LEISTUNGSERKLÄRUNG Nr. HSL-3_B-1109-CPR-0002

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1 DE LEISTUNGSERKLÄRUNG Nr. HSL-3_B-1109-CPR Eindeutiger Kenncode des Produkttyps: Hilti HSL-3 2. Verwendungszweck(e): Produkt Metalldübel zur Verwendung in Beton Vorgesehener Verwendungszweck Zur Befestigung und/oder Stützung von Beton, Strukturelementen (die zur Stabilität der Arbeiten beitragen) oder schwerer Einheiten. 3. Hersteller: Hilti Aktiengesellschaft, Geschäftsbereich Anker-/Dübeltechnik, 9494 Schaan, Fürstentum Liechtenstein 4. System(e) zur Bewertung und Überprüfung der Leistungsbeständigkeit: System 1 5. Europäisches Bewertungsdokument: EAD (Ausgabe ) Europäische Technische Bewertung: ETA-02/0042 ( ) Technische Bewertungsstelle: CSTB Centre Scientifique et Technique du Bâtiment Notifizierte Stelle(n): NB MFPA Leipzig GmbH 6. Erklärte Leistung(en): Mechanische Festigkeit und Standsicherheit (BWR 1) Wesentliche Merkmale Charakteristischer Widerstand für statische und quasistatische Einwirkungen, Verschiebungen Charakteristischer Widerstand für die seismische Leistungskategorie C1, Verschiebungen Charakteristischer Widerstand für die seismische Leistungskategorie C2, Verschiebungen Leistung Siehe Anhang C1, C2 und C5 Siehe Anhang C3 und C6 Siehe Anhang C4 und C7 Brandschutz (BWR 2) Wesentliche Merkmale Brandverhalten Leistung Dübel erfüllen die Anforderungen der Klasse A1 Die Leistung des vorstehenden Produkts entspricht der erklärten Leistung/den erklärten Leistungen. Für die Erstellung der Leistungserklärung im Einklang mit der Verordnung (EU) Nr. 305/2011 ist allein der obengenannte Hersteller verantwortlich. Unterzeichnet für den Hersteller und im Namen des Herstellers von: Raimund Zaggl Leiter Geschäftsfeld Geschäftsfeld Anker-/Dübeltechnik Seppo Perämäki Leiter Qualitätssicherung Geschäftsfeld Anker-/Dübeltechnik Hilti AG Schaan, den Anhang 1 DoP_de_03-00_ _HSL3.docx

2 Page 14 of / 01 / 2017 Table 6: Characteristic values of resistance under tension loads in case of static and quasi-static loading for design method A acc. to ETAG001, Annex C or CEN/TS :2009 Steel failure NRk,s [kn] 29,3 46,4 67,4 125,6 196,0 282,4 Partial safety factor Ms [-] 1,50 1) Pullout failure in noncracked concrete C20/25 in cracked concrete C20/25 Increasing factors for NRk,p for cracked and non cracked oncrete NRk,p [kn] -- 2) NRk,p [kn] ) C30/37 1,22 c C40/50 1,41 C50/60 1,55 Partial safety factor Mp 3) 1,8 1,5 Concrete cone failure and splitting failure Effective anchorage depth hef [mm] Factor for Cracked kcr 4) 7,2 Non-cracked kucr 4) 10,1 Spacing scr,n [mm] 3 x hef Edge distance ccr,n [mm] 1,5 x hef Spacing (splitting) scr,sp [mm] Edge distance (splitting) ccr,sp [mm] Partial safety factor Mc 3) = M,sp 3) 1,5 1) In absence of national regulations. 2) The pull-out failure mode is not decisive. 3) Partial safety factor 2 = inst is included. 4) Parameter relevant only for design according to CEN/TS :2009 Design method A (ETAG001, Annex C) - tension loads Design CEN/TS : tension loads Annex C1

