AT-HP PLUS

Resina para múltiples materiales con indicador de montaje

Esta resina de adhesión química AT-HP Plus abarca el 100 % de las aplicaciones habituales de mampostería maciza y hueca. Se puede utilizar sin riesgo en interior (COV A+) y garantiza una fijación fácil y eficaz gracias a una innovación exclusiva: el indicador de montaje Simpson Strong-Tie.

Marcado CE
DITE
Fuego
Utilizable en medio húmedo
Interior
Exterior

Detalles de producto

Imagenes

Características

Materia

  • Resina de metacrilato sin estireno.
  • Varilla roscada : acero electrocincado y acero inoxidable A4-70.

Ventajas

  • Alto valor de adhesión en el hormigón y la mampostería.
  • Muy buen comportamiento en perforación húmeda y/o mojada.
  • Resistencia al fuego.
  • 2 DITE para las varillas roscadas en el hormigón y la mampostería.
  • 1 DITE para la colocación de varillas de hierro en el hormigón.

Aplicaciones

Soporte

  • Hormigón, hormigón celular.
  • Ladrillo hueco y macizo.
  • Piedra sillar hueca y maciza.

Campos de aplicación

  • Colocación de varillas de hierro en el hormigón.
  • Fijación de vigas, escuadras de revestimiento de fachada.
  • Fijación de vigas metálicas, grúas de puente.
  • Fijación de barandillas, andamios.

Datos técnicos

Références

Modelo Product information
Grey color Beige color Content [ml] Weigth [kg] Packaging qty [pcs]
ATHP300PLUSG-FR x - 300 0.575 12
ATHP420PLUSG-FR x - 420 0.828 12

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

Modelo 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 PLUS + LMAS M8 - - - - 10.7 12 12 12
AT-HP PLUS + LMAS M10 - - - - 15.9 17.8 19.3 19.3
AT-HP PLUS + LMAS M12 8.4 8.8 9 9.2 21.7 24.3 26.7 28
AT-HP PLUS + LMAS M16 15 15.6 16.1 16.4 34.3 38.4 42.2 44.6
AT-HP PLUS + LMAS M20 - - - - 50.2 56.3 61.8 65.3
AT-HP PLUS + 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

Modelo 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 PLUS + LMAS M8 - - - - 12 12 12 12
AT-HP PLUS + LMAS M10 - - - - 19.3 19.3 19.3 19.3
AT-HP PLUS + LMAS M12 12.7 13.2 13.5 13.8 28 28 28 28
AT-HP PLUS + LMAS M16 22.5 23.4 24.1 24.5 51.4 52.7 52.7 52.7
AT-HP PLUS + LMAS M20 - - - - 75.4 82 82 82
AT-HP PLUS + 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

Modelo 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
AT-HP PLUS + LMAS M8 - - - - 10.7 12 13.2 13.9
AT-HP PLUS + LMAS M10 - - - - 15.9 17.8 19.6 20.7
AT-HP PLUS + LMAS M12 8.4 8.8 9 9.2 21.7 24.3 26.7 28.2
AT-HP PLUS + LMAS M16 15 15.6 16.1 16.4 34.3 38.4 42.2 44.6
AT-HP PLUS + LMAS M20 - - - - 50.2 56.3 61.8 65.3
AT-HP PLUS + 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

Modelo 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 PLUS + LMAS M8 - - - - 13.9 13.9 13.9 13.9
AT-HP PLUS + LMAS M10 - - - - 21.9 21.9 21.9 21.9
AT-HP PLUS + LMAS M12 12.7 13.2 13.5 13.8 31.6 31.6 31.6 31.6
AT-HP PLUS + LMAS M16 22.5 23.4 24.1 24.5 51.4 57.6 58.8 58.8
AT-HP PLUS + LMAS M20 - - - - 75.4 84.4 92 92
AT-HP PLUS + 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

Modelo 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 PLUS + LMAS M8 - - - - 7.2 7.2 7.2 7.2
AT-HP PLUS + LMAS M10 - - - - 12 12 12 12
AT-HP PLUS + LMAS M12 16.8 16.8 16.8 16.8 16.8 16.8 16.8 16.8
AT-HP PLUS + LMAS M16 30 31.2 31.2 31.2 31.2 31.2 31.2 31.2
AT-HP PLUS + LMAS M20 - - - - 48.8 48.8 48.8 48.8
AT-HP PLUS + 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

Modelo 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 PLUS + LMAS M8 - - - - 7.2 7.2 7.2 7.2
AT-HP PLUS + LMAS M10 - - - - 12 12 12 12
AT-HP PLUS + LMAS M12 16.8 16.8 16.8 16.8 16.8 16.8 16.8 16.8
AT-HP PLUS + LMAS M16 31.2 31.2 31.2 31.2 31.2 31.2 31.2 31.2
AT-HP PLUS + LMAS M20 - - - - 48.8 48.8 48.8 48.8
AT-HP PLUS + 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

