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AT-HP

Resina de elevado desempenho multimateriais

A resina de betão para cargas pesadas AT-HP é adequada para fixar betão armado, hastes roscadas em betão fissurado e não fissurado e C20/25 a C50/60.

Ficha de Dados Técnicos
Marcação CE
ATE
Fogo
Interior
Exterior
Dist. bord et entraxe faible
cartouche AT-HP300G_visuel3D.jpg

Detalhes do produto

Imagens

dsc-0457-2.JPG
zoomFerBeton_Fissure.jpg
zoomFerBeton.jpg

Características

Matéria

  • Resina de metacrilato sem estireno,
  • Haste roscada : aço eletrogalvanizado e inox A4-70.

Vantagens

  • Valor de aderência elevado no betão e em alvenaria,
  • Muito bom comportamento em furos húmidos e/ou molhados,
  • Resistência ao fogo,
  • 2 ATE para as hastes roscadas em betão e alvenaria,
  • 1 ATE para a recuperação de betão armado.

Aplicação

Suporte

  • Betão, betão celular,
  • Tijolo oco e maciço,
  • Perpianho oco e maciço.

Áreas de utilização

  • Recuperação de betão armado,
  • Fixação de hastes em betão,
  • Fixação de hastes em alvenaria,
  • Balcões,
  • Fachadas,
  • Bastidores.

Dados técnicos

Références

Referência Product information
DB nr. NOBB nr. Grey color Beige color Content [ml] Weight [kg] Packaging qty [pcs]
ATHP300G-FR - - x - 300 0.575 12
ATHP420G-FR - - x - 420 0.828 12
ATHP420BG-PL - - x - 420 0.828 12
ATHP300BG-PL - - x - 300 0.575 12
ATHP300BG-DK 2099761 56432785 - - 300 0.575 12

Design resistance – Tension – NRd [kN] – hef = 8d – Carbon steel 5.8

Referência Design resistance – hef = 8d – Carbon steel 5.8
Tension - NRd [kN]
Cracked concrete Non-cracked concrete
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
AT-HP + LMAS M8 - - - - 10.7 12 12 12
AT-HP + LMAS M10 - - - - 15.9 17.8 19.3 19.3
AT-HP + LMAS M12 8.4 8.8 9 9.2 21.7 24.3 26.7 28
AT-HP + LMAS M16 15 15.6 16.1 16.4 34.3 38.4 42.2 44.6
AT-HP + LMAS M20 - - - - 50.2 56.3 61.8 65.3
AT-HP + LMAS M24 - - - - 67.5 75.6 83.1 87.8

Concrete :
1. The design loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s). The loading figures are valid for unreinforced concrete and reinforced concrete with a rebar spacing s ≥ 15 cm (any diameter) or with a rebar spacing s ≥ 10 cm, if the rebar diameter is 10mm or smaller.
2. The figures for shear are based on a single anchor without influence of concrete edges. For anchorages close to edges (c ≤ max [10 hef; 60d]) the concrete edge failure shall be checked per ETAG 001, Annex C, design method A.
3. Concrete is considered non-cracked when the tensile stress within the concrete is\sigmaL +\sigmaR ≤ 0. In the absence of detailed verification\sigmaR = 3 N/mm² can be assumed (\sigmaL equals the tensile stress within the concrete induced by external loads, anchors loads included).

 

Design resistance – Tension – NRd [kN] – hef = 12d – Carbon steel 5.8

Referência Design resistance – hef = 12d – Carbon steel 5.8
Tension - NRd [kN]
Cracked concrete Non-cracked concrete
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
AT-HP + LMAS M8 - - - - 12 12 12 12
AT-HP + LMAS M10 - - - - 19.3 19.3 19.3 19.3
AT-HP + LMAS M12 12.7 13.2 13.5 13.8 28 28 28 28
AT-HP + LMAS M16 22.5 23.4 24.1 24.5 51.4 52.7 52.7 52.7
AT-HP + LMAS M20 - - - - 75.4 82 82 82
AT-HP + LMAS M24 - - - - 101.3 113.4 118 118

