I am reviewing a steel beam that does not have requisite capacity for my design end reactions because of the coped section. The fabricator has provided a doubler plate that is bolted onto the beam web. Does anyone know of an AISC design example that shows how this works? The closest I can find is II.A-6 but this example provides a horizontal stiffener plate. Also, how can this connection work without a longitudinal stiffener? See a picture of the connection attached.
The beam appears to be failing in shear buckling at the cope. If that is the case then I don’t see the doublers as effective because they do not appear to completely restrain the beam at the buckled web:
Above is a snippet.