DICHIARAZIONE DI PRESTAZIONE No. HDA_0672-CPR-0012

Transcription

1 IT DICHIARAZIONE DI PRESTAZIONE No. HDA_0672-CPR Codice di identificazione unico del tipo di prodotto: Hilti HDA e HDA-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 Aktiengesellschaft, Business Unit Anchors, 9494 Schaan, Fürstentum Liechtenstein 4. Systema/i di AVCP: Systema 1 5. Documento per la valutazione europea: ETAG 001 (Edizione ) usato come un EAD Valutazione tecnica europea: ETA-99/0009 ( ) Organismo di valutazione tecnica: CSTB - Centre Scientifique et Technique du Bâtiment Organismo/i notificato/i: NB MPA Stuttgart 6. Prestazione/i dichiarata/e: Resistenza meccanica e stabilità (BWR e Sicurezza e accessibilità durante l'uso (BWR 4) Caratteristiche essenziali Resistenza caratteristica per carichi statici e quasi statici, spostamenti Resistenza caratteristica per la categoria di prestazioni antisismiche C1 Resistenza caratteristica per la categoria di prestazioni antisismiche C2 Prestazioni Vedere allegati C1, C2, C2, C3, C4, C5, C6, C7,C8, C9 e C10 Vedere allegati C11, C12, C13 e C14 Vedere allegati C15, C16, C17 e C18 Risparmio energetico e ritenzione di calore (BWR 6) 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, Allegato 1 DoP_it_01-04_ _HDA@

2 Excerpt Page 19 of / 01 / 2015 Table 9a: values of under tension loads in case of static and quasi-static loading for design method A acc. to ETAG001, Annex C, N Rk,s [kn] Ms Pull-out failure 2) in cracked concrete only C20/25 in cracked concrete only Increasing factors for N Rk,p for cracked concrete only 1,5 N Rk,p [kn] Mp Concrete cone failure and splitting failure 4) C30/37 1,22 c C40/50 1,41 C50/60 1,55 Effective anchorage depth h ef [mm] in cracked and non-cracked concrete Mc Spacing s cr,n [mm] Edge distance c cr,n [mm] Spacing s cr,sp [mm] Edge distance c cr,sp [mm] In absence of national regulations. 2) The pull-out failure mode is not decisive in non-cracked concrete; it does not have to be calculated by the designer. 3) 2 = 1,0 is included. 4) For concrete cone failure, the initial value of the characteristic of an HDA anchor placed in cracked or non-cracked concrete is obtained by: with k 1 = 8,3 for applications in cracked concrete N k. f. h k 1 = 11,6 for applications in non-cracked concrete 0 1,5 Rk,c 1 ck,cube ef instead of the factors k 1 given in equation (5.2a) in ETAG 001 Annex C, Design method A (ETAG001, Annex C) - tension loads Annex C1

3 Page 20 of / 01 / 2015 Table 9b: values of under tension loads in case of static and quasi-static loading for design method A acc. to ETAG001, Annex C, N Rk,s [kn] Ms Pull-out failure 2) in cracked concrete only C20/25 in cracked concrete only Increasing factors for N Rk,p for cracked concrete only 1,6 N Rk,p [kn] Mp Concrete cone failure and splitting failure 4) C30/37 1,22 c C40/50 1,41 C50/60 1,55 Effective anchorage depth h ef [mm] in cracked and non-cracked concrete Mc Spacing s cr,n [mm] Edge distance c cr,n [mm] Spacing s cr,sp [mm] Edge distance c cr,sp [mm] In absence of national regulations. 2) The pull-out failure mode is not decisive in non-cracked concrete; it does not have to be calculated by the designer. 3) 2 = 1,0 is included. 4) For concrete cone failure, the initial value of the characteristic of an HDA anchor placed in cracked or non-cracked concrete is obtained by: with k 1 = 8,3 for applications in cracked concrete N k. f. h k 1 = 11,6 for applications in non-cracked concrete 0 1,5 Rk,c 1 ck,cube ef instead of the factors k 1 given in equation (5.2a) in ETAG 001 Annex C, Design method A (ETAG001, Annex C) - tension loads Annex C2

