Info Hvu
1 Only bolt assemblies of classes 8.8 and 10.9 conforming to the requirements given in 2.8 Reference Standards Group 4 for High Strength Structural Bolting with controlled tightening in accordance with the requirements in 2.8 Reference Standards Group 7 may be used as preloaded bolts. 1 The material properties, dimensions and tolerances of steel rivets should comply with the requirements given in 2.8 Reference Standards Group 6. 1 The following materials may be used for anchor bolts - Steel...
Figure Centre of compression lever arm z and force distributions for deriving
Figure 6.16 Simplified models for bolted joints with extended end-plates Figure 6.16 Simplified models for bolted joints with extended end-plates 13 Where the members are not prepared for full contact in bearing, splice material should be provided to transmit the internal forces and moments in the member at the spliced section, including the moments due to applied eccentricity, initial imperfections and second-order deformations. The internal forces and moments should be taken as not less than...
A
the gross cross-section area of bolt the shear area of the column, see EN 1993-1-1 the tensile stress area of the bolt or of the anchor bolt the design punching shear resistance of the bolt head and the nut
Y Vbt
n n A c - 0,8 A Fd for a category C connection As Rd - - -- 3.8b 2 If, in a moment connection, a contact force on the compression side counterbalances the applied tensile force no reduction in slip resistance is required. 1 As an exception to 2.4 3 , preloaded class 8.8 and 10.9 bolts in connections designed as slip-resistant at the ultimate limit state Category C in 3.4 may be assumed to share load with welds, provided that the final tightening of the bolts is carried out after the welding is...
P Hqf
eff,1 - eff,nc but -Eeff.i eff.cp Z eff,1 - Z eff,nc but eff,1 Z eff,cp a should be obtained from Figure 6.11.
M 1
Resistance of pins at serviceability limit state NOTE Numerical values for yM may be defined in the National Annex. Recommended values are as follows i gt M2 1,25 yM3 1,25 for hybrid connections or connections under fatigue loading and yM3 1,1 for other design situations jui 1,0 7ms 1,0 yM6,ser 1,0 jui 1,1. 3 Joints subject to fatigue should also satisfy the principles given in EN 1993-1-9. 1 The forces and moments applied to joints at the ultimate limit state shall be determined according to...
Info Dxy
2 and 3 are reduction factors dependent on the pitch pi as given in Table 3.8. For intermediate values of pi the value of may be determined by linear interpolation Anet is the net area of the angle. For an unequal-leg angle connected by its smaller leg, Anet should be taken as equal to the net section area of an equivalent equal-leg angle of leg size equal to that of the smaller leg. Table 3.8 Reduction factors 2 and 3 Table 3.8 Reduction factors 2 and 3 Figure 3.9 Angles connected by one leg...
V 1
d is the diameter of the pin d0 is the diameter of the pin hole FEd,ser is the design value of the force to be transferred in bearing, under the characteristic load combination for serviceability limit states. Table 3.10 Design criteria for pin connections Bearing resistance of the plate and the pin If the pin is intended to be replaceable this requirement should also be satisfied._ - b.Rd.ser 0,6 t dfy yM6,ser - b.Ed.si If the pin is intended to be replaceable this requirement should also be...
E Dle
but kb lt kb2 kb1 0,25 eb d 0,5 but kb1 lt 1,25 kb2 0,25 pb d 0,375 but kb2 lt 1,25 kt 1,5 tj dM16 eb is the distance from the bolt-row to the free edge of the plate in the direction of load transfer fu is the ultimate tensile strength of the steel on which the bolt bears pb is the spacing of the bolt-rows in the direction of load transfer tj is the thickness of that component. Concrete in compression including grout beff is the effective width of the T-stub flange, see 6.2.5 3 eff is the...
Figure Modelling a stiffened column flange as separate Tstubs
4 The dimensions emin and m for use in 6.2.4 should be determined from Figure 6.8. 5 The effective lengths of an equivalent T-stub flange Cefr should be determined in accordance with 6.2.4.2 using the values for each bolt-row given in Table 6.5. The value of a for use in Table 6.5 should be obtained from Figure 6.11. 6 The stiffeners should meet the requirements specified in 6.2.6.1. Bolt-row considered as part of a group of bolt-rows The smaller of 4m 1,25e 2m 0,625e ei The smaller of 2m...
