Tehnologia Ancorarii FTM 2010 1

8/10/2019 Tehnologia Ancorarii FTM 2010 1

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Anchor technologyand design

6 / 2010 7

Anchor technology and designAnchor selector

Legal environmentApprovalsBase MaterialAnchor designDesign examplesCorrosionDynamicResistance to fire


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Anchor selector

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Anchor selectorBase materialAnchor type

Crackedconcrete

Uncrackedconcrete

Lightweightconcrete

Aeratedconcrete

Solidbrickmasonry

Hollow

brickmasonry

Pre-s

tressedconcretehollow

deck

Approval

Approvalfordynamicloads

Firetested

Application

Mechanical anchor systems

Heavy duty anchors

HDA-T/ -TR/TF/-P/-PR/-PFundercut anchor

Anchor fastening for high loads e.g.in steel construction and plantconstruction, suitable for dynamicloading

HSL-3 heavy duty anchor Fastening heavy loads e.g. fromcolumns, high racks, machines

Medium and light dutyanchorsHSC-A(R) /-I(R) safety anchor Safety relevant fastening at facades

and ceilings where short embedmentdepth is required

HST/-R/-HCR stud anchor Fastening through in place parts e.g.angles, tracks, channels, woodenbeams, etc.

HSA/-R/-F stud anchor Fastening through in place parts like

wooden beams, metal sections,columns, brackets, etc.

HSV stud anchor Fastening through in place parts

HLC sleeve anchor Temporary fastenings in concrete(e.g. formwork), fastening in basematerial of low density

HAM hard sleeve anchor Secure fastenings in various basematerials

= very suitable = may be suitable per application 1) redundant fastening


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Anchor selector

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Specification SettingAdvantages Drill bit

diameter resp.anchor size

Steel,galvanised

Steel,sheradised,

hotdippedgalv.

StainlesssteelA2(1.4

303)


401)

HCR

steel(1.4

529)

Externalthread

Internalthread

Pre-setting

Through-fastening

Page

Automatic undercutting High load capacity Approved for dynamic loads

Drill bit dia.:20 37 mmAnchor size:M10 M20

80

Integrated plastic section totelescope and pull down tightly

The bolt can be retorqued


96

Automatic undercutting Small edge distances and

spacings Small setting depth


108

Quick and simple settingoperation

Setting mark Safety wedge for certain follow

up expansion


132

Two setting depths Setting mark Extremely ductile steel for high

bending capacity

Drill bit dia.:

6 20 mmAnchor size:M8 M24

144

Quick and simple settingoperation


156

Short setting and removingoperation

Good loads in green concrete Bridging of gaps

Drill bit dia.:6,5 20 mmAnchor size:M5 M16

160

Wings to prevent spinning in thebore hole

Plastic cap in cone to preventdust entrance

Drill bit dia.:12 20 mm

Thread:M6 M12

166


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Anchor selector

6 / 201010

Base materialAnchor type

Crackedconcrete

Uncrackedconcrete

Lightweightconcrete

Aeratedconcrete

Solidbrickmasonry

Hollow

brickmasonry

Pre-s


deck

Approval

Approvalfordynamiclo

ads

Firetested

Application

Medium and light dutyanchorsHUS-HR screw anchor Fastening channels, brackets, racks,

seating

HUS-H screw anchor Fastening channels, brackets, racks,seating

HUS-P 6, HUS-I 6 screw anchor 1)

Fastening channels, brackets, racks,seating

HUS 6 screw anchor 1)

Fastening light channels, brackets,interior panelling or cladding

HKD push-in anchor 1)

Fastening with threaded rods forpipe suspensions, air ducts,suspended ceilings

HKV push-in anchor Fastening with threaded rods forpipe suspensions, air ducts,suspended ceilings

HUD-1 universal anchor Various applications

HUD-L universal anchor Various applications

HLD light duty anchor Fastenings to weak material withcavities



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Anchor selector

6 / 201012


Crackedconcrete

Uncrackedconcrete

Lightweightconcrete

Aeratedconcrete

Solidbrickmasonry

Hollow

brickmasonry

Pre-s


deck

Approval


ads

Firetested

Application

Medium and light dutyanchorsHRD-U/-S frame anchor Securing support frames, timber

frames, fascade panels, curtainwalling

HRD-U8 frame anchor 1)

On most hollow and solid basematerial

HPS-1 impact anchor Fastening wood battens,components for electrical andplumbing installations

HHD cavity anchor Fastening battens, channels panels

HSP/HFPdrywall plug Fastenings in dry walls

HA8 ring/ hook anchor 1)

For suspended ceilings and otheritems from concrete ceilings

DBZ wedge anchor 1)

Suspension from concrete ceilingse.g. using steel straps, punchedband, Nonius system hanger

HT metal frame anchor Fastening door and window frames

HK ceiling anchor 1)

Fastening of suspended ceilings,cable trays, pipes

HPD aerated concrete anchor Various fastenings in hollow decks



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Anchor selector

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Specification SettingAdvantages Drill bitdiameter resp.

anchor size

Steel,galvanised

Steel,sheradised,

hotdipped

galv.


03)


01)

HCR

steel(1.4

529)

Externalthread

Internalthread

Pre-setting

Through-fastening

Page

Preassembled with screw

Screw of steel 5.8 grade orstainless steel A4 (1.4401)

Drill bit dia.:

10 and 14 mm

264

impact and temperatureresistant

high quality plastic

Drill bit dia.:8 mm

270

impact and temperatureresistant

high quality plastic

4 8 mm 282

Controlled setting Deliverable with or without

prefitted screw


286

Self-drilling tip One bit for anchor and screw Removable

- 288

Quick and easy setting Automatic follow up expansion

Drill bit dia.:8 mm

290

Small drill bit diameter Quick setting by impact

extension Automatic follow up expansion

Drill bit dia.:6 mm

294

No risk of distortion or forces ofconstraint

Expansion cone can not be lost


298

Small bore hole Quick and easy setting

Drill bit dia.:6 mmM6

302

Approved (DIBt) Fire resistance

Immediately loadable

Withoutpredrilling

Thread:M6 M10

308


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Anchor selector

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Crackedconcrete

Uncrackedconcrete

Lightweightconcrete

Aeratedconcrete

Solidbrickmasonry

Hollow

brickmasonry

Pre-s


deck

Approval


ads

Firetested

Application

Medium and light dutyanchorsHKH hollow deck anchor Suspension from pre-stressed

concrete hollow decks

HTB Ingenious and strong for hollowbase materials

Insulation fasteners

IDP insulationfastener

Fastening of hard, self supportinginsulating materials

IZ expandable insulation fastener Fastening of soft and hard, selfsupporting insulating materials

IDMS / IDMR insulation fastener Fastening of soft and hard, selfsupporting insulating materials andnon self supporting insulation

materials

= very suitable = may be suitable per application


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Anchor selector

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anchor size

Steel,galvanised

Steel,sheradised,

hotdipped

galv.


03)


01)

HCR

steel(1.4

529)

Externalthread

Internalthread

Pre-setting

Through-fastening

Page

Approval for single point

fastenings Approved for sprinkler systems

Drill bit dia.:

10 14 mmThread:M6 M10

314

Load carried by strong metalchannel and screw

Convincing simplicity whensetting


318

One piece element Corrosion resistant No heat bridge

Drill bit dia.:8 mm insulatingmaterial

thickness10 150mm

322

Corrosion resistant No heat bridge Reliable bonding of plaster

Drill bit dia.:8 mm insulatingmaterialthicknessup to 180mm

326

One piece element Corrosion resistant Fire resistant

Drill bit dia.:8 mm insulatingmaterialthicknessup to 150mm

330


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Anchor selector

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Crackedconcrete

Uncrackedconcrete

Lightweightconcrete

Aeratedconcrete

Solidbrickmasonry

Hollow

brickmasonry

Pre-s


deck

Approval


ads

Firetested

Application

Adhesive anchorsystems

Foil capsule systems

HVZadhesiveanchor

Heavy-duty fastenings with smallspacing and edge distances

HVUadhesiveanchor

Heavy duty fastenings with smallspacing and edge distances

Injection mortar systems

HIT-RE500SD

Adhesive anchor in crackedconcrete

HIT-RE500

Adhesive anchor



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Anchor selector

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anchor size

Steel,galvanised

Steel,sheradised,

hotdipped

galv.


03)


01)

HCR

steel(1.4

529)

Externalthread

Internalthread

Pre-setting

Through-fastening

Page

No expansion pressure Small edge distances and

spacing A strong and flexible foil capsule

M10 M20 336

No expansion pressure Small edge distances and

spacing A strong and flexible foil capsule

HAS M8 M39HIS-M8 - M20Rebar dia.8 40 mm

350

Flexibility in terms of workingtime


374

No expansion pressure Flexibility in terms of drill bit

diameter and annular gap Flexibility in terms of working

time

HAS M8 M39

HIS-M8 - M20Rebar dia.8 40 mm

432


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Anchor selector

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Crackedconcrete

Uncrackedconcrete

Lightweightconcrete

Aeratedconcrete

Solidbrickmasonry

Hollow

brickmasonry

Pre-s


deck

Approval


ads

Firetested

Application

Injection mortar systems

HIT-HY

150 MAX

Adhesive anchor in cracked

concrete

HIT-HY150

Adhesive anchor

HIT ICE Adhesive anchor for low installationtemperatures

HIT-HY70

Universal mortar for solid and hollowbrick



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Anchor selector

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anchor size

Steel,galvanised

Steel,sheradised,

hotdipped

galv.


