POLY-GPG
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.
CE-Markering
ETA
Utilisable en milieu humide
Binner
Buiten
Dist. bord et entraxe faible
Product Details
Afbeeldingen
Kenmerken
Materiaal
- Methacrylaathars,
- 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
| Referentie | 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 | |
| POLY-GPG + LMAS M8 | 6.3 | 6.3 | 6.3 | 6.3 | 9.4 | 9.4 | 9.4 | 9.4 |
| POLY-GPG + LMAS M10 | 9.8 | 9.8 | 9.8 | 9.8 | 14.7 | 14.7 | 14.7 | 14.7 |
| POLY-GPG + LMAS M12 | 13.1 | 13.1 | 13.1 | 13.1 | 19.6 | 19.6 | 19.6 | 19.6 |
| POLY-GPG + LMAS M16 | 19.9 | 19.9 | 19.9 | 19.9 | 29.9 | 29.9 | 29.9 | 29.9 |
| POLY-GPG + LMAS M20 | 28.7 | 28.7 | 28.7 | 28.7 | 43.1 | 43.1 | 43.1 | 43.1 |
| POLY-GPG + LMAS M24 | 37.9 | 37.9 | 37.9 | 37.9 | 56.8 | 56.8 | 56.8 | 56.8 |
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
| Referentie | Design resistance – NRd – Stainless steel A4-70 [kN] | |||||||
|---|---|---|---|---|---|---|---|---|
| Non-cracked concrete | ||||||||
| hef = 8d | hef = 12d | |||||||
| C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
| POLY-GPG + LMAS M8 | 6.3 | 6.3 | 6.3 | 6.3 | 9.4 | 9.4 | 9.4 | 9.4 |
| POLY-GPG + LMAS M10 | 9.8 | 9.8 | 9.8 | 9.8 | 14.7 | 14.7 | 14.7 | 14.7 |
| POLY-GPG + LMAS M12 | 13.1 | 13.1 | 13.1 | 13.1 | 19.6 | 19.6 | 19.6 | 19.6 |
| POLY-GPG + LMAS M16 | 19.9 | 19.9 | 19.9 | 19.9 | 29.9 | 29.9 | 29.9 | 29.9 |
| POLY-GPG + LMAS M20 | 28.7 | 28.7 | 28.7 | 28.7 | 43.1 | 43.1 | 43.1 | 43.1 |
| POLY-GPG + LMAS M24 | 37.9 | 37.9 | 37.9 | 37.9 | 56.8 | 56.8 | 56.8 | 56.8 |
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] – Carbon steel 5.8
| Referentie | 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 | |
| POLY-GPG + LMAS M8 | 7.2 | 7.2 | 7.2 | 7.2 | 7.2 | 7.2 | 7.2 | 7.2 |
| POLY-GPG + LMAS M10 | 12 | 12 | 12 | 12 | 12 | 12 | 12 | 12 |
| POLY-GPG + LMAS M12 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 |
| POLY-GPG + LMAS M16 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 |
| POLY-GPG + LMAS M20 | 48.8 | 48.8 | 48.8 | 48.8 | 48.8 | 48.8 | 48.8 | 48.8 |
| POLY-GPG + LMAS M24 | 70.4 | 70.4 | 70.4 | 70.4 | 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] – Stainless steel A4-70
| Referentie | Design resistance – VRd – Stainless steel A4-70 [kN] | |||||||
|---|---|---|---|---|---|---|---|---|
| Non-cracked concrete | ||||||||
| hef = 8d | hef = 12d | |||||||
| C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
| POLY-GPG + LMAS M8 | 8.3 | 8.3 | 8.3 | 8.3 | 8.3 | 8.3 | 8.3 | 8.3 |
| POLY-GPG + LMAS M10 | 12.8 | 12.8 | 12.8 | 12.8 | 12.8 | 12.8 | 12.8 | 12.8 |
| POLY-GPG + LMAS M12 | 19.2 | 19.2 | 19.2 | 19.2 | 19.2 | 19.2 | 19.2 | 19.2 |
| POLY-GPG + LMAS M16 | 35.3 | 35.3 | 35.3 | 35.3 | 35.3 | 35.3 | 35.3 | 35.3 |
