Design of RC WALL w/arch opening

[kellez]

Hey everyone,

I am designing an RC frame church with dimensions:
Length = 7.0m
Width = 4.40m
Height = 5.30m

1. At the front and rear of the building i have cast in situ walls with arch openings. Below you can
see the RC wall at the rear of the church.

2. The drawing below shows the reinforcement of the columns on the the two sides of the wall.
For the reinforcement of the columns I am 100% sure that this is the way to go.

3. Now my main concern is how to arrange the reinforcement 1. around the circular opening and 2. at the top triangular part

These are my initial thoughts:

4. First its important to define the pouring stages, which are shown in the picture below

5. Therefore according to the pouring stages, below i show you how i think i should arrange the
reinforcement around the circular opening (beam 1) and at the top (beam 2 and 3)

Please share any comments you have on what is shown above, regarding the reinforcement, and if you have anything to add please share.

 

[KootK]

Seem my recommendations below kellez. How thick is the wall? That may limit layering/detailing possibilities.

 

[kellez]

Hi, thanks a lot for your suggestion, i will look into them in more detail, i will then update my design and come back to you....
the wall is 25cm thick, shall i make it 30cm?

 

[KootK]

the wall is 25cm thick, shall i make it 30cm?

Nah, I think that you'd be fine at 25cm. In non-shear walls, far more aggressive things have been done with precast and tilt-up. I see that you're tying your verticals here though. I consider 25 cm about the minimum thickness for that to be practical. With regard to the ties, keep in mind that my recommendations were tailored towards gravity load only. If this this is also a serious shear wall, you might want to push things more in the direction of vaulted moment frame detailing.

 

[kellez]

I am also designing against earthquake loads, not just gravity load, therefore there will be shear.
However for your information the only load on the structure is the timber roof, which is not a considerable load.

I see that you're tying your verticals here though. I consider 25 cm about the minimum thickness for that to be practical.

When you say "i tie my verticals", are you referring to the column stirrups or the horizontal distribution bars that connect the two columns together?

With regard to the ties, keep in mind that my recommendations were tailored towards gravity load only.

Again what do you mean by ties?

If this this is also a serious shear wall, you might want to push things more in the direction of vaulted moment frame detailing.

Where can i find more information for this type of moment frame?

 

[KootK]

When you say "i tie my verticals", are you referring to the column stirrups or the horizontal distribution bars that connect the two columns together?

I guess my ties = your stirrups. Do you really mean to have two "columns" on each side? They seem too close together to plausibly be separate elements.

Where can i find more information for this type of moment frame?

I couldn't say. I assume a low ductility system and apply your best judgement. Reinforcing disposition might make sense as something like what I've sketched below. Maybe add ties at the corners of the outer bars to keep them