3 Page 15 of / 01 / 2017 Table 7: Characteristic values of resistance under shear loads in case of static and quasi-static loading for design method A acc. to ETAG001, Annex C, or CEN/TS :2009 Steel failure without lever arm bolt version HSL-3 / HSL-3-B VRk,s [kn] 3 60,5 89,6 158,5 186,0 204,5 hexagonal socket head version HSL-3-SH / HSL-3-SK threaded rod version HSL-3-G VRk,s [kn] 3 60,5 89, VRk,s [kn] 26,1 41,8 59,3 120,6 155,3 204,5 threaded rod only VRk,s [kn] 14,6 23,2 33,7 62,8 98,0 146,5 Partial safety factor Ms 1) [-] 1,25 Steel failure with lever arm M 0 Rks [kn] Partial safety factor Ms 1) [-] 1,25 Concrete pryout failure k Factor k 2) k3 3) [-] 1,8 2,0 Partial safety factor Mcp 4) [-] 1,5 Concrete edge failure effective length of anchor in shear loading lf [mm] Diameter of anchor dnom [mm] Partial safety factor Mc 4) [-] 1,5 1) In absence of national regulations. 2) Parameter relevant only for design according to ETAG 001 Annex C, factor in equation (5.6) of, ) Parameter relevant only for design according to CEN/TS :2009 4) Partial safety factor 2 = inst is included. Design method A (ETAG001, Annex C) - shear loads Design CEN/TS : shear loads Annex C2

4 Page 16 of / 01 / 2017 Table 8: Characteristic values of resistance under tension loads in case of seismic performance category C1 for design acc. to EOTA TR045 Steel failure NRk,s,seis [kn] 29,3 46,4 67,4 125,6 196,0 282,4 Partial safety factor Ms,seis [-] 1,50 1) Pullout failure in cracked concrete C20/25 NRk,p,seis [kn] ) Partial safety factor Mp,seis 3) 1,8 1,5 Concrete cone failure and splitting failure Partial safety factor Mc,seis 3) = M,sp,seism 3) [-] 1,8 1,5 Table 9: Characteristic values of resistance under shear loads in case of seismic performance category C1 for design acc. to EOTA TR045 Steel failure without lever arm bolt version HSL-3 / HSL-3-B hexagonal socket head version HSL-3-SH / HSL-3-SK threaded rod version HSL-3-G VRk,s,seis [kn] 17,7 44,2 58,2 114,1 109,7 163,6 VRk,s,seis [kn] 17,7 44,2 58, VRk,s,seis [kn] 14,9 30,5 38,5 86,8 91,6 - Partial safety factor Ms,seis 1) [-] 1,25 Concrete pryout failure Partial safety factor Mcp,seis 3) [-] 1,5 Concrete edge failure Partial safety factor Mc,seis 3) [-] 1,5 1) In absence of national regulations. 2) The pull-out failure mode is not decisive. 3) Partial safety factor 2 = inst is included. Design Seismic Category C1 (EOTA TR045) - tension loads Design Seismic Category C1 (EOTA TR045) - shear loads Annex C3

5 Page 17 of / 01 / 2017 Table 10: Characteristic values of resistance under tension loads in case of seismic performance category C2 for design acc. to EOTA TR045 Steel failure NRk,s,seis [kn] 46,4 67,4 125,6 196,0 Partial safety factor Ms,seis [-] 1,50 1) Pullout failure in cracked concrete C20/25 NRk,p,seis [kn] 12,2 -- 2) 34,2 40,1 Partial safety factor Mp,seis 3) 1,5 Concrete cone failure and splitting failure Partial safety factor Mc,seis 3) = M,sp,seism 3) [-] 1,5 Table 11: Characteristic values of resistance under shear loads in case of seismic performance category C2 for design acc. to EOTA TR045 Steel failure without lever arm bolt version HSL-3 / HSL-3-B VRk,s [kn] 18,8 26,3 50,7 78,1 hexagonal socket head version HSL-3-SH / HSL-3-SK threaded rod version HSL-3-G VRk,s [kn] 18,8 26,3 - - VRk,s [kn] 18,0 22,5 44,6 50,2 Partial safety factor Ms,seis 1) [-] 1,25 Concrete pryout failure Partial safety factor Mcp,seis 3) [-] 1,5 Concrete edge failure Partial safety factor Mc,seis 3) [-] 1,5 1) In absence of national regulations. 2) The pull-out failure mode is not decisive. 3) Partial safety factor 2 = 1,0 is included. Design Seismic Category C2 (EOTA TR045) - tension loads Design Seismic Category C2 (EOTA TR045) - shear loads Annex C4

