DICHIARAZIONE DI PRESTAZIONE No. HSL-3, HSL-3-R_B-1109-CPR-0002

Transcription

1 IT DICHIARAZIONE DI PRESTAZIONE No. HSL-3, HSL-3-R_B-1109-CPR Codice di identificazione unico del tipo di prodotto: Hilti HSL-3, HSL-3-R 2. Utilizzo/i previsto/i: Prodotto Tasselli metallici da utilizzare nel calcestruzzo Uso previsto Per fissare e/o sostenere nel calcestruzzo degli elementi strutturali (che contribuiscono alla stabilità delle opere) o elementi molto pesanti. 3. Fabbricante: Hilti Corporation, Business Unit Anchors, 9494 Schaan, Principato del Liechtenstein 4. Systema/i di AVCP: Systema 1 5. Documento per la valutazione europea: EAD (Edizione ) Valutazione tecnica europea: ETA-02/0042 (22/11/2017) Organismo di valutazione tecnica: CSTB - Centre Scientifique et Technique du Bâtiment Organismo/i notificato/i: 6. Prestazione/i dichiarata/e: Stabilità e resistenza meccanica (BWR 1) Caratteristiche essenziali Resistenza caratteristica per carichi statici e quasi statici, spostamenti Resistenza caratteristica per la categoria di prestazioni antisismiche C1, spostamenti Resistenza caratteristica per la categoria di prestazioni antisismiche C2, spostamenti Resistenza al fuoco Prestazione Vedere gli allegati C1, C2, C3, C4, C5 e C6 Vedere gli allegati C7, C8, C9 e C10 Vedere gli allegati C11, C12 e C13 Vedere gli allegati C14, C15, C16 e C17 Sicurezza in caso d'incendio (BWR 2) Caratteristiche essenziali Reazione al fuoco Prestazioni Gli ancoraggi soddisfano i requisiti della Classe A1 La prestazione del prodotto sopra identificato è conforme all'insieme delle prestazioni dichiarate. La presente dichiarazione di responsabilità viene emessa, in conformità al regolamento (UE) n. 305/2011, sotto la sola responsabilità del fabbricante sopra identificato. Firmato a nome e per conto del fabbricante da: Edward-Louis Przybylowicz Direttore Business Unit Business Unit Tasselli. Gunnar Wald Direttore della Qualità Business Unit Tasselli Hilti Corporation Schaan, 15/12/2017 Allegato 1 DoP_it_05-00_ _HSL-3,_HSL-3-R@

2 Excerpt Page 20 of / 11 / 2017 Table C1: values of under tension load in case of static and quasi-static loading HSL-3(-R), HSL-3-G(-GR), HSL-3-B, HSL-3-SH, HSL-3-SK(-SKR) Setting position anchorage depth Steel failure hef [mm] HSL-3-GR HSL-3-R, HSL-3-SKR Ms,N [-] 1,5 Ms,N [-] 1,5 - Ms,N [-] 1,5 1,87 - Pullout failure NRk,s [kn] 29,3 46,4 67,4 125,6 196,0 282,4 NRk,s [kn] 25,6 40,6 59,0 109,9 171,5 - in concrete C20/25 safety 2 1) = safety inst 2) [-] 1,2 1,0 2 1) = inst 2) [-] 1,0 - Non cracked concrete Cracked concrete Non cracked concrete Cracked concrete NRk,p,uncr [kn] - 3) - 3) - 3) - 3) - 3) - 3) - 3) - 3) - 3) - 3) ) ) NRk,p,cr [kn] ) ) ) ) NRk,p,uncr [kn] ) - 3) - 3) - 3) ) ) NRk,p,cr [kn] ) ) ) under tension load Design according to CEN/TS :2009 or ETAG001, Annex C Annex C1

