Nonlinear Static and Dynamic Analysis of Steel Structures with ...

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Chapter 1 Design of steel structures with Eurocode 3 Tension resistance 2) 14 Ft,Rd = k 2 ub s A f M 2 where k2 = 0,63 for countersunk bolt, otherwise k2 = 0,9. Ft,Rd = Punching shear resistance Bp,Rd = 0,6 π dm tp fu / γM2 No check needed Combined shear and tension F F v, Ed v, Rd Ft , Ed 1 , 4 Ft , Rd 1, 0 0, 6 f ur 0 A 1) The bearing resistance Fb,Rd for bolts – in oversized holes is 0,8 times the bearing resistance for bolts in normal holes. – in slotted holes, where the longitudinal axis of the slotted hole is perpendicular to the direction of the force transfer, is 0,6 times the bearing resistance for bolts in round, normal holes. 2) For countersunk bolt: – the bearing resistance Fb,Rd should be based on a plate thickness t equal to the thickness of the connected plate minus half the depth of the countersinking. – for the determination of the tension resistance Ft,Rd the angle and depth of countersinking should conform with 2.8 Reference Standards: Group 4, otherwise the tension resistance Ft,Rd should be adjusted accordingly. 3) When the load on a bolt is not parallel to the edge, the bearing resistance may be verified separately for the bolt load components parallel and normal to the end. Table 1.8: Design resistance for individual fasteners subjected to shear and/or tension
Design of steel structures with Eurocode 3 Chapter 1 1.4.6 Analysis of joints General (1) The effects of the behaviour of the joints on the distribution of internal forces and moments within a structure, and on the overall deformations of the structure, should generally be taken into account, but where these effects are sufficiently small they may be neglected. (2) To identify whether the effects of joint behaviour on the analysis need be taken into account, a distinction may be made between three simplified joint models as follows: – simple, in which the joint may be assumed not to transmit bending moments; – continuous, in which the behaviour of the joint may be assumed to have no effect on the analysis; – semi-continuous, in which the behaviour of the joint needs to be taken into account in the analysis. (3) The appropriate type of joint model should be determined from Table 1.9, depending on the classification of the joint and on the chosen method of analysis. (4) The design moment-rotation characteristic of a joint used in the analysis may be simplified by adopting any appropriate curve, including a linearized approximation (e.g. bi-linear or tri-linear), provided that the approximate curve lies wholly below the design moment-rotation characteristic. Method of global analysis Classification of joints Elastic Nominally pinned Rigid Semi-rigid Rigid-plastic Nominally pinned Full-strength Partial-strength Elastic-plastic Nominally pinned Rigid and fullstrength Semi-rigid and partial strength Semi-rigid and full-strength Rigid and partial-strength Type of joint model Simple Continuous Semi-continuous Table 1.9: Type of joint model Elastic global analysis (1) The joints should be classified according to their rotational stiffness, see 1.4.7. (2) The joints shall have sufficient strength to transmit the forces and moments acting at the joints resulting from the analysis. (3) In the case of a semi-rigid joint, the rotational stiffness Sj corresponding to the bending moment Mj,Ed should generally be used in the analysis. If Mj,Ed does not exceed 2/3 Mj,Rd the initial rotational stiffness Sj,ini may be taken in the global analysis, see Figure 1.10(a). (4) As a simplification to (3), the rotational stiffness may be taken as Sj,ini/ε in the analysis, for all values of the moment Mj,Ed, as shown in Figure 1.10(b), where ε is the stiffness modification coefficient from Table 1.10. (5) For joints connecting H or I sections Sj is given in EN 1993-1-8, 6.3.1. 15
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Chapter 5 Dynamic analysis of steel
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Chapter 5 Conclusions Detailed fin
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[22] L.R.O. de Lima, L. Simoes da S
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