03)


01)

HCR

steel(1.4

529)

Externalthread

Internalthread

Pre-setting

Through-fastening

Page

No expansion pressure No styrene content No plasticizer content Environmental protection due to

the minimized packaging

HAS M8 M30

HIS-M8 - M20Rebar dia.8 25 mm

488

No expansion pressure No styrene content No plasticizer content Environmental protection due to

the minimized packaging


554

No expansion pressure HAS M8 M24HIS-M8 - M20Rebar dia.8 25 mm

602

No expansion pressure mortar filling control

with HIT-SC sleeves

Drill bit dia.:

10 22 mmThread:M6 M12

650


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Legal environment

6 / 201020

Legal environment

Technical data

The technical data presented in this Anchor Fastening Technology Manual are all based onnumerous tests and evaluation according to the state-of-the art. Hilti anchors are tested in ourtest labs in Kaufering (Germany), Schaan (Principality of Liechtenstein) or Tulsa (USA) andevaluated by our experienced engineers and/or tested and evaluated by independent testinginstitutes in Europe and the USA. Where national or international regulations do not cover allpossible types of applications, additional Hilti data help to find customised solutions.

In addition to the standard tests for admissible service conditions and suitability tests, for safetyrelevant applications fire resistance, shock, seismic and fatigue tests are performed.

European Technical Approval Guidelines

Approval based data given in this manual are either according to European Technical ApprovalGuidelines (ETAG) or have been evaluated according to this guidelines and/or nationalregulations.

The European Technical Approval Guideline ETAG 001 METAL ANCHORS FOR USE INCONCRETE sets out the basis for assessing anchors to be used in concrete (cracked and non-cracked). It consists of:

Part 1 Anchors in general

Part 2 Torque-controlled expansion anchors

Part 3 Undercut anchors Part 4 Deformation-controlled expansion anchors

Part 5 Bonded anchors

Part 6 Anchors for multiple use for non-structural applications

Annex A Details of test

Annex B Tests for admissible service conditions detailed information

Annex C Design methods for anchorages

For special anchors for use in concrete, additional Technical Reports (TR) related to ETAG 001set out additional requirements:

TR 018 Assessment of torque-controlled bonded anchors

TR 020 Evaluation of Anchorages in Concrete concerning Resistance to Fire TR 029 Design of Bonded Anchors

The European Technical Approval Guideline ETAG 020 PLASTIC ANCHORS FORMULTIPLE USE IN CONCRETE AND MASONRY FOR NON-STRUCTURAL APPLICATIONSsets out the basis for assessing plastic anchors to be used in concrete or masonry forredundant fastenings (multiple use). It consists of:

Part 1 General

Part 2 Plastic anchors for use in normal weight concrete

Part 3 Plastic anchors for use in solid masonry materials

Part 4 Plastic anchors for use in hollow or perforated masonry

Part 5 Plastic anchors for use in autoclaved aerated concrete (AAC) Annex A Details of tests

Annex B Recommendations for tests to be carried out on construction works

Annex C Design methods for anchorages


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Legal environment

6 / 2010 21

The European Technical Approval Guidelines including related Technical Reports set out therequirements for anchors and the acceptance criteria they shall meet.

The general assessment approach adopted in the Guideline is based on combining relevantexisting knowledge and experience of anchor behaviour with testing. Using this approach,testing is needed to assess the suitability of anchors.

The requirements in European Technical Approval Guidelines are set out in terms of objectivesand of relevant actions to be taken into account. ETAGs specify values and characteristics, theconformity with which gives the presumption that the requirements set out are satisfied,whenever the state of art permits to do so. The Guidelines may indicate alternate possibilitiesfor the demonstration of the satisfaction of the requirements.

Post installed rebar connections

The basis for the assessment of post installed rebar connections is set out in the TechnicalReport

TR 023 Assessment of post-installed rebar connections

The Technical Report TR 023 covers post-installed rebar connections designed in accordancewith EN 1992 - 1-1: 2004 (EC2) only. ETAG 001 (Part 1 and Part 5) is the general basic of thisapplication. The Technical Report TR 023 deals with the preconditions, assumptions and therequired tests and assessments for postinstalled rebars.

System of attestation of conformity

For anchors having an approval, the conformity of the product shall be certified by an approvedcertification body (notified body) on the basis of tasks for the manufacturer and tasks for theapproved body.

Tasks for the manufacturer are:

Factory production control (permanent internal control of production and documentationaccording to a prescribed test plan)

involve a body which is approved for the tasks

Tasks for the approved body are:

initial type-testing of the product

initial inspection of factory and of factory production control continuous surveillance, assessment and approval of factory production control


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Approvals

6 / 201022

Approvals

International Approvals: Europe

LanguagesAnchor type Description Authority /

Laboratory

No. /

Date of issue g e f

HDA / HDA-R Self-undercutting anchor made ofgalvanised or stainless steel(Valid until: 25.03.2013)

CSTB, Paris ETA-99/000925.03.2008

HSL-3 Torque controlled expansion anchorof galvanised steel(Valid until: 10.01.2013)

CSTB, Paris ETA-02/004210.01.2008

HSC / HSC-R Self-undercutting anchor made ofgalvanised or stainless steel(Valid until: 20.09.2012)

CSTB, Paris ETA-02/002720.09.2007

HST / HST-R /HST-HCR

Expansion stud anchor made ofgalvanised, stainless or highlycorrosion resistant steel(Valid until: 19.02.2013)

DIBt, Berlin ETA-98/000107.07.2009

HSA / HSA-R Expansion stud anchor made ofgalvanised or stainless steel(Valid until: 13.03.2013)

CSTB, Paris ETA-99/000113.03.2008

HUS-HR6/8/10/14

Screw anchor made of stainlesssteel,(Valid until: 12.12.2013)

DIBt, Berlin ETA-08/30730.03.2009

HUS-H8/10

Screw anchor made of carbon steel,deltatone coated

(Valid until: 12.12.2013)

DIBt, Berlin ETA-08/30730.03.2009

HUS 6 Screw anchor made of carbon steel,deltatone coated(Valid until: 23.04.2015)

DIBt, Berlin ETA-10/000523.04.2010

HKD / HKD-R Deformation controlled expansionanchor made of galvanised orstainless steel(Vailid until: 22.04.2015)

DIBt, Berlin ETA-06/004722.04.2010

HKD / HKD-R Deformation controlled expansionanchor made of galvanised orstainless steel(Vailid until: 22.04.2015)

DIBt, Berlin ETA-02/003222.04.2010

HRD-U-8 Frame anchor made of polyamide,screw made of galvanised orstainless steel(Valid until: 17.09.2012)

DIBt, Berlin ETA-07/021917.12.2007

DBZ Wedge anchor made of galvanisedsteel(Valid until: 13.09.2011)

DIBt, Berlin ETA-06/017913.09.2006

HK Ceiling anchor made of galvanisedsteel (Valid until: 23.04.2014)

DIBt, Berlin ETA-04/004305.05.2009

HVZ / HVZ-R /HVZ-HCR

Adhesive anchor, rod made ofgalvanised, stainless or highlycorrosion resistant steel(Valid until: 01.10.2013)

DIBt, Berlin ETA-03/003229.09.2008

HVU withHAS / HIS-N

Adhesive anchor, rod made out ofgalvanised steel(Valid until 20.01.2011)

DIBt Berlin ETA-05/025501.03.2010


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Approvals

6 / 2010 23


Laboratory

No. /

Date of issue g e f

HVU with

HAS-R / HIS-RN

Adhesive anchor, rod made out of

stainless steel(Valid until 20.01.2011)

DIBt Berlin ETA-05/0256

20.01.2006

HVU withHAS-HCR

Adhesive anchor, rod made out ofhighly corrosion resistant steel(Valid until 20.01.2011)

DIBt Berlin ETA-05/025720.01.2006

HIT-RE 500-SDwith HIT-V/HIS-N/HIT-V-R/ HIS-RN/ HIT-V-HCR/rebar BSt 500S

Injection adhesive anchor, rod madeof galvanised, stainless or highlycorrosion resistant steel(Valid until 08.11.2012)

DIBt Berlin ETA-07/026012.01.2009

HIT-RE 500 with

HIT-V/ HAS-(E)/HIS-N/HIT-V-R/ HAS-(E)R/ HIS-RN/HIT-V-HCR/

HAS-(E)HCR

Injection adhesive anchor, rod made

of galvanised, stainless or highlycorrosion resistant steel(Valid until 28.05.2014)

