07-26-2010, 06:34 PM
(This post was last modified: 07-26-2010, 06:42 PM by deviationz.)
The following are the rules for section cuts
1. For cuts in plan (slab results) the default 1 axis is in the direction of the cut and
F1 is in-plane shear
F2 is axial force
FZ is out-of-plane shear
M1 is out-of-plane moments
M2 is twisting moments
MZ is in-plane moments.
2. For horizontal cuts in elevation of XZ walls (pier results) the default 1 axis is in the X direction and
F1 is in-plane shear
F2 is out-of-plane shear
FZ is axial force
M1 is out-of-plane moments
M2 is in-plane moments
MZ is twisting moments.
3. For horizontal cuts in elevation of YZ walls (pier results) the default 1 axis is 90 degrees to X direction and
F1 is in-plane shear
F2 is out-of-plane shear
FZ is axial force
M1 is out-of-plane moments
M2 is in-plane moments
MZ is twisting moments.
4. For vertical cuts in elevation of XZ walls (spandrel results) the default 1 axis is in the X direction and
F1 is axial force
F2 is out-of-plane shear
FZ is in-plane shear
M1 is twisting moments
M2 is in-plane moments
MZ is out-of-plane moments.
5. For vertical cuts in elevation of YZ walls (spandrel results) the default 1 axis is 90 degrees to X direction and
F1 is axial force
F2 is out-of-plane shear
FZ is in-plane shear
M1 is twisting moments
M2 is in-plane moments
MZ is out-of-plane moments.
It is simple statics. For equilibrium to exist, the difference in left and right should be almost zero. But in a finite element program, there may be slight differences.
I would suggest you to manually mesh the slab instead of using the auto mesh because it can create some differences. Also, if you can, you should use the section cut forces instead of relying on the output.
The ETABS User Manual has a good section on SECTION CUTS. I can post it here if you don't have it.
1. For cuts in plan (slab results) the default 1 axis is in the direction of the cut and
F1 is in-plane shear
F2 is axial force
FZ is out-of-plane shear
M1 is out-of-plane moments
M2 is twisting moments
MZ is in-plane moments.
2. For horizontal cuts in elevation of XZ walls (pier results) the default 1 axis is in the X direction and
F1 is in-plane shear
F2 is out-of-plane shear
FZ is axial force
M1 is out-of-plane moments
M2 is in-plane moments
MZ is twisting moments.
3. For horizontal cuts in elevation of YZ walls (pier results) the default 1 axis is 90 degrees to X direction and
F1 is in-plane shear
F2 is out-of-plane shear
FZ is axial force
M1 is out-of-plane moments
M2 is in-plane moments
MZ is twisting moments.
4. For vertical cuts in elevation of XZ walls (spandrel results) the default 1 axis is in the X direction and
F1 is axial force
F2 is out-of-plane shear
FZ is in-plane shear
M1 is twisting moments
M2 is in-plane moments
MZ is out-of-plane moments.
5. For vertical cuts in elevation of YZ walls (spandrel results) the default 1 axis is 90 degrees to X direction and
F1 is axial force
F2 is out-of-plane shear
FZ is in-plane shear
M1 is twisting moments
M2 is in-plane moments
MZ is out-of-plane moments.
It is simple statics. For equilibrium to exist, the difference in left and right should be almost zero. But in a finite element program, there may be slight differences.
I would suggest you to manually mesh the slab instead of using the auto mesh because it can create some differences. Also, if you can, you should use the section cut forces instead of relying on the output.
The ETABS User Manual has a good section on SECTION CUTS. I can post it here if you don't have it.