4 Page 21 of / 01 / 2015 Table 9c: values of under tension loads in case of static and quasi-static loading for design method A acc. to CEN/TS , N Rk,s [kn] Ms Pull-out failure 2) in cracked concrete only C20/25 in cracked concrete only Increasing factors for N Rk,p for cracked concrete only 1,5 N Rk,p [kn] Mp Concrete cone failure and splitting failure C30/37 1,22 c C40/50 1,41 C50/60 1,55 Effective anchorage depth h ef [mm] Factor for applications in cracked concrete Factor for applications in non-cracked concrete in cracked and non-cracked concrete k cr [-] 8,3 k ucr [-] 11,6 Mc Spacing s cr,n [mm] Edge distance c cr,n [mm] Spacing s cr,sp [mm] Edge distance c cr,sp [mm] In absence of national regulations. 2) The pull-out failure mode is not decisive in non-cracked concrete; it does not have to be calculated by the designer. 3) 2 = 1,0 is included. Design method A (CEN/TS ) - tension loads Annex C3

5 Page 22 of / 01 / 2015 Table 9d: values of under tension loads in case of static and quasi-static loading for design method A acc. to CEN/TS , N Rk,s [kn] Ms Pull-out failure 2) in cracked concrete only C20/25 in cracked concrete only Increasing factors for N Rk,p for cracked concrete only 1,6 N Rk,p [kn] Mp Concrete cone failure and splitting failure C30/37 1,22 c C40/50 1,41 C50/60 1,55 Effective anchorage depth h ef [mm] Factor for applications in cracked concrete Factor for applications in non-cracked concrete in cracked and non-cracked concrete k cr [-] 8,3 k ucr [-] 11,6 Mc Spacing s cr,n [mm] Edge distance c cr,n [mm] Spacing s cr,sp [mm] Edge distance c cr,sp [mm] In absence of national regulations. 2) The pull-out failure mode is not decisive in non-cracked concrete; it does not have to be calculated by the designer. 3) 2 = 1,0 is included. Design method A (CEN/TS ) - tension loads Annex C4

6 Page 23 of / 01 / 2015 Table 10a: Displacements under tension loads in case of static and quasi-static loading Tension load in C20/25 to C50/60 cracked concrete [kn] 11,9 16,7 35,7 45,2 Displacement N0 [mm] 0,1 0,8 2,1 2,1 N [mm] 1,3 1,3 2,1 2,1 Tension load in C20/25 to C50/60 non-cracked concrete [kn] 21,9 31,9 60,0 91,4 Displacement N0 [mm] 0,4 0,8 1,7 2,4 N [mm] 1,3 1,3 1,7 2,4 Calculation of displacement under service load: N sd design value of tension stress Displacement under short term loading = N0 N sd/1,4; Displacement under long term loading = N N sd /1,4 Table 10b: Displacements under tension loads in case of static and quasi-static loading Tension load in C20/25 to C50/60 cracked concrete [kn] 11,9 16,7 35,7 Displacement N0 [mm] 0,8 0,9 1,6 N [mm] 1,3 1,3 2,1 Tension load in C20/25 to C50/60 non-cracked concrete [kn] 20,5 29,9 56,3 Displacement N0 [mm] 1,4 1,1 1,7 N [mm] 1,4 1,1 1,7 Calculation of displacement under service load: N sd design value of tension stress Displacement under short term loading = N0 N sd/1,4; Displacement under long term loading = N N sd /1,4 Displacements - tension loads HDA-P, HDA-PR, HDA-T and HDA-TR Annex C5

7 Page 24 of / 01 / 2015 Table 11a: values of under shear loads in case of static and quasi-static loading for design method A acc. to ETAG001, Annex C, HDA-P M10 M12 M16 M20 without lever arm V Rk,s [kn] Ms 1,25 with lever arm Distance according ETAG 001, a 3 [mm] Annex C, M 0 Rk,s [Nm] Ms 1,25 HDA-T M10 M12 M16 M20 without lever arm for t fix [mm] Ms with lever arm < < 15 < < 20 < 25 < 30 < < 25 < 40 < V Rk,s [kn] 65 2) ) ) ) M 0 Rk,s [Nm] Ms 1,25 Concrete pryout failure Factor in equation (5.6) according ETAG 001, k 2,0 Annex C, Mc Concrete edge failure Effective length of anchor in shear loading l f [mm] External diameter of anchor d nom [mm] Mc In absence of national regulations. 2) only with use of centering washer, t fix = thickness of the base plate without thickness of the centering washer, see Annex B8. 3) 2 = 1,0 is included. 1,5 Design method A (ETAG001, Annex C) - shear loads Annex C6

