PROFIS Anchor 2 - Hilti 500-SD + Rebar as an anchor Galvanised 8-32 - PROFIS Anchor 2.4 I MKT...

1 www.hilti.com/seismic PROFIS Anchor 2.4 I MKT E2/CM/MMA I June 2013

PROFIS Anchor 2.4 (June 2013)

New features


• Users interface – new tab

- Integration of the new European Guideline for seismic applications (ETAG 001 Annex E)

• Update of Hilti products portfolio (categories C1/C2)

What is new?


New tab «Loads» in PROFIS Anchors 2.4

Possibility to chose the CISMA method (only for French settings)

Seismic design options

Design according to TR045 – European design method

Displacements by default in ETA or defined by the user (TR045 option)


Seismic design

PROFIS Anchor 2.4 I MKT E2/CM/MMA I June 2013 5 www.hilti.com/seismic

Seismic anchor design as per technical report EOTA TR 045

• All the documents on anchor design are under revision and will be published as part 4 of Eurocode 2 (EN 1992-4).

• Publication of EN 1992-4 is expected in 2014.

• In between, EOTA members have prepared technical report EOTA TR 045 to allow seismic anchor design (technically approved, waiting official publication).


Selecting the seismic performance category


Two seismic performance categories (C1,C2) are defined by the Annex E of ETAG 001

• The new ETAG Annex E regulates the assessment of anchors intended to be used to sustain seismic loading

Seismic performance category C1 • Similar to the current

american approvals • Less demanding for anchors • Uniquely for non strucutral

applications

Seismic performance category C1 • Essays more demandings

with cracks of 0,8mm • Mainly for structural

applications

C1

C2


Seismic zone Category C1 or C2

Class I Class II Class III Class IV

0 Static design

1 (very low)

2 (rather low) C1 C1 for non structural element C2 for structural element C2

3 (low) C1 C1 for non structural element C2 for structural element C2

4 (moderated) C1 C2 C2 C2

Category C1 or C2 in function of the application

The technical report EOTA TR 045 defines the categorydepending of the seismic zone. Table for the Belgian zones



The technical report EOTA TR 045 defines the category depending of the seismic zone. Table for the Spanish zones

Seismic zone Spain ab = agr

ag as a function of the building importance class (m/s²)

Class I Class II Class III Class IV

1 (very low) 0,39 No requirement

2 (low) 0,78 C1 C1 for non structural element C2 for structural element C2

3 (moderated) 1,18 C1 C2 C2 C2

4 (medium) 1,57 C1 C2 C2 C2

5 (high) 2,35 C1 C2 C2 C2



The technical report EOTA TR 045 defines the category depending of the seismic zone. Table for the Portuguese zones Seismic zone Portugal TIPO I – AFASTADO

agr ag as a function of the building importance class (m/s²) Class I Class II Class III Class IV

1.6 0,35 No requirement

1.5 0,60 C1 C1 for non structural element

C2 for structural element C2 1.4 1,00

1.3 1,50 C1 C2 C2 C2

1.2 2,00 C1 C2 C2 C2

1.1 2,50 C1 C2 C2 C2

Seismic zone Portugal TIPO II – PRÓXIMO

agr ag as a function of the building importance class (m/s²) Class I Class II Class III Class IV

2.5 0,80 C1 C1 for non structural element C2 for structural element C2

2.4 1,10 C1 C2 C2 C2

2.3 1,70 C1 C2 C2 C2

2.2 2,00 C1 C2 C2 C2

2.1 2,50 C1 C2 C2 C2


Options et critères de conception


Design approach

a) Ignoring the anchor ductility a1) Capacity Design

• anchors must resist to the load corresponding to the yielding or failure of the attachment

a2) Elastic design • anchors must resist to the load resulting from an elastic seismic

design − structural elements behavior factor q = 1.0 − non-structural behavior factor qa depending on the non-structural element

Presenter

Presentation Notes

Tenant en compte les informations précédentes (Domain et conditions d’application, type de chevilles et béton), la méthode est la suivante: Non DUCLTILES: les chevilles sont des éléments non dissipatifs et elles ne sont pas capables de dissiper l’énergie par un comportement ductile hystérétique et elles ne participent pas au comportement ductile général de la structure DESSINER LE GRAPHIQUE


Design approach

b) Considering the anchor ductility • Only valid for anchor seismic category C2 • Anchor needs to comply with a list of requirements that to ensure ductility (e.g. stretch length of 8d) • Recommended for secondary seismic members and non-structural attachments, may not be suitable for primary seismic members (considering possibly large non-recoverable displacements of the anchor) • In order to ensure the steel failure, additional checks must be done (comparison between the concrete and steel resistance).

