Preferred Method for Designing Foundation Wall Vertical Embed Plates

[SteelPE]

As the question states, I am wondering what the preferred method is for designing a foundation embed plate to a foundation all? Code is IBC 2015 and the plate will be used to connect beams and girders to a foundation wall (plate will be set vertically in the wall). The intent is to cast the plate in place during construction.

My usual method is to set the beam in a pocket on the wall, but foundation detailing this condition is a bit of a pain. I am hoping to simplify the detail process by designing some cast in place embed plates. In this instance most of the loads are around 20kips allowable. I do have a few instance where the load is 45k allowable (64k factored).

I have designed a few of these in the past using the PCI design handbook (I have an old 5th edition here). My other option is to use Hilti Profis. It seems like Profis is the way to go as it seems to make quick work of the problem.

 

[r13]

My usual method is to set the beam in a pocket on the wall, but foundation detailing this condition is a bit of a pain.

It seemed a straight forward question in the beginning, but this sentence puzzled me. Can you show some details?

 

[KootK]

1) I like profis and use it often for this purpose myself.

2) Do keep in mind that, if you're using the free version of profis, it's assuming that your plate is rigid.

3) If using a shear tab and bolt connection, it's often prudent to use slotted holes for tolerance unless you're able to get this done more conveniently at the other end of the beam.

4) There's a moment to be dealt with (exacerbated by #3) that can sometimes be a challenge with respect to a payout failure mode (often governs because of large end/edge distances). Depending on the wall thickness and detailing, sometimes its expedient to replace the top row of studs with hooked/headed deformed bar anchors. Usually studs alone will work and I consider that to be the preferred solution for simplicity and economy.

5) At long last, there is a modern design guide available for this that you might find useful: Link.

6) Your situation sounds pretty straight forward but, as always, give the connection it's due with respect to construct ability. Here's a good, recent article from Concrete International on that very aspect of embed design: Link

7) Give yourself plenty of room for misplacement as a subsequent fix will cost everybody time and money, especially you.

8) My preferred setup with this is an over-sized plate with a welded double angle connection. Maybe throw in an erection seat angle if I feel it would be helpful. This arrangement preserves some rotational ductility in the beam end connection and naturally results in a wide plate such that, if it's misplaced 6", I can still weld a shear tab onto it and probably be okay.

 

[PROFR]

SteelPE, if this is bearing connection, the best solution is to have a cast-in embed plate in the wall that will be flush with the wall and therefore you will not have any forming issues. After the form it removed, an HSS is to be field welded to the embed plate. Depending on the loads, the embed plate can be a stud plate or a rebar one or both. You can design any of these plate connections using "Precast Connection Software", which you can find it in the following link.

[URL unfurl="true"]https://www.precastcomputing.com/precast-connection-software/[/url]

Beside the bearing connection, you might need to have another lateral connection, which is normally between the top of the beam and the wall. It is usually a stud plate connection.