For MPC wood trusses the critical is the in-place plumb of the trusses which is recommended to be less than D/50 and/or a maximum bow of 2" in 33' sections of the truss.
For a truss with a 60' span just the handling of the trusses would have had more than 12" lateral deflection over the length of the truss occurring. The deflection shown in your picture appears to have the deflection occurring on just a portion of the span rather than the full length. The lumber should be okay and the plates, not at splices also, as the continuous chord member will minimize any effect on the plate holding capability.
The chord splices may have problems as the non-continuous chord member may have acted as a hinge causing the plate to buckled on one side which could also cause the other side tension forces to the plate to exceed the plate allowable holding. In your picture the top chord splices, the plates with blocks attached to them, appear not to have these problems. But I would require a close look at each splice to check them.
One big problem here is that this condition may void the truss warranty so are you going to be held as being partly responsible for any problems with the trusses down the road? Now if the insurance company engineer seals (with a seal for the state the trusses are located) the repair drawing/letter for this condition, I would be willing to let them be the responsible party. But I would still want them to state that their inspection of the trusses showed no structural truss deflects.
Garth Dreger PE - AZ Phoenix area
As EOR's we should take the responsibility to design our structures to support the components we allow in our design per that industry standards.