1. School of Civil Engineering, Nanjing Tech University, Nanjing 211816, China 2. School of Building Engineering, Jiangsu Open University, Nanjing 210036, China
The reinforced concrete double-limb thin-walled high piers (RCDTP) and the rocking self-centering double-limb thin-walled high piers (RSDTP) with energy-consuming tie beams were designed and fabricated to explore the swing self-reset system applicable to the double-leg thin-walled high piers of continuous rigid frame bridges in mountainous areas. Quasistatic tests were conducted to study the failure patterns, hysteretic characteristics, skeleton curves, energy dissipation capacity, ductility, residual displacement. Compared with those of the RCDTP piers, the results showed that the setting of energy-consuming tie beam and the design of rocking system could significantly improve the seismic performance and reduce the damage. The ultimate bearing capacity, ductility and energy dissipation capacity of RSDTP piers increased by 51.4%, 12.3% and 42.0% respectively. The residual displacement of the RSDTP piers was reduced by 24%. The prestressing tendons provide the self-centering capacity, effectively control residual displacement and guarantee the post-earthquake repair capacity.
Zhen-yang SHE,Ya-le LI,Xue-hong LI,Xiu-li XU,Jing-kai LIU. Investigation on seismic performance of thin-walled high piers with rocking self-centering double-limb with energy-consuming tie beam. Journal of ZheJiang University (Engineering Science), 2023, 57(5): 977-987.
Fig.1Cross section and elevations view of specimens 0 and 1
Fig.2Schematic diagrams of energy-consuming tie beam damper
Fig.3Quasi-static test loading and device schematic diagram
Fig.4Measuring points and measurement of compression depth schematic diagram
Fig.5Failure modes of specimen 0 under loading displacement of 110 mm
Fig.6Failure modes of specimen 1 under loading displacement of 110 mm
Fig.7Hysteretic curves of specimen 0 and 1
Fig.8Skeleton curves of specimen 0 and 1
Fig.9Equivalent viscons damping coefficient-displacement ductility change cure for specimens 0 and 1
Fig.10Normalized cumulative hysteresis energy dissipation coefficient-displacement ductulity change curve for specimens 0 and 1
Fig.11Residual displacement-horizontal displacement curve of specimen 0 and 1
Fig.12Schematic diagram of bending moment-curvature relationship of specimen 0 and 1
Fig.13Schematic of analytical model of specimen prestress increment
Fig.14Curves of prestress increment in literature
Fig.15Curves of height of compression zone with lateral displacement at column top
Fig.16Comparison curve of prestressed increment after formula correction
Fig.17Comparison of experimental-numerical hysteresis curves with skeleton curves
Fig.18Comparison of hysteresis curve and skeleton curve under different parameters
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