8 Page 25 of / 01 / 2015 Table 11b: values of under shear loads in case of static and quasi-static loading for design method A acc. to ETAG001, Annex C, HDA-PR M10 M12 M16 without lever arm V Rk,s [kn] Ms 1,33 with lever arm Distance according ETAG 001, a 3 [mm] Annex C, M 0 Rk,s [Nm] Ms 1,33 HDA-TR M10 M12 M16 without lever arm for t fix [mm] Ms with lever arm < < 15 < 20 < < 20 < 25 < V Rk,s [kn] 71 2) ) ) M 0 Rk,s [Nm] Ms 1,33 Concrete pryout failure 1,33 Factor in equation (5.6) according ETAG 001, Annex C, k 2,0 Mc Concrete edge failure Effective length of anchor in shear loading l f [mm] External diameter of anchor d nom [mm] Mc In absence of national regulations. 2) only with use of centering washer, t fix = thickness of the base plate without thickness of the centering washer, see Annex B8. 3) 2 = 1,0 is included. Design method A (ETAG001, Annex C) - shear loads Annex C7

9 Page 26 of / 01 / 2015 Table 11c: values of under shear loads in case of static and quasi-static loading for design method A acc. to CEN/TS , HDA-P M10 M12 M16 M20 without lever arm V Rk,s [kn] Factor for non-ductile steel k2 1,0 Ms with lever arm Distance according CEN/TS , a 3 [mm] M 0 Rk,s [Nm] Ms 1,25 HDA-T M10 M12 M16 M20 without lever arm for t fix 1, [mm] < < 15 < < 20 < 25 < 30 < < 25 < 40 < V Rk,s [kn] 65 2) ) ) ) Factor for non-ductile steel k2 1,0 Ms with lever arm M 0 Rk,s [Nm] Ms 1,25 Concrete pryout failure Factor in eq. (16) acc. CEN/TS , k 3 2,0 Mcp Concrete edge failure Effective length of anchor in shear loading l f [mm] External diameter of anchor d nom [mm] Mc In absence of national regulations. 2) only with use of centering washer, t fix = thickness of the base plate without thickness of the centering washer, see Annex B8. 3) 2 = 1,0 is included. 1,5 Design method A (CEN/TS ) - shear loads Annex C8

10 Page 27 of / 01 / 2015 Table 11d: values of under shear loads in case of static and quasi-static loading for design method A acc. to CEN/TS , HDA-PR M10 M12 M16 without lever arm V Rk,s [kn] Factor for non-ductile steel k2 1,0 Ms with lever arm Distance according CEN/TS , a 3 [mm] M 0 Rk,s [Nm] Ms 1,33 HDA-TR M10 M12 M16 without lever arm for t fix [mm] 1, < < 15 < 20 < < 20 < 25 < V Rk,s [kn] 71 2) ) ) Factor for non-ductile steel k2 1,0 Ms with lever arm M 0 Rk,s [Nm] Ms 1,33 Concrete pryout failure 1,33 Factor in eq. (16) acc. CEN/TS , k 3 2,0 Mcp Concrete edge failure Effective length of anchor in shear loading l f [mm] External diameter of anchor d nom [mm] Mc In absence of national regulations. 2) only with use of centering washer, t fix = thickness of the base plate without thickness of the centering washer, see Annex B8. 3) 2 = 1,0 is included. Design method A (CEN/TS ) - shear loads Annex C9

