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

More documents

Recommendations

Info

5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES • Linear strain gauges SG-1 to 10 stuck on the steel profiles as shown in Figure 5.24. By means of this measurement it is possible to understand when the joint force transfer mechanism is activated in the portion of the steel profile. This mechanism represents the shear force carried by the steel column web behaving in an elastic-plastic regime. SG-7-8-9-10 SG-1 SG-2 SG-3 SG-4 SG-5 SG-6 Figure 5.24. Interior strain gauges located in the steel profile • Linear strain gauges SG-11 to 22 on the reinforcing bars and on the stirrups of the column as shown in Figure 5.25. By means of these measurements it is possible to understand when the force transfer mechanism is activated in the concrete portion of the joint. REBARS SG-13 SG-11 SG-14 SG-12 SG-15 SG-22 SG-21 (a) (b) SG-4 SG-5 SG-6 SG-20 SG-19 Figure 5.25. Interior strain gauges located (a) in the rebars and (b) in the stirrups of the concrete column SG-18 SG-17 SG-16 215
5. SEISMIC BEHAVIOUR OF RC COLUMNS EMBEDDING STEEL PROFILES • Strain gauges SG-23 to 26 on the reinforcing bars of the beam as shown at 216 Figure 5.26. All strain gauges are linear strain gauges. By means of these measurements, coupled with those recorded by the Ω−transducer, it is possible to obtain information about the deformation of the beam section in the closeness of the joint during the test; and then, to reproduce the bending moment acting in the joint. SG-23-24 SG-25-26 Figure 5.26. Interior strain gauges located in the rebars of the concrete beam 5.5.5 Test procedure and loading history The choice of a testing program and associated loading history depends on the purpose of the experiment, type of test specimen, and type of expected failure mode. The following testing procedures are intended as a reference, to produce an adequate and, as much as possible, a unified way to carry out tests in order to characterize the structural behaviour of structural component substructures. The ECCS Procedure (1986) should help to verify the common design relationship between a pseudo-static horizontal force and a specified ductility or displacement given by Codes and Recommendations, such as, for instance the ECCS Recommendations for Steel Structures in Seismic Zones. This procedure has been chosen to set forward the characteristics of the element in that peculiar context. The complete definition of the test also requires data on the combination of seismic and non-seismic loads. The testing procedure may include preliminary classical monotonic displacement increase tests or obviate them. In the first case, it is called complete testing procedure; in the opposite case, it is called short testing procedure. From the F-e curve recorded during the monotonic test, the + conventional limit of elastic range Fy and the corresponding displacement ey may be deduced. In the present study case, Fy and ey are not known at the beginning of
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:
Page 126 and 127:
Page 128 and 129:
Page 130 and 131:
Page 132 and 133:
Page 134 and 135:
Page 136 and 137:
Page 138 and 139:
Page 140 and 141:
Page 142 and 143:
Page 144 and 145:
Page 146 and 147:
Page 148 and 149:
Page 150 and 151:
Page 152 and 153:
Page 154 and 155:
Page 156 and 157:
Page 158 and 159:
Page 160 and 161:
Page 162 and 163:
Page 164 and 165:
Page 166 and 167:
Page 168 and 169:
Page 170 and 171:
Page 172 and 173:
Page 174 and 175:
Page 176 and 177:
Page 178 and 179: 4. SEISMIC RESPONSE OF PARTIAL-STRE
Page 188 and 189: 5. SEISMIC BEHAVIOUR OF RC COLUMNS
Page 258 and 259: 6. SUMMARY, CONCLUSIONS AND FUTURE
Page 260 and 261: 6. SUMMARY, CONCLUSIONS AND FUTURE
Page 262: 6. SUMMARY, CONCLUSIONS AND FUTURE
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?