I think that Hilti Profis handles this condition.

Thanks Koot... I'll take a gander.

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So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

I still use this old thing for all of my nelson stud designs.

• https://files.engineering.com/getfile.aspx?folder=9c70376e-ed1b-40fe-8f38-f

Thanks jay... I tried signing into Hilti Profis, and they want be to re-log in. I find it a nuisance when they make improvements. Just got a recent update for Adobe Reader that was an 'improvement'... it basically rendered the editing 'totally useless'. I rely on being able to mark up *.pdf shop drawings for sealing...

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So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

I see two options for determining the tensile capacity of the headed studs, one from the steel code and one from the concrete code:

1. AISC 360-16, Section I8.3b, (p. 16.1-109): Tensile Strength of Steel Headed Stud Anchors in Composite Components
2. ACI 318-14, Section 17.5.1.2(a) (p. 247): For cast-in headed stud anchor

I believe that using either code will result in the same capacity in this case.

Thanks...

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So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

I'm assuming that you're asking about the tensile strength of the steel studs and not the overall capacity of the entire assembly pulling out of the concrete. Just wanted to clarify.

I'll be designing them for pull out from concrete...

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

Quote (dik)

I'll be designing them for pull out from concrete...

Ok, then what I stated above is an incomplete answer. I recently spent a lot of time writing a piece of software for concrete anchorage design. As you're probably aware, the basic requirements are spelled out in ACI 318, Chapter 17 (which I found parts of to be borderline incomprehensible).

The reference PCA - "Notes on ACI 318-11" has some decent design examples in Chapter 34 which helped me a lot. In particular, for your problem, I think Example 34.2 (p. 34-38) will be helpful. It's for a group of headed studs in tension.

Chapter 34 also contains several tables with design capacities for single anchors in tension and shear.

I found Hilti Profis software as well as the similar program by Simpson Strong-Tie to be very useful as well. My opinion is that the complexity of the ACI code has made it nearly impossible to do this stuff by hand for anything but the simplest cases.

Do you have a dimensioned diagram of the stud joint and the loads being applied?

It's just conceptional at this point. Just adding prelim comments to what client wants... The guards are 4' high and spacing is at 5' with 1' cantilever... Posts need to be 1.90dia x 0.14 wall... The 10" embed is overkill, and eventually I'll need to confirm the design...and the base plate has to be 1/2".



-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

It was interesting to see your problem. Not being in your industry, I don’t know what you have to design to, but looking at the parts, assembly, loading configuration, etc can inspire ideas. The first, being what you are after, is the moment and shear generated at the plate interface. The moment resulting in tensile prying loads. Problem is defining the point of rotation. Is it at the centre of the post, thereby generating equal magnitudes of +ve and -ve stud axial loads, or do you take the rotation point at the plate edge, generating all but differing tensile loads. Next, what is being used between the posts and how is it fixed to the posts? If the applied load is applied between two posts, can the load, when reacted at the posts, cause the posts to rotate, causing additional shear to be applied to the studs? Just brainstorming, generating food for thought.

Just another point. Again, if the load is between posts, will the flexing of the part between the posts tend to pull the two posts either side towards each other? As the base plate rotates, putting the studs into tension by applying contact bearing load to the underside of the stud head, the contact load centroid will be offset to the stud shaft. Do you need to consider the resultant bending?

No... there is 200' of 'catenary posts' on the other side, with the tensile rigidity of the 'rails' being far greater then flexural rigidity... I really don't know how this works... it's really quite complicated, so I just look at a small part of it. I tend not to overthink guards...I might do 20 different guards in a week... with various bases...



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So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

I don’t know if this simple 2D bolt group analysis is of any help to you. It hasn’t been checked but it may give you some ideas.

• https://files.engineering.com/getfile.aspx?folder=b792e7ef-cf00-470e-9809-f

I have an SMath program similar... I'll compare it. It's not the load distribution but the capacity of the headed studs. The client's proposal was to have 10" embedment for 1/2" studs and my quick calc indicated half that was more than adequate. I decided to do up an program.

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

Based on a quick analysis using the information that you provided above, I agree that half of the 10" embedment should be more than adequate. My calcs actually show 2.5" embedment being acceptable, although I wouldn't go that low.

Thanks...

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

Grab a copy of the Canadian Precast Concrete Institute Manual. It has a whole section about headed studs, I think. Plus it's free!

https://www.cpci.ca/en/resources/design_manual/

If you need it, you can increase your breakout capacity of your tension anchor by using the compression strut to restrain it. There have been studies on it and there's a capacity increase factor you can apply based on it. If you need that extra bump I can look for it.

Thanks... picked up a copy and have printed out the example problems...

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

Hi Dik
check your email ..
Also Highly admire your works ... you give us a good research idea

What am I missing, doesnt PCI address this or ACI?

Yes, ACI addresses this, per my comments above. Based on some of the other responses, I'm guessing the question might be specific to Canadian requirements, and perhaps then ACI isn't applicable?

Quote (Also Highly admire your works ... you give us a good research idea)

Thanks... there are a bunch (binary term for PC) of others on this site that I hold in high regard.

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

Our CSA A23 for concrete closely reflects the ACI requirements.

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik

The Simpson Anchor design program does these, and their report has code references directly in it which I find way easier to follow than Profis. It will check the baseplate thickness as well with FEA against its yield strength as well if you require that.



You can add the loading as a moment if that is the case as well if you require.

Not necessary... loads are too small and BAR 3/8 is lots... thanks, though. FEA is overkill unless you have 1000 of them...

-----*****-----
So strange to see the singularity approaching while the entire planet is rapidly turning into a hellscape. -John Coates

-Dik