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

More documents

Recommendations

Info

4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS damage has occurred. Basing on the numerical results taken out from IDA and from the Pushover analysis, the value of PGA employed for the 20% Earthquake was estimated at 0.25g. 3. The 100% earthquake PsD test was conducted by applying the input earthquake. So as provided by EC8, the minimum capacity in terms of plastic rotation of the beam-to-column joints is equal to 35 mrad. For the estimation of the PGA at the Ultimate Limit State, this last parameter was so considered. From IDA and Pushover analysis the value of acceleration equal to 1.4g was taken out. As a result, a significant amount of damage is inflicted to the structures. As a matter of fact, an artificial accelerogram will provide more large inelastic cycles for observation, but may damage the structure too much before the cyclic test. 4. For the Near to Collapse test, the values of PGA - equal to 1.8g - were calculated. 5. A final cyclic test is conducted according to the ECCS 45 (1986) procedure to study a severe amount of damage in the members and connections in a controlled and systematic way, which is not possible by means of earthquake PsD tests. 4.10.1 Testing apparatus and instrumentation Four actuators are needed (two for each storey) together with the relevant exterior digital transducers (see Figure 4.52 and Figure 4.53). For the measurement of the rotation capacity of the joints and the deformation of the structural element (composite beam, partially encased column and connection) inclinometers, strain gages and LVDTs will be used. 3500 3500 Distributing frame 7000 Figure 4.52.Lateral view of the 3D frame Hydraulic jacks Reaction wall 5000 161
4. SEISMIC RESPONSE OF PARTIAL-STRENGTH COMPOSITE JOINTS 162 Transducers 3000 3000 Distributing frame Figure 4.53. Plan view of the frame Hydraulic jack Hydraulic jack Reaction wall Only two of the frames of the test structure, then referred to as exterior and interior ones, were instrumented. Moreover, the interior and the exterior frames were characterized by two different instruments arrangement. The locations of the aforementioned instruments in the exterior and interior frame are shown in Figure 4.54 and Figure 4.55. inc-a tr125-a tr125-c tr250-a tr125-b tr250-b inc-b inc-c tr125-d Figure 4.54. Exterior beam-to-column joint measurement equipment
Page 1 and 2:
Dipartimento di Ingegneria Meccanic
Page 3 and 4:
UNIVERSITÀ DEGLI STUDI DI TRENTO D
Page 6:
Ai miei genitori
Page 10 and 11:
INDEX 1 INTRODUCTION...............
Page 12 and 13:
INDEX iii 4.10.3 Results of the PsD
Page 14 and 15:
1.1 Introduction 1 1 INTRODUCTION I
Page 16 and 17:
1. INTRODUCTION imposes precise con
Page 18 and 19:
1. INTRODUCTION joints whilst 2D mo
Page 20 and 21:
7 2 DUCTILITY AND SEISMIC RESPONSE
Page 22 and 23:
2. DUCTILITY AND SEISMIC RESPONSE O
Page 24 and 25:
Page 26 and 27:
Page 28 and 29:
Page 30 and 31:
Page 32 and 33:
Page 34 and 35:
Page 36 and 37:
Page 38 and 39:
Page 40 and 41:
Page 42 and 43:
Page 44 and 45:
Page 46 and 47:
Page 48 and 49:
Page 50 and 51:
Page 52 and 53:
Page 54 and 55:
3. SEISMIC BEHAVIOUR OF BOLTED END
Page 56 and 57:
Page 58 and 59:
Page 60 and 61:
Page 62 and 63:
Page 64 and 65:
Page 66 and 67:
Page 68 and 69:
Page 70 and 71:
Page 72 and 73:
Page 74 and 75:
Page 76 and 77:
Page 78 and 79:
Page 80 and 81:
Page 82 and 83:
Page 84 and 85:
Page 86 and 87:
Page 88 and 89:
Page 90 and 91:
Page 92 and 93:
Page 94 and 95:
Page 96 and 97:
Page 98 and 99:
Page 100 and 101:
Page 102 and 103:
Page 104 and 105:
Page 106 and 107:
Page 108 and 109:
Page 110 and 111:
Page 112 and 113:
Page 114 and 115:
4. SEISMIC RESPONSE OF PARTIAL-STRE
Page 116 and 117:
Page 118 and 119:
Page 120 and 121:
Page 122 and 123:
Page 124 and 125: 4. SEISMIC RESPONSE OF PARTIAL-STRE
Page 188 and 189: 5. SEISMIC BEHAVIOUR OF RC COLUMNS
Page 224 and 225:
5. SEISMIC BEHAVIOUR OF RC COLUMNS
Page 226 and 227:
Page 228 and 229:
Page 230 and 231:
Page 232 and 233:
Page 234 and 235:
Page 236 and 237:
Page 238 and 239:
Page 240 and 241:
Page 242 and 243:
Page 244 and 245:
Page 246 and 247:
Page 248 and 249:
Page 250 and 251:
Page 252 and 253:
Page 254 and 255:
Page 256 and 257:
Page 258 and 259:
6. SUMMARY, CONCLUSIONS AND FUTURE
Page 260 and 261:
Page 262:
show all

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

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?