Coped Wide Flange Beam at Exterior Wall

[Brobocop]

Designing large span beam for open living room and flush ceiling.
Going with W16x40.

Contractor wants to know if we can cope/chamfer/bevel the beam at the exterior wall support due to roof line.

Reaction is 19kips of shear at that support, so fairly sizable.

Please see attached drawings and calcs to see if I’m thinking about this correctly.

Are the stiffeners and end plate necessary? Seems like a good idea regardless.

Anything I’m missing?

 

[SWComposites]

Yes the end plates and stiffeners are needed to prevent possible web buckling, and possible lateral bucking.

 

[lexpatrie]

That's not a cope, that's some invented thing there's no testing for. Cope strengths are based on physical testing. This is not.

 

[Brobocop]

Beam will also be laterally braced every 16” by truss joists, fyi

Yes the end plates and stiffeners are needed to prevent possible web buckling, and possible lateral bucking.

 

[XR250]

That looks like it should work.
19k is a pretty hefty load for a wood framed wall. What is your support? Have you checked Fc-perp?

 

[jerseyshore]

That's not a cope, that's some invented thing

Was thinking the same exact thing when I first saw the sketch.

I would not cut a beam this much unless the load was really small. I'd look to use a smaller beam for sure.

I'm also curious how you have perpendicular joists bracing this beam but the roof slope is opposite direction of the joists? Ceiling joists run perp to rafters here?

 

[Eng16080]

I wouldn't be overly concerned using the detail you show with the end plate and 2 web stiffeners (per side).

Even without that, if the beam was cut like in the first image, assuming no end moment, a 19k reaction, and full lateral support, I think it might work by the book without any additional plates. There's probably enough remaining web to resist the shear force. I would definitely add the plates though. If nothing else, that will give the beam better lateral stability during construction before the trusses are connected to it.

 

[KootK]

I think that the stiffener / end plate detail that you show is alright and what many engineers would do in your place.

That said, there are some things that I don't love about it:

1) It all feel kind of congested and kludgey with everything coming down to zero at the heel like that.

2) Considering the natural deflection of the beam and the location of the inner stiffener, I worry that the reaction will get directed disproportionately to the interior of the top plates. Granted, given the relative stiffness of anything steel vs anything would, it'll probably be fine. Maybe a little crushing en route to a stable bearing situation.

 

[KootK]

A possible alternative for consideration.