POLY-GP

All round Injektointimassa

Ankkurointimassa kiinnitettäessä muuraukseen ja kevytbetoniin.

  • ETA Option 7 for threaded rod and rebar (for uncracked concrete)
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Tekniset tiedot

Sisällys

Tuotenro Product information
Sisällys [ml] Weigth [kg] Packaging qty [pcs]
POLYGP300BG-DK3000.58612

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

Tuotenro Design resistance – NRd – Carbon steel 5.8 [kN]
Halkeilematon betoni
hef = 8d hef = 12d
C20/25 C30/37 C40/50 C50/60 C20/25 C30/37 C40/50 C50/60
POLY-GP + LMAS M84.655.35.56.97.47.98.2
POLY-GP + LMAS M107.78.38.89.111.512.413.213.7
POLY-GP + LMAS M121010.911.61215.116.317.317.9
POLY-GP + LMAS M1614.315.416.41721.423.224.725.5

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 – Tension – NRd [kN] – Stainless steel A4-70

Tuotenro 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-GP + LMAS M84.655.35.56.97.47.98.2
POLY-GP + LMAS M107.78.38.89.111.512.413.213.7
POLY-GP + LMAS M121010.911.61215.116.317.317.9
POLY-GP + LMAS M1614.315.416.41721.423.224.725.5

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] – Carbon steel 5.8

Tuotenro 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-GP + LMAS M87.27.27.27.27.27.27.27.2
POLY-GP + LMAS M101212121212121212
POLY-GP + LMAS M1216.816.816.816.816.816.816.816.8
POLY-GP + LMAS M1631.231.231.231.231.231.231.231.2

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

Tuotenro 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-GP + LMAS M88.38.38.38.38.38.38.38.3
POLY-GP + LMAS M1012.812.812.812.812.812.812.812.8
POLY-GP + LMAS M1219.219.219.219.219.219.219.219.2
POLY-GP + LMAS M1634.334.334.334.335.335.335.335.3

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

Tuotenro 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-GP + LMAS M81.60.82.40.8
POLY-GP + LMAS M101.60.82.80.8
POLY-GP + LMAS M121.60.82.80.8

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-19/0642; Annex C2
6. Displacements under service load see ETA-19/0642; Annex C2 & C3

Asennus

Asennus

Kovettuminen

Lämpötila-5 °C0 °C5 °C10 °C15 °C20 °C30 °C
Työskentelyaika25 min15 min12 min8 min7 min4 min2 min
Kovettumisaika4 h3 h2 h 30 min1 h 15 min55 min30 min20 min

 

Installation parameters – Concrete

Tuotenro 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-GP + LMAS M81096496138
POLY-GP + LMAS M101212801201710
POLY-GP + LMAS M121414961441915
POLY-GP + LMAS M1618181281922425

Spacing, edge distances and member thickness – Concrete

Tuotenro 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]
8d 12d 8d 12d
POLY-GP + LMAS M864192961009628814412632483248
POLY-GP + LMAS M108024012011012036018015040604060
POLY-GP + LMAS M129628814412614443221617448724872
POLY-GP + LMAS M1612838419215819257628822264966496

Sertifiointi

Euroopan tekninen arviointi (ETA)

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Simpson Strong-Tie / Gbo Fastening Systems AB

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