Tilt-up panel penetration near panel connections

[Soldierson]

I have been asked to evaluate a simple 3'x7' access/egress door penetration in a tilt-up building. The edge of the door will be located very close (<2') to the intersecting panel (not in plane). I dont design tilt-ups so I am not aware of any code limitations for edge of panel clearance. I can calculate in plane shear and dead loads and compare to allowable but I believe the main issue is the location of the panel connection. I am not sure where the edge plate connection is as the wall is covered by wood frame and sheet rock. What is the typical height of the first plate connection? Seems like in-plane shear is mute if connection is located above the doorway. Is this correct? Any special retrofit needed if the calculated loads dont exceed allowable stresses? See attached. This tilt up is 18' tall and comprises part of a large retail shopping center. It is not free standing.

 

[JoshPlumSE]

Why not just make the opening larger and add a HSS post or something at that location to make up the difference?

 

[KootK]

I am not sure where the edge plate connection is as the wall is covered by wood frame and sheet rock.

No way for me to know for sure but I'd be pretty surprised if the first connection wasn't higher than 7'.

Seems like in-plane shear is mute if connection is located above the doorway. Is this correct?

That would be my expectation as well. The corner connection between panels often have more to do with thermal bowing etc. I don't usually seem them used as extra shear wall hold down. It would be nice to confirm that assumption somehow though.

Any special retrofit needed if the calculated loads dont exceed allowable stresses?

Your door might destroy one of only two connections between the bottom of the wall panel and the foundation. If that's the case, I'd reconstitute that somehow.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

 

[Soldierson]

Thank you JoshPlum and KootK for your replies,
Removing more concrete near the corner for HSS concerns me.
The suggestion about the tilt wall connection to foundation is a good one. I will include that in the spec for post demo inspection. In the DFW area, normally the tilt wall panels extend below floor grade about 3' so this may mitigate that concern

 

[TehMightyEngineer]

Removing more concrete near the corner for HSS concerns me.

That little sliver of concrete is doing almost nothing for you anyway and will be a huge pain to erect without damaging it. I'd also vote for removing the concrete and replacing it with embedded steel and designing the panel to work around the opening.

Ian Riley, PE, SE
Professional Engineer (ME, NH, MA) Structural Engineer (IL)
American Concrete Industries

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