DIBt Berlin ETA-04/0027

20.05.2009

HIT-HY 150 MAXwith HIT-TZ /HIT-RTZ

Injection adhesive anchor, rod madeof galvanised or stainless steel(Valid until 23.09.2014)

DIBt Berlin ETA-04/008409.12.2009

HIT-HY 150 MAXwith HIT-V/ HAS-(E)/ HIS-N/HIT-V-R/ HAS-

(E)R/ HIS-RN/HIT-V-HCR/

HAS-(E)HCR

Injection adhesive anchor, rod madeof galvanised, stainless or highlycorrosion resistant steel

(Valid until 18.12.2013)

CSTB, Paris ETA-08-35201.04.2010

HIT-HY 150 withHIT-V/ HAS-(E)/HIS-N/HIT-V-R/ HAS-(E)R/ HIS-RN/HIT-V-HCR/HAS-(E)HCR

Injection adhesive anchor, rod madeof galvanised, stainless or highlycorrosion resistant steel(Valid until 17.03.2011)

DIBt Berlin ETA-05/005122.10.2008

Additional National European Approvals

France


Laboratory

No. /

Date of issue g e f

HPS-1 Impact anchor made of Polyamide,nail made of galvanised steel(Valid until: 30.09.2008)

SOCOTEC, Paris CX 521708.2000

HIT-HY 70 Injection adhesive, rod made ofgalvanised steel

(Valid until: 30.06.2012)

SOCOTEC, Paris YX 0047 06.2009


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Approvals

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Switzerland


Laboratory

No. /

Date of issue g e f

HDA / HDA-R Undercut anchor for shockprooffastenings in civil defenceinstallations

Bundesamt frZivilschutz, Bern

BZS D 04-22102.09.2004

HSL-3HSL-3-GHSL-3-BHSL-3-SKHSL-3-SH

Heavy duty anchor for shockprooffastenings in civil defenceinstallations

Bundesamt frBevlkerungs-schutz, Bern

BZS D 08-60130.06.2008

HSC-I(R)HSC-A(R)

Safety anchor for shockprooffastenings in civil defenceinstallations


BZS D 06-60117.07.2006

HST / HST-R Stud anchor for shockprooffastenings in civil defence

installations


BZS D 08-60215.12.2008

HVZ / HVZ-R Adhesive anchor for shockprooffastenings in civil defenceinstallations


BZS D 09-60228.10.2009

USA


Laboratory

No. /

Date of issue g e fHDA, HDA-P,HDA-T

Evaluation report of Hilti HDA MetricUndercut Anchor

ICC-ES 154601.03.2008

HSL-3 Evaluation report of Hilti HSL-3Heavy Duty Anchor

ICC-ES 154501.08.2005

HVA Evaluation report of Hilti HVA

adhesive anchor system

ICC-ES 5369

01.01.2007

HIT RE 500-SD Evaluation report of Hilti HIT RE500-SD Adhesive Anchoring System

ICC-ES 232201.04.2010

HIT-HY 150 Evaluation report of Hilti HIT-HY 150adhesive anchor for solid basematerial

ICC-ES 267801.09.2008


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Base materials

6 / 201026

Base material

General

Different anchoring conditions The wide variety of building materials used today provide differentanchoring conditions for anchors. There is hardly a base material in or towhich a fastening cannot be made with a Hilti product. However, theproperties of the base material play a decisive role when selecting asuitable fastener / anchor and determining the load it can hold.

The main building materials suitable for anchor fastenings have beendescribed in the following.

Concrete

A mixture of cement,

aggregates and water

Concrete is synthetic stone, consisting of a mixture of cement, aggregates

and water, possibly also additives, which is producedwhen the cementpaste hardens and cures. Concrete has a relatively high compressivestrength, but only low tensile strength. Steel reinforcing bars are cast inconcrete to take up tensile forces. It is then referred to as reinforcedconcrete.

Cracking from bending

Stress and strain in sectionswithconditions I and II

b, D calculated compressive stress

b, Z calculated tensile stressfct concrete tensile strength

If cracks in the tension zoneexist, suitable anchor systems

are required

If the tensile strength of concrete is exceeded, cracks form, which, as arule, cannot be seen. Experience has shown that thecrack width does not

exceed the figure regarded as admissible, i.e. w 0.3mm, if the concrete isunder a constant load. If it is subjected predominately to forces ofconstraint, individual cracks might be wider if no additional reinforcement isprovided in the concrete to restrict the crack width. If a concrete componentis subjected to a bending load, the cracks have a wedge shape across thecomponent cross-section and they end close to the neutral axis. It isrecommended that anchors that are suitable in cracked concrete be used inthe tension zone of concrete components. Other types of anchors can beused if they are set in the compression zone.

Observe curing of concretewhen using expansionanchors

Anchors are set in both low-strength and high-strength concrete. Generally,the range of the cube compressive strength, fck,cube, 150, is between 25 and60 N/mm. Expansion anchors should not be set in concrete which has notcured for more than seven days. If anchors are loaded immediately after

they have been set, the loading capacity can be assumed to be only theactual strength of the concrete at that time. If an anchor is set and the loadapplied later, the loading capacity can be assumed to be the concretestrength determined at the time of applying the load.


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Base materials

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Cutting through reinforcement when drilling anchor holes must be avoided.If this is not possible, the design engineer responsible must be consultedfirst.

Avoid cutting reinforcement

Masonry

Masonry is a heterogeneous base material. The hole being drilled for ananchor can run into mortar joints or cavities. Owing to the relatively lowstrength of masonry, the loads taken up locally cannot be particularly high.A tremendous variety of types and shapes of masonry bricks are on themarket, e.g. clay bricks, sand-lime bricks or concrete bricks, all of differentshapes and either solid or with cavities. Hilti offers a range of differentfastening solutions for this variety of masonry base material, e.g. the HPS-1, HRD, HUD, HIT, etc.

If there are doubts when selecting a fastener / anchor, your local Hilti salesrepresentative will be pleased to provide assistance.

Different types and shapes

When making a fastening, care must be taken to ensure that a lay ofinsulation or plaster is not used as the base material. The specifiedanchorage depth (depth of embedment) must be in the actual basematerial.

Plaster coating is not a basematerial for fastenings

Other base materials

Aerated concrete: This is manufactured from fine-grained sand as theaggregate, lime and/or cement as the binding agent, water and aluminiumas the gas-forming agent. The density is between 0.4 and 0.8 kg/dm andthe compressive strength 2 to 6 N/mm. Hilti offers the HGN and HRD-Uanchors for this base material.

Aerated concrete

Lightweight concrete: This is concrete which has a low density, i.e. 1800kg/m, and a porosity that reduces the strength of the concrete and thus theloading capacity of an anchor. Hilti offers the HRD, HUD, HGN, etc anchorsystems for this base material.

Lightweight concrete

Drywall (plasterboard/gypsum) panels: These are mostly buildingcomponents without a supporting function, such as wall and ceil ing panels,to which less important, so-called secondary fastenings are made. The Hiltianchors suitable for this material are the HTB, HLD and HHD.

Drywall / gypsum panels

In addition to the previously named building materials, a large variety ofothers, e.g. natural stone, etc, can be encountered in practice. Further-more, special building components are also made from the previously

mentioned materials which, because of manufacturing method andconfiguration, result in base materials with peculiarities that must be givencareful attention, e.g. hollow ceiling floor components, etc.

Descriptions and explanations of each of these would go beyond thebounds of this manual. Generally though, fastenings can be made to thesematerials. In some cases, test reports exist for these special materials. It isalso recommended that the design engineer, company carrying out thework and Hilti technical staff hold a discussion in each case.

Variety of base materials

In some cases, testing on the jobsite should be arranged to verify thesuitability and the loading capacity of the selected anchor.

Jobsite tests


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Base materials

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Why does an anchor hold in a base material?

Working principles

There are three basic working principles which make an anchor hold in a building material:

Friction The tensile load, N, is transferred tothe base material by friction, R. Theexpansion force, Fexp, is neces-sary for this to take place. It is pro-duced, for example, by driving in anexpansion plug (HKD).

Keying The tensile load, N, is in equilibrium

with the supporting forces, R, actingon the base material, such as withthe HDA anchor.

Bonding An adhesive bond is producedbetween the anchor rod and thehole wall by a synthetic resinadhesive, such as with HVU withHAS anchor rods.

Combination of workingprinciples

Many anchors obtain their holding power from a combination of the abovementioned working principles.

For example, an anchor exerts an expansion force against wall of its holeas a result of the displacement of a cone relative to a sleeve. This permitsthe longitudinal force to be transferred to the anchor by friction. At the sametime, this expansion force causes permanent local deformation of the basematerial, above all in the case of metal anchors. A keying action resultswhich enables the longitudinal force in the anchor to be transferredadditionally to the base material

Force-controlled anddisplacement-controlledexpansion anchors

In the case of expansion anchors, a distinction is made between force-controlled and movement-controlled types. The expansion force of force-controlled expansion anchors is dependent on the tensile force in theanchor (HSL-3 heavy-duty anchor). This tensile force is produced, and thuscontrolled, when a tightening torque is applied to expand the anchor.