Concrete :
1. The design loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s). The loading figures are valid for unreinforced concrete and reinforced concrete with a rebar spacing s ≥ 15 cm (any diameter) or with a rebar spacing s ≥ 10 cm, if the rebar diameter is 10mm or smaller.
2. The figures for shear are based on a single anchor without influence of concrete edges. For anchorages close to edges (c ≤ max [10 hef; 60d]) the concrete edge failure shall be checked per ETAG 001, Annex C, design method A.
3. Concrete is considered non-cracked when the tensile stress within the concrete is\sigmaL +\sigmaR ≤ 0. In the absence of detailed verification\sigmaR = 3 N/mm² can be assumed (\sigmaL equals the tensile stress within the concrete induced by external loads, anchors loads included).

 

Design resistance – Tension – NRd [kN] – hef = 8d – Stainless steel A4-70

Referência Design resistance – hef = 8d – Stainless steel A4-70
Tension - NRd [kN]
Cracked concrete Non-cracked concrete
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
ATHP300BG-PL - - - - - - - -
AT-HP + LMAS M8 - - - - 10.7 12 13.2 13.9
AT-HP + LMAS M10 - - - - 15.9 17.8 19.6 20.7
AT-HP + LMAS M12 8.4 8.8 9 9.2 21.7 24.3 26.7 28.2
AT-HP + LMAS M16 15 15.6 16.1 16.4 34.3 38.4 42.2 44.6
AT-HP + LMAS M20 - - - - 50.2 56.3 61.8 65.3
AT-HP + LMAS M24 - - - - 67.5 75.6 83.1 87.8

Concrete :
1. The design loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s). The loading figures are valid for unreinforced concrete and reinforced concrete with a rebar spacing s ≥ 15 cm (any diameter) or with a rebar spacing s ≥ 10 cm, if the rebar diameter is 10mm or smaller.
2. The figures for shear are based on a single anchor without influence of concrete edges. For anchorages close to edges (c ≤ max [10 hef; 60d]) the concrete edge failure shall be checked per ETAG 001, Annex C, design method A.
3. Concrete is considered non-cracked when the tensile stress within the concrete is\sigmaL +\sigmaR ≤ 0. In the absence of detailed verification\sigmaR = 3 N/mm² can be assumed (\sigmaL equals the tensile stress within the concrete induced by external loads, anchors loads included).

 

Design resistance – Tension – NRd [kN] – hef = 12d – Stainless steel A4-70

Referência Design resistance – hef = 12d – Stainless steel A4-70
Tension - NRd [kN]
Cracked concrete Non-cracked concrete
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
AT-HP + LMAS M8 - - - - 13.9 13.9 13.9 13.9
AT-HP + LMAS M10 - - - - 21.9 21.9 21.9 21.9
AT-HP + LMAS M12 12.7 13.2 13.5 13.8 31.6 31.6 31.6 31.6
AT-HP + LMAS M16 22.5 23.4 24.1 24.5 51.4 57.6 58.8 58.8
AT-HP + LMAS M20 - - - - 75.4 84.4 92 92
AT-HP + LMAS M24 - - - - 101.3 113.4 124.6 131.7

Concrete :
1. The design loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s). The loading figures are valid for unreinforced concrete and reinforced concrete with a rebar spacing s ≥ 15 cm (any diameter) or with a rebar spacing s ≥ 10 cm, if the rebar diameter is 10mm or smaller.
2. The figures for shear are based on a single anchor without influence of concrete edges. For anchorages close to edges (c ≤ max [10 hef; 60d]) the concrete edge failure shall be checked per ETAG 001, Annex C, design method A.
3. Concrete is considered non-cracked when the tensile stress within the concrete is\sigmaL +\sigmaR ≤ 0. In the absence of detailed verification\sigmaR = 3 N/mm² can be assumed (\sigmaL equals the tensile stress within the concrete induced by external loads, anchors loads included).

