Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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3. SEISMIC BEHAVIOUR OF BOLTED END PLATE BEAM-TO-COLUMN STEEL JOINTS where: E I φ φ s b ≤ ⋅ ( 3.10 ) LbM pl, Rd Mpl,Rd beam plastic moment; Ib moment of inertia of the beam; Lb beam length; Es steel Young modulus. • nominally pinned: it cannot develop significant moments, which might adversely affect members of the structure Numerically we obtain: if 0,5 m 2 φ φ ≤ ≤ ( 3.11 ) if φ ≥ 0,5 m ≤ 0,25 ( 3.12 ) • semi-rigid: a joint, which does not meet the criteria for a rigid joint or a nominally pinned joint, shall be classified as a semi-rigid joint. The aforementioned formulas are represented in the following Figure 3.20. m 1 2/3 0,25 _ φ Rigid Joint 1 2 Semi-rigid Joint Pinned Joint _ φ 0,5 Figure 3.20. Classification of the Joint in accordance with Eurocode 3 According to strength, a joint can be classified as full-strength, partial strength or nominally pinned by comparing its moment resistance with the moment resistances of the connected members. In detail: _ φ 67
3. SEISMIC BEHAVIOUR OF BOLTED END PLATE BEAM-TO-COLUMN STEEL JOINTS Full strength joint: m ≥ 1 ( 3.13 ) Partial strength joint: 0,25 ≤ m ≤ 1 ( 3.14 ) Nominally pinned joint: m ≤ 0,25 ( 3.15 ) Furthermore, all the considered joints can be classified as partial strength joints, as illustrated in Figure 3.21 for the JA1-2 specimen endowed with an end plate thickness of 12 mm and in Figure 3.22 for the JB1-3 specimens endowed with an end plate thickness of 18 mm. 68 M/M pl,Rd 1.2 1 0.8 0.6 0.4 0.2 0 Limit = 35 mrad JA1-2A JA1-2B JA1-2M 0 0.2 0.4 0.6 0.8 1 1.2 φ/(M pl,Rd L b /E s I b ) Figure 3.21. Classification of the JA1-2 Complete Joint for Lb = 8m
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Dipartimento di Ingegneria Meccanic
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UNIVERSITÀ DEGLI STUDI DI TRENTO D
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Ai miei genitori
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INDEX 1 INTRODUCTION...............
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INDEX iii 4.10.3 Results of the PsD
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1.1 Introduction 1 1 INTRODUCTION I
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1. INTRODUCTION imposes precise con
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1. INTRODUCTION joints whilst 2D mo
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7 2 DUCTILITY AND SEISMIC RESPONSE
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2. DUCTILITY AND SEISMIC RESPONSE O
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4. SEISMIC RESPONSE OF PARTIAL-STRE
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5. SEISMIC BEHAVIOUR OF RC COLUMNS
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6. SUMMARY, CONCLUSIONS AND FUTURE
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Analysis and modelling of the seismic behaviour of high ... - Ingegneria

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