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

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4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS REACTION MOMENT (kNm) 350 300 250 200 150 100 50 0 -50 -100 -150 -200 -150-120 -90 -60 -30 0 30 60 90 120 150 ROTATION φ (mrad) -200 -75 -60 -45 -30 -15 0 15 30 45 60 75 ROTATION φ (mrad) Figure 4.21. M-φ diagram of the overall behaviour of the CJ-INT specimen CONNECTION MOMENT (kNm) 350 300 250 200 150 100 50 0 -50 -100 -150 -200 -60 -45 -30 -15 0 15 30 45 60 ROTATION θ (mrad) REACTION MOMENT (kNm) 350 300 250 200 150 100 50 0 -50 -100 -150 -200 -20 -16 -12 -8 -4 0 4 8 12 16 20 ROTATION θ (mrad) Figure 4.22. M-θ diagram of composite connection rotation of the CJ-INT specimen WEB PANEL SHEAR (kN) 1000 900 800 700 600 500 400 300 200 100 0 0 10 20 30 40 50 60 70 80 90 100 DISTORTION γ (mrad) CONNECTION MOMENT (kNm) 350 300 250 200 150 100 50 0 -50 -100 -150 1000 800 600 400 200 0 -200 -400 -600 -800 -1000 -1200 -50 -40 -30 -20 -10 0 10 20 30 40 50 DISTORTION γ (mrad) Figure 4.23. V-γ diagram of web panel zone distortion of the CJ-INT specimen WEB PANEL SHEAR (kN) 131
4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS The monotonic test shows clearly that, at an imposed global plastic rotation equal to 15 mrad (interstorey drift equal to 2%), a marked and sudden loss of moment resistance characterizes the positive branch of the joint behaviour. This is due to the fact that the concrete in the beam-to-column connection zone has been crushed around the column flange, as shown in Figure 4.24. From this point, the behaviour of the joint is similar to that of a composite joint with not-restrained slab (Lee and Lu, 1989; Ryan and Bitar, 2002). The loss of resistance is evident in the diagram of connection response too. 132 Figure 4.24. Crushed concrete in the beam-to-column connection zone around the column flange From the re-assessment of data collection of the strain gauges in the slab and imposing the equilibrium condition between beam and column actions, it was possible to demonstrate that only the mechanism 1 was mobilized to react to the column action. In Figure 4.25 it is possible to underline the correspondence during the test between the maximum strength reached in the concrete slab (38 MPa) and the loss of resistance of the specimen. Due to this unexpected phenomenon the panel zone underwent very large shear distortions, but it did not show any sign of distress. The web panel rotation alone represents more than the 65% of the total joint rotation. Under cyclic loading history, the specimen CJ-INT shows the same properties illustrated in monotonic regime. Moreover, the hysteretic behaviour is characterized by gradual strength degradation with increasing plastic rotation. However, the specimen exhibited considerable reserve of strength and one can observe that
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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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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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