Injection system for concrete
Technische gegevens
Références
Referentie | Product information | ||||
---|---|---|---|---|---|
Grey color | Beige color | Content [ml] | Weigth [kg] | Packaging qty [pcs] | |
VTHP420-EU | x | - | 420 | 0.796 | 12 |
Design resistance – Tension – NRd [kN] – hef = 8d – 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] – hef = 12d – 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] – hef = 8d – Stainless steel
Threaded rod type A4-70 for M≤24 and A4-50 for M>24
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
Threaded rod type A4-70 for M≤24 and A4-50 for M>24
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
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
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
Threaded rod type A4-70 for M≤24 and A4-50 for M>24
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
Threaded rod type A4-70 for M≤24 and A4-50 for M>24
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
Design resistance – Tension – NRd [kN] – Seismic performance C1/C2 – Carbon steel 5.8
Design resistance – Tension – NRd [kN] – Seismic performance C1/C2 – Stainless steel
Threaded rod type A4-70 for M≤24 and A4-50 for M>24
Design resistance – Shear – VRd [kN] – Seismic performance C1/C2 – Carbon steel 5.8
Design resistance – Shear – VRd [kN] – Seismic performance C1/C2 – Stainless steel
Threaded rod type A4-70 for M≤24 and A4-50 for M>24
Design resistance – Tension – NRd [kN] – hef = 8d – Carbon steel 5.8 – Rebar
Design resistance – Tension – NRd [kN] – hef = 12d – Carbon steel 5.8 – Rebar
Design resistance – Shear – VRd [kN] – hef = 8d – Carbon steel 5.8 – Rebar
Design resistance – Shear – VRd [kN] – hef = 12d – Carbon steel 5.8 – Rebar
Design resistance – Bending moment – MRd [Nm] – Rebar
Design resistance – Tension – NRd [kN] – Seismic performance C1 – Carbon steel 5.8 – Rebar
Design resistance – Shear – VRd [kN] – Seismic performance C1 – Carbon steel 5.8 – Rebar
Installatie
Installatie
Curring Schedule
Temperature of the anchorage base Tbase material | Working time (Gel time) tgel | Curing time (in dry concrete) tcure, dry | Curing time (in wet concrete) tcure, wet |
---|---|---|---|
0°C ≤ Tbase material ≤ +4°C | 45 min | 7 h | 14 h |
4°C ≤ Tbase material ≤ +9°C | 25 min | 2 h | 4 h |
10°C ≤ Tbase material ≤ +19°C | 15 min | 80 min | 2h40 min |
20°C ≤ Tbase material ≤ +29°C | 6 min | 45 min | 1h30 |
30°C ≤ Tbase material ≤ +34°C | 4 min | 25 min | 50 min |
35°C ≤ Tbase material ≤ +39°C | 2 min | 20 min | 40 min |
+40°C | 1,5 min | 15 min | 30 min |
• Manual Air Cleaning (MAC) for all drill hole diameters d0 ≤ 24 mm and drill holl depth h0 ≤ 10d :
4x blowing (hand pump)
4x brushing
4x blowing (Hand pump)
• Compressed Air Cleaning (CAC) for all drill hole diameters d0 and drill hole depths :
2x blowing (min. 6 bar - oil free compressed air)
2x brushing
2x blowing (min. 6 bar - oil free compressed air)
• Cartridge temperature (Bond material) : +5°C to +40°C