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Ah okay, I am not so familiar with FRP. This is actually a URM wall, my thinking was to have a brace frame. Collect the seismic load with a steel ledger, but like you said maybe the URM fails if I do not do this correctly. I do not know if should have some steel X bracing anchors to the URM to...

How do you calc the capacity of something like the FRP with the URM, or is it something you just call out?

I agree, but then again what would you try to use?

Moment frame would be the same thing right? Any recommendations?

I checked the existing wall using the California existing building code section A112, it did not work. If i would introduce a brace frame, this would have to be a special brace frame because it is seismic category D, or since its an existing building, can I use an ordinary brace frame? Also, I...

Hello, We are creating an opening on a wall. Alterations no the wall are greater than 10%. What are some retrofit options. This building is URM with wood framing. Two story building, the alterations (openings) are going to be done at the first floor. it is about a 60'x80' building. JO

If the columns are anchored to the wall, they will act composite correct? how do i approach that ?

So for lateral, I have to check that the wall opening doesnt affect the capacity of the wall, I have read something about that it cannot affect the DCR for more than 10%. Also check gravity and out of plane? This will be taken by the steel frame? Also, what are wind columns mentioned above? JO

Does any one have any details? JO

Excuse my lack of knowledge, but what is a steel tube wind column? JO

It is a door and a window opening 9' by 8' or so high

2 story building, each story is 12' high, the opening at second floor are 9' and 3', 8 ft high. The total length will of the wall is about 30'. The channel above the opening is to take care of the gravity loads correct, essentially a lintel? is that all i need? how about to analyze this wall...

Hello all, If they are planning to make an opening in a cmu wall what is the retrofit design approach for this? Can anyone give me an idea on how I should approach this design? I am quite lost. JO

Hello, Please see attachment. This is the best idea for the connection. It does have a big eccentricity but the connection works. But also, is it possible to cope an HSS beam like usually done for W beams. Thank...

That sketch and your responses clarify things. Thank you.

Kootk, for the effective diaphragm. Where is the load transfer from the shear walls at the center? Wouldn't the force from the center drags create out of plane on the beams attached to it?

Yes I am sure.

jike..lets say I can't rely on them because they have many openings. manstrom...see attached sketch here...so diagonal struts like the ones you see on this attachment in blue? slickdeals....yes, I do not want to rely only on the exterior...

Try calculating based on ASD, it might give u a smaller dcr.

I dont know what happened to my better sketch. I created this one, were the violet line represents the drag beam that should be there but is not. Red are beams or columns. So how can we transfer the...