POLY-GPG PLUS

Hars voor multimaterialen met plaatsingsindicatie

Dit chemisch verankeringshars POLY-GPG Plus is geschikt voor 100% van de courante toepassingen op hol en vol metselwerk. Het kan veilig binnen worden gebruikt (COV A+) en waarborgt een eenvoudige en perfecte bevestiging dankzij een exclusieve innovatie: de plaatsingsindicatie Simpson Strong-Tie.

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Product Details

Afbeeldingen

Kenmerken

Materiaal

  • Methacrylaathars zonder styreen,
  • Draadstang LMAS : elektrolytisch verzinkt en roestvrij staal.

Voordelen

  • Peeler-systeem : eenvoudig en snel te gebruiken,
  • Vrij van gevaarlijke bestanddelen, zonder styreen en reukloos,
  • Zonder waarschuwingssymbolen en veiligheidswaarschuwingen,
  • Opslag in ruimte voor onbrandbare producten,
  • Het (al dan niet gebruikte) harspatroon kan weggegooid worden met ongevaarlijk afval.

Toepassing

Ondergrond

  • Baksteen,
  • Bouwsteen,
  • Cellenbeton.

Toepassingsgebieden

  • Rolluiken, Scharnieren voor luiken/poorten, antennes,
  • Sanitair, radiatoren, airconditioners,
  • Leuningen/hekwerk.

Technische gegevens

Références

Referentie Product information
Grey color Beige color Content [ml] Weigth [kg] Packaging qty [pcs]
POLYGPG+300G-FRx-3000.57912
POLYGPG+300B-FR-x3000.57912

Design resistance – Tension – NRd [kN] – Carbon steel 5.8

Table "Design resistance – Tension – NRd [kN] – Carbon steel 5.8" cannot be displayed : no references available.

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] – Stainless steel A4-70

Table "Design resistance – Tension – NRd [kN] – Stainless steel A4-70" cannot be displayed : no references available.

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] – Carbon steel 5.8

Table "Design resistance – Shear – VRd [kN] – Carbon steel 5.8" cannot be displayed : no references available.

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] – Stainless steel A4-70

Table "Design resistance – Shear – VRd [kN] – Stainless steel A4-70" cannot be displayed : no references available.

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

Table "Design resistance – Bending moment – MRd [Nm] – Concrete" cannot be displayed : no references available.

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 – hef = 80 mm (≤ M8) or 85 mm (≥ M10) – Carbon steel ≥ 4.6 / Stainless steel ≥ A2-70

Table "Design resistance – hef = 80 mm (≤ M8) or 85 mm (≥ M10) – Carbon steel ≥ 4.6 / Stainless steel ≥ A2-70" cannot be displayed : no references available.

Masonry :

 Compressive strength fb [N/mm²]Bulk density ρ [kg/m3]
Solid clay masonry≥ 18≥ 1600
Hollow masonry≥ 6≥ 900


1. The design resistances have been calculated using the partial safety factors for resistances stated in ETA-approval(s).
2. The recommended loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s) and with a partial safety factor for actions of γF=1.4.
3. For combined tension and shear loads or anchor groups and/or in case of edge influence, a calculation acc. TR 054, design method A shall be performed. For details see ETA - assessment(s)
4. Temperature range: -40°C/+40°C (Tmlp = +24°C)
5. Coefficiant factor β for in situ tests acc. ETAG 029 see ETA-19/XXXX; Annex C2
6. Displacements under service load see ETA-19/0420; Annex C2 & C3

 

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

Table "Design resistance – Bending moment – MRd [Nm] – Masonry" cannot be displayed : no references available.

Masonry :

 Compressive strength fb [N/mm²]Bulk density ρ [kg/m3]
Solid clay masonry≥ 18≥ 1600
Hollow masonry≥ 6≥ 900


1. The design resistances have been calculated using the partial safety factors for resistances stated in ETA-approval(s).
2. The recommended loads have been calculated using the partial safety factors for resistances stated in ETA-approval(s) and with a partial safety factor for actions of γF=1.4.
3. For combined tension and shear loads or anchor groups and/or in case of edge influence, a calculation acc. TR 054, design method A shall be performed. For details see ETA - assessment(s)
4. Temperature range: -40°C/+40°C (Tmlp = +24°C)
5. Coefficiant factor β for in situ tests acc. ETAG 029 see ETA-19/XXXX; Annex C2
6. Displacements under service load see ETA-19/0420; Annex C2 & C3

 

Design resistance – Tension – NRd [kN] – Rebar

Table "Design resistance – Tension – NRd [kN] – Rebar" cannot be displayed : no references available.

Design resistance – Shear – VRd [kN] – Rebar

Table "Design resistance – Shear – VRd [kN] – Rebar" cannot be displayed : no references available.

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

Table "Design resistance – Bending moment – MRd [Nm] – Rebar" cannot be displayed : no references available.

Installatie

Installatie

Plaatsingstijd

Temperatuur [°C]-505102030
Verwerkingstijd2.151.158min5.30min2min1min
Belastbaar na4.002.001.0050min30min15min

Installation parameters – Concrete

Table "Installation parameters – Concrete" cannot be displayed : no references available.

Spacing, edge distances and member thickness – Concrete

Table "Spacing, edge distances and member thickness – Concrete" cannot be displayed : no references available.

Installation parameters – Masonry – Solid clay masonry

Table "Installation parameters – Masonry – Solid clay masonry" cannot be displayed : no references available.

Installation parameters – Masonry – Hollow masonry

Table "Installation parameters – Masonry – Hollow masonry" cannot be displayed : no references available.

Spacing, edge distances and member thickness – Masonry – Solid clay masonry

Table "Spacing, edge distances and member thickness – Masonry – Solid clay masonry" cannot be displayed : no references available.

Spacing, edge distances and member thickness – Masonry – Hollow masonry

Table "Spacing, edge distances and member thickness – Masonry – Hollow masonry" cannot be displayed : no references available.

Installation parameters – Rebar

Table "Installation parameters – Rebar" cannot be displayed : no references available.

Spacing, edge distances and member thickness – Rebar

Table "Spacing, edge distances and member thickness – Rebar" cannot be displayed : no references available.

Certificering

Europese technische goedkeuring: ETA

eta-19-0626.pdf (1.4 MB)
eta-19-0627.pdf (1.16 MB)

Online kopen

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Contact

Simpson Strong-Tie Frankrijk

Simpson Strong-Tie

ZAC des 4 Chemins
85400 Sainte-Gemme-la-Plaine
Frankrijk