11 Page 28 of / 01 / 2015 Table 12a: Displacements under shear loads in case of static and quasi-static loading HDA-P M10 M12 M16 M20 Shear load in C20/25 to C50/60 cracked and non-cracked concrete Displacement [kn] 11,4 17,1 35,9 51 V0 [mm] 2,8 2,5 4,1 5,0 V [mm] 4,1 3,8 6,2 7,5 HDA-T M10 M12 M16 M20 Shear load in C20/25 to C50/60 cracked and non-cracked concrete Displacement [kn] 33,3 42,8 95,2 119 V0 [mm] 6,2 6,9 10,1 12,0 V [mm] 9,3 10,3 15,1 18,0 Calculation of displacement under service load: V sd design value of shear stress Displacement under short term loading = V0 V sd/1,4; Displacement under long term loading = V V sd /1,4 Table 12b: Displacements under shear loads in case of static and quasi-static loading HDA-PR M10 M12 M16 Shear load in C20/25 to C50/60 cracked and non-cracked concrete Displacement [kn] 13,3 19,3 35,9 V0 [mm] 4,2 3,0 6,9 V [mm] 6,3 4,5 10,4 HDA-TR M10 M12 M16 Shear load in C20/25 to C50/60 cracked and non-cracked concrete Displacement [kn] 41,7 46,9 73,7 V0 [mm] 4,2 3,0 6,9 V [mm] 6,3 4,5 10,4 Calculation of displacement under service load: V sd design value of shear stress Displacement under short term loading = V0 V sd/1,4; Displacement under long term loading = V V sd /1,4 Displacements - shear loads HDA-P, HDA-PR, HDA-T and HDA-TR Annex C10

12 Page 29 of / 01 / 2015 Table 13a: values of under tension loads in case of seismic performance category C1 for design acc. to EOTA TR045, N Rk,s,seis [kn] Ms,seis 1,5 Pull-out failure in cracked concrete only C20/25 N Rk,p,seis [kn] N Rk,c Mp,seis Concrete cone failure 3) Mc,seis Splitting failure 3) MSp,seis In absence of other national regulations. 2) The partial safety factor 2 = 1.0 is included. 3) For concrete cone failure and splitting failure see Annex C20. Table 14a: Displacements under tension loads in case of seismic performance category C1, Displacement N,seis [mm] 3,1 1,3 1,9 2,0 Maximum displacement during cycling (seismic event) The definition of seismic performance category C1 is given in Annex C19. Design - Seismic Category C1 (EOTA TR045) - tension loads Annex C11

13 Page 30 of / 01 / 2015 Table 13b: values of under tension loads in case of seismic performance category C1 for design acc. to EOTA TR045, N Rk,s,seis [kn] Ms,seis 1,6 Pull-out failure in cracked concrete only C20/25 N Rk,p,seis [kn] N Rk,c Mp,seis Concrete cone failure 3) Mc,seis Splitting failure 3) MSp,seis In absence of other national regulations. 2) The partial safety factor 2 = 1.0 is included. 3) For concrete cone failure and splitting failure see Annex C20. Table 14b: Displacements under tension loads in case of seismic performance category C1, Displacement N,seis [mm] 3,1 1,3 1,9 Maximum displacement during cycling (seismic event) The definition of seismic performance category C1 is given in Annex C19. Design - Seismic Category C1 (EOTA TR045) - tension loads Annex C12

14 Page 31 of / 01 / 2015 Table 15a: values of under shear loads in case of seismic performance category C1 for design acc. to EOTA TR045, HDA-P M10 M12 M16 M20 V Rk,s,seis [kn] Ms,seis 1,25 HDA-T M10 M12 M16 M20 for t fix [mm] Ms,seis < < 15 < < 20 < 25 < 30 < < 25 < 40 < V Rk,s,seis [kn] 65 2) ) ) ) Concrete pryout failure 4) Mcp,seis Concrete edge failure 4) Mc,seis In absence of other national regulations. 2) only with use of centering washer, t fix = thickness of the base plate without thickness of the centering washer, see Annex B8. 3) The partial safety factor 2 = 1.0 is included. 4) For concrete pryout failure and concrete edge failure see Annex C20. 1,5 Table 16a: Displacements under shear loads in case of seismic performance category C1, Displacement HDA-P V,seis [mm] 3,0 2,6 4,2 4,8 Displacement HDA-T V,seis [mm] 3,0 2,6 4,2 4,8 Maximum displacement during cycling (seismic event) The definition of seismic performance category C1 is given in Annex C19. Design - Seismic Category C1 (EOTA TR045) - shear loads Annex C13