In the case of movement-controlled types, expansion takes place over adistance that is predetermined by the geometry of the anchor in theexpanded state. Thus an expansion force is produced (HKD anchor) whichis governed by the modulus of elasticity of the base material.

Adhesive/resin anchor The synthetic resin of an adhesive anchor infiltrates into the pores of thebase material and, after it has hardened and cured, achieves a local keyingaction in addition to the bond.


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Base materials

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Failure modes

Effects of static loading

The failure patterns of anchor fastenings subjected to a continuallyincreased load can be depicted as follows:

Failure patterns

1. 2.

3. 3a.

4.

The weakest point in an anchor fastening determines the cause of failure.Modes of failure, 1. break-out, 2. anchor pull-away and, 3., 3a., failure ofanchor parts, occur mostly when single anchors that are a suitabledistance from an edge or the next anchor, are subjected to a pure tensileload. These causes of failure govern the max. loading capacity of anchors.On the other hand, a small edge distance causes mode of failure 4. edgebreaking. The ultimate loads are then smaller than those of the previouslymentioned modes of failure. The tensile strength of the fastening basematerial is exceeded in the cases of break-out, edge breaking and splitting.

Causes of failure

Basically, the same modes of failure take place under a combined load.The mode of failure 1. break-out, becomes more seldom as the angle

between the direction of the applied load and the anchor axis increases.

Combined load

Generally, a shear load causes a conchoidal (shell-like) area of spall onone side of the anchor hole and, subsequently, the anchor parts sufferbending tension or shear failure. If the distance from an edge is small andthe shear load is towards the free edge of a building component, however,the edge breaks away.

Shear load


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Influence of cracks

Very narrow cracks are not

defects in a structure

It is not possible for a reinforced concrete structure to be built which does

not have cracks in it under working conditions. Provided that they do notexceed a certain width, however, it is not at all necessary to regard cracksas defects in a structure. With this in mind, the designer of a structureassumes that cracks will exist in the tension zone of reinforced concretecomponents when carrying out the design work (condition II). Tensile forcesfrom bending are taken up in a composite construction by suitably sizedreinforcement in the form of ribbed steel bars, whereas the compressiveforces from bending are taken up by the concrete (compression zone).

Efficient utilisation ofreinforcement

The reinforcement is only utilised efficiently if the concrete in the tensionzone is permitted to be stressed (elongated) to such an extent that it cracksunder the working load. The position of the tension zone is determined bythe static / design system and where the load is applied to the structure.Normally, the cracks run in one direction (line or parallel cracks). Only inrare cases, such as with reinforced concrete slabs stressed in two planes,can cracks also run in two directions.

Testing and application conditions for anchors are currently being draftedinternationally based on the research results of anchor manufacturers anduniversities. These will guarantee the functional reliability and safety ofanchor fastenings made in cracked concrete.

Loadbearing mechanisms When anchor fastenings are made in non-cracked concrete, equilibrium isestablished by a tensile stress condition of rotational symmetry around theanchor axis. If a crack exists, the loadbearing mechanisms are seriouslydisrupted because virtually no annular tensile forces can be taken upbeyond the edge of the crack. The disruption caused disrupted by the crackreduces the loadbearing capacity of the anchor system.

a) Non-cracked concrete

Crack plane

b) Cracked concrete

Reduction factor for crackedconcreteThe width of a crack in a concrete component has a major influence on thetensile loading capacity of all fasteners, not only anchors, but also cast-initems, such as headed studs. A crack width of about 0.3mm is assumedwhen designing anchor fastenings. The reduction factor which can be usedfor the ultimate tensile loads of anchor fastenings made in cracked concreteas opposed to non-cracked concrete may be assumed to be 0.65 to 0.70for the HSC anchor, for example. Larger reduction factors for ultimatetensile loads must be anticipated (used in calculations) in the case of allthose anchors which were set in the past without any consideration of theabove-mentioned influence of cracks. In this respect, the safety factor touse to allow for the failure of cracked concrete is not the same as the figuregiven in product information, i.e. all previous figures in the old anchormanual. This is an unacceptable situation which is being eliminated through

specific testing with anchors set in cracked concrete, and adding suitableinformation to the product description sheets.


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Since international testing conditions for anchors are based on the above-mentioned crack widths, no theoretical relationship between ultimatetensile loads and different crack widths has been given.

The statements made above apply primarily to static loadingconditions. Ifthe loading is dynamic, the clamping force and pretensioning force in ananchor bolt / rod play a major role. If a crack propagates in a reinforcedconcrete component after an anchor has been set, it must be assumed thatthe pretensioning force in the anchor will decrease and, as a result, theclamping force from the fixture (part fastened) will be reduced (lost). Theproperties of this fastening for dynamic loading will then have deteriorated.To ensure that an anchor fastening remains suitable for dynamic loadingeven after cracks appear in the concrete, the clamping force andpretensioning force in the anchor must be upheld. Suitable measures toachieve this can be sets of springs or similar devices

Pretensioning force inanchor bolts / rods

Loss of pretensioning forcedue to cracks


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Anchor design

Safety concept

Depending on the application and the anchor type one of the following two concepts can be applied:

For anchors for use in concretehaving an European TechnicalApproval (ETA) the partial safetyfactor concept according to theEuropean Technical ApprovalGuidelines ETAG 001 or ETAG 020shall be applied. It has to be shown,that the value of design actions doesnot exceed the value of the designresistance: Sd Rd.

For the characteristic resistancegiven in the respective ETA, reduc-tion factors due to e.g. freeze/thaw,service temperature, durability, creepbehaviour and other environmentalor application conditions are alreadyconsidered.

According ETAG 001, Annex C, the

partial safety factor is G= 1,35 for

permanent actions and Q= 1,5 forvariable actions. In addition to thedesign resistance, in this manual

recommended loads are given, usingan overall partial safety factor for

action = 1,4.

(ETA)

action resistance

Sd

mean ultimate

resistance

characteristic

resistance

design

resistance

environmental

conditions

(temperature,

durability)

5% fractile

design

action

characteristic

value of action

recommended

load

partial safety

factor

for material

(anchor,

base material)

partial safety

factors

for action

Partial safety factor

concept

Rd

For the global safety factor concept ithas to be shown, that thecharacteristic value of action doesnot exceed the recommend loadvalue.

The characteristic resistance given inthe tables is the 5% fractile valueobtained from test results understandard test conditions. With a

global safety factor all environmentaland application conditions for actionand resistance are considered,leading to a recommended load.

(basic value)

action resistance

5% fractile

recommended

loadcharacteristic

value of action

mean ultimate

resistance

characteristic

resistance

global

safety factor

Global safety factor

concept


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Design methods

Metal anchors for use in concrete according ETAG 001

The design methods for metal anchors for use in concrete are described in detail in Annex C of the EuropeanTechnical Approval guideline ETAG 001 and for bonded anchors with variable embedment depth in EOTATechnical Report TR 029. Additional design rules for redundant fastenings are given in Part 6 of ETAG 001.

The design method given in this Anchor Fastening Technology Manual is based on these guidelines. Thecalculations according to this manual are simplified and lead to conservative results, i.e. the results are on the saveside. Tables with basic load values and influecing factors and the calculation method are given for each anchor inthe respective section.

Anchors for use in other base materials and for special applications

If no special calculation method is given, the basic load values given in this manual are valid, as long as the

application conditions (e.g. base material, geometrie, environmental conditions) are observed.

Redundant fastenings with plastic anchors

Design rules for redundant fastings with plastic anchors for use in concrete and masonry for non-structuralapplications are given in Annex C of ETAG 020. The additional design rules for redundant fastenings areconsidered in this manual.

Resistance to fireWhen resistance to fire has to be considered, the load values given in the section resistance to fire should beobserved. The values are valid for a single anchor.

Hilti design software PROFIS AnchorFor a more complex and accurate design according to international and national guidelines and for applicationsbeyond the guidelines, e.g. group of anchors with more than four anchors close to the edge or more than eightanchors far away from the edge, the Hilti design software PROFIS anchor yields customised fastening solutions.The results can be different from the calculations according to this manual.

Simplified design method

Simplified version of the design method according ETAG 001, Annex C or EOTA TechnicalReport TR 029. Design resistance according data given in the relevant European TechnicalApproval (ETA)

Influence of concrete strength Influence of edge distance Influence of spacing Valid for a group of two anchors. (The method may also be applied for anchor groups

with more than two anchors or more than one edge. The influencing factors must then beconsidered for each edge distance and spacing. The calculated design loads are then onthe save side: They will be lower than the exact values according ETAG 001, Annex C.To avoid this, it is recommended to use the anchor design software PROFIS anchor)

The design method is based on the following simplification: No different loads are acting on individual anchors (no eccentricity)

The differences to the design method given in the guideline are shown in the following.