3 Page 21 of / 11 / 2017 Table C1: Continued Setting position anchorage depth Pullout failure 1) Parameter according to ETAG001 Annex C 2) Parameter according to CEN/TS :2009 3) Pull-out failure is not decisive for design. hef [mm] in concrete C20/25 Increasing concrete strength c C30/37 [-] 1,22 C40/50 [-] 1,41 C50/60 [-] 1,55 Concrete cone and splitting failure safety 2 1) = inst 2) safety Factor 2 1) = inst 2) [-] 1,2 1,0 [-] 1,0 - kucr,n 2) [-] 10,1 kcr,n 2) [-] 7,2 Spacing scr,n [mm] 3 hef Edge distance ccr,n [mm] 1,5 hef Spacing (splitting) Edge distance (splitting) Spacing (splitting) Edge distance (splitting) scr,sp [mm] ccr,sp [mm] scr,sp [mm] ccr,sp [mm] under tension load Design according to CEN/TS :2009 or ETAG001, Annex C Annex C2

4 Page 22 of / 11 / 2017 Table C2: values of under shear load in case of static and quasi-static loading HSL-3(-R), HSL-3-G(-GR), HSL-3-B, HSL-3-SH, HSL-3-SK(-SKR) Setting position anchorage depth Steel failure without lever arm hef [mm] Ms,V [-] 1,25 Ductility k2 1) [-] 1,0 HSL-3-GR Ms,V [-] 1,25 - Ductility k2 1) [-] 1,0 - HSL-3-R, HSL-3-SKR Ms,V [-] 1,25 1,56 - Ductility k2 1) [-] 1,0 - HSL-3, HSL-3-B HSL-3-SH, HSL-3-SK HSL-3-G Threaded rod only HSL-3-GR HSL-3-R, HSL-3-SKR VRk,s [kn] 31,1 60,5 89,6 158,5 186,0 204,5 VRk,s [kn] 31,1 60,5 89, VRk,s [kn] 26,1 41,8 59,3 120,6 155,3 204,5 VRk,s [kn] 14,6 23,2 33,7 62,8 98,0 146,5 VRk,s [kn] 40,3 58,9 78,7 129,5 151,9 - VRk,s [kn] 50,9 63,9 82,8 127,7 154,8 - under shear load Design according to CEN/TS :2009 or ETAG001, Annex C Annex C3

5 Page 23 of / 11 / 2017 Table C2: Continued Setting position anchorage depth Steel failure with lever arm hef [mm] Ms,V [-] 1,25 Ductility k2 1) [-] 1,0 HSL-3-GR M 0 Rk,s [Nm] Ms,V [-] 1,25 - Ductility k2 1) [-] 1,0 - HSL-3-R, HSL-3-SKR Ms,V [-] 1,25 1,56 - Ductility k2 1) [-] 1,0 - Concrete pryout failure M 0 Rk,s [Nm] Pry-out k 2) = k3 1) [-] 1,8 2,0 2,0 2,0 safety 2 2) = inst 1) [-] 1,0 Pry-out k 2) = k3 1) [-] 2,0 safety 2 2) = inst 1) Concrete edge failure length of anchor Diameter of anchor [-] 1,0 lf = hef [mm] dnom [mm] safety 2 2) = inst 1) [-] 1,0 1) Parameter according to CEN/TS : ) Parameter according to ETAG001, Annex C. Annex C4 under shear load Design according to CEN/TS :2009 or ETAG001, Annex C

