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

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5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES one of the goals of the InERD Project is to validate experimentally the joint mechanisms providing the shear resistance. Hence, once the presumed Joint Formulation had been derived, we were able to validate it thanks to the experimental data obtained from the tests. The inner joint region behaviour is associated with two modes of failure, i.e. Shear and Bearing Failure and with the two correspondent resisting strengths in shear, Vjoint,sp and Vjoint,hb, where Vjoint,sp is given by the sum of Vjoint,wsp and Vjoint,ccs. The outer part of the joint deals with Shear and Bond Failure and with the associated shear strengths Vjoint,ccf and Vjoint,bf. As a result, the joint inner and outer resistances are evaluated as follows and where Vjoint,inner = min {Vjoint,ps, Vjoint,hb} ( 5.15 ) Vjoint,outer = min {Vjoint,ccf, Vjoint,b} ( 5.16 ) Vjoint,ps = Vjoint,wps + Vjoint,ccs ( 5.17 ) 5.4.1 Strength of the Inner Elements Inner joint behaviour is characterized by two primary modes of failure. Panel shear failure, see Figure 5.14a, is similar to the collapse typically associated with structural steel or reinforced concrete joints; but in composite joints both structural steel and reinforced concrete elements participate. The bearing failure, shown in Figure 5.14b, occurs at a location of high compressive stresses and permits rigid body rotation of the steel column within the concrete beam. (a) (b) Figure 5.14. a) Panel shear failure; b) Bearing failure 197
5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES Steel web panel, as shown in Figure 5.15a, acts similarly in composite and structural steel connections. The web is considered to carry pure shear stress over an effective panel length ds, which is dependent on the location of the stiffeners in the column or on the distribution of horizontal bearing stresses. 198 (a) (b) Figure 5.15. a) Steel web panel mechanism; b) Concrete compression strut mechanism The shear resistance and the moment resistance for the steel web panel are calculated as follows: ds f ym, d , cw Vj , wps = 0,7 ⋅ ⋅ min( Av ; tcw ⋅ 0,8 ds ) + ∆ V j, wps ( 5.18 ) 3 ( ) M V d = ⋅ ⋅ if 0.8 Rd , j, wps j, wps 0.8 s ( ) M V h t Rd , j, wps j, wps c cf A < t ⋅ ⋅ d ( 5.19 ) v cw s = ⋅ − if 0.8 A > t ⋅ ⋅ d ( 5.20 ) v cw s Generally, lateral loads induced by seismic force govern composite connection design. Under seismic loading, the structure dissipates energy trough several cyclic of inelastic response. In steel structure, inelastic response can occur trough plastic hinges, which, preferably, is limited to beam elements. For seismic design,
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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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3. SEISMIC BEHAVIOUR OF BOLTED END
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6. SUMMARY, CONCLUSIONS AND FUTURE
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6. SUMMARY, CONCLUSIONS AND FUTURE
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