Injeksjonslim med høy yteevne
Metakrylatinjeksjonsmørtel til innfesting med høy styrke av gjengestang i betong.
AT-HP™ har høy styrke, bred anvendelse og er enkel å bruke.
Inneholder ikke styren og epoksy.
Produktinformasjon
Egenskaper
Materiale
- Lim av metakrylatharpiks, herder og mineralske tilslag. Uten styren
- Gjengestang: galvanisert stål og rustfritt stål A4-70
Fordeler
- Høye laster
- Lav MAL-kode
- Montasje i fuktige hull tillatt
- Forsegler det borede hullet helt
- Spenningsfri innfesting
- Reduserte kant- og innbyrdes ankeravstander
- Innliming av armeringsjern
- Nesten luktfri
Others
Applikasjoner
Skjøter
- Betong C20-C50 uten sprekker
- Porebetong
- Hule og massive murstein
Bruksområder
- Stål- og metallkonstruksjoner
- Skinnesystemer
- Fasader
- Gjengestangs- og armeringsjernkoblinger
- Stenger
- Balkonger
- Lagerreoler
- Maskiner
- Markiser
- Betong uten sprekker
Tekniske data
Références
Art. nr. | Product information | ||||||
---|---|---|---|---|---|---|---|
DB nr. | NOBB nr. | Grey color | Beige color | Content [ml] | Weight [kg] | Packaging qty [pcs] | |
ATHP300BG-DK | 2099761 | 56432785 | - | - | 300 | 0.575 | 12 |
Design resistance – Tension – NRd [kN] – hef = 8d – Carbon steel 5.8
Art. nr. | Design resistance – hef = 8d – Carbon steel 5.8 | |||||||
---|---|---|---|---|---|---|---|---|
Tension - NRd [kN] | ||||||||
Cracked concrete | Non-cracked concrete | |||||||
C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
AT-HP + LMAS M8 | - | - | - | - | 10.7 | 12 | 12 | 12 |
AT-HP + LMAS M10 | - | - | - | - | 15.9 | 17.8 | 19.3 | 19.3 |
AT-HP + LMAS M12 | 8.4 | 8.8 | 9 | 9.2 | 21.7 | 24.3 | 26.7 | 28 |
AT-HP + LMAS M16 | 15 | 15.6 | 16.1 | 16.4 | 34.3 | 38.4 | 42.2 | 44.6 |
AT-HP + LMAS M20 | - | - | - | - | 50.2 | 56.3 | 61.8 | 65.3 |
AT-HP + LMAS M24 | - | - | - | - | 67.5 | 75.6 | 83.1 | 87.8 |
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
Art. nr. | Design resistance – hef = 12d – Carbon steel 5.8 | |||||||
---|---|---|---|---|---|---|---|---|
Tension - NRd [kN] | ||||||||
Cracked concrete | Non-cracked concrete | |||||||
C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
AT-HP + LMAS M8 | - | - | - | - | 12 | 12 | 12 | 12 |
AT-HP + LMAS M10 | - | - | - | - | 19.3 | 19.3 | 19.3 | 19.3 |
AT-HP + LMAS M12 | 12.7 | 13.2 | 13.5 | 13.8 | 28 | 28 | 28 | 28 |
AT-HP + LMAS M16 | 22.5 | 23.4 | 24.1 | 24.5 | 51.4 | 52.7 | 52.7 | 52.7 |
AT-HP + LMAS M20 | - | - | - | - | 75.4 | 82 | 82 | 82 |
AT-HP + LMAS M24 | - | - | - | - | 101.3 | 113.4 | 118 | 118 |
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 A4-70
Art. nr. | Design resistance – hef = 8d – Stainless steel A4-70 | |||||||
---|---|---|---|---|---|---|---|---|
Tension - NRd [kN] | ||||||||
Cracked concrete | Non-cracked concrete | |||||||
C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
AT-HP + LMAS M8 | - | - | - | - | 10.7 | 12 | 13.2 | 13.9 |
AT-HP + LMAS M10 | - | - | - | - | 15.9 | 17.8 | 19.6 | 20.7 |
AT-HP + LMAS M12 | 8.4 | 8.8 | 9 | 9.2 | 21.7 | 24.3 | 26.7 | 28.2 |
AT-HP + LMAS M16 | 15 | 15.6 | 16.1 | 16.4 | 34.3 | 38.4 | 42.2 | 44.6 |