15 Page 32 of / 01 / 2015 Table 15b: values of under shear loads in case of seismic performance category C1 for design acc. to EOTA TR045, HDA-PR M10 M12 M16 V Rk,s,seis [kn] Ms,seis 1,33 HDA-TR M10 M12 M16 for t fix Ms,seis [mm] < < 15 < 20 < < 20 < 25 < V Rk,s,seis [kn] 71 2) ) ) Concrete pryout failure 4) Mcp,seis Concrete edge failure 4) Mc,seis In absence of other national regulations. 2) only with use of centering washer, t fix = thickness of the base plate without thickness of the centering washer, see Annex B8. 3) The partial safety factor 2 = 1.0 is included. 4) For concrete pryout failure and concrete edge failure see Annex C20. 1,33 Table 16b: Displacements under shear loads in case of seismic performance category C1, Displacement HDA-PR V,seis [mm] 3,0 2,6 4,2 Displacement HDA-TR V,seis [mm] 3,0 2,6 4,2 Maximum displacement during cycling (seismic event) The definition of seismic performance category C1 is given in Annex C19. Design - Seismic Category C1 (EOTA TR045) - shear loads Annex C14

16 Page 33 of / 01 / 2015 Table 17a: values of under tension loads in case of seismic performance category C2 for design acc. to EOTA TR045, N Rk,s,seis [kn] Ms,seis 1,5 Pull-out failure in cracked concrete only C20/25 N Rk,p,seis [kn] Mp,seis Concrete cone failure 3) Mc,seis Splitting failure 3) MSp,seis In absence of other national regulations. 2) The partial safety factor 2 = 1.0 is included. 3) For concrete cone failure and splitting failure see Annex C20. Table 18a: Displacements under tension loads in case of seismic performance category C2, Displacement DLS N,seis(DLS) [mm] 4,6 3,2 3,3 1,7 Displacement ULS N,seis(ULS) [mm] 11,4 8,3 8,1 6,7 The definition of seismic performance category C2 is given in Annex C19. Design - Seismic Category C2 (EOTA TR045) - tension loads Annex C15

17 Page 34 of / 01 / 2015 Table 17b: values of under tension loads in case of seismic performance category C2 for design acc. to EOTA TR045, N Rk,s,seis [kn] Ms,seis 1,6 Pull-out failure in cracked concrete only C20/25 N Rk,p,seis [kn] Mp,seis Concrete cone failure 3) Mc,seis Splitting failure 3) MSp,seis In absence of other national regulations. 2) The partial safety factor 2 = 1.0 is included. 3) For concrete cone failure and splitting failure see Annex C20. Table 18b: Displacements under tension loads in case of seismic performance category C2, Displacement DLS N,seis(DLS) [mm] 4,6 3,2 3,3 Displacement ULS N,seis(ULS) [mm] 11,4 8,3 8,1 The definition of seismic performance category C2 is given in Annex C19. Design - Seismic Category C2 (EOTA TR045) - tension loads Annex C16

18 Page 35 of / 01 / 2015 Table 19a: values of under shear loads in case of seismic performance category C2 for design acc. to EOTA TR045, HDA-P M10 M12 M16 M20 V Rk,s,seis [kn] Ms,seis 1,25 HDA-T M10 M12 M16 M20 Ms,seis for t fix [mm] < < 15 < < 20 < 25 < 30 < < 25 < 40 < V Rk,s,seis [kn] 39 2) ) ) ) Concrete pryout failure 4) Mcp,seis Concrete edge failure 4) Mc,seis In absence of other national regulations. 2) only with use of centering washer, t fix = thickness of the base plate without thickness of the centering washer, see Annex B8. 3) The partial safety factor 2 = 1.0 is included. 4) For concrete pryout failure and concrete edge failure see Annex C20. 1,5 Table 20a: Displacements under shear loads in case of seismic performance category C2, Displacement DLS HDA-P V,seis(DLS) [mm] 1,8 2,0 3,0 3,4 Displacement ULS HDA-P V,seis(ULS) [mm] 3,7 4,2 6,5 7,9 Displacement DLS HDA-T V,seis(DLS) [mm] 2,0 2,3 3,1 3,8 Displacement ULS HDA-T V,seis(ULS) [mm] 4,4 6,0 9,8 16,3 The definition of seismic performance category C2 is given in Annex C19. Design - Seismic Category C2 (EOTA TR045) - shear loads Annex C17