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Design concrete cone resistanceNRd,c

Annex C of ETAG 001 and relevant ETA Simplified design method

NRd,c = (N0Rk,c/ Mc) (Ac,N/ A

0c,N) s,Nre,N

ec,Nucr,N

where N0Rk,c= k fck,cube

0,5hef

1,5

k: = 7,2 (in general) variationstherefrom are given in therelavant ETA

* Mc: partial safety factor for concrete conefailure

+ A0c,N: area of concrete cone of an

individual anchor with large spacingand edge distance at the concretesurface (idealised)

+ Ac,N: actual area of concrete cone ofthe anchorage at the concretesurface, limited by overlappingconcrete cones of adjoining anchorsand by edges of the concretemember

+ s,N: influence of the disturbance of thedistribution of stresses due to edges

+ re,N: influence of dense reinforcement+ ec,N: influence of excentricity

ucr,N: = 1,0 for anchorages in crackedconcrete

= 1,4 for anchorages in non-crackedconcrete

fck,cube: concrete compressive strength

* hef: effective anchorage depth

*Values given in the relevant ETA

+ Values have to be calculated according data given inthe relavant ETA (details of calculation see Annex C ofETAG 001)

NRd,c = N0

Rd,cfBf1,Nf2,Nf3,Nfre,N

** N0

Rd,c: Basic design concrete cone resistance

** fB: influence of concrete strength

** f1,N, f2,N: influence of edge distance

** f3,N: influence of anchor spacing

** fre,N: influence of dense reinforcement

**Values given in the respective tables in this manual


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Design concrete splitting resistanceNRd,sp


NRd,sp = (N0Rk,c/ Mc) (Ac,N/ A

0c,N) s,Nre,N

ec,Nucr,Nh,sp

where N0Rk,c= k fck,cube

0,5hef

1,5

k: = 7,2 (in general) variationstherefrom are given in therelavant ETA


++ A0c,N: area of concrete cone of an


++ Ac,N: actual area of concrete cone ofthe anchorage at the concretesurface, limited by overlappingconcrete cones of adjoining anchorsand by edges of the concretemember


+ re,N: influence of dense reinforcement+ ec,N: influence of excentricity

ucr,N: = 1,0 for anchorages in crackedconcrete

= 1,4 for anchorages in non-crackedconcrete

+ h,sp: influence of the actual member depth



*Values given in the relevant ETA+ Values have to be calculated according data given in

the relavant ETA (details of calculation see Annex C ofETAG 001)

++ Values of A0c,Nand Ac,Nfor splitting failure may be

different from those for concrete cone failure, due todifferent values for the critical edge distance andcritical anchor spacing

NRd,sp= N0

Rd,cfBf1,spf2,spf3,spfh,spfre,N

** N0



** f1,sp, f2,sp: influence of edge distance

** f3,sp: influence of anchor spacing

** fh,sp: influence of base material thickness(concrete member depth)




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Design shear resistance

The design shear resistance is the lower value of

- Design steel resistance

- Design concrete pryoutresistance

- Design concrete edge resistance

VRd,s

VRd,cp

VRd,c

Design steel resistance VRd,s(without lever arm)


VRd,s = VRk,s/ Ms

* VRk,s: characteristic steel resistance

* Ms: partial safety factor for steel failure


For steel failure with lever arm see ETAG 001 Annex C

** VRd,s

**Value given in the respective tables in this manual

Steel failure with lever arm is not considered for thesimplified design method


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Design concrete pryout resistanceVRd,cp


VRd,cp = (VRk,cp/ Mp) = k NRd,c

NRd,c = (N0Rk,c/ Mc) (Ac,N/ A

0c,N) s,Nre,N

ec,Nucr,N

where N0Rk,c= 7,2 fck,cube

0,5hef

1,5


+ A0c,N: area of concrete cone of an

individual anchor with large spacingand edge distance at the concrete

surface (idealised)+ Ac,N: actual area of concrete cone of

the anchorage at the concretesurface, limited by overlappingconcrete cones of adjoining anchorsand by edges of the concretemember


+ re,N: influence of dense reinforcement

++ ec,N: influence of excentricityucr,N: = 1,0 for anchorages in cracked

concrete= 1,4 for anchorages in non-cracked

concrete



* k: influence of embedment depth


+ Values have to be calculated according data given in

the relavant ETA (details of calculation see Annex C ofETAG 001)

++ Details see Annex C of ETAG 001

VRd,p = V0Rd,cpfBf1,Nf2,Nf3,Nfre,N

** V0Rd,cp: Basic design concrete pryout

resistance







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Design concrete edge resistanceVRd,c


VRd,c = (V0

Rk,c/ Mc) (Ac,V/ A0c,V) s,Vh,V

,Vec,Vucr,V

where V0Rk,c= 0,45dnom

0,5(lf/dnom)

0,2fck,cube

0,5

c11,5

* Mc: partial safety factor for concrete edgefailure

+ A0c,V: area of concrete cone of an

individual anchor at the lateralconcrete surface not affected byedges (idealised)

+ Ac,V: actual area of concrete cone ofanchorage at the lateral concretesurface, limited by overlappingconcrete cones of adjoining anchors,by edges of the concrete memberand by member thickness

+ s,V: influence of the disturbance of thedistribution of stresses due to furtheredges

+ h,V: takes account of the fact that theshear resistance does not decrease

proportially to the memebr thicknessas assumed by the idealised ratioAc,V/ A

0c,V

++ ,V: Influence of angle between loadapplied and the directionperpendicular to the free edge

++ ec,V: influence of excentricity

++ ucr,V: = 1,0, 1,2 or 1,4

* dnom: nominal diameter of the anchor

* lf: effective length of anchor undershear loading


c1: edge distance


+ Values have to be calculated according data given inthe relavant ETA (details of calculation see Annex C ofETAG 001)

++ Details see Annex C of ETAG 001

VRd,c = V0Rd,cfBffhf4

** V0Rd,c: Basic design concrete edge resistance


** f: Influence of angle between loadapplied and the directionperpendicular to the free edge

** fh: Influence of base material thickness

** f4: Influence of anchor spacing and edgedistance


Special case: more than 2 anchors close to an edge

For a group of anchors f4can be calculated according tothe following equation, if all anchors are equally loaded.This can be achieved by filling the annular gaps with ahigh performance injection mortar (e.g. Hilti HIT-RE 500-SD or Hilti HIT-HY 150 MAX.

Where s1, s2, sn-1 3 c

And c2,1, c2,2 1,5 c


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Combined tension and shear loading

The following equations

must be satisfiedN 1

V 1

N+ V 1,2 or N+ V

1

With

N= NSd/ NRdandV= VSd/ VRd

NSd(VSd) = tension (shear)design action

NRd(VRd) = tension (shear)design resistance

Annex C of ETAG 001 Simplified design method

= 2,0 ifNRdand VRdare governed by steelfailure

= 1,5 for all other failure modes

Failure mode is not considered for the simplified method

= 1,5 for all failure modes (leading toconservative results = beeing on thesave side)

Anchors with variable embedment depth according TR 029

Design tensile resistance

The design tensile resistance is the lower value of


- Design combined pull-out andconcrete cone resistance

- Design concrete cone resistance

- Design splitting resistance

NRd,s

NRd,p

NRd,c

NRd,sp

Design steel resistance NRd,s

Technical Report TR 029 and relevant ETA Simplified design method

NRd,s = NRk,s/ Ms

* NRk,s: characteristic steel resistance



** NRd,s



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Design combined pull-out and concrete cone resistanceNRd,p


NRd,p = (N0Rk,p/ Mp) (Ap,N/ A

0p,N) s,Npg,Np

ec,Npre,Npc

where N0Rk,p= d hefRk

g,Np= 0g,Np (s / scr,Np)

0,5(0g,Np 1) 1

0g,Np= n0,5

(n0,5

1)

{(d Rk)/[k (heffck,cube)0,5

] }1,5

1

scr,Np = 20 d (Rk,ucr/ 7,5)0,5

3 hef

* Mp: partial safety factor for combinedpull-out and concrete cone failure

+ A0p,N: influence area of an individual

anchor with large spacing and edgedistance at the concrete surface(idealised)

+ Ap,N: actual influence area of the

anchorage at the concrete surface,limited by overlapping areas ofadjoining anchors and by edges ofthe concrete member

+ s,Np: influence of the disturbance of thedistribution of stresses due to edges

+ ec,Np: influence of excentricity

+ re,Np: influence of dense reinforcement

* c: influence of concrete strength

* d: anchor diameter

* hef: (variable) embedment depth

* Rk:

characteristic bond resistance

s: anchor spacing

scr,Np: critical anchor spacing

n: number of anchors in a anchor group

k: = 2,3 in cracked cocrete= 3,2 in non-cracked cocrete


* Rk,ucr: characteristic bond resistance fornon-cracked concrete


+ Values have to be calculated according data given in

the relavant ETA (details of calculation see TR 029.The basis of the calculations may depend on thecritical anchor spacing).