| POLY-GPG + LMAS M20 | 55.1 | 55.1 | 55.1 | 55.1 | 55.1 | 55.1 | 55.1 | 55.1 |
| POLY-GPG + LMAS M24 | 79.5 | 79.5 | 79.5 | 79.5 | 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
| Referentie | Design resistance – Bending moment – MRd - Concrete [Nm] | |
|---|---|---|
| Carbon steel 5.8 | Stainless steel A4-70 | |
| POLY-GPG + LMAS M8 | 15.2 | 16.7 |
| POLY-GPG + LMAS M10 | 29.6 | 33.3 |
| POLY-GPG + LMAS M12 | 52 | 60.9 |
| POLY-GPG + LMAS M16 | 132.8 | 148.7 |
| POLY-GPG + LMAS M20 | 259.2 | 291 |
| POLY-GPG + LMAS M24 | 448 | 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 – hef = 80 mm (≤ M8) or 85 mm (≥ M10) – Carbon steel ≥ 4.6 / Stainless steel ≥ A2-70
| Referentie | Design resistance – Carbon steel ≥ 4.6 / stainless steel ≥ A2-70 | |||
|---|---|---|---|---|
| hef = 80 mm (≤ M8) or 85 mm ( ≥ M10) | ||||
| Tension - NRd [kN] | Shear - VRd [kN] | |||
| Solid Clay Masonry | Hollow Masonry | Solid Clay Masonry | Hollow Masonry | |
| POLY-GPG + LMAS M8 | 1.6 | 0.3 | 0.8 | 0.6 |
| POLY-GPG + LMAS M10 | 2 | 0.6 | 2.4 | 0.6 |
| POLY-GPG + LMAS M12 | 2 | 0.6 | 2.4 | 0.6 |
| POLY-GPG + LMAS M16 | - | - | - | - |
| POLY-GPG + LMAS M20 | - | - | - | - |
| POLY-GPG + LMAS M24 | - | - | - | - |
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 | - | - | - |
| POLY-GPG + LMAS M6 | 6.4 | 9.6 | 7.1 |
| POLY-GPG + LMAS M8 | 15.2 | 24 | 16.7 |
| POLY-GPG + LMAS M10 | 29.6 | 48 | 33.3 |
| POLY-GPG + LMAS M12 | 52.8 | 84 | 59 |
| POLY-GPG + LMAS M16 | - | - | - |
| POLY-GPG + LMAS M20 | - | - | - |
| POLY-GPG + LMAS M24 | - | - | - |
| POLY-GPG + Ø8 | - | - | - |
| POLY-GPG + Ø10 | - | - | - |
| POLY-GPG + Ø12 | - | - | - |
| POLY-GPG + Ø16 | - | - | - |
| POLY-GPG + Ø20 | - | - | - |
| POLY-GPG + Ø25 | - | - | - |
| 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
| Referentie | Design resistance – NRd – Rebar [kN] | |||||||
|---|---|---|---|---|---|---|---|---|
| Non-cracked concrete | ||||||||
| hef = 8d | hef = 12d | |||||||
| C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
| POLY-GPG + Ø8 | 4.9 | 4.9 | 4.9 | 4.9 | 7.4 | 7.4 | 7.4 | 7.4 |
| POLY-GPG + Ø10 | 7.7 | 7.7 | 8.4 | 8.4 | 11.5 | 11.5 | 12.7 | 12.7 |
| POLY-GPG + Ø12 | 11.1 | 12.2 | 12.2 | 13.3 | 16.6 | 18.2 | 18.2 | 19.9 |
| POLY-GPG + Ø16 | 15.3 | 16.8 | 16.8 | 18.4 | 23 | 25.3 | 25.3 | 27.6 |
| POLY-GPG + Ø20 | 23.9 | 26.3 | 26.3 | 28.7 | 35.9 | 39.5 | 39.5 | 43.1 |
| POLY-GPG + Ø25 | 37.4 | 41.1 | 44.9 | 48.6 | 53.8 | 59.2 | 64.6 | 70 |
Design resistance – Shear – VRd [kN] – Rebar
| Referentie | Design resistance – VRd – Rebar [kN] | |||||||
|---|---|---|---|---|---|---|---|---|
| Non-cracked concrete | ||||||||
| hef = 8d | hef = 12d | |||||||
| C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
| POLY-GPG + Ø8 | 9 | 9 | 9 | 9 | 9 | 9 | 9 | 9 |
| POLY-GPG + Ø10 | 14.2 | 14.2 | 14.2 | 14.2 | 14.2 | 14.2 | 14.2 | 14.2 |