Modelo 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 PLUS + LMAS M8 - - - - 8.3 8.3 8.3 8.3
AT-HP PLUS + LMAS M10 - - - - 12.8 12.8 12.8 12.8
AT-HP PLUS + LMAS M12 16.9 17.6 18.1 18.4 19.2 19.2 19.2 19.2
AT-HP PLUS + LMAS M16 30 31.2 32.1 32.7 35.3 35.3 35.3 35.3
AT-HP PLUS + LMAS M20 - - - - 55.1 55.1 55.1 55.1
AT-HP PLUS + 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

Modelo 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 PLUS + LMAS M8 - - - - 8.3 8.3 8.3 8.3
AT-HP PLUS + LMAS M10 - - - - 12.8 12.8 12.8 12.8
AT-HP PLUS + LMAS M12 19.2 19.2 19.2 19.2 19.2 19.2 19.2 19.2
AT-HP PLUS + LMAS M16 35.3 35.3 35.3 35.3 35.3 35.3 35.3 35.3
AT-HP PLUS + LMAS M20 - - - - 55.1 55.1 55.1 55.1
AT-HP PLUS + 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

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

Modelo 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
AT-HP PLUS + Ø8 6.3 7 7.7 8.1 9.4 10.5 11.5 12.2
AT-HP PLUS + Ø10 10.5 11.7 12.9 13.6 15.7 17.6 19.3 20.4
AT-HP PLUS + Ø12 14.1 15.8 17.3 18.3 21.1 23.6 26 27.4
AT-HP PLUS + Ø14 19.1 21.4 23.6 24.9 28.7 32.2 35.3 37.3
AT-HP PLUS + Ø16 23.2 26 28.6 34.8 34.8 39 42.8 52.2
AT-HP PLUS + Ø20 36.3 40.6 44.6 47.2 54.4 61 66.9 70.8
AT-HP PLUS + Ø25 52.3 58.6 64.4 68 78.5 87.9 96.6 102.1

Design resistance – Shear – VRd [kN] – Rebar

Modelo 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 PLUS + Ø8 9.3 9.3 9.3 9.3 9.3 9.3 9.3 9.3
AT-HP PLUS + Ø10 14.7 14.7 14.7 14.7 14.7 14.7 14.7 14.7
AT-HP PLUS + Ø12 20.7 20.7 20.7 20.7 20.7 20.7 20.7 20.7
AT-HP PLUS + Ø14 28 28 28 28 28 28 28 28
AT-HP PLUS + Ø16 36.7 36.7 36.7 36.7 36.7 36.7 36.7 36.7
AT-HP PLUS + Ø20 57.3 57.3 57.3 57.3 57.3 57.3 57.3 57.3
AT-HP PLUS + Ø25 90 90 90 90 90 90 90 90

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

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

Instalación

Montaje

Tiempos de montaje

Temperatura [°C] -5°C 0°C 5°C 10°C 20°C 30°C
Tiempo de curado 45min 15min 12min 9min 4min 1min
Tiempo hasta la solicitación 9h 4h 1h30 60min 30min 20min

Méthodes de perçage

Brique pleine/Béton perçage à percussion
Brique creuse perçage rotatif
Béton cellulaire perçage à percussion

 

Installation parameters – Concrete

Modelo 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 PLUS + LMAS M8 10 9 64 96 13 10
AT-HP PLUS + LMAS M10 12 12 80 120 17 20
AT-HP PLUS + LMAS M12 14 14 96 144 19 30
AT-HP PLUS + LMAS M16 18 18 128 192 24 60
AT-HP PLUS + LMAS M20 24 22 160 240 30 90
AT-HP PLUS + LMAS M24 28 26 192 288 36 140

Spacing, edge distances and member thickness – Concrete

Modelo 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 PLUS + LMAS M8 64 192 96 100 96 288 144 100 40 40
AT-HP PLUS + LMAS M10 80 240 120 110 120 360 180 150 50 50
AT-HP PLUS + LMAS M12 96 288 144 126 144 432 216 174 60 60
AT-HP PLUS + LMAS M16 128 384 192 158 192 576 288 222 80 80
AT-HP PLUS + LMAS M20 160 480 240 190 240 720 360 270 100 100
AT-HP PLUS + LMAS M24 192 576 288 222 288 864 432 318 120 120

Installation parameters – Rebar

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

Spacing, edge distances and member thickness – Rebar

Modelo 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 PLUS + Ø8 64 192 96 100 96 288 144 100 40 40
AT-HP PLUS + Ø10 80 240 120 110 120 360 180 150 50 50
AT-HP PLUS + Ø12 96 288 144 126 144 432 216 174 60 60
AT-HP PLUS + Ø14 112 336 168 148 168 504 252 204 70 70
AT-HP PLUS + Ø16 128 384 192 168 192 576 288 232 80 80
AT-HP PLUS + Ø20 160 480 240 210 240 720 360 290 100 100
AT-HP PLUS + Ø25 200 600 300 264 300 900 450 364 125 125

Certificación

Idoneidad Técnica Europeo (ETA)

Ficha de datos de seguridad (MSDS)

Librería CAD

DWG (2D) REVIT (2D) DWG (3D) REVIT (3D) SAT XML
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