Tension Field Action

[SALTRAM4567777]

hi!
Can anyone explain that why tension field cannot be developed in an end panel.I read it from ome book that the tension field is balanced by the left panel for middle region but at the end it cannot be balanced.I didnt get how it is balanced.
Can anyone expalain using free body diagram
Also please explain that how we can provide anchorage in an end panel using
I am attaching the screenshot froend stiffnerm the boom

 

[r13]

It is clear that without left panel, the first stiffener is unbalanced. See the linked paper for how to design the first stiffener (post). Link

 

[SALTRAM4567777]

No I am not getting it.How Interior panels are balanced

 

[r13]

This picture is clearer.

 

[BAretired]

It has not always been recognized that the end panel acts differently than an interior panel. See thread507-434895.

BA

 

[rb1957]

the author makes the point that the end bays usually don't have the stiffener at the extreme end of the beam, and so the web cannot develop the shear buckles.

In the example R13 posted these end panels aren't doing anything to react the load … they are providing a lower chord for the supports. If these webs buckled there would be no ill effects on the beam.

If the end bay did develop diagonal tension, then there be a (small) down load on the chords … some load from the adjacent stiffener transferred to the extreme stiffener, and the chords would carry little load back to the adjacent stiffeners (and so down the support). All very round-about … load is much too lazy … down the adjacent stiffener and directly into the support.

Now the end bays contribute a partial fixity to the beam, not something we'd usually account for in calcs (being slightly conservative not to).

another day in paradise, or is paradise one day closer ?

 

[r13]

BA is correct. In the old days, we just provide double stiffeners above the bearing, and provide bolt(s) in between, Quite common details for deep girders.