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

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Chapter 1 Design of steel structures with Eurocode 3 Fig.1.5: Joint configurations 1.4.2 Connections made with bolts The yield strength fyb and the ultimate tensile strength fub for bolt classes 4.6, 5.6, 6.8, 8.8 and 10.9 are given in Table 1.5. These values should be adopted as characteristic values in design calculations. 10 Bolt class 4.6 5.6 6.8 8.8 10.9 fyb (N/mm 2 ) 240 300 480 640 900 fub (N/mm 2 ) 400 500 600 800 1000 Table 1.5: Nominal values of the yield strength fyb and the ultimate tensile strength fub for bolts 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. 1.4.3 Categories of bolted connections Shear connections Bolted connections loaded in shear should be designed as one of the following: a) Category A: Bearing type In this category bolts from class 4.6 up to and including class 10.9 should be used. No preloading and special provisions for contact surfaces are required. The design ultimate shear load should not exceed the design shear resistance nor the design bearing resistance. b) Category B: Slip-resistant and serviceability limit state In this category preloaded bolts should be used. Slip should not occur at the serviceability limit state. The design serviceability shear load should not exceed the design slip resistance. The design ultimate shear load should not exceed the design shear resistance nor the design bearing resistance. c) Category C: Slip-resistant at ultimate limit state In this category preloaded bolts should be used. Slip should not occur at the ultimate limit state. The design ultimate shear load should not exceed the design slip resistance nor the design bearing resistance. In addition for a connection in tension, the design plastic resistance of the net cross-section at bolt holes Nnet,Rd, (see 6.2 of EN 1993-1-1), should be checked, at the ultimate limit state. The design checks for these connections are summarized in Table 1.6. Tension connections Bolted connection loaded in tension should be designed as one of the following: a) Category D: non-preloaded In this category bolts from class 4.6 up to and including class 10.9 should be used. No preloading is required. This category should not be used where the connections are frequently subjected to variations of tensile loading. However, they may be used in connections designed to resist normal wind loads.
Design of steel structures with Eurocode 3 Chapter 1 b) Category E: preloaded In this category preloaded 8.8 and 10.9 bolts with controlled tightening in conformity with 2.8 Reference Standards: Group 7 should be used. The design checks for these connections are summarized in Table 1.6. Category Criteria Remarks Shear connections A bearing type B slip-resistant at serviceability C slip-resistant at ultimate D non-preloaded E preloaded Fv,Ed ≤ Fv,Rd Fv,Ed ≤ Fb,Rd Fv,Ed.ser ≤ Fs,Rd,ser Fv,Ed ≤ Fv,Rd Fv,Ed ≤ Fb,Rd Fv,Ed ≤ Fs,Rd Fv,Ed ≤ Fb,Rd Fv,Ed ≤ Nnet,Rd Ft,Ed ≤ Ft,Rd Ft,Ed ≤ Bp,Rd Ft,Ed ≤ Ft,Rd Ft,Ed ≤ Bp,Rd Tension connections No preloading required. Bolt classes from 4.6 to 10.9 may be used. Preloaded 8.8 or 10.9 bolts should be used. For slip resistance at serviceability see EN 1993-1-8, 3.9. Preloaded 8.8 or 10.9 bolts should be used. For slip resistance at ultimate see EN 1993- 1-8, 3.9. Nnet,Rd see EN 1993-1-1. No preloading required. Bolt classes from 4.6 to 10.9 may be used. Bp,Rd see Table 1.8. Preloaded 8.8 or 10.9 bolts should be used. Bp,Rd see Table 1.8. The design tensile force Ft,Ed should include any force due to prying action, see EN 1993-1-8, 3.11. Bolts subjected to both shear force and tensile force should also satisfy the criteria given in Table 1.8. Table 1.6: Categories of bolted connections 1.4.4 Positioning of holes for bolts and rivets Minimum and maximum spacing and end and edge distances for bolts and rivets are given in Table 1.7. Distances and spacings, see Figure 1.6 Minimum Maximum 1) 2) 3) Structures made from steels conforming to EN 10025 except steels conforming to EN 10025-5 Steel exposed to the weather or other corrosive influences Steel not exposed to the weather or other corrosive influences Structures made from steels conforming to EN 10025-5 Steel used unprotected End distance e1 1,2d0 4t + 40 mm The larger of 8t or 125 mm Edge distance e2 1,2d0 4t + 40 mm The larger of Distance e3 in slotted holes 1,5d0 4) 8t or 125 mm 11
Page 1: Δθνικό Μεηζόβιο Πο
Page 5: National Technical University of At
Page 9: Μη Γραμμική ΢ηαηικ
Page 12 and 13: 2.3.2 Discretization of contact pai
Page 14: Chapter 1 Design of steel structure
Page 17 and 18: Design of steel structures with Eur
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Page 39 and 40: Finite element modeling with ABAQUS
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4.1 Introduction Chapter 4 Static A
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Static analysis of steel frames Cha
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5.1 Introduction Chapter 5 Dynamic
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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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