Hilti Anchors vs. Anchor Bolts 6

[Bedrock1977]

I know that Hilti makes a wide selection of different anchor systems. It seems that the traditional anchor bolts have been the design choice for all types of construction.

When it comes to residential, would you consider using Hilti anchors for anchoring the column baseplates to the supporting footing pads or are the traditional anchor bolts better for that? How about anchoring the sill plate to the foundation wall?

 

[JedClampett]

I agree with all of you that say that contractors are using post installed anchors as a crutch to avoid planning ahead. And they're not as good as cast in place.
But I've had projects where if it wasn't for drilled and epoxied reinforcing dowels, I don't know what I would of done. Say I'm adding a concrete structure to another structure and an expansion joint is not feasible. And contractors, not being completely stupid (lazy is another story), realize if I'm anchoring a concrete wall using epoxy, what's the big deal about a couple of ledgers?
So we have to take the good with the bad.

 

[EEJaime]

Gentelmen,
I am coming from the Electrical side of building construction. We do Healthcare, Civic and Educational projects. Our anchorage and seismic bracing details are reviewed by the State and Local Agencies and we utilize a lot of Hilti equipment. They have many pre-approved systems that are used for many types of equipment anchorage. It is almost a given that the Hilti "Kwik-bolt III" will appear on all of our work. These are an afterset anchor but it does not use epoxy. I am sure you are familiar with this or something like it. I was curious as to the discussion regarding post installed bolts did not include these? Are these too expensive for residential construction? Or is there another reason?

My switchgear, generator, transformer, conduit trapeze, and all manner of equipment anchorage specifications and details have called for these for many years. I've got thousands of these things installed. The Office of Statewide Health Planning and Development and The Division of the State Architect's Structural Engineers as well as our in-house Structural Engineers favor these. Perhaps not being structural myself, I've misunderstood the message in this thread. I was just curious and thought I would ask an oponion of the experts.

 

[slickdeals]

All of you have raised valid points regarding the workmanship of post-installed anchors.

Do you have any performance specs indicating "x" percentage of all post-installed anchors must me qualified. I note that ACI has a publication for qualification of post-installed anchors.

How many of you have or have thought of including pull tests to be done on a certain percentage of post-installed anchors? Maybe that will help contractors to bring their "A" game during installing the anchors. If the thing pulls out well before capacity is reached, its on their pocket to get it right.

 

[EEJaime]

slickdeals,
We have seen spec's for 10% of post-installed anchors being tested. We had one particular out-of-this-world OSHPD inspector have 100% of these anchors tested. Contractor was not amused. Especially as the testing was specified to be "as required by the AHJ".
Regards,
EEJaime

 

[rowingengineer]

I require a certification of installation to the hilti/ramset guidelines (This has the added advantage ensuring the anchor is installed by a tradesmen not a labour), Plus proof loading for minimum 5% selected by myself (I would say at random, But I do like to select ones that are in heavy tension). However, if you only have say 3-10 chemical anchors onsite, enforcing this spec is impossible.

I also have a question regarding cast-in anchors, what is the standard tolerance provided in connection? I generally aim for +/-40mm, what does everyone else aim for?

EEJaime,
What you are referring to is a mechanical post installed anchor. These are good for situation where loading is required almost immediately after installation, However as noted by msquared48 these anchors can have problems with cyclic loadings, and to minimise the effect of this they generally have a torque that must be applied to ensure no movement during loading. They are also more expensive generally, and have a lag time on ordering. I generally find these have less problems then chemical anchors due to the fact that a tradesmen not a labour has to install, due to the use of a torque wrench.


When in doubt, just take the next small step.

 

[EEJaime]

Thank you rowingengineer,
We use these on heavy vibrating equipment such as generators and fire pumps, specifically for the seismic bracing of the equipment with the vibration isolation mounts and seismic restraints. msquared48's post specifically states that these are the types of loads he would not recommend these anchors for. Does this concern apply to both epoxy and mechanical type after-set anchors?
Regards,
EEJaime

 

[sandman21]

Hilti Kwik-bolt III is the incorrect bolt for taking seismic forces; from the ICC report “The Hilit Kwik Bolt 3 Concrete Anchor (KB3) is used to resist static and wind, tension and shear loads in uncracked normal-weight concrete”. There are certain anchors that can take seismic forces, Hilti KB-TZ ICC ESR-1917, is one anchor; I remember there is an issue about vibration loading. Epoxy anchors can also be used to resist seismic forces but again only certain types, Hilti HIT-RE 500-SD Adhesive Anchors can be used. Help the SE out change the detail to a bolt that can take seismic forces in cracked concrete, these details always show up the day before the project gets resubmitted.