19 Page 36 of / 01 / 2015 Table 19b: values of under shear loads in case of seismic performance category C2 for design acc. to EOTA TR045, HDA-PR M10 M12 M16 V Rk,s,seis [kn] Ms,seis 1,33 HDA-TR M10 M12 M16 for t fix Ms,seis [mm] < < 15 < 20 < < 20 < 25 < V Rk,s,seis [kn] 43 2) ) ) Concrete pryout failure 4) Mcp,seis Concrete edge failure 4) Mc,seis In absence of other national regulations. 2) only with use of centering washer, t fix = thickness of the base plate without thickness of the centering washer, see Annex B8. 3) The partial safety factor 2 = 1.0 is included. 4) For concrete pryout failure and concrete edge failure see Annex C20. 1,33 Table 20b: Displacements under shear loads in case of seismic performance category C2, Displacement DLS HDA-PR V,seis(DLS) [mm] 1,8 2,0 3,0 Displacement ULS HDA-PR V,seis(ULS) [mm] 3,7 4,2 6,5 Displacement DLS HDA-TR V,seis(DLS) [mm] 2,0 2,3 3,1 Displacement ULS HDA-TR V,seis(ULS) [mm] 4,4 6,0 9,8 The definition of seismic performance category C2 is given in Annex C19. Design - Seismic Category C2 (EOTA TR045) - shear loads Annex C18

20 Page 37 of / 01 / 2015 Table 21: Recommended seismic performance categories for anchors Seismicity level a Importance Class acc. to EN :2004, Class a g S c I II III IV Very low b a g S 0,05 g No additional requirement Low b 0,05 g < a g S 0,1 g C1 C1 d or C2 e C2 > low a g S > 0,1 g C1 C2 a b c d e The values defining the seismicity levels are may be found in the National Annex of EN Definition according to EN , a g = Design ground acceleration on Type A ground (EN , 3.2., S = Soil factor (see e.g. EN , 3.2.2). C1 for attachments of non-structural elements C2 for connections between structural elements of primary and/or secondary seismic members The seismic performance of anchors subjected to seismic loading is categorized by performance categories C1 and C2. The assessment is carried out according to ETAG 001, Annex E. Table 21 relates the seismic performance categories C1 and C2 to the seismicity level and building importance class. The level of seismicity is defined as a function of the product a g S, where a g is the design ground acceleration on Type A ground and S the soil factor, both in accordance with EN : The value of a g or that of the product a g S used in a Member State to define thresholds for the seismicity classes may be found in its National Annex of EN and may be different to the values given in Table 18. Furthermore, the assignment of the seismic performance categories C1 and C2 to the seismicity level and building importance classes is in the responsibility of each individual Member State. Recommended seismic performance categories for anchors HDA-P, HDA-PR, HDA-T and HDA-TR Annex C19

21 shear tension European technical assessment ETA-99/0009 Page 38 of / 01 / 2015 Table 22: Reduction factor α seis Loading Failure mode Single anchor Anchor group 1,0 1,0 Pull-out failure 1,0 0,85 Concrete cone failure 1,0 0,85 Splitting failure 1,0 0,85 1,0 0,85 Concrete edge failure 1,0 0,85 Concrete pry-out failure 1,0 0,85 In case of tension loading single anchor also addresses situations where only 1 anchor in a group of anchor is subjected to tension. For every failure mode the characteristic seismic R k,seis of a fastening shall be determined as follows: R R 0 k,seis gap seis k,seis where α gap α seis R 0 k,seis reduction factor to take into account inertia effects due to an annular gap between anchor and fixture in case of shear loading; = 1,0 in case of no hole clearance between anchor and fixture; = 0,5 in case of connections with standard hole clearance according ETAG 001, Annex C, Table 4.1 reduction factor to take into account the influence of large cracks and scatter of load displacement curves, see Table 22; basic characteristic seismic for a given failure mode: For steel and pullout failure under tension load and steel failure under shear load R 0 k,seis (i.e. N Rk,s,seis, N Rk,p,seis, V Rk,s,seis ) shall be taken from Annexes C11, C12, C13 and C14 (in case of seismic performance category C and from Annexes C15, C16, C17 and C18 (in case of seismic performance category C2). For all other failure modes R 0 k,seis shall be determined as for the design situation for static and quasi-static loading according to ETAG 001, Annex C or CEN/TS (i.e. N Rk,c, N Rk,sp, V Rk,c, V Rk,cp ). Reduction factors and characteristic seismic performance HDA-P, HDA-PR, HDA-T and HDA-TR Annex C20