6 Page 24 of / 11 / 2017 Table C3: Displacements under tension load in case of static and quasi-static loading - HSL-3(-R), HSL-3-G(-GR), HSL-3-B, HSL-3-SH, HSL-3-SK(-SKR) Tension load in non-cracked concrete Corresponding displacement Tension load in cracked concrete Corresponding displacement Tension load in non-cracked concrete Corresponding displacement Tension load in cracked concrete Corresponding displacement N [kn] 9,3 11,7 14,3 20,0 27,9 36,7 N0 [mm] 0,1 0,1 0,2 0,3 0,4 0,5 N [mm] 0,2 0,2 0,2 0,4 0,4 0,6 N [kn] 3,6 6,4 10,2 14,3 20,0 26,2 N0 [mm] 0,5 0,5 0,6 0,6 0,7 0,8 N [mm] 1,1 1,1 1,1 1,1 1,1 1,1 N [kn] 9,5 13,3 17,1 23,8 33,3 - N0 [mm] 0,15 0,48 0,41 0,22 0,33 - N [mm] 0,51 0,51 0,51 0,51 0,51 - N [kn] 5,7 7,6 11,4 17,1 23,8 - N0 [mm] 1,17 0,75 2,42 6,37 2,99 - N [mm] 1,35 0,94 1,66 1,33 1,27 - Table C4: Displacements under shear load in case of static and quasi-static loading - HSL-3, HSL-3-B, HSL-3-SH, HSL-3-SK Shear load in cracked and non-cracked concrete Corresponding displacement HSL-3-G Shear load in cracked and non-cracked concrete Corresponding displacement V [kn] 17,8 34,6 51,2 90,6 106,3 116,9 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 V [kn] 8,6 23,9 33,9 68,9 88,7 116,9 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 Displacements Annex C5

7 Page 25 of / 11 / 2017 Table C5: Displacements under shear load in case of static and quasi-static loading - Shear load in cracked and non-cracked concrete Corresponding displacement V [kn] 19,2 28,0 45,0 74,0 72,3 - v0 [mm] 12,26 8,13 7,47 41,11 12,44 - v [mm] 18,4 12,2 11,2 61,7 18,7 - Displacements Annex C6

8 Page 26 of / 11 / 2017 Table C6: values of under tension load in case of seismic category C1 - HSL-3(-R), HSL-3-G(-GR), HSL-3-B, HSL-3-SH, HSL-3-SK(SKR) Setting position anchorage depth Steel failure 1) In absence of other national regulations 2) Parameter according to TR045 3) Parameter according to CEN/TS :2009 4) Pull-out failure is not decisive for design. hef [mm] HSL-3-GR HSL-3-R, HSL-3-SKR Ms,seis 1) [-] 1,5 Ms,N [-] 1,5 - Ms,N [-] 1,5 1,87 - Pullout failure NRk,s,seis [kn] 29,3 46,4 67,4 125,6 196,0 282,4 NRk,s,seis [kn] 25,6 40,6 59,0 109,9 171,5 - safety safety 2 2) = inst 3) [-] 1,2 1,0 2 1) = inst 2) [-] 1,0 - NRk,p,seis [kn] ) ) ) ) NRk,p,seis [kn] ) ) ) under seismic actions, seismic category C1 Design according to TR045 or CEN/TS :2009 Annex C7

9 Page 27 of / 11 / 2017 Table C6: Continued Setting position anchorage depth Concrete cone failure 1) In absence of other national regulations 2) Parameter according to TR045 3) Parameter according to CEN/TS :2009 4) Pull-out failure is not decisive for design. hef [mm] safety safety 2 2) = inst 3) [-] 1,2 1,0 2 1) = inst 2) [-] 1,0 - under seismic actions, seismic category C1 Design according to TR045 or CEN/TS :2009 Annex C8

10 Page 28 of / 11 / 2017 Table C7: values of under shear load in case of seismic category C1 - HSL-3(-R), HSL-3-G(-GR), HSL-3-B, HSL-3-SH, HSL-3-SK(- SKR) Setting position anchorage depth Steel failure without lever arm 1) In absence of other national regulations 2) Parameter according to TR045 3) Parameter according to CEN/TS :2009 hef [mm] HSL-3-GR HSL-3-R, HSL-3-SKR HSL-3, HSL-3-B HSL-3-SH, HSL-3-SK HSL-3-G Concrete pryout failure safety Concrete edge failure safety Ms,seis 1) [-] 1,25 Ms,seis 1) [-] 1,25 Ms,seis 1) [-] 1,25 1,56 - 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 - VRk,s,seis [kn] 10,4 25, ,2 59,2-2 2) = inst 3) [-] 1,0 2 2) = inst 3) [-] 1,0 under seismic actions, seismic category C1 Design according to TR045 or CEN/TS :2009 Annex C9