AT-HP + LMAS M20 | - | - | - | - | 50.2 | 56.3 | 61.8 | 65.3 |
AT-HP + LMAS M24 | - | - | - | - | 67.5 | 75.6 | 83.1 | 87.8 |
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 – Stainless steel A4-70
Art. nr. | Design resistance – hef = 12d – Stainless steel A4-70 | |||||||
---|---|---|---|---|---|---|---|---|
Tension - NRd [kN] | ||||||||
Cracked concrete | Non-cracked concrete | |||||||
C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
AT-HP + LMAS M8 | - | - | - | - | 13.9 | 13.9 | 13.9 | 13.9 |
AT-HP + LMAS M10 | - | - | - | - | 21.9 | 21.9 | 21.9 | 21.9 |
AT-HP + LMAS M12 | 12.7 | 13.2 | 13.5 | 13.8 | 31.6 | 31.6 | 31.6 | 31.6 |
AT-HP + LMAS M16 | 22.5 | 23.4 | 24.1 | 24.5 | 51.4 | 57.6 | 58.8 | 58.8 |
AT-HP + LMAS M20 | - | - | - | - | 75.4 | 84.4 | 92 | 92 |
AT-HP + LMAS M24 | - | - | - | - | 101.3 | 113.4 | 124.6 | 131.7 |
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
Art. nr. | Design resistance – hef = 8d – Carbon steel 5.8 | |||||||
---|---|---|---|---|---|---|---|---|
Shear - VRd [kN] | ||||||||
Cracked concrete | Non-cracked concrete | |||||||
C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
AT-HP + LMAS M8 | - | - | - | - | 7.2 | 7.2 | 7.2 | 7.2 |
AT-HP + LMAS M10 | - | - | - | - | 12 | 12 | 12 | 12 |
AT-HP + LMAS M12 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 |
AT-HP + LMAS M16 | 30 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 |
AT-HP + LMAS M20 | - | - | - | - | 48.8 | 48.8 | 48.8 | 48.8 |
AT-HP + LMAS M24 | - | - | - | - | 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] – hef = 12d – Carbon steel 5.8
Art. nr. | Design resistance – hef = 12d – Carbon steel 5.8 | |||||||
---|---|---|---|---|---|---|---|---|
Shear - VRd [kN] | ||||||||
Cracked concrete | Non-cracked concrete | |||||||
C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
AT-HP + LMAS M8 | - | - | - | - | 7.2 | 7.2 | 7.2 | 7.2 |
AT-HP + LMAS M10 | - | - | - | - | 12 | 12 | 12 | 12 |
AT-HP + LMAS M12 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 | 16.8 |
AT-HP + LMAS M16 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 | 31.2 |
AT-HP + LMAS M20 | - | - | - | - | 48.8 | 48.8 | 48.8 | 48.8 |
AT-HP + LMAS M24 | - | - | - | - | 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] – hef = 8d – Stainless steel A4-70
Art. nr. | Design resistance – hef = 8d – Stainless steel A4-70 | |||||||
---|---|---|---|---|---|---|---|---|
Shear - VRd [kN] | ||||||||
Cracked concrete | Non-cracked concrete | |||||||
C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
AT-HP + LMAS M8 | - | - | - | - | 8.3 | 8.3 | 8.3 | 8.3 |
AT-HP + LMAS M10 | - | - | - | - | 12.8 | 12.8 | 12.8 | 12.8 |
AT-HP + LMAS M12 | 16.9 | 17.6 | 18.1 | 18.4 | 19.2 | 19.2 | 19.2 | 19.2 |
AT-HP + LMAS M16 | 30 | 31.2 | 32.1 | 32.7 | 35.3 | 35.3 | 35.3 | 35.3 |
AT-HP + LMAS M20 | - | - | - | - | 55.1 | 55.1 | 55.1 | 55.1 |
AT-HP + LMAS M24 | - | - | - | - | 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 – Shear - VRd [kN] – hef = 12d – Stainless steel A4-70
Art. nr. | Design resistance – hef = 12d – Stainless steel A4-70 | |||||||
