The "out" that is addressed in App. D is the third paragraph of RD.4.2.1. ACI 318 App. D does allow you to neglect this failue mechanism.
"For anchors exceeding the limitations of D.4.2.2., or for situations where geometric restrictions limit breakout capacity or both, reinforcment oriented...
The way this is calculated is not correct. The idea behind pryout is that very short stiff anchors simply will pop out a concrete cone in the opposite direction of the shear force, that is why Ncbg for tension is used for a shear calculation. As an example, if you have a 6 anchor base plate...
It is hidden in RD.6.2.1.
You need to check the component in the x direction and the y direction and take the minimum of the two.
Please see the attached file on page 38 and 39 for a description of this.
http://www.yousendit.com/download/Y2o5SXR5OC9PSHcwTVE9PQ
Here is how we typically calculate the distribution to the anchors. You bascially itterate until the results converge. Hope this helps, you may also want to try the manufactures anchor software. They will typically do the load distribution for...
I may work for a company that starts with "H" ends with "I" and has "ilt" in the middle, so for everyones info HY-50 is a product only sold overseas specifically designed for solid masonry, something we don't have as much in the US. HY 150/MAX/20 are very chemically similar. As long as a field...
Biggest difference is that you will need specific design information from the anchor mfg. For instance, pull out for a post installed anchor cannot be calculated from ACI 318 App. D, you will need to pull the products ICC-ESR report for that information. Talk to your mfg engineer, I am sure...
Based on ACI 318-05, a headed bolt would have a tensile capacity of 4,074 lbs (controled by pull-out) assuming 1 1/2" edge distance and cracked concrete non-seismic conditions. A "L" bolt would only have a capacity of 1,180 lbs (controled by pull-out) assuming the same thing. ACI doen't like...
Are you looking for the electrical resistance of the epoxy/adhesive? The adhesive I spoke of earlier has a resistance of 1.7 x 10^12 ohms/in (epoxy) and another is 5.1 x 10^11 ohms/in (hybrid adhesive). Maybe that gives you a good range to work with. I would assume that these resistances...
Epoxy anchoring material, not hybrid adhesives, like Hilti RE 500 has been used for this type of bonding before. Regardless of what is used, please read the following email from my super secret files...
"Before being in the Chemical Anchor development I was part of the HAF team. Within the HAF...
This is very close to what you have except it is for steel and the shank is a bit smaller.
http://files.engineering.com/getfile.aspx?folder=2e0f7c87-9101-41ae-9055-09667dfa9477&file=2008H440p_39.pdf
Acutally, one of the big changes with this code is that mechanical and adhesive anchors must now be tested with the anchor installed incorrectly on purpose. This is a major upgrade over the old method which assumed the anchor was installed perfectly. You get a different phi factor depending on...
http://www.us.hilti.com/data/techlib/docs/product%20technical%20guide%202001/anchoring%20systems/4.3.13%20Metal%20Hit%20Anchor%20(271).pdf
See the note on overhead safety factors. Almost every major and minor manufacture of anchors makes these.
You would be correct, searching all the ICC reports the following are approved for cracked concrete:
Hilti KB TZ
Hilti HSL-3 (metric)
Hilti HDA (metric)
Hilti RE 500 SD
Simpson Strong Bolt
Redhead Tru-Bolt + (although only 1/2" diameter)
The other linked adhesive is only approved for the UBC...
Have you seen this stuff yet? It's basically really big strut used for large piping supports. I'm sure the company could send you more info.
http://hilti.com/holcom/modules/prcat/prca_navigation.jsp?OID=-22826