Presenter

Presentation Notes

Tenant en compte les informations précédentes (Domain et conditions d’application, type de chevilles et béton), la méthode est la suivante: De plus, Conditions supplémentaires doivent être vérifiées (TR 045)


Design report


Report of PROFIS Anchors in seismic design: General information

Anchor used and Filling solution

Design method, C1 or C2 category Design option a1), a2) or b)


Report of PROFIS Anchors in seismic design: Tension

Steel failure: Values given in the C1 or C2 annexes

Combined failure: Bond strength given in C1 or C2 annexes (do not mixed with the static bond strength also displayed)

Concrete cone failure: difference only on the coefficients αgap , αseis and γM,c,seis

Splitting failure: difference only on the coefficients αgap , αseis and γM,cp,seis


Report of PROFIS Anchors in seismic design: Shear and combination

Steel failure: Values given in the C1 or C2 annexes

Pryout failure: Calculated in static on anchors under shear. difference only on the coefficients αgap , αseis and γM,c,p,seis

Formula for the combination βN + βV ≤ 100 %


Multiple applications available for you…

Fastening of metallic secondary elements

Seismic bracing

Equipments fastening


The Hilti C1/C2 approvals

Seismic approved anchors

Anchors Corrosion protection C1 C2

HIT-HY 200-A + HIT-Z Galvanised, stainless M8-M20 M12-M16

HST Galvanised, stainless M10-M16 M10-M16

HUS-H Galvanised 8, 10 -

HUS-HR Stainless 8, 10, 14 -

HIT-RE 500-SD + HIT-V Galvanised, stainless, HCR M8-M30 -

HIT-RE 500-SD + HIS-N Galvanised, stainless M8-M20 -

HIT-RE 500-SD + Rebar as an anchor Galvanised 8-32 -


Annex – Equations for the new design method – EOTA TR 045


Design parameters

• Seismic performance category • C1 : only resistance at ultimate limit state • C2 : resistances at ultimate limit state AND displacement at ultimate limit

state and damage limitation state • Cracked concrete • Ratio of seismic tension component of the design force to the total

design tensile force or ratio of seismic shear tension component of the design force to the total design shear tensile force

• ≤ 20 % : static design (ETAG 001 Annex C or EOTA TR029) • > 20 % : seismic design (EOTA TR 045)

Presenter

Presentation Notes

Tenant en compte les informations précédentes (Domain et conditions d’application, type de chevilles et béton), la méthode est la suivante:


Design resistance


Failure mode Mechanical anchors Chemical anchors αgap

αseism

γM,seism

HY 200 + HIT-Z Single

anchor Anchor group

Tens

ion

Steel failure 1 1,0 1,0 1,5

Pull-out failure - 1 1,0 0,85 1,5

Combined pull-out and concrete cone failure - 1 1,0 0,85 1,5

Concrete cone failure 1 1,0 1)

0,85 2) 0,85 1)

0,75 2) 1,5

Splitting failure 1 1,0 0,85 1,5

Shea

r

Steel failure without lever arm 1 or 0,5 1,0 0,85 1,25

Pry out failure 1 or 0,5

1,0 1)

0,85 2) 0,85 1)

0,75 2) 1,5

Concrete edge failure 1 ou 0,5 1,0 0,85 1,5

1) Undercut anchor with cast-in behaviour (HDA) 2) All other anchors

Failure mode resistance for seismic


Interaction – Loads combination

Displacements

Presenter

Presentation Notes

𝑆_𝑑≤𝑅_𝑑 Tableau 5.3 Les rapports doivent être les plus élevés pour les differents modes de ruine et Nsd et Vsd sont les actions de calcul qui ont en compte les effets sismiques

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PROFIS Anchor 2 - Hilti 500-SD + Rebar as an anchor Galvanised 8-32 - PROFIS Anchor 2.4 I MKT...

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