11 Page 29 of / 11 / 2017 Table C8: Displacements under tension load in case of seismic category C1 - Displacement N,seis [mm] 2,17 1,93 2,12 1,95 3,80 2,69 Table C9: Displacements under shear load in case of seismic category C1 - HSL-3, HSL-3-B, HSL-3-SH, HSL-3-SK Displacement V,seis [mm] 4,61 4,47 5,18 5,70 4,23 5,95 HSL-3-G Displacement V,seis [mm] 4,61 4,47 5,18 5,70 4,23 - Displacements seismic category C1 Annex C10

12 Page 30 of / 11 / 2017 Table C10: values of under tension load in case of seismic category C2 - Size M10 M12 M16 M20 Setting position anchorage depth Steel failure 1) In absence of other national regulations 2) Parameter according to TR045 3) Parameter according to CEN/TS :2009 4) Pull-out failure is not decisive for design. hef [mm] Ms,seis 1) [-] 1,5 Pullout failure safety Concrete cone failure safety NRk,s,seis [kn] 46,4 67,4 125,6 196,0 2 2) = inst 3) [-] 1,0 NRk,p,seis [kn] 12,2 12,2 12,2-4) 25,8 25,8 34,2 34,2 34,2 40,1 40,1 40,1 2 2) = inst 3) [-] 1,0 under seismic actions, seismic category C2 Design according to TR045 or CEN/TS :2009 Annex C11

13 Page 31 of / 11 / 2017 Table C11: values of under shear load in case of seismic category C2 - Size M10 M12 M16 M20 Setting position anchorage depth Steel failure without lever arm 1) In absence of other national regulations 2) Parameter according to TR045 3) Parameter according to CEN/TS :2009 4) Pull-out failure is not decisive for design. hef [mm] Ms,seis 1) [-] 1,25 HSL-3, HSL-3-B HSL-3-SH, HSL-3-SK HSL-3-G Concrete pryout failure safety Concrete edge failure safety VRk,s,seis [kn] 18,8 26,3 50,7 78,1 VRk,s,seis [kn] 18,8 26,3 - - VRk,s,seis [kn] 18,0 22,5 44,6 50,2 2 2) = inst 3) [-] 1,0 2 2) = inst 3) [-] 1,0 under seismic actions, seismic category C2 Design according to TR045 or CEN/TS :2009 Annex C12

14 Page 32 of / 11 / 2017 Table C12: Displacements under tension load in case of seismic category C2 - Size M10 M12 M16 M20 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 C13: Displacements under shear load in case of seismic category C2 - HSL-3, HSL-3-B, HSL-3-SH, HSL-3-SK Size M10 M12 M16 M20 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 C14: Displacements under shear load in case of seismic category C2 - HSL-3-G Size M10 M12 M16 M20 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 Annex C13