---|---|---|---|---|---|---|---|---|
Shear - VRd [kN] | ||||||||
Cracked concrete | Non-cracked concrete | |||||||
C20/25 | C30/37 | C40/50 | C50/60 | C20/25 | C30/37 | C40/50 | C50/60 | |
AT-HP + LMAS M8 | - | - | - | - | 8.3 | 8.3 | 8.3 | 8.3 |
AT-HP + LMAS M10 | - | - | - | - | 12.8 | 12.8 | 12.8 | 12.8 |
AT-HP + LMAS M12 | 19.2 | 19.2 | 19.2 | 19.2 | 19.2 | 19.2 | 19.2 | 19.2 |
AT-HP + LMAS M16 | 35.3 | 35.3 | 35.3 | 35.3 | 35.3 | 35.3 | 35.3 | 35.3 |
AT-HP + LMAS M20 | - | - | - | - | 55.1 | 55.1 | 55.1 | 55.1 |
AT-HP + LMAS M24 | - | - | - | - | 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
Art. nr. | Design resistance – Bending moment – MRd [Nm] | |
---|---|---|
Carbon steel 5.8 | Stainless steel A4-70 | |
AT-HP + LMAS M8 | 15.2 | 16.7 |
AT-HP + LMAS M10 | 29.6 | 34 |
AT-HP + LMAS M12 | 52.8 | 59 |
AT-HP + LMAS M16 | 133.6 | 149.4 |
AT-HP + LMAS M20 | 260.8 | 291 |
AT-HP + LMAS M24 | 448.8 | 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 – Tension – NRd [kN] – Rebar
Art. nr. | 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 | |
AT-HP + Ø8 | 6.3 | 7 | 7.7 | 8.1 | 9.4 | 10.5 | 11.5 | 12.2 |
AT-HP + Ø10 | 10.5 | 11.7 | 12.9 | 13.6 | 15.7 | 17.6 | 19.3 | 20.4 |
AT-HP + Ø12 | 14.1 | 15.8 | 17.3 | 18.3 | 21.1 | 23.6 | 26 | 27.4 |
AT-HP + Ø14 | 19.1 | 21.4 | 23.6 | 24.9 | 28.7 | 32.2 | 35.3 | 37.3 |
AT-HP + Ø16 | 23.2 | 26 | 28.6 | 34.8 | 34.8 | 39 | 42.8 | 52.2 |
AT-HP + Ø20 | 36.3 | 40.6 | 44.6 | 47.2 | 54.4 | 61 | 66.9 | 70.8 |
AT-HP + Ø25 | 52.3 | 58.6 | 64.4 | 68 | 78.5 | 87.9 | 96.6 | 102.1 |
Design resistance – Shear – VRd [kN] – Rebar
Art. nr. | 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 | |
AT-HP + Ø8 | 9.3 | 9.3 | 9.3 | 9.3 | 9.3 | 9.3 | 9.3 | 9.3 |
AT-HP + Ø10 | 14.7 | 14.7 | 14.7 | 14.7 | 14.7 | 14.7 | 14.7 | 14.7 |
AT-HP + Ø12 | 20.7 | 20.7 | 20.7 | 20.7 | 20.7 | 20.7 | 20.7 | 20.7 |
AT-HP + Ø14 | 28 | 28 | 28 | 28 | 28 | 28 | 28 | 28 |
AT-HP + Ø16 | 36.7 | 36.7 | 36.7 | 36.7 | 36.7 | 36.7 | 36.7 | 36.7 |
AT-HP + Ø20 | 57.3 | 57.3 | 57.3 | 57.3 | 57.3 | 57.3 | 57.3 | 57.3 |
AT-HP + Ø25 | 90 | 90 | 90 | 90 | 90 | 90 | 90 | 90 |
Design resistance – Bending moment – MRd [Nm] – Rebar
Art. nr. | Design resistance – Bending moment – MRd [Nm] |
---|---|
AT-HP + Ø8 | 22 |
AT-HP + Ø10 | 43.3 |
AT-HP + Ø12 | 74.7 |
AT-HP + Ø14 | 118.7 |
AT-HP + Ø16 | 176.7 |
AT-HP + Ø20 | 345.3 |
AT-HP + Ø25 | 674.7 |
Montering
Montering
Herdetid
Mortar temperature Tmortar [°C) | Base material temperature Tbase material [°C] | Gel time (working time) in dry/wet concrete tgel [min] | Curing time in dry/wet concrete tcure [h; min] |
+5°C | -5°C to -1°C | 15min | 9h |
+5°C | 0°C to 4°C | 12min | 4h |
+5°C | 5°C to 9°C | 9min | 1,5h |
+10°C | 10°C to 19°C | 4min | 60min |
+20°C | 20°C to 29°C | 1min | 30min |
+30°C | 30°C and above | <1min | 20min |
Concerning the version of the mortar with changing color proof, after the minimum curing time the blue colored injection mortar changed into grey. The curing color proof is available for standard version of the mortar only and the curing color proof is working above 5°C.