 

Design resistance – Shear – VRd [kN] – hef = 8d – Carbon steel 5.8

Referência Design resistance – hef = 8d – Carbon steel 5.8
Shear - VRd [kN]
Cracked concrete Non-cracked concrete
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
AT-HP + LMAS M8 - - - - 7.2 7.2 7.2 7.2
AT-HP + LMAS M10 - - - - 12 12 12 12
AT-HP + LMAS M12 16.8 16.8 16.8 16.8 16.8 16.8 16.8 16.8
AT-HP + LMAS M16 30 31.2 31.2 31.2 31.2 31.2 31.2 31.2
AT-HP + LMAS M20 - - - - 48.8 48.8 48.8 48.8
AT-HP + LMAS M24 - - - - 70.4 70.4 70.4 70.4

Concrete :
1. The design loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s). The loading figures are valid for unreinforced concrete and reinforced concrete with a rebar spacing s ≥ 15 cm (any diameter) or with a rebar spacing s ≥ 10 cm, if the rebar diameter is 10mm or smaller.
2. The figures for shear are based on a single anchor without influence of concrete edges. For anchorages close to edges (c ≤ max [10 hef; 60d]) the concrete edge failure shall be checked per ETAG 001, Annex C, design method A.
3. Concrete is considered non-cracked when the tensile stress within the concrete is\sigmaL +\sigmaR ≤ 0. In the absence of detailed verification\sigmaR = 3 N/mm² can be assumed (\sigmaL equals the tensile stress within the concrete induced by external loads, anchors loads included).

 

Design resistance – Shear – VRd [kN] – hef = 12d – Carbon steel 5.8

Referência Design resistance – hef = 12d – Carbon steel 5.8
Shear - VRd [kN]
Cracked concrete Non-cracked concrete
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
AT-HP + LMAS M8 - - - - 7.2 7.2 7.2 7.2
AT-HP + LMAS M10 - - - - 12 12 12 12
AT-HP + LMAS M12 16.8 16.8 16.8 16.8 16.8 16.8 16.8 16.8
AT-HP + LMAS M16 31.2 31.2 31.2 31.2 31.2 31.2 31.2 31.2
AT-HP + LMAS M20 - - - - 48.8 48.8 48.8 48.8
AT-HP + LMAS M24 - - - - 70.4 70.4 70.4 70.4

Concrete :
1. The design loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s). The loading figures are valid for unreinforced concrete and reinforced concrete with a rebar spacing s ≥ 15 cm (any diameter) or with a rebar spacing s ≥ 10 cm, if the rebar diameter is 10mm or smaller.
2. The figures for shear are based on a single anchor without influence of concrete edges. For anchorages close to edges (c ≤ max [10 hef; 60d]) the concrete edge failure shall be checked per ETAG 001, Annex C, design method A.
3. Concrete is considered non-cracked when the tensile stress within the concrete is\sigmaL +\sigmaR ≤ 0. In the absence of detailed verification\sigmaR = 3 N/mm² can be assumed (\sigmaL equals the tensile stress within the concrete induced by external loads, anchors loads included).

 

Design resistance – Shear – VRd [kN] – hef = 8d – Stainless steel A4-70

Referência Design resistance – hef = 8d – Stainless steel A4-70
Shear - VRd [kN]
Cracked concrete Non-cracked concrete
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
AT-HP + LMAS M8 - - - - 8.3 8.3 8.3 8.3
AT-HP + LMAS M10 - - - - 12.8 12.8 12.8 12.8
AT-HP + LMAS M12 16.9 17.6 18.1 18.4 19.2 19.2 19.2 19.2
AT-HP + LMAS M16 30 31.2 32.1 32.7 35.3 35.3 35.3 35.3
AT-HP + LMAS M20 - - - - 55.1 55.1 55.1 55.1
AT-HP + LMAS M24 - - - - 79.5 79.5 79.5 79.5

