Hars voor multimaterialen
Dit chemische verankeringssysteem is geschikt voor alle courante toepassingen (bevestigingen van rolluiken, luiken, waterverwarmers, ...). Het kan veilig binnen gebruikt worden (COV A+) en met het gewone afval weggegooid worden.
Product Details
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] | |
POLYGPG300G-FR | x | - | 300 | 0.579 | 12 |
POLYGPG300B-FR | - | x | 300 | 0.579 | 12 |
Design resistance – Tension – NRd [kN] – Carbon steel 5.8
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] – Stainless steel A4-70
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
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
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
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
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
Referentie | Design resistance – Bending moment – MRd - Masonry [Nm] | ||
---|---|---|---|
Carbon steel 5.8 | Carbon steel 8.8 | Stainless steel ≥ A2-70 | |
POLYGPG300G-FR | - | - | - |
POLYGPG300B-FR | - | - | - |
POLYGPG300BG-SE | - | - | - |
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
Design resistance – Shear – VRd [kN] – Rebar
Design resistance – Bending moment – MRd [Nm] – Rebar
Installatie
Installatie
Plaatsingstijd
Temperatuur [°C] | -5 | 0 | 5 | 10 | 20 | 30 |
Verwerkingstijd | 2.15 | 1.15 | 25min | 12min | 6min | 2min |
Belastbaar na | 4.00 | 2.00 | 1.30 | 40min | 20min | 15min |