| POLY-GPG + Ø12 | 20.3 | 20.3 | 20.3 | 20.3 | 20.3 | 20.3 | 20.3 | 20.3 |
| POLY-GPG + Ø16 | 36.2 | 36.2 | 36.2 | 36.2 | 36.2 | 36.2 | 36.2 | 36.2 |
| POLY-GPG + Ø20 | 56.5 | 56.5 | 56.5 | 56.5 | 56.5 | 56.5 | 56.5 | 56.5 |
| POLY-GPG + Ø25 | 88.4 | 88.4 | 88.4 | 88.4 | 88.4 | 88.4 | 88.4 | 88.4 |
Design resistance – Bending moment – MRd [Nm] – Rebar
| Referentie | Design resistance – Bending moment – MRd – Rebar [Nm] |
|---|---|
| POLY-GPG + Ø8 | 21.6 |
| POLY-GPG + Ø10 | 42.3 |
| POLY-GPG + Ø12 | 73.5 |
| POLY-GPG + Ø16 | 173.7 |
| POLY-GPG + Ø20 | 339.1 |
| POLY-GPG + Ø25 | 662.7 |
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 |
1. Gat boren.
2. Schoonborstelen.
3. Zeefhuls insteken.
4. Vullen vanaf bodemgat naar
buiten door bij het pompen
telkens één maatstreep op de
spuitmond achteruit te gaan.
5. Ankerstang licht draaiend insteken.
Fix when the curing time is reached.
1. Gat boren.
2. Boorgat reinigen door uitborstelen en uitblazen
zoals aangegeven op de patroon.
3. Gat voor de helft tot twee derde
vullen vanaf het bodemgat naar
buiten door bij het pompen telkens
één maatstreep op de spuitmond
achteruit te gaan.
4. Draadstang insteken door langzaam
van links naar rechts te draaien.
U kunt de draadstang verplaatsen of
hars toevoegen zolang de
verwerkingstijd niet bereikt is.
5. Vastzetten na het bereiken
van de uithardingstijd.
Installation parameters – Concrete
| Referentie | 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] | |
| POLY-GPG + LMAS M8 | 10 | 9 | 64 | 96 | 13 | 10 |
| POLY-GPG + LMAS M10 | 12 | 12 | 80 | 120 | 17 | 12 |
| POLY-GPG + LMAS M12 | 14 | 14 | 96 | 144 | 19 | 20 |
| POLY-GPG + LMAS M16 | 18 | 18 | 128 | 196 | 24 | 40 |
| POLY-GPG + LMAS M20 | 24 | 22 | 160 | 240 | 30 | 70 |
| POLY-GPG + LMAS M24 | 28 | 26 | 192 | 288 | 36 | 90 |
Spacing, edge distances and member thickness – Concrete
| Referentie | 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] | |
| POLY-GPG + LMAS M8 | 64 | 192 | 96 | 100 | 96 | 288 | 144 | 126 | 40 | 40 |
| POLY-GPG + LMAS M10 | 80 | 240 | 120 | 110 | 120 | 360 | 180 | 150 | 50 | 50 |
| POLY-GPG + LMAS M12 | 96 | 288 | 144 | 126 | 144 | 432 | 216 | 174 | 60 | 60 |
| POLY-GPG + LMAS M16 | 128 | 384 | 192 | 158 | 196 | 588 | 294 | 226 | 80 | 80 |
| POLY-GPG + LMAS M20 | 160 | 480 | 240 | 190 | 240 | 720 | 360 | 270 | 100 | 100 |
| POLY-GPG + LMAS M24 | 192 | 576 | 288 | 222 | 288 | 864 | 432 | 318 | 120 | 120 |
Installation parameters – Masonry – Solid clay masonry
| Referentie | Installation parameters - Solid clay masonry | ||||
|---|---|---|---|---|---|
| Ø drilling [d0] [mm] | Max. fixture hole Ø [df] [mm] | Drilling depth [h1] [mm] | Embedment depth [hef] [mm] | Installation torque [Tinst] [Nm] | |
| POLY-GPG + LMAS M6 | 8 | 7 | 85 | 80 | 1 |
