Great. Then wind goes into the diaphragm and out through the shear walls (sidewalls) and not the leeward masonry wall. Next we contend with the windward wall.
Now consider if the thing is really a truss. Tell me, are there ceiling joists that run across the bottom and connect the ends together?
We all seem to be talking past each other.
OP, forget the “truss” for a moment. Zoom out to the whole structure. It looks like you’re considering wind. Good. Think about how that wind load gets down to the foundation. The lateral system takes care of that. Do you know whether that lateral...
Seems like you’re all taken care of. I’ll add that changing up the directions of joists mid-floorplan can have unintended consequences. Just make sure that, in doing so, you’re not inadvertently creating a stiffness problem.
What are the loads?
How many years of service?
Are measured deflections excessive?
Bars don’t look corroded, can you confirm?
Of course it’s safer to shore and recast or encase. The real question is whether anything less is justifiable — it may be.
They have degrees in arguing. It’s their job to find something with which to critique you. You’re winning if they’re attacking your credentials, because it means that they found nothing else worth digging into.
Verbal is fine. Written is better. I often do verbals for money-conscious clients. A verbal report is still a report, though. That’s why I maintain a “file,” no matter what. That file contains the client’s specific request, their approval to pay my fee, materials I relied on (e.g., photos, other...
You’d be surprised to know how often this happens to corbels, either because the design was bad or the rebar cage was misplaced in the form. Can’t say I’ve ever seen the flange delaminate like that (las photo). Scary. My vote is no dapped end. Jack it up and rebuild the wall/bearing, as a “bandaid.”
