Drip edge on WF beams 1

[Sawbux]

Architect is using W16x40 to put a horizontal band around the roof edge of a 1 story building. The length will be about 150 feet!

Initially he showed a 1/4 x 1/4" groove machined on the underside of the bottom flange. I didn't think that was very economical and suggested a piece of bar stock welded to underside - he didn't like that for appearance reasons. I called around and couldn't find any fabricators capable of milling such a groove.

He also didn't like idea of just butting some sheet metal flashing to the underside and using some good sealant.

Now, he has called for a weld bead to form the drip. I can't see that looking too good either!

Anyone done something similar?

 

[MotorCity]

How much of the bottom flange is exposed? Is the inside edge of the bottom flange free or is it embedded/connected to the exterior wall?

If the bottom flange is completely free and does not come in contact with the exterior wall, don't do anything. Just let the water drip off the flange. It seems to me that any rain accumulating on the beam flange will be due to wind driven rain.

A few other ideas to combat the water.....choose and equivalent shape with tapered flanges, drill drainage holes in the bottom flange (and account for the holes in the beam design)

 

[Sawbux]

Flange sticks out about 3" beyond face of wall. Bottom is 10'-8" above ground level, so it will be very visible. Beam is to be galvanized.

Inside edge is barely bearing on roof deck edge. We need plate brackets to attach it to the deck.

For tapered flange member, there is no 16" S shape - goes from 15" to 18".

The whole driver for this crazy detail is the Energy Code, requiring insulation on CMU walls and bunches in the roof! I've had a number of these driving structural to go through contortions to accommodate the Code and still have something that is not structurally unstable. Anyone else having else experiencing headaches like this?

 

[darthsoilsguy2]

all the lunchers out there selling proprietary continuous insulation structural system and attachments will be like 'nah nah, that beam flange isn't CI'

the energy code is very heavy-handed if it's not checked by comprehensive design process. the energy code would have you holding everything together with tape if you let it. z-girts and steel anchors still work great. too often prescriptive values are used w/o attempt to model for performance.