Load angle into steel plates

[ahmedhegazi]

i have a case where a vertical steel plate is perpendicular to another horizontal steel plate forming a T shape , the horizontal plate is supported by stiffeners.

MY calculation assumption is that horizontal plate is going to act as a simply supported beam on two stiffeners,where i have to limit the stress in this horizontal plate.

what would be the effective width i would assume for this horizontal plate

Sketch is attached for clarification

 

[CANPRO]

The way that sketch is proportioned, it looks like the vertical plate will span between stiffeners and the horizontal plate will do very little to transfer the load...well actually, if they're welded together they will act compositely.

 

[tony1851]

You have an upside-down tee-beam spanning between the stiffeners.

 

[JStephen]

The way you have the effective width labeled, it looks like you're looking at vertical bearing stress in the stiffener at that junction. If so, check the steel codes for concentrated loads on flanges/web crippling. That's assuming the horizontal plate and stiffener are welded together.

 

[dhengr]

Ahmedhegazi:
The title of this thread doesn’t make any sense. Are the loads applied at an angle, or directly down on the stem. It seems to me that you have a tee section with the stem up. And, you even show welds btwn. the stem and the flange. How is this thing loaded, what is it doing? What is the structure that it’s involved in? Show some dimensions and material sizes, etc. so we better understand the way this thing works. Maybe the stem should be under the flange (horiz.) pl. and welded to the stiffeners, along with the flg. pl. If the stem is pointing up and loaded the way you show in your sketch, you will have to pay particular attention to the potential of the stem buckling, it’s not supported against this in any reasonable way. I don’t see that ‘effective width’ has much meaning in your sketch either, unless it is what JStephen suggests, and that’s not really called effective width.

 

[ahmedhegazi]

Thanks all for your input and apologize to dhengr if subject of thread was not clear.

My case is truss diagonal RHS(Rect hollow section) welded to bottom chord top flange (I-section) .

there was a bit confusion for load transfer , if the I-section flange should be checked for bending or just web and stiffeners should be checked for bearing and web shear panel,ignoring the Chord flange

Exact case above is addressed in European Standards

Regards,

 

[dhengr]

Ahmedhegazi:
It is truly a puzzlement how your simplified sketch above relates to your real problem, which you are now actually starting to explain. Why not show a sketch, or better yet a copy/scan of the scaled detail of the joint in question? In many cases you have got to show a well proportioned sketch with some sizes and dimensions and loads so that people start to understand what you are talking about. We can’t see what you are looking at, from here. Any word picture/description has to be crystal clear, there should be no possibility of an alternate pictures from your description or you have people commenting on seven different conditions, none of them matching your problem. Reread your description a few times and if there is any chance of misinterpretation, reword it in more detail. Remember, we can’t see it from here.