NRd,p = N0

Rd,pfB,pf1,Nf2,Nf3,Nfh,pfre,N

** N0

Rd,p: Basic design combined pull-out andconcrete cone resistance

** fB,p: influence of concrete strength



** fh,p: influence of (variable) embedmentdepth



For the simplified design method the factor g,Np(seeTR 029) is assumed to be 1 and the critical anchor

spacing is assumed to be scr,Np = 3 hef, both leadingto conservative results = beeing on the save side.


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Design concrete splitting resistanceNRd,sp


NRd,sp = (N0Rk,c/ Mc) (Ac,N/ A

0c,N) s,Nre,N

ec,Nh,sp

where N0Rk,c= k1fck,cube

0,5hef

1,5


++ A0c,N: area of concrete cone of an


++ Ac,N: actual area of concrete cone ofthe anchorage at the concretesurface, limited by overlappingconcrete cones of adjoining anchorsand by edges of the concretemember


+ re,N: influence of dense reinforcement

+ ec,N: influence of excentricity

k1: = 7,2 for anchorages in crackedconcrete

= 10,1 for anchorages innon-cracked concrete

+ h,sp: influence of the actual member depth


* hef: embedment depth


+ Values have to be calculated according data given inthe relavant ETA (details of calculation see TR 029)

++ Values of A0c,Nand Ac,Nfor splitting failure may be

different from those for concrete cone failure, due todifferent values for the critical edge distance andcritical anchor spacing

NRd,sp= N0

Rd,cfBf1,spf2,spf3,spfh,Nfre,N

** N0



** f1,sp, f2,sp: influence of edge distance

** f3,sp: influence of anchor spacing

** fh,N: influence of base material thickness(concrete member depth)




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Design shear resistance

The design shear resistance is the lower value of


- Design concrete pryoutresistance

- Design concrete edge resistance

VRd,s

VRd,cp

VRd,c

Design steel resistance VRd,s


VRd,s = VRk,s/ Ms

* VRk,s: characteristic steel resistance



For steel failure with lever arm see TR 029

** VRd,s


Steel failure with lever arm is not considered for thesimplified design method

Design concrete pryout resistanceVRd,cp


VRd,cp = (VRk,cp/ Mp/Mc) = k lower value ofNRd,pandNRd,c

NRd,p = NRk,p/ Mp

NRd,c = NRk,c/ Mc

NRd,p: characteristic tension resistance forcombined pull-out and concrete conefailure (see design combined pull-outand concrete cone failure)

NRk,c: characteristic tension resistance forconcrete cone failure(see design concrete cone failure)

* Mp: partial safety factor for combinedpull-out and concrete cone failure(see design combined pull-out andconcrete cone failure)

* Mc: partial safety factor for concrete conefailure (see design concrete conefailure)

* k: influence of embedment depth


VRd,cp = k lower value ofNRd,pandNRd,c

NRd,p: characteristic tension resistance forcombined pull-out and concrete conefailure (see design combined pull-outand concrete cone failure)

NRk,c: characteristic tension resistance forconcrete cone failure(see design concrete cone failure)

** k: influence of embedment depth



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The following equations

must be satisfiedN 1

V 1

N+ V 1,2 or N+ V

1

With

N= NSd/ NRdandV= VSd/ VRd

NSd(VSd) = tension (shear)design action

NRd(VRd) = tension (shear)design resistance

Annex C of ETAG 001 Simplified design method

= 2,0 ifNRdand VRdare governed by steelfailure

= 1,5 for all other failure modes

Failure mode is not considered for the simplified method

= 1,5 for all failure modes (leading toconservative results = beeing on thesave side)


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Design examples

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Tension loading

Design steel resistance

83,7 kNNRd,s= See basic design tensileresistance(for HSL-3-G M16)

Design concrete pull-out resistance

N0

Rd,p -

concrete fB -

NRd,p= N0Rd,pfB= -

basic resistance

non-cracked concrete C40/50

See basic design tensileresistance(for HSL-3-G M16 pull-out failure isnot decisive in non-crackedconcrete)

Design concrete cone resistance

N0Rd,c 33,6 kN

concrete fB 1,41

f1,N 0,94

f2,N 0,90

s = 300 mm scr,N= 300 mm s/scr,N= 1,00 f3,N 1,00

fre,N 1,00

40,1 kN


HSL-3-G M16

NRd,c= N0Rd,cfBf1,Nf2,Nf3,Nfre,N=

anchor

basic resistance

0,80c = 120 mm ccr,N= 150 mm c/ccr,N=

See basic design tensileresistance(for HSL-3-G M16)and influencing factors(for HSL-3-G M16)

Influencing factors may beinterpolated.

Design splitting resistance

N0

Rd,c 33,6 kN

concrete fB 1,41

f1,sp 0,89

f2,sp 0,82

s = 300 mm scr,sp= 380 mm s/scr,sp= 0,79 f3,sp 0,89

h = 250 mm hef= 100 mm [h/(2hef)]2/3

= 2,5 fh,sp 1,16

fre,N 1,00

35,7 kN

c = 120 mm ccr,sp= 190 mm c/ccr,sp= 0,63

anchor HSL-3-G M16

NRd,sp= N0Rd,cfBf1,spf2,spf3,spfh,spfre,N=

basic resistance


See basic design tensile

resistance(for HSL-3-G M16)and influencing factors(for HSL-3-G M16)


NRd= 35,7 kNTension design resistance: lowest value


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Example 2: mechanical anchor in cracked concrete with dense reinforcement

Anchoring conditions

concrete

number of anchors

h 150 mm

s 70 mm

c 120 mm

90

NSd 10,0 kN

VSd 10,0 kN

NSd(1) 5,0 kN

VSd(1) 5,0 kN

Group of two anchors close to the edge

TENSION design action per anchor

SHEAR design action per anchor

TENSION design action (fixing point)

Cracked concrete C30/37

base material thickness

anchor spacing

edge distance

shear load direction perpendicular to free edge

SHEAR design action (fixing point)

hef 70 mm

scr,sp 270 mm

scr,N 210 mm

ccr,sp 135 mm

ccr,N 105 mm

smin 70 mm

c 100 mm

cmin 70 mm

s 160 mm

HSL-3-SK M10anchor

minimum edge distance

for

minimum spacing

for

effective anchorage depth

critical spacing for splitting failure

critical spacing for concrete cone failure

critical edge distance for splitting failure

critical edge distance for concrete cone failure

The parameters are given in theanchor-section in the tables settingdetails and setting parameters(for HSL-3-SK M10)

General remarks

According ETAG 001, Annex C, concrete cone, splitting, pryout and concrete edge designresistance must be verified for the anchor group. Steel and pull-out design resistance must beverified for the most unfavourable anchor of the anchor group.

According to the simplified design method given in this Fastening Technology Manual allanchors of a group are loaded equally, the design resistance values given in the tables are validfor one anchor.


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Tension loading


30,9 kNNRd,s= See basic design tensileresistancefor HSL-3- SK M10

Design concrete pull-out resistance

N0

Rd,p 10,7

concrete fB 1,22

NRd,p= N0Rd,pfB= 13,1 kN


basic resistance

See basic design tensileresistance(for HSL-3- SK M10 pull-out failureis not decisive in non-crackedconcrete)


N0Rd,c 14,1 kN

concrete fB 1,22

f1,N 1,00

f2,N 1,00


fre,N 0,85

9,8 kN


HSL-3-SK M10

NRd,c= N0Rd,cfBf1,Nf2,Nf3,Nfre,N=

anchor

basic resistance

c = 120 mm ccr,N= 105 mm 1,14c/ccr,N=

See basic design tensileresistance(for HSL-3- SK M10)and influencing factors(for HSL-3- SK M10)



N0

Rd,c 14,1 kN

concrete fB 1,22

f1,sp 0,97

f2,sp 0,94

s = 70 mm scr,sp= 270 mm s/scr,sp= 0,26 f3,sp 0,63

h = 150 mm hef= 70 mm [h/(2hef)]2/3

= 2,14 fh,sp 1,05

fre,N 0,85

8,8 kN


NRd,sp= N0Rd,cfBf1,spf2,spf3,spfh,spfre,N=

basic resistance

anchor HSL-3-SK M10

0,89135 mm c/ccr,sp= c = 120 mm ccr,sp=

See basic design tensile

resistance(for HSL-3- SK M10)and influencing factors(for HSL-3- SK M10)




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Design examples

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Shear loading


39,4 kNVRd,s= See basic design shear resistance(for HSL-3- SK M10)

Concrete pryout design resistance

V0

Rd,cp 28,1 kN

concrete fB 1,22

f1,N 1,00

f2,N 1,00


fre,N 0,85

19,5 kN

1,14


basic resistance

c = 120 mm ccr,N= 105 mm

anchor HSL-3-SK M10

VRd,cp= V0Rd,cpfBf1,Nf2,Nf3,Nfre,N=

c/ccr,N=

See basic design shear resistance(for HSL-3- SK M10)and influencing factors(for HSL-3- SK M10)


