Stud wall bracing
Stud wall bracing
(OP)
I have a question regarding stud wall bracing.
I have 12’ high metal stud walls for a building renovation for an indoor Volleyball court. There is no ceiling, the stud walls are partitions and open above to the 24’ plus roof height. Stud walls usually have diagonal bracing at the top to keep them supported laterally and this is usually concealed by a drop ceiling.
The client doesn’t want to see diagonal bracing all over the place going up to 24’ or 30’ high in some places. This would not look good.
Would anyone happen to have any suggestions on how I can specify the walls to have internal x’bracing or something to make them structurally sound from falling over without using diagonal braced studs from the top track of the partitions all the way up to the roof deck?
Any comments/suggestion are appreciated.
I have 12’ high metal stud walls for a building renovation for an indoor Volleyball court. There is no ceiling, the stud walls are partitions and open above to the 24’ plus roof height. Stud walls usually have diagonal bracing at the top to keep them supported laterally and this is usually concealed by a drop ceiling.
The client doesn’t want to see diagonal bracing all over the place going up to 24’ or 30’ high in some places. This would not look good.
Would anyone happen to have any suggestions on how I can specify the walls to have internal x’bracing or something to make them structurally sound from falling over without using diagonal braced studs from the top track of the partitions all the way up to the roof deck?
Any comments/suggestion are appreciated.






RE: Stud wall bracing
RE: Stud wall bracing
RE: Stud wall bracing
RE: Stud wall bracing
http://files.engineering.com/getfile.aspx?folder=6...
@mike20793 - Could you elaborate more on the Cantilever tube columns with infilled studs. The building is an existing building that we are modifying.
RE: Stud wall bracing
RE: Stud wall bracing
@DETstru - Thanks for the picture
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RE: Stud wall bracing
RE: Stud wall bracing
A second track/box header/girt doesn't really help the issue unless you need it based on the distance your infill studs can span. If you're only making them span 12' then you shouldn't need a second row.
RE: Stud wall bracing
RE: Stud wall bracing
RE: Stud wall bracing
There ain't likely any as it is comes down to a fairly simple analysis. You have plenty of good suggestions here.
RE: Stud wall bracing
Which is it?
RE: Stud wall bracing
This is for interior stud walls only. They want the sheetrock on the interior stud walls to go up 12’ high. So, these are essentially 12’ high walls/partitions. Even though these studs may be 16” on center, I’m thinking maybe every 3rd stud goes up all the way to the deck (deck is at 24’ plus) to brace the interior wall from lateral moving, because we always specify a certain amount of bracing above the ceiling. In this case though, there is no ceiling.
Alternatively, I was wondering if there is a solution where every 3rd stud doesn’t have to go all the way up to the deck. Is there a method of bracing within the stud wall itself?
RE: Stud wall bracing
RE: Stud wall bracing
@Everyone - Thank you all for your suggestions.I will suggest the Cantilever tube columns with infilled studs and the second option from DETstru. I will let them know if they seek to go 24 ft tall then they should use hot rolled tube steel members.
RE: Stud wall bracing
Would it be possible to have the 10 ft to 12 ft high stud wall just brace to the existing metal building and it self? Please see attached drawing:
http://files.engineering.com/getfile.aspx?folder=9...
The yellow highlighted portions are the wall and the pink highlighted portions are horizontal braces to be used. The building is an existing pre-engineered metal building.
How would this work as a solution/ What are the potential benefits? What are the potential issues?
Also, here is more information from the Architect:
This is for interior stud walls only. They want the sheetrock on the interior stud walls to go up 12’ high. So, these are essentially 12’ high walls/partitions. Even though these studs may be 16” on center, I’m thinking maybe every 3rd stud goes up all the way to the deck (deck is at 24’ plus) to brace the interior wall from lateral moving, because we always specify a certain amount of bracing above the ceiling. In this case though, there is no ceiling.