| POLY-GPG + LMAS M8 | 10 | 9 | 85 | 80 | 1 |
| POLY-GPG + LMAS M10 | 12 | 12 | 90 | 85 | 1 |
| POLY-GPG + LMAS M12 | 14 | 14 | 90 | 85 | 1 |
Installation parameters – Masonry – Hollow masonry
| Referentie | Installation parameters - Hollow masonry | ||||
|---|---|---|---|---|---|
| Ø drilling [d0] [mm] | Max. fixture hole Ø [df] [mm] | Drilling depth [h1] [mm] | Embedment depth [hef] [mm] | Installation torque [Tinst] [Nm] | |
| POLY-GPG + LMAS M6 | 12 | 7 | 85 | 80 | 2 |
| POLY-GPG + LMAS M8 | 12 | 9 | 85 | 80 | 2 |
| POLY-GPG + LMAS M10 | 16 | 12 | 90 | 85 | 2 |
| POLY-GPG + LMAS M12 | 16 | 14 | 90 | 85 | 2 |
Spacing, edge distances and member thickness – Masonry – Solid clay masonry
| Referentie | Spacing, edge distance and member thickness - Solid clay masonry | |||
|---|---|---|---|---|
| Min. spacing [Smin] [mm] | Min. edge distance [Cmin] [mm] | |||
| scr,N = smin [mm] | scr,N ∥ = smin ∥ [mm] | scr,NT = sminT [mm] | ccr,N = cmin [mm] | |
| POLY-GPG + LMAS M6 | 240 | - | - | 120 |
| POLY-GPG + LMAS M8 | 240 | - | - | 120 |
| POLY-GPG + LMAS M10 | 255 | - | - | 127.5 |
| POLY-GPG + LMAS M12 | 255 | - | - | 127.5 |
Spacing, edge distances and member thickness – Masonry – Hollow masonry
| Referentie | Spacing, edge distance and member thickness - Hollow masonry | |||
|---|---|---|---|---|
| Min. spacing [Smin] [mm] | Min. edge distance [Cmin] [mm] | |||
| scr,N = smin [mm] | scr,N ∥ = smin ∥ [mm] | scr,N T = smin T [mm] | ccr,N = cmin [mm] | |
| POLY-GPG + LMAS M6 | - | 250 | 120 | 100 |
| POLY-GPG + LMAS M8 | - | 250 | 120 | 100 |
| POLY-GPG + LMAS M10 | - | 250 | 120 | 100 |
| POLY-GPG + LMAS M12 | - | 250 | 120 | 100 |
Installation parameters – Rebar
| Referentie | Installation parameters – Rebar | ||
|---|---|---|---|
| Ø drilling [d0] [mm] | Drilling depth (8d) [h0=hef=8d] [mm] | Drilling depth (12d) [h0=hef=12d] [mm] | |
| POLY-GPG + Ø8 | 12 | 64 | 96 |
| POLY-GPG + Ø10 | 14 | 80 | 120 |
| POLY-GPG + Ø12 | 16 | 96 | 144 |
| POLY-GPG + Ø16 | 20 | 128 | 192 |
| POLY-GPG + Ø20 | 25 | 160 | 240 |
| POLY-GPG + Ø25 | 32 | 200 | 288 |
Spacing, edge distances and member thickness – Rebar
| Referentie | 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] | |
| POLY-GPG + Ø8 | 64 | 192 | 96 | 100 | 96 | 288 | 144 | 126 | 40 | 40 |
| POLY-GPG + Ø10 | 80 | 240 | 120 | 110 | 120 | 360 | 180 | 150 | 50 | 50 |
| POLY-GPG + Ø12 | 96 | 288 | 144 | 126 | 144 | 432 | 216 | 174 | 60 | 60 |
| POLY-GPG + Ø16 | 128 | 384 | 192 | 168 | 192 | 576 | 288 | 232 | 80 | 80 |
| POLY-GPG + Ø20 | 160 | 480 | 240 | 210 | 240 | 720 | 360 | 290 | 100 | 100 |
| POLY-GPG + Ø25 | 200 | 600 | 300 | 264 | 288 | 864 | 432 | 352 | 120 | 120 |
Certificering
Europese technische goedkeuring: ETA
eta190420-sst-poly-gpg-masonry.pdf
(1.35 MB)
eta-19-0626.pdf
(1.4 MB)
eta-19-0627.pdf
(1.16 MB)
