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

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4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS total rotations of CJ-INT reach values greater than 50 mrad both under sagging and hogging bending moment, implying a suitable ductile behaviour for high ductile (class H) structures in seismic applications (Eurocode 8, 2002). CONCRETE STRESS (MPa) 50 45 40 35 30 25 20 15 10 Exterior Complete Joint CJ-EXT 5 0 Loss of resistance 0 25 50 75 100 125 150 ROTATION θ (mrad) Figure 4.25. Concrete stress vs. global rotation in CJ-INT Both the monotonic and the cyclic test were performed. In the monotonic test an imposed displacement load that would produce compression in the concrete slab was selected. The moment vs. plastic rotation of a beam-column assembly, the moment vs. plastic rotation of the composite beam connection, and the shear vs. plastic distortion of the column web panel are shown in the following Figures. The joint behaviour, and in particular the contribution of the concrete slab in compression, is very similar to that obtained for the interior joint CJ-INT. Also in this case, as shown in Figure 4.26, the crushing of the concrete in compression around the column flange brings about the loss of resistance in the global joint response. The same phenomenon is evident in the behaviour of the connection (see Figure 4.27) and in the response of the column web panel (see Figure 4.28), that distortion alone represents more than the 64% of the total joint rotation. The behaviour of the exterior joint during the cyclic test resulted different from that of the interior joint. Under hogging bending moment, the exterior portion of the concrete slab in compression was able to absorb large plastic deformations with formation of evident cracks at an inclination of 45 degree, as shown in Figure 4.29. 133
4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS REACTION MOMENT (kNm) 134 360 320 280 240 200 160 120 80 40 0 0 15 30 45 60 75 90 105 120 135 150 ROTATION φ (mrad) REACTION MOMENT (kNm) 360 300 240 180 120 60 0 -60 -120 -180 -240 -300 -75 -60 -45 -30 -15 0 15 30 45 60 75 ROTATION φ (mrad) Figure 4.26. M-φ diagram of the overall behaviour of the CJ-EXT specimen CONNECTION MOMENT (kNm) 350 325 300 275 250 225 200 175 150 125 100 75 50 25 0 0 5 10 15 20 25 30 35 40 45 50 55 ROTATION θ (mrad) CONNECTION MOMENT (kNm) 350 300 250 200 150 100 50 0 -50 -100 -150 -200 -250 -300 -60 -50 -40 -30 -20 -10 0 10 20 30 40 ROTATION θ (mrad) Figure 4.27. M-θ diagram of composite connection rotation of the CJ-EXT specimen WEB PANEL SHEAR (kN) 800 700 600 500 400 300 200 100 0 0 10 20 30 40 50 60 70 80 90 100 DISTORTION γ (mrad) WEB PANEL SHEAR (kN) 800 600 400 200 0 -200 -400 -600 -800 -20 -15 -10 -5 0 5 10 15 20 25 30 35 DISTORTION γ (mrad) Figure 4.28. V-γ diagram of web panel zone distortion of the CJ-INT specimen
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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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