Eccentric load at Profile

[Spawl]

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/getfil...aa22-4959-8eae-84cc54bbf5b2&file=STIFFNER.jpg

 

[Guastavino]

If that's the only load it sees, I'd move the bolt upward. The force couple is such that it will be better closer to the top of the concrete. As that 600kg load pushes down it creates a moment equal to 600kg*length from the face of concrete. That needs to be resisted by a couple of the Tee prying on the concrete and the centerline of the bolt.

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.

 

[RPMG]

I'm with njlutzwe. Move that bolt up. The bolt is in tension, and the bottom web zone is in compression.

 

[Spawl]

nothing more to say, i agree with you all.
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.

 

[andriver]

The stiffener would be required if the flange fails in bending, I would check some effective area of the flange as a plate in minor-axis bending and if it fails add the stiffener (although the stiffener in there either way is a good idea). Next you could check your stiffener for major-axis bending (although this essentially passes by inspection) and you could treat the stiffener as a column in compression as njlutzwe stated above. Since you are using metric I assume you are not in the USA, but here I would use AISC code to check the steel, not sure what you use in your country.

 

[RPMG]

I agree that it's plate bending. However, the stiffener does nothing because the load is small. This is a anchorage problem. Focus on concrete breakout.