15 Page 33 of / 11 / 2017 Table C15: tension under fire exposure for Hilti metal expansion anchor HSL-3(-R), HSL-3-G(-GR), HSL-3-B, HSL-3-SH, HSL-3- SK(-SKR) in cracked and non-cracked concrete Setting position anchorage depth Steel failure 1) Pull-out failure is not decisive for design. 2) In absence of other national regulations the partial safety for under fire exposure γm,fi = 1,0 is recommended. hef [mm] R30 NRk,s,fi [kn] 0,37 0,87 1,69 3,14 4,90 7,06 R60 NRk,s,fi [kn] 0,33 0,75 1,26 2,36 3,68 5,30 R90 NRk,s,fi [kn] 0,26 0,58 1,10 2,04 3,19 4,59 R120 NRk,s,fi [kn] 0,18 0,46 0,84 1,57 2,45 3,53 Pullout failure R30 NRk,s,fi [kn] 0,7 1,5 2,5 4,7 7,4 - R60 NRk,s,fi [kn] 0,59 1,2 2,1 3,9 6,1 - R90 NRk,s,fi [kn] 0,44 0,9 1,7 3,1 4,9 - R120 NRk,s,fi [kn] 0,37 0,8 1,3 2,5 3,9 - R30 NRk,p,fi [kn] R60 NRk,p,fi [kn] R90 NRk,p,fi [kn] 3,0 4,0-1) 6,0-1) 9,0-1) 12,5-1) 16,3 R120 NRk,p,fi [kn] 2,4 3,2-1) 4,8-1) 7,2-1) 10,0-1) 13,0 R30 NRk,p,fi [kn] R60 NRk,p,fi [kn] R90 NRk,p,fi [kn] 3,0 4,0-1) 6,0-1) 9,0-1) 12,5 - R120 NRk,p,fi [kn] 2,4 3,2-1) 4,8-1) 7,2-1) 10,0 - of tension load under fire Annex C14

16 Page 34 of / 11 / 2017 Table C15: Continued Size M8 M10 M12 Setting position anchorage depth hef [mm] Concrete cone failure and splitting failure R30 NRk,c,fi [kn] R60 NRk,c,fi [kn] R90 NRk,c,fi [kn] 5,0 10,3 18,0 7,40 15,8 28,4 10,3 20,3 34,7 R120 NRk,c,fi [kn] 4,0 8,2 14,4 5,90 12,7 22,7 8,2 16,3 27,7 R30 NRk,c,fi [kn] R60 NRk,c,fi [kn] R90 NRk,c,fi [kn] 5,0 10,3 18,0 7,40 15,8 28,4 10,3 20,3 34,7 R120 NRk,c,fi [kn] 4,0 8,2 14,4 5,90 12,7 22,7 8,2 16,3 27,7 Spacing scr,n [mm] Edge distance ccr,n [mm] Size M16 M20 M24 Setting position anchorage depth hef [mm] Concrete cone failure and splitting failure R30 NRk,c,fi [kn] R60 NRk,c,fi [kn] R90 NRk,c,fi [kn] 18,0 31,4 49,6 31,4 53,8 83,8 49,6 78,2 109,6 R120 NRk,c,fi [kn] 14,4 25,2 39,7 25,2 43,1 67,0 39,7 62,6 87,6 R30 NRk,c,fi [kn] R60 NRk,c,fi [kn] R90 NRk,c,fi [kn] R120 NRk,c,fi [kn] 18,0 31,4 49,6 31,4 53,8 83,8-14,4 25,2 39,7 25,2 43,1 67,0 - Spacing scr,n [mm] Edge distance ccr,n [mm] In absence of other national regulations the partial safety for under fire exposure γm,fi = 1,0 is recommended. of tension load under fire Annex C15

17 Page 35 of / 11 / 2017 Table C16: shear under fire exposure for Hilti metal expansion anchor HSL-3(-R), HSL-3-G(-GR), HSL-3-B, HSL-3-SH, HSL-3- SK(-SKR) in cracked and non-cracked concrete Setting position anchorage depth Steel failure without lever arm hef [mm] Steel failure with lever arm R30 VRk,s,fi [kn] 0,37 0,87 1,69 3,14 4,90 7,06 R60 VRk,s,fi [kn] 0,33 0,75 1,26 2,36 3,68 5,30 R90 VRk,s,fi [kn] 0,26 0,58 1,10 2,04 3,19 4,59 R120 VRk,s,fi [kn] 0,18 0,46 0,84 1,57 2,45 3,53 R30 VRk,s,fi [kn] 0,7 1,5 2,5 4,7 7,4 - R60 VRk,s,fi [kn] 0,59 1,2 2,1 3,9 6,1 - R90 VRk,s,fi [kn] 0,44 0,9 1,7 3,1 4,9 - R120 VRk,s,fi [kn] 0,37 0,8 1,3 2,5 3,9 - R30 M 0 Rk,s,fi [Nm] 374,8 1121,5 2620,1 6659, , ,1 R60 M 0 Rk,s,fi [Nm] 337,3 971,9 1965,1 4994,4 9736, ,4 R90 M 0 Rk,s,fi [Nm] 262,3 747,6 1703,1 4328,5 8438, ,2 R120 M 0 Rk,s,fi [Nm] 187,4 598,1 1310,1 3329,6 6490, ,6 R30 M 0 Rk,s,fi [Nm] 749,6 1869,1 3930,2 9988, ,3 - R60 M 0 Rk,s,fi [Nm] 599,6 1495,3 3275,1 8324, ,9 - R90 M 0 Rk,s,fi [Nm] 449,7 1196,2 2620,1 6659, ,5 - R120 M 0 Rk,s,fi [Nm] 374,8 1046,7 2096,1 5327, ,2 - In absence of other national regulations the partial safety for under fire exposure γm,fi = 1,0 is recommended. of shear load under fire Annex C16

