Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
(OP)
Hello everyone,
I've never gone through this calculation before, so I would appreciate if someone could comment on the validity of my methods below via an example.
This upstand beam will be cast in two separate pours. Therefore mew will be 0.9 and Kco will be 0.4 (Table 8.4.3).


To aid me finding the design shear stress, I used my textbook. From what I can gather, when the shear plane is in the tension zone - beta will always be 1.
I've never gone through this calculation before, so I would appreciate if someone could comment on the validity of my methods below via an example.
This upstand beam will be cast in two separate pours. Therefore mew will be 0.9 and Kco will be 0.4 (Table 8.4.3).


To aid me finding the design shear stress, I used my textbook. From what I can gather, when the shear plane is in the tension zone - beta will always be 1.





RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
Hey Trenno, how's things going going? I actually came in with a lower capacity.
https://www.dropbox.com/s/r37phrtxk99yubw/Longitud...
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
Anyway, are you able to pdf your link? When I opened it up the formatting was all of the shop.
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
In your case it will definitely be 1. If you had tension bars on the other side of the shear plane, however, that would not be the case. Strictly speaking, it seems that your z value would be that corresponding to the location corresponding to V. Your way of doing it would be conservative and expedient however.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
I managed to replicate my numbers.
Originally you had 0 kPa for "Gp" (makes a small difference), but there is 0.6x0.9x25 kN / unit length above the shear plane.
The spacing of the ligs in the transverse direction would be more like 275mm rather than 300mm. (900 - 2x40)/3 = 273mm.
Your internal lever arm is an estimate - I got mine from RAPT.
Either way I'm comfortable that this longitudinal shear isn't a problem. Am I correct in saying this check is generally most critical at supports where V* is maximum?
Thanks for the help / verification of numbers.
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
It is. That's why it would be rather important to recognize that your loads are causing tension perpendicular the shear plane rather than compression.
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
Thanks KootK, makes sense now.
I crunched the numbers again, the difference is four fifths of not much. The gp term really doesn't make a huge difference - especially when you have an inverted T section.
Design shear capacity is now 1.21 MPa (97% utilised).
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3
Yeah it doesn't and I set it to zero. I think it would be helpful for transfer beams.
RE: Longitudinal Shear In Upstand Beam - AS3600 Clause 8.4.3