Bolts & welds
11.1. Bolt resistances
The types of bolts covered are:
- Classes 4.6, 8.8 and 10.9, as specified in EN ISO 4014 [22] , EN ISO 4016 [24] EN ISO 4017 [23] and EN ISO 4018 [25] assembled with a nut conforming to EN ISO 4032 [26] or EN ISO 4034 [27] . Such bolts should be specified as also complying with EN 15048 [15] .
- Countersunk non-preloaded bolts are specified in BS 4933 [21] , assembled with a nut conforming to EN ISO 4032 [26] or EN ISO 4034 [27] . Such bolts should be specified as also complying with EN 15048 [15] and, for grade 8.8 and grade 10.9, with the mechanical property requirements of EN ISO 898-1 [28] .
- Preloaded bolts as specified in EN 14399 [14] . In the UK, either system HR bolts to EN 14399-3 or HRC bolts to EN 14399-10 should be used, with appropriate nuts and washers (including direct tension indicators to EN 14399-9, where required). Countersunk bolts to EN 14399-7 may alternatively be used. Bolts should be tightened in accordance with EN 1090-2 [13]
Information on assemblies of matching bolts, nuts and washers is given in BS 5950-2 [9] .
(a) Non Preloaded Hexagon Head bolts and Countersunk bolts
For each grade:
- The first table gives the tensile stress area, the design tension resistance, the design shear resistance and the minimum thickness of ply passed through in order to avoid failure due to punching shear.
- The second table (and where applicable the third table) gives the design bearing resistance for the given bolt configurations.
(i) The values of the tensile stress area As are those given in the relevant product standard.
(ii) The design tension resistance of a bolt is given by:
Code ref
Table 3.4
where:
| k 2 | = 0.63 for countersunk bolts |
| = 0.9 for other bolts | |
| ƒ ub | is the ultimate tensile strength of the bolt from the relevant product standard |
| A s | is the tensile stress area of the bolt |
| γ M2 | is the partial factor for bolts ( = 1.25, see Section 5.1) |
(iii) The shear resistance of the bolt is given by:
Code ref
Table 3.4
where:
| α v | = 0.6 for classes 4.6 and 8.8 |
| = 0.5 for class 10.9 | |
| f ub | is the ultimate tensile strength of the bolt |
| A s | is the tensile stress area of the bolt |
(iv) The punching shear resistance is expressed in terms of the minimum thickness of the ply for which the design punching shear resistance would be equal to the design tension resistance. The value has been derived from the expression for the punching shear resistance given in EN 1993-1-8, Table 3.4. The minimum thickness is given by:
Code ref
Table 3.4
where:
| B p,Rd | = Ft,Rd |
| F t,Rd | is the design tension resistance per bolt |
| d m | has been taken as: Bolt d m (mm) M 12 18.5 M 16 23.2 M 20 29.2 M 24 35.0 M 30 45.0 |
| f u | is the ultimate tensile strength of the ply under the bolt head or nut |
| A s | is the tensile stress area of the bolt |
(v) The bearing resistance of a bolt is given by:
Code ref
Table 3.4
where:
| k 1 |  |
| e 2 | is the edge distance measured perpendicular to the direction of load transfer |
| p 2 | is the gauge measured perpendicular to the direction of load transfer |
| d 0 | is the hole diameter of the bolt |
| α b |  |
| f ub | is the ultimate tensile strength of the bolt |
| f u | is the ultimate tensile strength of the ply passed through |
| e 1 | is the end distance measured in the direction of load transfer |
| p 1 | is the pitch measured in the direction of load transfer |
For countersunk bolts, the bearing resistance has been based on the thickness of the plate, minus half the depth of the countersinking. The depth of countersinking has been taken as half the bolt diameter, meaning the reduction in plate thickness is one quarter of the bolt diameter.
Bearing resistances have been calculated for the end distances, edge distances, pitch and gauge quoted in the tables.
The values of e2 in the second table are based on typical connections used in the UK and values of e2 in the third for Class 8.8 and 10.9 bolts table have been chosen to give increased resistances.