Concrete edge design resistance

V0

Rd,c 4,6 kN

concrete fB 1,22

90 f 2

h = 150 mm c = 120 mm h/c = 1,25 fh 0,88

c = 120 mm hef= 70 mm c/hef= 1,71

s = 70 mm hef= 70 mm s/hef= 1,00

13,2 kN


VRd,c= V0Rd,cfBffhf4=

1,34 f4

shear load direction

perpendicular to free edge

basic resistance

See basic design shear resistance(for HSL-3- SK M10)and influencing factors(for HSL-3- SK M10)


Shear design resistance: lowest value VRd= 13,2 kN


The following equation must be satisfied for combined tension and shearloads:

(Eq. 1) (N)1,5+ (V)1,5 1 N(V) ratio between design action and designresistance for tension (shear) loading

According to ETAG 001, Annex C, the following simplified equation maybe applied:

(Eq. 2) N+ V 1,2 and N 1, V 1

Example (load values are valid for one anchor)

NSd(1)

= 5,0 kN

VSd(1)

= 5,0 kN

NRd= 8,8 kN

VRd= 13,2 kN

N= NSd(1)

/NRd= 0,567 1

V= VSd(1)

/VRd= 0,378 1

N+ V = 0,945 1,2

(N)1,5

+ (V)1,5

= 0,659 1

0

0,2

0,4

0,6

0,8

1

1,2

0 0,2 0,4 0,6 0,8 1 1,2

V

N

(Eq. 1)(Eq. 2)


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Design examples

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Example 3: adhesive anchoring system with variable embedment depth innon-cracked concrete

Anchoring conditions

number of anchors

h 100 mm

s 150 mm

c 100 mm

0

NSd 15,0 kN

VSd 15,0 kN

NSd(1) 7,5 kN

VSd(1) 7,5 kN

hef 70 mm

Non-cracked concrete C50/60

Group of two anchors close to the edge

TENSION design action per anchorSHEAR design action per anchor

base material thickness

anchor spacing

edge distance

shear load direction perpendicular to free edge

TENSION design action (fixing point)

temperature range II

concrete

service temperature

range of base material

SHEAR design action (fixing point)

effective anchorage depth

d 12 mm

hef,typ 110 mm

smin 60 mm

cmin 60 mm

Hilti HIT-RE 500-SD with HIT-V 5.8, size M12anchor

typical anchorage depth

minimum edge distance

minimum spacing

external diameter

The parameters are given in theanchor-section in the tables settingdetails and setting parameters(for HIT-RE 500-SD with HIT-V 5.8,size M12)

Critical spacings and edge distances

210 mm

105 mm

2,26 hef

4,6 hef- 1,8 h1,0 hef

h = 100 mm hef = 70 mm h/hef= 1,43 ccr,sp= 142 mm

284 mm

hef =

critical spacing for concrete cone failure scr,N and critical spacing for combined

pull-out and concrete cone failure scr,Np

scr,N= scr,Np= 3 hef=hef = 70 mm

ccr,N= ccr,Np= 1,5 hef=

critical spacing for splitting failure

ccr,sp=ccr,sp=

for 1,3 hef< h < 2 hef

for h 1,3 hef

critical edge distance for splitting failure

ccr,sp=

critical edge distance for concrete cone failure ccr,N and critical edge distance for

combined pull-out and concrete cone failure ccr,Np

70 mm

ccr,sp = 142 mm

for h 2 hef

scr,sp= 2 ccr,sp=

General remarks

According EOTA Technical Report TR 029, concrete cone, combined concrete cone and pull-out, splitting, pryout and concrete edge design resistance must be verified for the anchor group.

Steel design resistance must be verified for the most unfavourable anchor of the anchor group.

According to the simplified design method given in this Fastening Technology Manual allanchors of a group are loaded equally, the design resistance values given in the tables are validfor one anchor.


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Tension loading


28,0 kNNRd,s= See basic design tensileresistance(for HIT-RE 500-SD with HIT-V5.8, size M12)

Design combined pull-out and concrete cone resistance

N0Rd,p 29,9 kN

concrete fB,p 1,09

hef= 70 mm hef,typ= 110 mm 0,64

f1,N 0,99

f2,N 0,97


hef= 70 mm fre,N 1,00

NRd,p= N0

Rd,pfB,pf1,Nf2,Nf3,Nfh,pfre,N= 17,1 kN

basic resistance


c/ccr,N= 0,95

fh,p= hef/hef,typ=

c = 100 mm ccr,N= 105 mm

See basic design tensileresistance(for HIT-RE 500-SD with HIT-V5.8, size M12)


N0Rd,c 32,4 kN

concrete fB 1,55


f1,N 0,99

f2,N 0,97



21,1 kN

basic resistance


NRd,c= N0

Rd,cfBfh,Nf1,Nf2,Nf3,Nfre,N=

c/ccr,N= ccr,N= 105 mm 0,95c = 100 mm

fh,N= (hef/hef,typ)1,5

=

See basic design tensileresistance(for HIT-RE 500-SD with HIT-V5.8, size M12)and influencing factors(for HIT-RE 500-SD with HIT-V

5.8, size M12)



N0Rd,c 32,4 kN

concrete fB 1,55


f1,sp 0,91

f2,sp 0,85s = 150 mm scr,sp= 284 mm s/scr,sp= 0,53 f3,sp 0,76


15,0 kNNRd,sp= N0Rd,cfBfh,Nf1,spf2,spf3,spfre,N=

basic resistance

c/ccr,sp=

fh,N= (hef/hef,typ)1,5

=

ccr,sp=


142 mm 0,70c = 100 mm

See basic design tensileresistance(for HIT-RE 500-SD with HIT-V5.8, size M12)and influencing factors(for HIT-RE 500-SD with HIT-V

5.8, size M12)




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Design examples

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Shear loading


16,8 kNVRd,s= See basic design shearresistance(for HIT-RE 500-SD with HIT-V5.8, size M12)

Concrete pryout design resistance

V0= 17,1 kN

hef= 70 mm k 2

34,3 kNVRd,cp= k V0=

lower value of NRd,pand NRd,c

See basic design shearresistance(for HIT-RE 500-SD with HIT-V5.8, size M12)and influencing factors(for HIT-RE 500-SD with HIT-V

5.8, size M12)

Concrete edge design resistance

V0

Rd,c 11,6 kN

concrete fB 1,55

0 f 1,00

h = 100 mm c = 100 mm h/c = 1,00 fh 0,82

c = 100 mm hef= 70 mm c/hef= 1,43

s = 150 mm hef= 70 mm s/hef= 2,14

hef= 70 mm d = 12 mm hef/d = 5,83 fhef 0,97c = 100 mm d = 12 mm c/d = 8,33 fc 0,67

12,3 kN

1,28

VRd,c= V0Rd,cfBffhf4fheffc=

basic resistance


f4

shear load direction

perpendicular to free edge

See basic design shearresistance(for HIT-RE 500-SD with HIT-V5.8, size M12)and influencing factors(for HIT-RE 500-SD with HIT-V5.8, size M12)


Shear design resistance: lowest value VRd= 12,3 kN


The following equation must be satisfied for combined tension and shearloads:

(Eq. 1) (N)1,5

+ (V)1,5

1 N(V) ratio between design action and designresistance for tension (shear) loading

According to ETAG 001, Annex C, the following simplified equation maybe applied:

(Eq. 2) N+ V 1,2 and N 1, V 1

Example (load values are valid for one anchor)

NSd(1)

= 7,5 kN

VSd(1)

=7,5 kN

NRd= 15,0 kN

VRd= 12,3 kN

N= NSd(1)

/NRd= 0,500 1

V= VSd(1)

/VRd= 0,612 1

N+ V = 1,112 1,2

(N)1,5

+ (V)1,5

= 0,832 1

0

0,2

0,4

0,6

0,8

1

1,2

0 0,2 0,4 0,6 0,8 1 1,2

V

N

(Eq. 1)

(Eq. 2)


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Corrosion

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Corrosion

Material recommendations to counteract corrosion

Application General conditions Recommendations

Initial/carcass construction

Temporary fastening:Forming, site fixtures,scaffolding

Outside and inside applications Galvanised or coated

Dry inside rooms, no condensation Galvanised 5-10 microns

Damp inside rooms with occasionalcondensation due to high humidityand temperature fluctuations

Hot-dipped galvanised /sherardizedmin. 45 microns

Structural fastening:Brackets, columns, beams

Frequent and long-lastingcondensation (greenhouses), openinside rooms or open halls / sheds

A4 (316) steels, possibly hot-dippedgalvanised

Composite construction Protection due to alkalinity ofconcrete

Galvanised 5-10 microns

Interior finishing

Drywalls, suspended ceilings,windows, doors, railings /fences, elevators, fire escapes


Facades / roofing

Insideapplication


Outsideapplication

Hot-dipped galvanised /sherardized min. 45 microns

Rural atmosphere(without emissions)

Insulating

materials

Dacromet / plastic, A4 (316) steels

Insideapplication


Outsideapplication

Hot-dipped galvanised /sherardized min. 45 microns,Hilti-HCR if chlorides exist

Town / cityatmosphere:High SO2and Noxcontents, chloridesfrom road salt canaccumulate/concentration onparts not weathereddirectly

