Thanks for the responses and I generally agree. Should I put some sort of note on the drawing so that I'm no blamed if there is cracking in the existing slab in the future?
We are designing a new verandah next to an existing slab on ground and house, but we know nothing about the existing structure. As we need to dig down 1500mm for the new footings, I'm sure we will end up below the foundations of the existing house. I'm concerned about cracking the existing slab...
Thanks for all the responses.
What's actually driving the design at this stage is the period of the building.
Even when we run our model at u=1, the tensions are low, but the period of the building increases to much more than we typically find acceptable, which is approximately 0.1s for every 3m...
Aside from all the closed ligs, the new code's minimum reinforcement requirements for EQ also appear to have changed/increased:
We have a core box like this, with many internal walls:
The core is mainly in compression, with low tension forces, especially for the EQ cases. The wind cases do...
Thank you!
"I'd suggest releasing moment at the walls" - do you know how to do this in Etabs? There are many different options when moment releasing the wall and I've never used this before:
"In addition recommend modelling all of the gravity columns and beams" - do you think that modelling...
On a related note, from my perspective, whether the walls are precast or in-situ is irrelevant - either way, the slab-to-wall connection is more like a pin support than a fixed support due to the nature of the typical slab-to-wall connections (i.e. even with in-situ walls, the core is often...
Hi,
I've been having some interesting discussions with my colleagues about the design of shear walls for a 6-storey, earthquake governed, precast concrete structure. With regards to the image I've attached, the PT slabs (that are designed as one-way) are looking to be creating bending moment...