Alternatively, I was wondering if there is a solution where every 3rd stud doesn’t have to go all the way up to the deck. Is there a method of bracing within the stud wall itself?
Any comments/suggestion are appreciated.
RE: Stud wall bracing
RE: Stud wall bracing
For better or worse, I've seen a lot of that strategy in interior fit out work. Without a ceiling, the potential issue would be that it's ugly as viewed from below.
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.
RE: Stud wall bracing
Another design option that I have is this:
1.) Use cantilever double angle back to back columns @ 8’-6” o.c. with infilled studs @ 16”o.c. (See Sketch 1). This would be just for the 12’ height. The track (or box header) is like a girt and is composed of double angles front to front. The columns would have 12x12x3/4 base plates with (4) - ¾” dia. HIT-HY 200 + HAS-E ½ Hilti Bolts. The effective embedment of the Hilti Bolts into the slab would need to be a minimum of 3.5 inches. (see attachment) This partition is designed for a 5 psf horizontal load based on IBC 2006 Sec 1607.13.
http://files.engineering.com/getfile.aspx?folder=6...
2.) Extend some of the studs all the way up to the bottom of the deck and provide girts ( as previously mentioned in this post).
@KootK - The client doesn't seem to be concerned with the aesthetics regarding the use of a ceiling for these walls. At this point my main concern is that it will structurally function.
RE: Stud wall bracing
RE: Stud wall bracing
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@Everyone - Thank you all for your help.
RE: Stud wall bracing
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.
RE: Stud wall bracing
RE: Stud wall bracing
This is, in fact, the approach that I typically see. I do some glass work and much of it is interior office partitions in situations just like this.
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.
RE: Stud wall bracing
RE: Stud wall bracing
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.
RE: Stud wall bracing
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.
RE: Stud wall bracing
Are you saying you would not be concerned about the possible overturning of the wall?
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Sure I'd be concerned about it. I'd evaluate it and deal with it by supplying some form of bracing to the wall tops with cold formed members. That is, of course, if such cold formed bracing members could be installed at the tops of the walls. You still haven't let me know if that's the case.
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.
RE: Stud wall bracing
RE: Stud wall bracing
RE: Stud wall bracing
- add bays as needed to make the top track spanning member work.
- hang the bracing from the structure above as needed.
- drag lateral load back back to parallel shear walls or base building.
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.
RE: Stud wall bracing
RE: Stud wall bracing
RE: Stud wall bracing
Well, yeah, that’s why I keep asking if it was acceptable to put bracing in the would be ceiling plane.
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.
RE: Stud wall bracing
I thought you were going to brace it like I show in that sketch.
I will investigate your idea.
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RE: Stud wall bracing
You could probably do that but would need a girt on top of the wall capable of spanning from corner to corner. Maybe a 10" stud capped with a track would do the trick.
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That's what my proposed solution does. The only difference between my proposal and your corner bracing proposal is that I've made the corner bracing so large that it fully trusses the roof. I've seen solutions where bracing is provided at 4' off the corners, kind of between your idea and mine. It can work but leaves some gaps in the load path in that the ceiling becomes a horizontal moment frame of sorts and it can be tough to detail the top tracks to follow that logic through.
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.
RE: Stud wall bracing
RE: Stud wall bracing
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.
RE: Stud wall bracing
It would if..
a) The girt was capable of resisting the wall stud out-of-plane loads.
b) The perpendicular walls were capable of acting as shearwalls to brace the girt - including out-of-plane stability themselves..
You just need to run the numbers and see.
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RE: Stud wall bracing
The reason I bring this up is I wanted to make my top track composed of several 8'-6" long members and have it connected together by field bolting. I figured this would be more economical then field welding and the member would be too long to shop weld.
One of the issues I am having in my analysis is instability. This is due to having the top track (or box header)pinned @ every 8'-6" and having pinned supports as well. If I treat it as a continuous member it will allow for moment to be carried throughout the top of the wall, but I am not sure how this could be economically built.
RE: Stud wall bracing
RE: Stud wall bracing