Clause 3.6.1(3) of EN 1993-1-8 states that where the threads do not comply with EN 1090 the relevant bolt resistances should be multiplied by a factor of 0.85.
Note 1 in Table 3.4 of EN 1993-1-8 gives the reduction factors that should to be applied to the bearing resistance for oversize holes and slotted holes.
(b) Preloaded hexagon head bolts and countersunk bolts at serviceability and ultimate limit states
(i) The tensile stress area, As, tension resistance, shear resistance, punching shear resistance and bearing resistance are calculated as given above.
When calculating the punching shear resistance for preloaded bolts, the following values of dm have been taken:
| Bolt | d m (mm) |
|---|---|
| M 12 | 21.2 |
| M 16 | 27.0 |
| M 20 | 32.0 |
| M 24 | 41.0 |
| M 30 | 50.0 |
(ii) The tension resistance has been calculated as for non-preloaded bolts.
(iii) The bearing resistance has been calculated as for non-preloaded bolts.
(iv) The slip resistance of the bolt is given by:
Code ref
EN 1993-1-8,
§3.9.1 (1)
at SLS
at ULS
where:
| k s | is taken as 1.0 |
| n | is the number of friction surfaces |
| μ | is the slip factor |
Slip resistances for a range of slip factors, μ are provided. Designers should ensure the value selected is appropriate for the surfaces to be fastened, or should calculate revised resistances.
Code ref
Table 3.6
Table 3.7
| F p,C | = 0.7 f ub A s is the preloading force |
| γ M3 | is the partial factor for slip resistance (According to the National Annex, γ M3 = 1.25 at ultimate limit state, and γ M3,ser = 1.1 at serviceability limit state) |
Tables are provided for connections which are non-slip at the serviceability state and those that are non-slip at the ultimate limit state. In both cases, according to EN 1993-1-8, 3.4.1, bearing resistance must be checked, and resistance values are provided for this purpose.
Note that for connections which are non-slip at the serviceability limit state, the slip resistance must be equal to or greater than the design force due to the SLS values of actions (i.e. not the design force due to ULS actions).
11.2. Welds
Design resistances of fillet welds per unit length are tabulated. The design resistance of fillet welds will be sufficient if the following are both satisfied:
Code ref
EN 1993-1-8
§4.5.3.3
Eq (4.1)
Each of these components of the stress in the weld can be expressed in terms of the longitudinal and transverse resistance of the weld per unit length as follows:
Therefore:
From this equation, taking each of the components in turn as zero, the following expressions can be derived for the longitudinal and the transverse resistances of welds:
Code ref
EN 1993-1-8
§4.5.3.3 (2)
| Design weld resistance, longitudinal: | F w,L,Rd = f vw,d α |
| Design weld resistance, transverse: | F w,T,Rd = K F w,L,Rd |
where:
Code ref
EN 1993-1-8
§4.5.3.3 (3)
Code ref
EN 1993-1-8
Table 4.1
| f vw,d | is the design shear strength of the weld  | |
| f u | = 470 N/mm2 for S355 | |
| This value is valid for thicknesses up to 100 mm | ||
| f u | = 540 N/mm2 for S460 where t < 40 mm. | |
| For other thicknesses, consult the product standard. The weld resistance table is provided for t < 40 mm. | ||
| f u | = 470 N/mm2 for HISTAR®355 | |
| = 540 N/mm2 for HISTAR®460 | ||
| These values are valid for thickness up to 140 mm in HISTAR®355 and 125 mm in HISTAR®460. | ||
| β w | = 0.9 for S355 | |
| = 1.0 for S460 | ||
| = 0.85 for HISTAR®355 | ||
| = 0.80 for HISTAR®460 | ||
| γ M2 | is the partial factor for welds ( = 1.25, see Section 5.1) | |
| α | is the throat thickness of the fillet weld | |
| Κ |  | |
The above expression for transverse weld resistance is valid where the plates are at 90° and therefore θ = 45° and Κ = 1.225 .