Concrete :
1. The design loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s). The loading figures are valid for unreinforced concrete and reinforced concrete with a rebar spacing s ≥ 15 cm (any diameter) or with a rebar spacing s ≥ 10 cm, if the rebar diameter is 10mm or smaller.
2. The figures for shear are based on a single anchor without influence of concrete edges. For anchorages close to edges (c ≤ max [10 hef; 60d]) the concrete edge failure shall be checked per ETAG 001, Annex C, design method A.
3. Concrete is considered non-cracked when the tensile stress within the concrete is\sigmaL +\sigmaR ≤ 0. In the absence of detailed verification\sigmaR = 3 N/mm² can be assumed (\sigmaL equals the tensile stress within the concrete induced by external loads, anchors loads included).

 

Design resistance – Shear - VRd [kN] – hef = 12d – Stainless steel A4-70

Referência Design resistance – hef = 12d – Stainless steel A4-70
Shear - VRd [kN]
Cracked concrete Non-cracked concrete
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
AT-HP + LMAS M8 - - - - 8.3 8.3 8.3 8.3
AT-HP + LMAS M10 - - - - 12.8 12.8 12.8 12.8
AT-HP + LMAS M12 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2
AT-HP + LMAS M16 35.3 35.3 35.3 35.3 35.3 35.3 35.3 35.3
AT-HP + LMAS M20 - - - - 55.1 55.1 55.1 55.1
AT-HP + LMAS M24 - - - - 79.5 79.5 79.5 79.5

Concrete :
1. The design loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s). The loading figures are valid for unreinforced concrete and reinforced concrete with a rebar spacing s ≥ 15 cm (any diameter) or with a rebar spacing s ≥ 10 cm, if the rebar diameter is 10mm or smaller.
2. The figures for shear are based on a single anchor without influence of concrete edges. For anchorages close to edges (c ≤ max [10 hef; 60d]) the concrete edge failure shall be checked per ETAG 001, Annex C, design method A.
3. Concrete is considered non-cracked when the tensile stress within the concrete is\sigmaL +\sigmaR ≤ 0. In the absence of detailed verification\sigmaR = 3 N/mm² can be assumed (\sigmaL equals the tensile stress within the concrete induced by external loads, anchors loads included).

 

Design resistance – Bending moment – MRd [Nm] – Concrete

Referência Design resistance – Bending moment – MRd [Nm]
Carbon steel 5.8 Stainless steel A4-70
AT-HP + LMAS M8 15.2 16.7
AT-HP + LMAS M10 29.6 34
AT-HP + LMAS M12 52.8 59
AT-HP + LMAS M16 133.6 149.4
AT-HP + LMAS M20 260.8 291
AT-HP + LMAS M24 448.8 502.6

Concrete :
1. The design loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s). The loading figures are valid for unreinforced concrete and reinforced concrete with a rebar spacing s ≥ 15 cm (any diameter) or with a rebar spacing s ≥ 10 cm, if the rebar diameter is 10mm or smaller.
2. The figures for shear are based on a single anchor without influence of concrete edges. For anchorages close to edges (c ≤ max [10 hef; 60d]) the concrete edge failure shall be checked per ETAG 001, Annex C, design method A.
3. Concrete is considered non-cracked when the tensile stress within the concrete is\sigmaL +\sigmaR ≤ 0. In the absence of detailed verification\sigmaR = 3 N/mm² can be assumed (\sigmaL equals the tensile stress within the concrete induced by external loads, anchors loads included).

