USE OF CUT SECTION FOR SHEAR WALLS.FORCE CALACULATION

[SAYATTIA]

tutu0901 (Civil/Environme)
5 Sep 07 18:45
Don't use equivalent column for shear wall. Sometimes it will give you wrong results in stress. A better way is to use shell element for shear wall. If it's a steel shear wall, you can manually check the stress and strain status of the shear wall. If it's concrete, then you can run section cut to integrate the internal forces of the wall

The above is extract from on of the previous subjects on the forum, in this regard please advise the following

*How to use the cut section function in order to find the internal forces ( straining actions ) for shear walls..
* can we apply the same for cores coupler walls /( box section as per attached file).
please refer to the attached file .

 

[IJR]

Now lets get back to Tutu0901's comment first

Tutu is surely well intentioned but modelling a shear wall by frame element is not wrong. In fact it may turn out to be better than the most sophisticated shell modelling

There are many papers written on this issue, please search the web.I personally prefer modelling with frames.

Now back to Tutus recommendations. Please read the manual for section cuts. But I will give you a hint: To compute Moment axial force and shears at a level, you will all points points at that level, and then all shells attached to those points from one side(not both sides)

What SAP actually does is define a freebody diagram at the points you have selected and calculate forces from the shells you have selected to the points you have selected and add them all up. that is why selecting shells from both sides will give you zero forces because you have just destroyed the free body diagram

Try with a simple cantilever shell model, you will learn faster

respects
ijr