Recent content by 4dmodeller

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...

is it like this?

hi, would you be able to draw me the free body diagram around the 'z' bar? thanks

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, Sorry i think i misunderstood you. Double curvature basically gives 2 BMD like 2 cantilevers...which is what i meant. thanks for clarifying.

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...

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Chekre, please screenshot for me . thank you.

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...