HILTI HUS3 Ultimate Performance Mechanical Anchor System
HUS3 Screw Anchor
Ultimate-performance screw anchor for seismic actions into ComFlor® 60 and 80
All data in Table 1 applies to:
- Correct installation. See anchor box or Hilti.co.nz for details including hole cleaning and installation torque
- No edge distance and spacing influence. Only one anchor can be used in the lower flute at a time with the min. spacing between anchors along the length of the flute to be at least 3 x hef. This datasheet does not give information for the design of fasteners in a group.
- f’c = 30 MPa concrete. For higher compressive strengths, the tension loads may be increased by (f’c /30)0.5
- αgap = 1.0 (no hole clearance between anchor and fixture) was used to in the formula VRd,s,deck,C1 = αgap x αeq x VRk,s,deck,C1 / gMs,V In case of connections with hole clearance according to EN 1992-4 Table 6.1, αgap = 0.5 should be used.
- Testing in accordance with ACI 355.2 and AC 193. Evaluated in accordance with AC 193 and EAD 330232 and EOTA TR 049
For anchoring into the upper flute, either use Table 1 data below conservatively or refer to ETA-13/1038. Additionally, C2 seismic performance category is not included in ACI 355.2 and AC 193. C2 seismic performance category may be designed in the upper flute using all guidelines and parameters provided in ETA-13/1038.
ComFlor® is a registered trademark used in Australia and New Zealand under licence from Tata Steel UK Limited. © Copyright 2017 ComFlor® New Zealand. S&T Stainless Ltd.
| Setting Information | Sym. | Units | Nominal anchor diameter (mm) | ||||
| 6 | 8 | 10 | |||||
| Nominal bit diameter | do | mm | 6 | 8 | 10 | ||
| Effective min. embedment | hef | mm | 30 | 46.4 | 54.9 | 58.6 | 67.1 |
| Nominal embedment | hnom | mm | 40 | 60 | 70 | 75 | 85 |
| Min. hole depth | ho | mm | 43 | 70 | 80 | 85 | 95 |
| Setting tool[1] | – | – | SIW 22A | Hilti SIW T-A | |||
| Loads according to Figure 1 | |||||||
| Minimum concrete thickness over upper flute | hmin,deck | mm | 70 | ||||
| Minimum distance to edge of lower flute | cmin,deck | mm | 45 | 45 | 45 | 47 | 47 |
| Characteristic pullout resistance in non- cracked concrete | NRk,p,deck,uncr | kN | 7.1 | 14.7 | 18.6 | 16.6 | 26.6 |
| Characteristic pullout resistance in cracked concrete | NRk,p,deck,cr | kN | 2.5 | 11.0 | 13.9 | 12.5 | 15.8 |
| Characteristic pullout resistance, seismic C1 | NRk,p,deck,C1 | kN | 2.5 | 11.0 | 13.9 | 12.5 | 15.8 |
| Design pullout resistance, seismic C1 | NRd,p,deck,C1 | kN | 1.4 | 7.3 | 9.3 | 8.3 | 10.5 |
| Partial safety factor for pullout resistance | c | – | 1.5 | ||||
| Robustness factor for pullout resistance | inst | – | 1.2 | 1.00 | |||
| Characteristic steel resistance for shear HUS3-H, -P, -PS, -C | VRk,s,deck | kN | 10.8 | 11.4 | 16.8 | 20.2 | 20.2 |
| Characteristic steel resistance for shear, seismic C1, HUS3-H, -P, -PS, -C | VRk,s,deck,C1 | kN | 4.3 | 7.1 | 9.1 | 11.3 | 11.3 |
| Design steel resistance for shear, seismic C1, HUS3-H, -P, -PS, -C | VRd,s,deck,C1 | kN | 2.9 | 4.7 | 6.1 | 7.5 | 7.5 |
| Partial safety factor for steel resistance for shear | Ms,V | – | 1.5 | ||||
[1] – Installation with other impact screw driver of equivalent power is possible. See ETA-13/1038 for full setting details.
