cracked torsional slab stiffness
cracked torsional slab stiffness
(OP)
Hey guys,
Just looking for a reference on how cracking effects a slabs torsional stiffness?
For designing slabs we currently (and conservatively) set the Mxy stiffness to zero, so that it doesnt pick up any twisting moments.
Does anyone know if any of the current FEM programs reduce torsional stiffness once it has cracked?
Just looking for a reference on how cracking effects a slabs torsional stiffness?
For designing slabs we currently (and conservatively) set the Mxy stiffness to zero, so that it doesnt pick up any twisting moments.
Does anyone know if any of the current FEM programs reduce torsional stiffness once it has cracked?






RE: cracked torsional slab stiffness
thread744-266307: Mxy Moments in concrete floor design
RE: cracked torsional slab stiffness
RE: cracked torsional slab stiffness
Couldn't get your link to work.
BA
RE: cracked torsional slab stiffness
RE: cracked torsional slab stiffness
BA
RE: cracked torsional slab stiffness
What I would do is analyze the slab assume uncracked and design my reinforcement based on those forces (including Mxy). If I believe the slab will crack (or that the cracking will affect the overall slab behavior), then I might re-analyze the slab to see if my reinforcement will need to be adjusted at all.
Of course, my response assumes we're doing new design work, rather than investigation of an existing structure.
RE: cracked torsional slab stiffness
thread507-235070: Concrete edge beams
A few things to note however,
The term mxy, the twisting moment, represents the twist, that is, the rate of change of slope in the x-direction as one moves in the y-direction or vise versa. This is not a torsion moment, there are torsion moments in slabs but these are in contained in the Mx and My moments. Please note that if you are modelling and including Mxy, Mx and My from the finite element program are not the same as Mx and My from your simplified analysis methods.
Gil Brock (An expert on PT/RC concrete) recently submitted a good letter to the concrete magazine of Australia; I have attached this for your info. Gives a very good run down of the situation.
2nd note; There are requirements in most codes that require minimum steel at corners and similar to account for Mxy being ignored in the analysis.
An expert is a man who has made all the mistakes which can be made in a very narrow field
RE: cracked torsional slab stiffness
I think I may have worded the original question wrong. I understand the difference between compatibility and equilibrium torsion and would never neglect Mxy in design if it had been part of the load path.
I was meaning to ask how flexural cracking effects the Mxy stiffness when applied to deflections? Under service loads a slab just wont have any Mxy stiffness because we modelled it that way.
I hope this makes sense,
RE: cracked torsional slab stiffness
BA
RE: cracked torsional slab stiffness
What do you mean BA?
RE: cracked torsional slab stiffness
Does the way you modeled the slab affect its behavior?
BA
RE: cracked torsional slab stiffness
We are Virginia Tech
Go HOKIES
RE: cracked torsional slab stiffness
BA
RE: cracked torsional slab stiffness
Once again, my original question is "How does flexural cracking effect the torsional STIFFNESS of a slab?"
RE: cracked torsional slab stiffness
How are you setting the Mxy stiffness to zero when doing you finite element modelling?
To answer your second question are there any finite element programs that reduce the Mxy stiffness due to cracking? I don't know of any. The difference in the deflections including and excluding Mxy is minimal, for the long term comparison. Normally the major problem with finite element analysis is the poor long term results, with FEA programs unwisely relying on multipliers for long term deflections.
An expert is a man who has made all the mistakes which can be made in a very narrow field
RE: cracked torsional slab stiffness
There are two aprts to this, and your setting Mxy stiffness is misleading.
Many designers accept that cracking will reduce torsion stiffness of slabs in FEM modelling and reduce the torsional stiffness of the slab. Many FEM programs allow the designer to reduce the torsional stiffness and it is logical if the slab is cracked to allow for this. A common number I have heard used for this is 30% of full torsional stiffness. Even if you set the torsional stiffnes to 0, you will still get Mxy moments.
Some FEM concrete design packages do ignore Mxy moments when designing concrete slabs. They calculate Mx, My and Mxy and show you those values but when they design, they ignore the Mxy moments and thus underdesign the slab (and get cheaper slabs also). My estimate would be about 15% underdesign by ignoring mxy momnets in a simple slab arrangement and possibly much more with complex support and load patterns. Some of these programs are now giving the designer the option of include Mxy moments in the design but it is not recommended by them and is an "opt in" option rather than an "opt out".
Your comment on setting Mxy to zero was worring to some such as RowingEngineer in this regard as he has been having a lot of arguemnts with FEM suppliers over this and their misleading (that is the polite term for it) advice to designers in this regard!
RE: cracked torsional slab stiffness
BA
RE: cracked torsional slab stiffness
That's what computer programs are for. You can model a good approximation of how things really behave, rather than a gross approximation to how they behave to make the arithmatic easy.
Doug Jenkins
Interactive Design Services
http://newtonexcelbach.wordpress.com/
RE: cracked torsional slab stiffness
"handex,
How are you setting the Mxy stiffness to zero when doing you finite element modelling? "
I currently dont use FEM for slab design. My original question was more for interests sake, as we model slabs as a grillage of beams in a frame program and turn off the J stiffness (to avoid having to use wood-armer etc to get design moments). Then we reinforce for the moments in the direction of the grillage members (orthogonal).
"A common number I have heard used for this is 30% of full torsional stiffness"
Thanks RAPT, thats the kind of answer I was looking for. Your posts are always concise and understandable.
RE: cracked torsional slab stiffness
I have no doubt that computer programs model a good approximation of how things would behave if everything was truly elastic.
Two way slabs do not behave elastically because they crack. And when they crack, moments re-distribute to suit the reinforcement arrangement chosen by the designer. The important thing to remember is that reinforcement must be placed such that overall statics will be satisfied.
Satisfying an exact elastic distribution of moments achieves no useful purpose and is therefor unnecessary. Much better is to place the reinforcement in a way which makes life easier for the contractor and still achieves total safety for the occupants of the building.
It has nothing to do with making the arithmetic easy. It has more to do with common sense.
BA
RE: cracked torsional slab stiffness
What you are saying is correct for ultimate strength/failure conditions. Internal redistribution will redistribute actions to the provided reinforcement pattern as long as a load path to the supports is supplied and sufficent reinforcement is supplied for this load path.
However, for crack control, the cracking will occur based on the elastic moment pattern. If the slab is reinforced to a different pattern, cracks at locations where insufficient reinforcement is supplied compared to the elastic moment will be wider than expected unless more reinforcement is supplied. If the cracks are allowed to be wider, deflections will be worse than expected. So the elastic moment pattern is important for serviceability calculations! It is not just done for calculation accuracy!
RE: cracked torsional slab stiffness