 

Design resistance – Tension – NRd [kN] – Rebar

Referência Design resistance – NRd – Carbon steel 5.8 [kN]
Non-cracked concrete
hef = 8d hef = 12d
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
ATHP300G-FR - - - - - - - -
ATHP420G-FR - - - 8.1 - - - -
ATHP420BG-PL - - - - - - - -
ATHP300BG-PL - - - - - - - -
AT-HP + LMAS M8 - - - 13.6 - - - -
AT-HP + LMAS M10 - - - 18.3 - - - -
AT-HP + LMAS M12 - - - 24.9 - - - -
AT-HP + LMAS M16 - - - 34.8 - - - -
AT-HP + LMAS M20 - - - 47.2 - - - -
AT-HP + LMAS M24 - - - 68 - - - -
AT-HP + Ø8 6.3 7 7.7 8.1 9.4 10.5 11.5 12.2
AT-HP + Ø10 10.5 11.7 12.9 13.6 15.7 17.6 19.3 20.4
AT-HP + Ø12 14.1 15.8 17.3 18.3 21.1 23.6 26 27.4
AT-HP + Ø14 19.1 21.4 23.6 24.9 28.7 32.2 35.3 37.3
AT-HP + Ø16 23.2 26 28.6 34.8 34.8 39 42.8 52.2
AT-HP + Ø20 36.3 40.6 44.6 47.2 54.4 61 66.9 70.8
AT-HP + Ø25 52.3 58.6 64.4 68 78.5 87.9 96.6 102.1

Design resistance – Shear – VRd [kN] – Rebar

Referência Design resistance – VRd – Carbon steel 5.8 [kN]
Non-cracked concrete
hef = 8d hef = 12d
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
AT-HP + Ø8 9.3 9.3 9.3 9.3 9.3 9.3 9.3 9.3
AT-HP + Ø10 14.7 14.7 14.7 14.7 14.7 14.7 14.7 14.7
AT-HP + Ø12 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7
AT-HP + Ø14 28 28 28 28 28 28 28 28
AT-HP + Ø16 36.7 36.7 36.7 36.7 36.7 36.7 36.7 36.7
AT-HP + Ø20 57.3 57.3 57.3 57.3 57.3 57.3 57.3 57.3
AT-HP + Ø25 90 90 90 90 90 90 90 90
ATHP300BG-DK - - - - - - - -

Design resistance – Bending moment – MRd [Nm] – Rebar

Referência Design resistance – Bending moment – MRd [Nm]
AT-HP + Ø8 22
AT-HP + Ø10 43.3
AT-HP + Ø12 74.7
AT-HP + Ø14 118.7
AT-HP + Ø16 176.7
AT-HP + Ø20 345.3
AT-HP + Ø25 674.7

Instalação

Instalação

Tempo de instalação

Temperatura da argamassa
[°C]		 Temperatura de suporte​
[°C]		 Duração prática
de uso
[min]		 Tempo de cura, concreto seco / molhado
[h; min]
+ 5°C -5°C para -1°C 15 min 9 h

+ 5°C

 0°C para 4°C 12 min 4 h

+ 5°C

5°C para 9°C

 9 min 1,5 h
+ 10°C 10°C para 19°C 4 min 60 min
+ 20°C 20°C para 29°C 1 min 30 min
+ 30°C 30°C e acima < 1 min 20 min

Métodos de perfuração

Tijolo maciço/Betão Perfuração por percussão
Tijolo oco Perfuração rotativa
Betão celular Perfuração por percussão
picto-creux-percer.jpg
Perfurar.
picto-creux-nettoyer.jpg
Escovar.
picto-creux-tamis.jpg
Inserir uma peneira.
picto-creux-injecter.jpg
Encher do fundo para o exterior, recunado uma gradaçao na boquilha de injeçao a cada bombada.
picto-creux-inserer.jpg
Inserir a haste fazendo rodar lentamente.
picto-creux-fixer.jpg
Fixar assim que se atingir o tempo de colocaçao em carga.
picto-pleins-percer000-copie-2.jpg
Perfurar.
picto-pleins-souffler000-copie-2.jpg
Limpar com uma escova e sopro, conforme especificado na cartucho.
picto-pleins-injecter000-copie-2.jpg
Encher 1/2 a 2/3 do buraco, do fundo para o exterior, recuando uma gradaçao, na boquilha de injeçao a cada bombada.
picto-pleins-inserer2000-copie-2.jpg
Inserir a haste fazendo rodar lentamente da esquerda para a direita.
picto-pleins-connecteur000-copie-2.jpg
Fixar assim que se atingir o tempo de colocaçao em carga.

