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

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Chapter 1 Design of steel structures with Eurocode 3 Key: 18 Kb is the mean value of Ib/Lb for all the beams at the top of that storey; Kc is the mean value of Ic/Lc for all the columns in that storey; Ib is the second moment of area of a beam; Ic is the second moment of area of a column; Lb is the span of a beam (center-to-center of columns); Lc is the storey height of a column. Fig. 1.12: Classification of joints by stiffness Classification by strength Nominally pinned joints A nominally pinned joint shall be capable of transmitting the internal forces, without developing significant moments which might adversely affect the members or the structure as a whole. It shall be capable of accepting the resulting rotations under the design loads and may be classified as nominally pinned if its design moment resistance Mj,Rd is not greater than 0,25 times the design moment resistance required for a fullstrength joint, provided that it also has sufficient rotation capacity. Full-strength joints The design resistance of a full strength joint shall be not less than that of the connected members. A joint may be classified as full-strength if it meets the criteria given in Figure 1.13. Partial-strength joints A joint which does not meet the criteria for a full-strength joint or a nominally pinned joint should be classified as a partial-strength joint. a) Top of column b) Within column height Key: M j,Sd M j,Sd Mb,pℓ,Rd is the design plastic moment resistance of a beam Mc,pℓ,Rd is the design plastic moment resistance of a column Fig. 1.13: Full-strength joints Either Mj,Rd ≥ Mb,pℓ,Rd or Mj,Rd ≥ Mc,pℓ,Rd Either Mj,Rd ≥ Mb,pℓ,Rd or Mj,Rd ≥ 2 Mc,pℓ,Rd 1.4.8 Modeling of beam-to-column joints (1) To model the deformational behaviour of a joint, account should be taken of the shear deformation of the web panel and the rotational deformation of the connections. (2) Joint configurations should be designed to resist the internal bending moments Mb1,Ed and Mb2,Ed, normal forces Nb1,Ed and Nb2,Ed and shear forces Vb1,Ed and Vb2,Ed applied to the connections by the connected members, see Figure 1.14.
Design of steel structures with Eurocode 3 Chapter 1 (3) The resulting shear force Vwp,Ed in the web panel should be obtained using: Vwp,Ed = (Mb1,Ed – Mb2,Ed) / z – (Vc1,Ed – Vc2,Ed) / 2 where: z is the lever arm (4) To model a joint in a way that closely reproduces the expected behaviour, the web panel in shear and each of the connections should be modeled separately, taking account of the internal moments and forces in the members, acting at the periphery of the web panel, see Figure 1.14(a) and Figure 1.15. (5) As a simplified alternative to (4), a single-sided joint configuration may be modeled as a single joint, and a double-sided joint configuration may be modeled as two separate but inter-acting joints, one on each side. As a consequence a double-sided beam-to-column joint configuration has two moment-rotation characteristics, one for the right-hand joint and another for the left-hand joint. (6) In a double-sided, beam-to-column joint each joint should be modeled as a separate rotational spring, as shown in Figure 1.16, in which each spring has a moment-rotation characteristic that takes into account the behaviour of the web panel in shear as well as the influence of the relevant connection. (7) When determining the design moment resistance and rotational stiffness for each of the joints, the possible influence of the web panel in shear should be taken into account by means of the transformation parameters β1 and β2, where: β1 is the value of the transformation parameter β for the right-hand side joint; β2 is the value of the transformation parameter β for the left-hand side joint. (8) Approximate values for β1 and β2 based on the values of the beam moments Mb1,Ed and Mb2,Ed at the periphery of the web panel, see Figure 1.14(a), may be obtained from Table 1.11. (9) As an alternative to (8), more accurate values of β1 and β2 based on the values of the beam moments Mj,b1,Ed and Mj,b2,Ed at the intersection of the member centerlines, may be determined from the simplified model shown in Figure 1.14(b) as follows: β1 = | 1 – Mj,b2,Ed / Mj,b1,Ed | ≤ 2 β2 = | 1 – Mj,b1,Ed / Mj,b2,Ed | ≤ 2 where: Mj,b1,Ed is the moment at the intersection from the right hand beam; Mj,b2,Ed Ed is the moment at the intersection from the left hand beam. (10) In the case of an unstiffened double-sided beam-to-column joint configuration in which the depths of the two beams are not equal, the actual distribution of shear stresses in the column web panel should be taken into account when determining the design moment resistance. a) Values at periphery of web panel b) Values at intersection of members centerlines Fig. 1.14: Forces and moments acting on the joint 19
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
Page 29: Design of steel structures with Eur
Page 37 and 38: 2.1 Solid (continuum) elements Chap
Page 39 and 40: Finite element modeling with ABAQUS
Page 57 and 58: Chapter 3 Static Analysis of Beam-t
Page 59 and 60: Static analysis of beam-to-column j
Page 73 and 74: 4.1 Introduction Chapter 4 Static A
Page 75 and 76: Static analysis of steel frames Cha
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Static analysis of steel frames Cha
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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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