I have an existing precast slab on concrete beam-girder framing system. The floor design live load will be increased as part of the renovation and exceeds the 5% gravity load change allowed and I've also exceeded the threshold torsion limit. My RAM concept model is showing additional closed stirrups required in the girder at the joint of the beam framing into a girder from one side. I plan to resolve this with FRP wrap, however is it necessary to wrap the joint intersection with a closed loop (which will involve drilling through the beam) or will a C-shape wrap suffice? My thinking is that the beam on the other side increases the section torsional area / cannot crack there. What do you think? How about if this was new construction, would closed stirrups in the girder be required at the joint for torsion?
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