Insulatingmaterials

A4 (316) steels

Insideapplication


Outsideapplication

A4 (316) steels

Industrialatmosphere: HighSO2content andother corrosivesubstances (withouthalides) Insulating

materialsA4 (316) steels

Insideapplication


Outside

application

Hilti-HCR

Profiled metal sheets, curtainwall cladding, insulationfastenings, facade supportframing

Coastal atmosphere:High content of

chlorides, combinedwith industrialatmosphere

Insulatingmaterials

Hilti-HCR


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Installations


Damp inside rooms, poorlyventilated rooms, cellar / basementshafts, occasional condensationdue to high humidity andtemperature fluctuations

Hot-dipped galvanised /sherardized min. 45 microns

Conduit installation, cable runs,air ducts

Electrical systems:Runs, lighting, aerials

Industrial equipment:Crane rails, barriers, conveyors,machine fastening

Frequent and long-lastingcondensation (greenhouses), non-enclosed inside rooms or opensheds / buildings

A4 (316) steels, possibly hot-dippedgalvanised

Road and bridge construction

Directly weathered (chlorides areregularly washed off)

Hot-dipped galvanised /sherardized min. 45 microns, A4(316) steels, Duplex steel oraustenitic steel with approx. 4-5%Mo

Conduit installation, cable runs,traffic signs, noise-insulatingwalls, crash barriers / guardrails, connecting structures

Frequently heavy exposure to roadsalt, highly relevant to safety

Hilti HCR

Tunnel construction

Secondary relevance for safety Duplex steel, poss. A4 (316) steelsTunnel foils / sheeting,reinforcing mesh, traffic signs,lighting, tunnel wall cladding /

lining, air ducts, ceilingsuspensions, etc.

Highly relevant to safety Hilti-HCR

Dock/harbour/port facilities /off-shore rigs

Secondary relevance for safety,temporary fastenings

Hot-dipped galvanised

High humidity, chlorides, often asuperimposed "industrialatmosphere" or changes of oil / seawater

Hilti-HCR

Fastenings to quaysides, dock /harbour

On the platform / rig A4 (316) steels

Industry / chemical industry

Dry inside rooms Galvanised 5-10 microns

Corrosive inside rooms, e.g.fastenings in laboratories,galvanising / plating plants etc.,very corrosive vapours

A4 (316) steels, Hilti-HCR

Conduit installation, cable runs,connecting structures, lighting

Outside applications, very heavyexposure to SO2and additionalcorrosive substances (only acidicsurroundings)

A4 (316) steels

Power plants

Dry inside rooms Galvanised 5-10 micronsFastenings relevant to safety

Outside applications, very heavyexposure to SO2

A4 (316) steels


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Corrosion

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Smokestacks of waste

incineration plants

In lower section of stack Hot-dipped galvanised/sherardizedmin. 45 microns A4 (316) steels

Fastening of, for example,service ladders, lightening

conductors In top section of stack,condensation of acids and oftenhigh chloride and other halideconcentrations

Hilti-HCR

Sewage / waste water treatment

In the atmosphere, high humidity,sewage / digester gases etc.

Hot-dipped galvanised/sherardizedmin. 45 microns A4 (316) steels

Conduit installation, cable runs,connecting structures etc

Underwater applications, municipalsewage / waste water, industrialwaste water

Hilti-HCR

Multi-storey car parks

Fastening of, for example,guard rails, handrails,balustrades

Large amounts of chlorides (roadsalt) carried in by vehicles, manywet and dry cycles

Hilti-HCR

Indoor swimming pools

Fastening of, for example,service ladders, handrails,suspended ceilings

Fastenings relevant to safety Hilti-HCR

Sports grounds / facilities /stadiums

In rural atmosphere Hot-dipped galvanised /sherardized min. 45 microns

In town / city atmosphere Hot-dipped galvanised /sherardized min. 45 microns A4(316) steels

Fastening of, for example,seats, handrails, fences

Inaccessible fastenings A4 (316) steels


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The following table shows the suitability of the respective metal couple. It also shows which twometals in contact are permissible in field practice and which should rather be avoided.

Metal couples


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Dynamic

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Dynamic

Dynamic design for anchors

Detailed informations are available from your local Hilti partner or in the brochure:Dynamic Design for Anchors, Hilti AG, 2001 W 2611 0601 20-e

Actions Common engineering design usually focuses around static loads. Thischapter is intended to point out those cases, where static simplification maycause severe misjudgement and usually under-design of importantstructures.

Static loads Static loads can be segregated as follows:

Own (dead) weight

Permanent actions

Loads of non-loadbearing components, e.g. floor covering, screed,or from constraint (due to temperature change or sinking ofsupports / columns)

Changing actionsworking loads (fitting / furnishing , machines, normal wear)Snow, Wind, Temperature

Dynamic actions The main difference between static and dynamic loads is the effectivenessof inertia and damping forces. These forces result from inducedacceleration and must be taken into account when determining sectionforces and anchoring forces.

Typical Dynamic Actions Dynamic actions can generally be classified into 3 different groups:

Fatigue loads

Seismic loads Shock loads

Examples for Fatigue Loads Two main groups of fatigue type loading can be identified:

Vibration type loading of fasteners with very high recurrence andusually low amplitude (e.g. ventilators, production machinery, etc.).

Repeated loading and unloading of structures with high loads andfrequent recurrence (cranes, elevators, robots, etc.).

Actions relevant to fatigue Actions causing fatigue have a large number of load cycles which producechanges in stress in the affected fastening. These stresses result in adecrease in strength, which is all the greater the larger the change in stressand the larger the number of load cycles are (fatigue). When evaluatingactions causing fatigue, not only the type of action, but also the planned oranticipated fastening life expectancy is of major importance.

Examples for Seismic Loads Generally, all fastenings in structures situated in seismically active areascan be subject to seismic loading. However, due to cost considerations,usually only critical fastenings whose failure would result in loss of humanlife or significant weakening of the overall structure are designed for seismicloads.

Earthquakes /seismic actions

Ground movement during an earthquake / seismic tremors leads to relativedisplacement of a building foundation. Owing to the inertia of its mass, thebuilding cannot or is unable to follow this movement without deformation.Due to the stiffness of the structure, restoring forces are set up andvibration is induced. This results in stress and strain for the structure, theparts fastened and the installations. Earthquake frequencies often lead toresonance phenomena which cause larger vibration amplitudes on theupper floors.


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In view of the low ductility of anchors / fasteners, seismic loads generallyhave to be taken up by a high loading capacity and very little deformation.A fastening should be able to withstand design basis earthquakes withoutdamage. Determining the forces acting on a fastening is difficult andspecialists thus provide them

Shock loads are mostly unusual loading situations, even though sometimesthey are the only loading case a structure is designed for (e.g. crashbarriers, protection nets, ship or aeroplane impacts and falling rocks,avalanches and explosions, etc.).

Examples of Shock Loading

Shock-like phenomena have generally a very short duration andtremendously high forces which, however, generally only occur asindividual peaks. As the probability of such a phenomenon to occur duringthe life expectancy of the building components concerned is comparablysmall, plastic deformations of fasteners and structural members are usuallypermitted.

Shock

Material behaviour

The behaviour is described essentially by the strength (tensile andcompressive) and the elastic-plastic behaviour of the material. Theseproperties are generally determined by carrying out simple tests withspecimens.

Material behaviour under staticloading

If a material is subjected to a sustained load that changes with respect totime, it can fail after a certain number of load cycles even though the upperlimit of the load withstood up to this time is clearly lower than the ultimatetensile strength under static loading. This loss of strength is referred to asmaterial fatigue.

The grade and quality of steel has a considerable influence on thealternating strength. In the case of structural and heat-treatable steels, thefinal strength (i.e. after 2 million load cycles or more) is approx. 25-35% ofthe static strength.

In the non-loaded state, concrete already has micro-cracks in the zone ofcontact of the aggregates and the cement paste, which are attributable tothe aggregates hindering shrinkage of the cement paste. The fatiguestrength of concrete is directly dependent on the grade of concrete.Concrete strength is reduced to about 55 65% of the initial strength after2'000'000 load cycles.

Material behaviour underfatigue impact

The material strength is not as much influenced as under fatigue impact.

Other factors, as inertia, cracks, etc. influence the behaviour much more.

Material behaviour under

seismic or shock impact


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Dynamic

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Anchor behaviour

Fatigue When a large number of load cycles is involved, i.e. n>10'000, it is usually

the anchor in single fastenings that is critical (due to steel failure). Theconcrete can only fail when an anchor is at a reduced anchorage depth andsubjected to tensile loading or an anchor is at a reduced distance from anedge and exposed to shear loading.

Individual anchors in a multiple-anchor fastening can have a differentelastic stiffness and a displacement (slip) behaviour that differs from oneanchor to another, e.g. if an anchor is set in a crack. Thi

Documents

Tehnologia Ancorarii FTM 2010 1