HST3 Expansion Anchor
Ultimate-performance expansion anchor for seismic actions into ComFlor® 60 and 80
All data in Table 2 applies to:
- Correct installation. See anchor box or Hilti.co.nz for details including hole cleaning and installation torque
- No edge distance and spacing influence. Only one anchor can be used in the lower flute at a time with the min. spacing between anchors along the length of the flute to be at least 3 x hef. This datasheet does not give information for the design of fasteners in a group.
- f’c = 30 MPa concrete. For higher compressive strengths, the tension loads may be increased by (f’c /30)0.5
- αgap = 1.0 (no hole clearance between anchor and fixture) was used to in the formula VRd,s,deck,C1 = αgap x αeq x VRk,s,deck,C1 / gMs,V In case of connections with hole clearance according to EN 1992-4 Table 6.1, αgap = 0.5 should be used
- Testing in accordance with ACI 355.2 and AC 193. Evaluated in accordance with AC 193 and EAD 330232 and EOTA TR 049
For anchoring into the upper flute, either use Table 2 data below conservatively or refer to ETA-98/0001. Additionally, C2 seismic performance category is not included in ACI 355.2 and AC 193. C2 seismic performance category may be designed in the upper flute using all guidelines and parameters provided in ETA-98/0001.
ComFlor® is a registered trademark used in Australia and New Zealand under licence from Tata Steel UK Limited. © Copyright 2017 ComFlor® New Zealand. S&T Stainless Ltd.
| Setting Information | Sym. | Units | Nominal anchor diameter (mm) | |||
| 8 | 10 | 12 | 16 | |||
| Nominal bit diameter | do | mm | 8 | 10 | 12 | 16 |
| Effective min. embedment | hef | mm | 47 | 60 | 70 | 85 |
| Nominal embedment | hnom | mm | 54 | 68 | 80 | 98 |
| Min. hole depth | ho | mm | 59 | 73 | 88 | 106 |
| Installation torque | Tinst | Nm | 20 | 45 | 60 | 110 |
| Methods for application of torque moment | – | – | Machine torquing using a Hilti SIW 6AT-A22 impact wrench with SI-AT- A22 adaptive torque module or manual torquing using a torque wrench | |||
| Loads according to Figure 2 | ||||||
| Minimum concrete thickness over upper flute | hmin,deck | mm | 70 | |||
| Minimum distance to edge of lower flute | cmin,deck | mm | 43 | 45 | 47 | 50 |
| Characteristic pullout resistance in non-cracked concrete | NRk,p,deck,uncr | kN | 11.9 | 18.6 | 20.6 | 29.2 |
| Characteristic pullout resistance in cracked concrete | NRk,p,deck,cr | kN | 8.0 | 12.7 | 16.5 | 20.4 |
| Chacteristic pullout resistance, seismic C1 | NRk,p,deck,C1 | kN | 8.0 | 12.7 | 16.5 | 20.4 |
| Design pullout resistance, seismic C1 | NRd,p,deck,C1 | kN | 5.3 | 8.4 | 11.0 | 13.6 |
| Partial safety factor for pullout resistance | c | – | 1.5 | |||
| Robustness factor for pullout resistance | inst | – | 1.0 | |||
| Characteristic steel resistance for shear | VRk,s,deck | kN | 15.0 | 24.2 | 21.4 | 26.0 |
| Characteristic steel resistance for shear, seismic C1 | VRk,s,deck,C1 | kN | 13.6 | 21.9 | 19.4 | 22.9 |
| Design steel resistance for shear, seismic C1 | VRd,s,deck,C1 | kN | 9.0 | 14.6 | 13.0 | 15.3 |
| Partial safety factor for steel resistance for shear | Ms,V | – | 1.25 | |||
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