Agree and understand that flexural member is not applicable here but at the same, I haven't seen any shear wall computations is done this way for any project although they are 'deep', why is that?
Also, when we work out the lateral loads applied to the shear wall we use 'relative stiffness...
Thank you everyone for the replies.
Looks like the exception in 10.7.1 is the scenario for the 11.7.4 (b) (ii) then? I don't get how restraints has to do with vertical reinforcement ratio? What is the logic behind this?
And for 11.7.4 (b) (i), How do you understand 'vertical reo not used as...
Thanks for your inputs.
@retired13 & phamENG
The reason why I am not familiar with lateral ones is I haven't seen strut & tie model used for shear walls either on textbooks or real world examples and that's why I am asking for one. One difference between the gravity and lateral one is that with...
In AS3600 - 2018 wall section, one condition we can avoid using confinement as columns (when design wall as column) is when vertical reo ratio is <= 0.01. But how can we achieve this when we design wall as column in the first place?
Also, what does "the vertical reo is not used as...
AS3600-2018 states that walls to be designed as strut and tie when H/L > 2. Can anyone walk me through how to design shear walls as strut & tie? Some examples will be great.
I understand how to design pile cap or deep wall (or beam) as strut and tie under gravity. But how do I design walls as...
