If you have a continuously poured, jumpformed concrete wall, what are the best ways to then connect a slab into the wall? Specifically looking for options where the slab is on both sides of the wall.
The wall is 250thk and the slabs are 200thk. Typically our firm specifies Ancon keybox, or...
Hi everyone
Can etabs pier labels be used for response spectrum results, where the +be/-ve sign is lost in the SRSS? Can the pier labels adequately convert the absolute resulted at each end of a wall into tension compression resultants?
Hi all,
Looking at the CL 14.6.7 requirement for "all horizontal lapped bars within the central two-thirds region of the wall shall be provided with minimum 135degree hooks and lapped with a full-strength splice (figure 14.6.7(D).
1. What is the central two-thirds region? Is this meant to be...
Hi
CL 8.3.1.3 of AS3600 (2018, used to be CL 8.1.10.4), gives minimums of the quantity of positive moment tensile reinforcement required at midspan to be extended beyond the face of the support. 50% at a simple support, 25% at a continuous.
Do PT strands count towards this, even as they drape...
Hi
I'm wondering what the difference is in wall flexural behaviour, stiffness, neutral axis depth etc if I design a lateral resisting wall in the following ways (AS3600), considering axial and moment loading:
1. Cracked section analysis using an equivalent stress block and lumped end tension...
Hi
I know this topic has been beat around a bit before on here but with the new AS3600 I was hoping there would be some clarification regarding Wall v Column design, namely slenderness and second order bending effects, moment magnifier etc.
Without going into seismic and ductility, lightly...
Hi,
I have always been under the impression that the AS3600 punching shear equations would be more conservative than the beam shear equations. However recently I have found this isn't the case (?).
CL9.2 merely calculates a concrete shear stress, then applies that to the shear perimeter for...
