FI SUORITUSTASOILMOITUS Nro HSL-3_B-1109-CPR-0002 1. Tuotetyypin yksilöllinen tunniste: Hilti HSL-3 2. Käyttötarkoitus/käyttötarkoitukset: Tuote Metalliankkurit betonikäyttöön Käyttötarkoitus Kiinnitykseen ja/tai tueksi betoniin, rakenneelementteihin (jotka auttavat säilyttämään rakenteiden vakauden) tai painaviin yksikköihin. 3. Valmistaja: Hilti Corporation, Business Unit Anchors, 9494 Schaan, Liechtensteinin ruhtinaskunta 4. Suoritustason pysyvyyden arvioinnissa ja varmentamisessa käytetty järjestelmä: Järjestelmä 1 5. Eurooppalainen arviointiasiakirja: EAD 330232-00-0601 (versio 10-2016) Eurooppalainen tekninen arviointi: ETA-02/0042 (23.1.2017) Tekninen arviointielin: CSTB - Centre Scientifique et Technique du Bâtiment Ilmoitettu laitos/ilmoitetut laitokset: NB 0800 - MFPA Leipzig GmbH 6. Ilmoitettu suoritustaso / ilmoitetut suoritustasot: Mekaaninen kestävyys ja lujuus (BWR 1) Oleellinen ominaisuus Staattisten ja kvasistaattisten kuormituksien ominaisarvo, siirtymät Seismisen kestävyysluokan C1 ominaisarvo, siirtymät Suorituskyky Katso liitteet C1, C2 ja C5 Katso liitteet C3 ja C6 Seismisen kestävyysluokan C2 ominaisarvo, siirtymät Paloturvallisuus (BWR 2) Oleellinen ominaisuus Reaktio paloon Katso liitteet C4 ja C7 Suorituskyky Ankkuroinnit täyttävät luokan A1 vaatimukset Edellä yksilöidyn tuotteen suoritustaso on ilmoitettujen suoritustasojen joukon mukainen. Tämä suoritustasoilmoitus on asetuksen (EU) N:o 305/2011 mukaisesti annettu edellä ilmoitetun valmistajan yksinomaisella vastuulla. Valmistajan puolesta allekirjoittanut: Raimund Zaggl Liiketoimintayksikön johtaja Liiketoimintayksikkö, ankkurit Seppo Perämäki Laatupäällikkö Liiketoimintayksikkö, ankkurit Hilti Corporation Schaan, 3.4.2017 Liite 1 DoP_fi_03-00_000000001355_HSL3
Page 14 of 20 23 / 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 1992-4:2009 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] 12 16 -- 2) 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] 60 70 80 100 125 150 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] 230 270 300 380 480 570 Edge distance (splitting) ccr,sp [mm] 115 135 150 190 240 285 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 1992-4:2009 Design method A (ETAG001, Annex C) - tension loads Design CEN/TS 1992-4:2009 - tension loads Annex C1
Page 15 of 20 23 / 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 1992-4:2009 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 89,6 - - - 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] 30 60 105 266 519 898 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] 60 70 80 100 125 150 Diameter of anchor dnom [mm] 12 15 18 24 28 32 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, 5.2.3.3 3) Parameter relevant only for design according to CEN/TS 1992-4:2009 4) Partial safety factor 2 = inst is included. Design method A (ETAG001, Annex C) - shear loads Design CEN/TS 1992-4:2009 - shear loads Annex C2
Page 16 of 20 23 / 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] 12 16 -- 2) 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 58,2 - - - 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
Page 17 of 20 23 / 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
Page 18 of 20 23 / 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
Page 19 of 20 23 / 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
Page 20 of 20 23 / 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