Update of anchoring procedures for the als floor
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Update of anchoring procedures for the ALS floor. 09/19/2007. Why now?. Retrofit of beamlines often replace equipment leaving behind abandoned shells/anchors/studs Review of HILTI Technical Guide and phone calls to HILTI highlighted some issues

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Presentation Transcript

Why now
Why now?

  • Retrofit of beamlines often replace equipment leaving behind abandoned shells/anchors/studs

  • Review of HILTI Technical Guide and phone calls to HILTI highlighted some issues

  • Drawings for HDI anchor details often used in BOM were incorrect


Non greenfield installation
Non “Greenfield” installation

  • Removed old 4.0.2 switchyard assembly

  • Found ~40 cutoff studs or shells –

    • Eng. Note didn’t discuss this situation

    • 4” no-go zone for new shells was default

  • Concrete patch (which sounded hollow) filling in old wire trench under shield wall

  • Steel plate for shield door


Hilti information
Hilti Information

  • Table for derating of HDI anchors

    • Copies for all

    • Will be added to new version of Engineering Note M7696

  • Multiple derating factors are multiplicative

  • Abandoned shells / studs need minimum of 3 diameters (of loaded shell) clearance for loaded shell to be fully rated

    • Conversation with HILTI and testing done at HILTI

    • “Effect of Abandoned Holes on Capacity of Wedge Bolts”


For ½” HDI shells, need 7” between loaded shells and 6” from edge to be fully rated. Between 4” and 7” (or 6”) there is a derating factor; below 4” isn’t allowed. Derating factors are per shell / edge and are multiplicative.


Engineering documentation
Engineering Documentation 6” from edge to be fully rated. Between 4” and 7” (or 6”) there is a derating factor; below 4” isn’t allowed. Derating factors are per shell / edge and are multiplicative.

  • Engineering Note M7696 “Concrete Floor Anchor Applications” controls our work for installing equipment at the ALS.

    • Version A is most current but needs revisions based on the information presented here

    • Does not reference anchor detail drawings

    • Basic method for calculating seismic loads – uniform loading, symmetric, no derating

  • In Work Manager:

    • 26D412 : Anchor detail for HILTI ½” HDI

    • 26D409 : Anchor detail for HILTI HIS (epoxy)

    • Often are called out in BOM for installation drawings along with the Engineering Note M7696

    • Current versions are incorrect; new versions are being made


Seismic calculations
Seismic Calculations 6” from edge to be fully rated. Between 4” and 7” (or 6”) there is a derating factor; below 4” isn’t allowed. Derating factors are per shell / edge and are multiplicative.

  • Dave Plate has a spreadsheet for basic calculations – best place to start

  • For more complex situations (e.g. derated bolts) need to check all scenarios

    • Examples from MERLIN

    • Can have OSD calculate CG but need to have correct density for parts.


New anchor 6” from edge to be fully rated. Between 4” and 7” (or 6”) there is a derating factor; below 4” isn’t allowed. Derating factors are per shell / edge and are multiplicative.

Trench edge

2.13”

1.88”

6”

(cutaway of floor)

4”

What is rating of new ½” anchor for tension and shear during a seismic event?

From Eng. Note: ½” HDI has a load of 2380 lbs in tension and 1780 lbs in shear.

(takes into account 33% increase in load for short-term loading)


4” 6” from edge to be fully rated. Between 4” and 7” (or 6”) there is a derating factor; below 4” isn’t allowed. Derating factors are per shell / edge and are multiplicative.

6”

4”

Note: Abandoned shell has no effect as 3x diameter away (1/2” HDI has .625” diameter)

Load = 2380 lbs x .5 (for 4” a-a) x .83 (for 6” a-a) x .8 (for 4” a – e) = 790 lbs in tension

= 1780 lbs x .5 (for 4” a-a) x .83 (for 6” a-a) x .65 (for 4” a – e) = 480 lbs in shear


Takeaways
Takeaways 6” from edge to be fully rated. Between 4” and 7” (or 6”) there is a derating factor; below 4” isn’t allowed. Derating factors are per shell / edge and are multiplicative.

  • Use revised anchor detail drawings in BOM / drawing notes (let me know if you are using a different anchor detail).

  • If a new shell/anchor is placed too close to existing anchor (e.g. a utility pole or a stand for another beamline), must derate both anchors and recalculate seismic.

  • Careful of edges – concrete patches, trenches, steel plates in floor, etc.


Takeaways cont
Takeaways cont. 6” from edge to be fully rated. Between 4” and 7” (or 6”) there is a derating factor; below 4” isn’t allowed. Derating factors are per shell / edge and are multiplicative.

  • Keep loaded ½” HDI anchors > 4” away from each other and edges at absolute minimum; 7” is necessary to be fully rated.

  • Stay > 2” away from abandoned shells-

    • Possible to core out abandoned shell / stud and grout – then need 1.5 diameters for fully rated.

  • Visit and revisit location to make sure everything is captured in your model – will save rework later

    • For installations in non-Greenfield areas, consider adding extra anchor holes in base.


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