Hi all,
In a normal axial tranmission check, we would check the weaker strength floor for axial transmission i.e. design as a short column and a bearing check.
In the case that I am querying, the slab passes the short column check using enhanced concrete strength but does not pass the bearing...
Hi KootK,
sorry for the late reply. Thank you for the detailed sketch. That STM made a lot of sense. I was trying to draw one up myself but did not achieve a result as clear as yours.
Just to clarify that the C compression and T tension is supposed to be the other way around in your...
Hi all,
can someone remind me how to draw and calculate the correct strut and tie model/ (force through the reinforcement bar) to show how the ground floor slab helps take out the eccentricity from precast wall landing eccentric from the supporting capping beam?
i know it works but i just cant...
KootK,
If the moment cant be transferred around the corner as torsion, then moment and shear would not be double curvature correct? as it can accept any moment..then it is a single curvature and effectively a cantilever stitch plate.
Please clarify.
KootK,
But if the connection is in the corner with the return wall, eccentricity can increase because you dont get double curvature in the stitch plate anymore (it will be a cantilever from one wall receiving v* from the return panel)
KootK,
See attached. Actually now that I draw it out..all stitch plates accept equal shear..(if based on equilibrium model), right?http://files.engineering.com/getfile.aspx?folder=b4b11493-c82e-4ec3-ac0b-45089acc9b74&file=1.pdf
KootK,
Can you expand on this? what do you mean each panel will experience shear force imposed on it by its neighbours? do you mean longitudinal shear between panel? what does that have to do with how panel in the middle resist more load based on VQ/I
alright, However I believe it is...
KootK,
that's why you dont stitch the panel together..i.e. a vertical control joint..then they are just separate smaller panel
please find attached stitch connection used..ut is rated for 200 kN..i want to ask you if you would consider eccentricity of shear to the center of shear stud group...
KootK,
That is almost exactly what I was suggested by someone i knew..however, i lost contact with him so I can't ask him anymore...please find attached screenshot of what I was explained....
my question is that this method doesn't explain why panel closer to the center of long panel is...
I also found that if you are to grab the P/A +My/I of the individual wall...the resultant stress that you get can be no where near what S22 spits out when you display shell stresses..or when you do a manual calc assuming a 3D core works as 3D pier
e.g
assume thickness = 200 mm, length = 700 mm...
Hi all,
Can anyone explain to me if torsional shear is included into shear V2 output if you were to assign each individual wall as a pier? I want to be able to extract the right load for manual spreadsheet design...
to give a background -
I have designed the core as a 3D pier, using P/M2/M3...
KootK,
I don't think etabs can separate the load into M_t and M-f...or I still don't understand what they mean...M_t is created by shear and axial? im guessing that's the load from the diaphragm and gravity load..
I don't get M_f...resisting force (M_t) vs. overturning force (M-F)..im not sure...
Chekre,
I still cant find an autolabelling tool for spandrel..can you show me where? like assign-> shell-> where? where can i autolabel?
i dont really know how to use stresses for design...as its not equivalent to Ultimate limit state design where concrete is assume cracked..and all tension is...
Chekre, I dont use etabs for design. i only use it for load output.
Are you saying that the foundation takes some of the warping torsion away from the core, thus less torsion left in the core and thus, less longitudinal shear is demanded in the shear wall?
This still does not help me work...
