The reinforcement layout is usually done in the very old days. What you will find when you start removing or cutting the concrete is that the center of the panel will have very little top steel or no top steel reinforcement at all. I would suggest to model the floor using a finite plate...
Demolition of the building will reduce the loads on your column. Its your beams and floor slab that you should be checking.
When you demolish the column above the floor, the BM distribution is altered as the stiffness of the upper column is removed. Your column,slab and beam will therefore have...
Thanks Retrograde.
I did a little digging up and here is what I ended up with. I hope someone can give us a better understanding of the topic.
In the Video at around the 35minute mark, Dr Tatheer, mentioned that "... singly-reinforced masonry ... has ductility factor of 2..." and that "... a...
The good thing about the monolithic pour is it will create so much redundancies that any movements and/or stresses will be shared by the structure.
When you design the footing and slab separately and build them separately the redundancies is gone and the footing and slab will have to rely that...
nonplussed
Thank you for sharing. It explained and answered many of the questions I have.
There is one thing that got my attention was the brief discussion of the ductility factor for a centrally reinforced blockwalls and concrete wall.
In an event of earthquake, reversal of the loads causes...
The way is see this is what you have is a closed structural system that sits on the ground. Like a steel ball. The pressure inside the ball will not affect the stability of the ball. The pressure will not stop it from rolling as long as it is is round.
Stability and overturning is usually...
rscassar
I agree with you about the placement of reinforcement and how crowded it will be for two layers of reinforcement. In paper using every millimeter available inside the block walls shell N12 bars each face both H and V will fit. But,it will never gonna be built how we show it in our...
Thanks for everyone's input.
I do understand that all concrete walls(may they be load-bearing or not and may they be part or not of the horizontal shear/sway structures framing) must be provided with reinforcement that will keep the walls able to support the design loads during and hopefully...
I was asked if it is possible to replace the rc walls with rc block masonry walls on a building.
The rc walls are not part of the lift-core and stair shafts hence it can/may be assumed as gravity walls. The stress levels are quite small (less than 3.0MPa).
I designed the rc walls with two...
Hi rscassar! I hope you had a good break. Looking forward to a good New Year.
First day at work today.
Yes, I figured that it is a limit for the confinement requirement for the horizontal loads.
However, what I fail to understand is the the 3.0MPa is not shown as a factor of the concrete...
Hi All.
I am curious where the 3.0MPa limit is from in Clause 11.5.2(b) for walls.
I expected this limit to be a factor of the concrete strength (e.g. 0.03f'c in Clause 11.7.1(a)).
Anybody knows where this limit from?
Concrete and steel chemical reactions with a bit of rust results in a very good adhesion between the two materials. So a slight surface rust is not a problem. Pitted surface however is a concern only if it deep enough that the chemical reaction does not reach the steel. The rust can further...
Would anyone know where the 3MPa limit is from and what is the logic to it?
It appears that this limit is not dependent on the concrete strength used in the wall because if it does this limit would be a formula with a factored f'c.
I suspect it has something to do with the mechanical actions at...
