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Figure 5.2.7. Installation of (a) column segment S2; (b) column segment S3..142
Figure 5.2.8. Installation of (a) column segment S4; (b) cap beam142
Figure 5.2.9. (a) Post-tensioning; (b) Pressure grouting operation .143
Figure 5.2.10. Column specimen.143
Figure 5.2.11. Distribution of strain gauges (continued) 145
Figure 5.2.11. Distribution of strain gauges..146
Figure 5.2.12. Displacement transducers and inclinometers.146
Figure 5.2.13. Test setup .149
Figure 5.2.14. Specimen prior to testing .149
Figure 5.2.15. Cyclic loading history150
Figure 5.2.16. Earthquake loading history for pseudo-dynamic testing .150
Figure 5.3.1. Specimen C0C at 6% drift: (a) column; (b) joint foundation-S1.154
Figure 5.3.2. Specimen C5C at 6% drift: (a) column; (b) bottom of column 155
Figure 5.3.3. Facture of ED bars in East panel wall of specimen C5C at 6% drift.155
Figure 5.3.4. Specimen C8C at 6% drift: (a) column; (b) joint opening at joint
foundation-S1 and fracture of ED bars in East panel wall..156
Figure 5.3.5. Specimen C5C-1 at 6% drift: (a) column; (b) joint opening at joint
foundation-S1.156
Figure 5.3.6. Damage distribution on column surface of specimen C0C 159
Figure 5.3.7. Damage distribution on surfaces of column of specimen C5C.159
Figure 5.3.8. Damage distribution on column surface of specimen C8C 160
Figure 5.3.9. Damage distribution on column surface of specimen C5C-1 160
Figure 5.3.10 Actual and idealized response curves 163
Figure 5.3.11 Hysteretic behaviors of specimens up to 5% drift ..164
Figure 5.3.12. Hysteretic behaviors of specimens up to 6% drift ..164
Figure 5.3.13. Hysteretic energy dissipation.166
Figure 5.3.14. Specimen C8C and the TAKEDA model for C8C .167
Figure 5.3.15. Hysteretic energy dissipation of specimen C8C and the TAKEDA
model for C8C167
Figure 5.3.16. Residual drift history..168
Figure 5.3.17. Joint opening history..169
Figure 5.3.18. Distribution of rotation increment along the height of the columns..171
Figure 5.3.19. Prestressing force history.173
Figure 5.3.20. Representative results of strains in the ED bars in specimen C5C.176
Figure 5.3.21. Representative results of strains in the ED bars in specimen C8C.177
Figure 5.3.22. Representative results of strains in the ED bars in specimen C5C-1.178
Figure 5.3.23. Representative results of strains in the hoops and longitudinal bars in
specimen C0C181
Figure 5.3.24. Representative results of strains in the hoops and longitudinal bars in
specimen C5C182
Figure 5.3.25. Representative results of strains in the hoops and longitudinal bars in
specimen C8C183
Figure 5.3.26. Representative results of strains in the hoops and longitudinal bars in
specimen C5C-1184
Figure 5.4.1. Specimen C0P at maximum response: (a) first design earthquake; (b)
second design earthquake (continued) ..188
Figure 5.4.1. Specimen C0P at maximum response: (c) maximum probable
earthquake; (d) joint foundation-S1 (East side). ..189
Figure 5.4.2. Specimen C0P after cyclic loading test (East side) 189
Figure 5.4.3. Specimen C5P at maximum response: (a) first design earthquake; (b)
second design earthquake; (c) maximum probable earthquake; (d)
joint foundation-S1 (West side) 190
Figure 5.4.4. Specimen C5P after cyclic loading test (West side) ..191
Figure 5.4.5. Specimen C8P at maximum response: (a) first design earthquake; (b)
second design earthquake (continued) ..191
Figure 5.4.5. Specimen C8P at maximum response: (c) maximum probable