Installation parameters – Concrete

Referência Installation parameters - Concrete
Ø drilling [d0] [mm] Max. fixture hole Ø [df] [mm] Drilling depth (8d) [h0=hef=8d] [mm] Drilling depth (12d) [h0=hef=12d] [mm] Wrench size [SW] Installation torque [Tinst] [Nm]
AT-HP + LMAS M8 10 9 64 96 13 10
AT-HP + LMAS M10 12 12 80 120 17 20
AT-HP + LMAS M12 14 14 96 144 19 30
AT-HP + LMAS M16 18 18 128 192 24 60
AT-HP + LMAS M20 24 22 160 240 30 90
AT-HP + LMAS M24 28 26 192 288 36 140

Spacing, edge distances and member thickness - Concrete

Referência Spacing, edge distance and member thickness - Concrete
Effective embedment depth (8d) [hef,8d] [mm] Characteristic spacing for hef,8d [Scr,N] [mm] Characteristic edge distance for hef,8d [ccr,N] [mm] Min. member thickness for hef,8d [hmin] [mm] Effective embedment depth (12d) [hef,12d] [mm] Characteristic spacing for hef,12d [Scr,N] [mm] Characteristic edge distance for hef,12d [ccr,N] [mm] Min. member thickness for hef,12d [hmin] [mm] Min. spacing [Smin] [mm] Min. edge distance [Cmin] [mm]
AT-HP + LMAS M8 64 192 96 100 96 288 144 100 40 40
AT-HP + LMAS M10 80 240 120 110 120 360 180 150 50 50
AT-HP + LMAS M12 96 288 144 126 144 432 216 174 60 60
AT-HP + LMAS M16 128 384 192 158 192 576 288 222 80 80
AT-HP + LMAS M20 160 480 240 190 240 720 360 270 100 100
AT-HP + LMAS M24 192 576 288 222 288 864 432 318 120 120

Installation parameters – Rebar

Referência Installation parameters - Rebar
Ø drilling [d0] [mm] Drilling depth (8d) [h0=hef=8d] [mm] Drilling depth (12d) [h0=hef=12d] [mm]
AT-HP + Ø8 12 64 96
AT-HP + Ø10 14 80 120
AT-HP + Ø12 16 96 144
AT-HP + Ø14 18 112 168
AT-HP + Ø16 20 128 192
AT-HP + Ø20 25 160 240
AT-HP + Ø25 32 200 300

Spacing, edge distances and member thickness – Rebar

Referência Spacing, edge distance and member thickness - Rebar
Effective embedment depth (8d) [hef,8d] [mm] Characteristic spacing for hef,8d [Scr,N] [mm] Characteristic edge distance for hef,8d [ccr,N] [mm] Min. member thickness for hef,8d [hmin] [mm] Effective embedment depth (12d) [hef,12d] [mm] Characteristic spacing for hef,12d [Scr,N] [mm] Characteristic edge distance for hef,12d [ccr,N] [mm] Min. member thickness for hef,12d [hmin] [mm] Min. spacing [Smin] [mm] Min. edge distance [Cmin] [mm]
AT-HP + Ø8 64 192 96 100 96 288 144 100 40 40
AT-HP + Ø10 80 240 120 110 120 360 180 150 50 50
AT-HP + Ø12 96 288 144 126 144 432 216 174 60 60
AT-HP + Ø14 112 336 168 148 168 504 252 204 70 70
AT-HP + Ø16 128 384 192 168 192 576 288 232 80 80
AT-HP + Ø20 160 480 240 210 240 720 360 290 100 100
AT-HP + Ø25 200 600 300 264 300 900 450 364 125 125

Certification

Homologações técnicas europeia (ETA)

eta-19-0265.pdf (978.12 KB)

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