 

[rowingengineer]

Kwik bolt:

http://www.icc-es.org/reports/pdf_files/ICC-ES/ESR-1385.pdf

consider:

http://www.icc-es.org/reports/pdf_files/ICC-ES/ESR-1545.pdf

When in doubt, just take the next small step.

 

[rowingengineer]

going to fast make a mistake, heer is your bolt
Kwik III

http://www.icc-es.org/reports/pdf_files/ICC-ES/ESR-2302.pdf

When in doubt, just take the next small step.

 

[EEJaime]

Gentlemen,
First, my apologies to the OP for hijacking this thread. It was an excellent question that brought another important question to mind. rowinengineer and sandman21, you have been extremely helpful and I appreciate it. I am going to revise my specifications and details to incorporate the HSL anchor, it is clearly a superior selection for my applications. I am sure our SE's will approve.

My co-workers often limit their participation in these fora to their own discipline, but it is these forays into semi-related or peripherally related fields that often, as today, prove most useful.

Again thank you and regards,
EEJaime

 

[rowingengineer]

I nearly missed Hokie66 reference to the Big Dig Boston ceiling collapse after taking a look at some articles on the web and a previous thread thread507-159632

I think the Big Dig Bosten has made me rethink my saftey factor for design, and the amount of tests required.

When in doubt, just take the next small step.

 

[DRC1]

I have used mechanical and epoxy bolts for many years. I prefer hilti becuse they have the best engineering data availble and have very good quality and consistent product. They will also answer any technical questions you have for your application. Although hilti quick bolts are not reccomended for siesmic, in many areas and applications that is not an issue.
Hilti anchors are not cheap, and generally it is cheaper to set traditional bolts than use hilti bolts.
Finally the perception that epoxy is an inferior product due to the big dig is not true. The epoxy used was a temporary epoxy not suited to long term use due to a tendency to creep. Further the material was used in an overhead application which is not the best use for epoxy. (a good application for cast in place bolts) Finally the panel loads were supported by five bolts and the loads were distributed by diagonals that were tightened or lossened by turnbukles to adjust the panels, so the load in the bolts was indeterminate. In the end the epoxy manufacterer who supplied the epoxy to a reseller and sold it under a different label took the hit. However I believe this had more to do with a ability to pay rather than truth or justice.

 

[sandman21]

Had a Hilti Rep. in today asked about which anchor he would choose for a typical mech. unit slab on grade for seismic loads, the TZ is the preferred, then HSL.

 

[wannabeSE]

Slickdeals
In regards to pull tests, our general notes have a section on post installed anchors that specifies pull tests consistent with OSHPD (California Hospitals) requirements. OSHPD has a Code Apllication Notice (CAN) for field testing post installed anchors (

http://www.oshpd.state.ca.us/FDD/Regulations/CANs/2007/2-1916A.8.pdf

)

 

[SLTA]

I work for a homebuilder and since we ship all over the world, we have historically specified epoxy anchors for sill plate and holddown anchors. However, we're finding more and more jurisdictions are demanding special inspections on all epoxy use and this has become a bit intense for a straightforward house. We're planning to switch to a mechanical screw anchor for standard sill plate anchorage but will likely stick with epoxy anchors for the special hardware as required.

(and as a side note - as a woman, am I allowed to read EEJaime's posts? lol)

 

[EEJaime]

slta,

My apologies. I am used to my home forum, (electrical), where as far I can recall, at least in the past two years, we have not had a female member that is a regular participant. I should know that this is different in other disciplines. Even in the last 30 years of working in this business, I can probably still count on one hand the number of women that I've met whom are electrical engineers. Many Architects, Lighting designers, product representatives, engineers of varied disciplines, Mechanical, but not electrical.

I guess I just fell into an industry that is not to the liking of many women. Thank you for lighthearted response. Apparently you are familiar with us that write without always thinking things all the way through.

Have a pleasant day,
EEJaime

 

[rowingengineer]

slta,
when you say mechanical "screw" anchor do you mean like the "hilti Hus" anchor or equivalent? I have to be honest in all my years of practice i have never spec'd this type of anchor, I have always been put off by because they have to drill a hole and clean, but if the hole is oversized at all, the anchor capacity is reduced immensely.


When in doubt, just take the next small step.

 

[archeng59]

I have specified and used the HUS-H and Simpson Titen anchors many times successfully over the past couple of years. Not for column anchor bolts problems, but other requirements where an anchor was needed in an existing concrete structure.