Figure Dimensions emin and m for a bolted angle cleat
6.2.6.7 Beam flange and web in compression 1 The design compression resistance of a beam flange and the adjacent compression zone of the beam web, may be assumed to act at the level of the centre of compression, see 6.2.7. The design compression resistance of the combined beam flange and web is given by the following expression c,flb,Rd Mc,Rd h -f 6.21 h is the depth of the connected beam Mc,Rd is the design moment resistance of the beam cross-section, reduced if necessary to allow for shear,...
Figure Column flange with backing plates
6.2.5 Equivalent T-stub in compression 1 In steel- to-concrete joints, the flange of an equivalent T-stub in compression may be used to model the design resistances for the combination of the following basic components - the steel base plate in bending under the bearing pressure on the foundation, - the concrete and or grout joint material in bearing. 2 The total length leff and the total width beff of an equivalent T-stub should be such that the design compression resistance of the T-stub is...
Iso Gaz
Plain washers- Nominal series- Product grade A Plain washers, chamfered - Normal series - Product grade A Plain washers - Normal series - Product grade C EN ISO 10513 1997 Prevailing torque type all-metal hexagon nuts, style 2, with metric fine pitch thread -Property classes 8, 10 and 12 Reference Standards, Group 5 Welding consumable and welding EN 12345 1998 Welding-Multilingual terms for welded joints with illustrations. September 1998. EN ISO 14555 1995 Welding-Arc stud welding of metallic...
Figure Transverse compression on an unstiffened column
3 The 'column-sway' buckling mode of an unstiffened column web in compression illustrated in Figure 6.7 should normally be prevented by constructional restraints. Figure 6.7 'Column-sway' buckling mode ofan unstiffened web Figure 6.7 'Column-sway' buckling mode ofan unstiffened web 4 Stiffeners or supplementary web plates may be used to increase the design resistance of a column web in transverse compression. 5 Transverse stiffeners or appropriate arrangements of diagonal stiffeners may be...
Tension Member Design
Figure 3.11 Bending moment in a pin Figure 3.11 Bending moment in a pin 1 The provisions in this section apply to weldable structural steels conforming to EN 1993-1-1 and to material thicknesses of 4 mm and over. The provisions also apply to joints in which the mechanical properties of the weld metal are compatible with those of the parent metal, see 4.2. For welds in thinner material reference should be made to EN 1993 part 1.3 and for welds in structural hollow sections in material...
Welded joints between CHS or RHS brace members and channel section chord members
1 Provided that the geometry of the joints is within the range of validity given in Table 7.23, the design resistances of welded joints between hollow section brace members and channel section chord members may be determined using Table 7.24. 2 The secondary moments in the joints caused by their bending stiffness should be taken into account. 3 In a gap type joint, the design axial resistance of the chord cross-section A o,Rd should be determined allowing for the shear force transferred...
Info Jvc
Moments equal and opposite Moments unequal Beam-to-column joint with bolted end-plate connections Stiffness coefficients X, to be taken into account Double sided - Moments equal and opposite Stiffness coefficients k, to be taken into account Double sided - Moments equal and opposite Stiffness coefficients k, to be taken into account 6.3.2 Stiffness coefficients for basic joint components 1 The stiffness coefficients for basic joint component should be determined using the expressions given in...
Info Dec
1 The following symbols are used in this Standard d is the nominal bolt diameter, the diameter of the pin or the diameter of the fastener d0 is the hole diameter for a bolt, a rivet or a pin do,t is the hole size for the tension face, generally the hole diameter, but for horizontally slotted holes the slot length should be used do,v is the hole size for the shear face, generally the hole diameter, but for vertically slotted holes the slot length should be used dc is the clear depth of the...
Info Kap
S 460 N NL S 460 M ML S 460 Q QL QL1 4.5.3.3 Simplified method for design resistance of fillet weld 1 Alternatively to 4.5.3.2 the design resistance of a fillet weld may be assumed to be adequate if, at every point along its length, the resultant of all the forces per unit length transmitted by the weld satisfy the following criterion Fw,Ed is the design value of the weld force per unit length Fw M is the design weld resistance per unit length. 2 Independent of the orientation of the weld...
joints
Eurocode 3 Calcul des structures en acier - Partie 1-8 Eurocode 3 Bemessung und Konstruktion von Stahlbauten Calcul des assemblages - Teil 1-8 Bemessung von Anschl ssen This draft European Standard is submitted to CEN members for formal vote. It has been drawn up by the Technical Committee CEN TC 250. If this draft becomes a European Standard, CEN members are bound to comply with the CEN CENELEC Internal Regulations which stipulate the conditions for giving this European Standard the status of...