sure how that calc would work, but you could probably analyze it as a fixed fixed column, assume conservative length and width, get section properties and critical buckling stress, and see where you come in add if you have to provide calcs.
RE: Eccentric load at Profile
RE: Eccentric load at Profile
i need to add bolt up there to counter the moment caused by the load.
okay all, here is my concern.
i agree with you all to move/add bolt as my attached drawing.
but, i still need to check local buckling at the web.
and need to add stiffner if the calculation say ill buckling.
can someone suggest me what book to read or what code to read?
so i can study and learn it. it all useless if i cant provide the calculation.
link for the e book or pdf will be very highly appriciated.
RE: Eccentric load at Profile
RE: Eccentric load at Profile