Drilling methods
Solid brick/concrete | Percussion/hammer drilling |
Hollow/perforated brick | Rotation drilling |
Aerated concrete | Percussion/hammer drilling |
Installation parameters – Concrete
Art. nr. | 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] | |
AT-HP + LMAS M8 | 10 | 9 | 64 | 96 | 13 | 10 |
AT-HP + LMAS M10 | 12 | 12 | 80 | 120 | 17 | 20 |
AT-HP + LMAS M12 | 14 | 14 | 96 | 144 | 19 | 30 |
AT-HP + LMAS M16 | 18 | 18 | 128 | 192 | 24 | 60 |
AT-HP + LMAS M20 | 24 | 22 | 160 | 240 | 30 | 90 |
AT-HP + LMAS M24 | 28 | 26 | 192 | 288 | 36 | 140 |
Spacing, edge distances and member thickness - Concrete
Art. nr. | 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] | |
AT-HP + LMAS M8 | 64 | 192 | 96 | 100 | 96 | 288 | 144 | 100 | 40 | 40 |
AT-HP + LMAS M10 | 80 | 240 | 120 | 110 | 120 | 360 | 180 | 150 | 50 | 50 |
AT-HP + LMAS M12 | 96 | 288 | 144 | 126 | 144 | 432 | 216 | 174 | 60 | 60 |
AT-HP + LMAS M16 | 128 | 384 | 192 | 158 | 192 | 576 | 288 | 222 | 80 | 80 |
AT-HP + LMAS M20 | 160 | 480 | 240 | 190 | 240 | 720 | 360 | 270 | 100 | 100 |
AT-HP + LMAS M24 | 192 | 576 | 288 | 222 | 288 | 864 | 432 | 318 | 120 | 120 |
Installation parameters – Rebar
Art. nr. | Installation parameters - Rebar | ||
---|---|---|---|
Ø drilling [d0] [mm] | Drilling depth (8d) [h0=hef=8d] [mm] | Drilling depth (12d) [h0=hef=12d] [mm] | |
AT-HP + Ø8 | 12 | 64 | 96 |
AT-HP + Ø10 | 14 | 80 | 120 |
AT-HP + Ø12 | 16 | 96 | 144 |
AT-HP + Ø14 | 18 | 112 | 168 |
AT-HP + Ø16 | 20 | 128 | 192 |
AT-HP + Ø20 | 25 | 160 | 240 |
AT-HP + Ø25 | 32 | 200 | 300 |
Spacing, edge distances and member thickness – Rebar
Art. nr. | 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] | |
AT-HP + Ø8 | 64 | 192 | 96 | 100 | 96 | 288 | 144 | 100 | 40 | 40 |
AT-HP + Ø10 | 80 | 240 | 120 | 110 | 120 | 360 | 180 | 150 | 50 | 50 |
AT-HP + Ø12 | 96 | 288 | 144 | 126 | 144 | 432 | 216 | 174 | 60 | 60 |
AT-HP + Ø14 | 112 | 336 | 168 | 148 | 168 | 504 | 252 | 204 | 70 | 70 |
AT-HP + Ø16 | 128 | 384 | 192 | 168 | 192 | 576 | 288 | 232 | 80 | 80 |
AT-HP + Ø20 | 160 | 480 | 240 | 210 | 240 | 720 | 360 | 290 | 100 | 100 |
AT-HP + Ø25 | 200 | 600 | 300 | 264 | 300 | 900 | 450 | 364 | 125 | 125 |