18 Page 36 of / 11 / 2017 Table C16: Continued Size M8 M10 M12 Setting position anchorage depth hef [mm] Concrete pryout failure Factor in equation (5.6) of ETAG 001 k [-] 2,0 Annex C, R30 VRk,cp,fi[kN] R60 VRk,cp,fi[kN] R90 VRk,cp,fi[kN] 10,0 20,6 36,0 14,8 31,7 56,8 20,6 40,7 69,4 R120 VRk,cp,fi[kN] 8,00 16,5 28,8 11,8 25,3 45,4 16,5 32,5 55,5 R30 VRk,cp,fi[kN] R60 VRk,cp,fi[kN] R90 VRk,cp,fi[kN] 10,0 20,6 36,0 14,8 31,7 56,8 20,6 40,7 69,4 R120 VRk,cp,fi[kN] 8,00 16,5 28,8 11,8 25,3 45,4 16,5 32,5 55,5 Concrete edge failure The initial value V 0 Rk,c,fi of the characteristic in concrete C20/25 to C50/60 under fire exposure may be determined by: V 0 Rk,c,fi = 0,25 x V 0 Rk,c ( R90) V 0 Rk,c,fi = 0,20 x V 0 Rk,c (R120) with V 0 Rk,c,fi initial value of the characteristic in cracked concrete C20/25 under normal temperature. In absence of other national regulations the partial safety for under fire exposure γm,fi = 1,0 is recommended. of shear load under fire Annex C17

19 Page 37 of / 11 / 2017 Table C16: Continued Size M16 M20 M24 Setting position anchorage depth hef [mm] Concrete pryout failure Factor in equation (5.6) of ETAG 001 Annex C, k [-] 2,0 R30 VRk,cp,fi [kn] R60 VRk,cp,fi [kn] R90 VRk,cp,fi [kn] 36,0 62,9 99,2 62,9 107,7 167,6 99,2 156,5 219,1 R120 VRk,cp,fi [kn] 28,8 50,3 79,4 50,3 86,1 134,1 79,4 125,2 175,3 R30 VRk,cp,fi [kn] R60 VRk,cp,fi [kn] R90 VRk,cp,fi [kn] 36,0 62,9 99,2 62,9 107,7 167, R120 VRk,cp,fi [kn] 28,8 50,3 79,4 50,3 86,1 134, Concrete edge failure The initial value V 0 Rk,c,fi of the characteristic in concrete C20/25 to C50/60 under fire exposure may be determined by: V 0 Rk,c,fi = 0,25 x V 0 Rk,c ( R90) V 0 Rk,c,fi = 0,20 x V 0 Rk,c (R120) with V 0 Rk,c,fi initial value of the characteristic in cracked concrete C20/25 under normal temperature. In absence of other national regulations the partial safety for under fire exposure γm,fi = 1,0 is recommended. of shear load under fire Annex C18