6 Page 18 of / 01 / 2017 Table 12a: Displacements under tension loads in case of static and quasi-static loading Tension load in C20/25 (C50/60) cracked concrete [kn] 3,6 (5,5) 6,4 (9,8) 10,2 (15,9) 14,3 (22,1) 20,0 (30,9) 26,2 (40,7) Displacement N0 N [mm] [mm] 0,5 (0,6) 0,5 (0,7) 0,6 (0,7) 0,6 (0,8) 0,7 (0,9) 0,8 Tension load in C20/25 (C50/60) non-cracked concrete [kn] 9,3 (13,9) 11,7 (18,2) 14,3 (22,2) 20,0 (31,0) 27,9 (43,3) 36,7 (56,9) Displacement N0 N [mm] [mm] 0,1 (0,2) 0,2 (0,2) 0,1 (0,3) 0,2 (0,3) 0,2 (0,3) 0,2 (0,3) 0,3 (0,5) 0,4 (0,5) 0,4 (0,7) 0,4 (0,7) 0,5 (0,9) 0,6 (0,9) Table 12b: Displacements under shear loads in case of static and quasi-static loading for HSL-3, HSL-3-B, HSL-3-SH, HSL-3-SK HSL-3, HSL-3-B, HSL-3-SH, HSL-3-SK Shear load in C20/25 to C50/60 cracked and non-cracked concrete [kn] 17,8 34,6 51,2 90,6 106,3 116,9 Displacement V0 [mm] 3,8 5,2 6,3 8,5 7,3 9,5 V [mm] 5,7 7,8 9,4 12,7 11,0 14,3 Table 12c: Displacements under shear loads in case of static and quasi-static loading in cracked concrete for HSL-3-G HSL-3-G Shear load in C20/25 to C50/60 cracked and not cracked concrete [kn] 8,6 23,9 33,9 68,9 88,7 116,9 Displacement V0 [mm] 3,7 5,0 6,0 7,9 7,8 9,5 V [mm] 5,6 7,4 9,0 11,9 11,8 14,3 Annex C5 Displacements under static and quasi satic -tension loading Displacements under static and quasi satic - shear loading

7 Page 19 of / 01 / 2017 Table 13a: Displacements under tension loads in case of seismic performance category C1 Displacement N,seis [mm] 2,17 1,93 2,12 1,95 3,80 2,69 Table 13b: Displacements under shear loads in case of seismic performance category C1 for HSL-3, HSL-3-B, HSL-3-SH and HSL-3-SK Displacement V,seis [mm] 4,61 4,47 5,18 5,70 4,23 5,95 Table 13c: Displacements under shear loads in case of seismic performance category C1 for HSL3-G M8 Displacement V,seis [mm] 4,61 4,47 5,18 5,70 4,23 Displacements Seismic Category C1 - tension loading Displacements Seismic Category C1 - shear loading Annex C6

8 Page 20 of / 01 / 2017 Table 14a: Displacements under tension loads in case of seismic performance category C2 Displacement DLS N,seis(DLS) [mm] 3,63 5,27 5,42 3,95 Displacement ULS N,seis(ULS) [mm] 13,09 14,68 16,02 12,25 Table 14b: Displacements under shear loads in case of seismic performance category C2 for HSL-3, HSL-3-B, HSL-3-SH and HSL-3-SK Displacement DLS V,seis(DLS) [mm] 5,61 5,79 6,32 6,29 Displacement ULS V,seis(ULS) [mm] 9,03 10,66 14,38 14,16 Table 14c: Displacements under shear loads in case of seismic performance category C2 for HSL3-G Displacement DLS V,seis(DLS) [mm] 5,86 5,68 5,58 5,88 Displacement ULS V,seis(ULS) [mm] 9,94 10,17 9,08 9,70 Displacements Seismic Category C2 - tension loading Displacements Seismic Category C2 - shear loading Annex C7