In this research, a low-damage posttensioned rocking solution referred to as dissipative controlled rocking (DCR) connection is proposed for bridge columns supported on monopile foundations. The DCR connection is a low-damage system that replaces the plastic hinge mechanism in a column and aims to minimize and potentially eliminate the repair time and costs after an earthquake. A DCR bridge system combines unbonded posttensioning and replaceable dissipaters to provide self-centering and energy absorption capabilities, respectively. Current research on DCR column systems has focused on the performance of bridge bents founded on a fixed foundation, neglecting soil damping effects. In this research, a one-third scaled bent supported on a monopile with passive soil resistance was tested under quasi-static cyclic loading to validate the lateral seismic response of a DCR bridge bent with the contribution of the soil–foundation–structure interaction. When developing the details for the DCR connection, particular emphasis was made on utilizing conventional construction materials and forms for a low-damage bent that yields a similar construction cost to a monolithic joint. Nevertheless, the proposed DCR connection can be easily and quickly repaired or replaced after a significant seismic event. The performance of the bent was compared against a benchmark structure with an emulative connection type that resembles a monolithic cast-in-place joint. Results from testing suggest a greater performance of the low-damage DCR column. The dynamic response of the DCR column built on a flexible foundation differed from that of a fixed-base structure, which is primarily due to the energy dissipation capability of the flexibly supported structure. Flexibility in the soil foundation increased the structural period of the structure and reduced the seismic response of the DCR column. Damage to the DCR bent was limited to concrete crushing at the rocking interface, which proved to be easily repairable. In contrast, the bent with an emulative connection developed plastic hinging at the bottom of the column, which was nonrepairable. 

Quasi-Static Cyclic Testing of Hybrid Posttensioned Bridge Column Supported on a Monopile Foundation

This research proposes a post-tensioned rocking solution referred to as dissipative controlled rocking (DCR) connection for bridge columns supported on monopile foundations. The DCR connection is a low-damage system that replaces the plastic hinge mechanism in a column and aims to minimise and potentially eliminate the repair time and costs after an earthquake. A DCR bridge system combines unbonded post-tensioning and replaceable dissipaters to provide self-centring and energy absorption capabilities, respectively. In this research, a pier supported on a monopile, scaled to one-third, was tested under quasi-static cyclic loading to validate the lateral seismic response of a DCR bridge column with the contribution of the soil–structure interaction. When developing the details for the DCR connection, particular emphasis was made on utilising conventional construction materials and forms that yield a similar construction cost to traditional cast-in-situ construction. Nevertheless, the proposed DCR connection can be easily and quickly repaired or replaced after a significant seismic event. The performance of the pier was compared against a benchmark structure with an emulative connection type that resembles a monolithic cast-in-place joint. Results from testing suggest a greater better performance of the low-damage DCR column. The dynamic response of the DCR column built on a flexible foundation differed from that of a fixed-base structure, primarily due to the energy dissipation capability of the flexibly supported structure. Flexibility in the soil foundation increased the structural period of the structure and reduced the seismic response of the DCR column. Damage to the DCR column was limited to concrete crushing at the rocking interface, which proved easily repairable. In contrast, the pier with an emulative connection developed plastic hinging at the bottom of the column, which was nonrepairable. 

Quasi-Static Cyclic Testing of Pier-Pile Connection with Replaceable Bars

Abstract This paper investigates an innovative negative‐stiffness device (NSD) that modifies the apparent stiffness of the supported structure for seismic isolation. The NSD comprises a lower base on the bottom and a cap on the top, together with a connecting rod, vertical movable wall, and compressed elastic spring, as well as circumferentially arranged, pretensioned external ropes, and inclined shape memory wires. This configuration can deliver negative stiffness and energy dissipation in any direction within the horizontal plane. A numerical model of the device is developed through a two‐step semirecursive method to obtain the force–displacement characteristic relationship. Such a model is first validated through comparison with the results obtained via the commercial software ADAMS. Finally, a large parametric study is performed to assess the role and the influence of each design variable on the overall response of the proposed device. Useful guidelines are drawn from this analysis to guide the system design and optimization. 

Nonlinear response of a multidirectional negative‐stiffness isolation system via semirecursive multibody dynamic approach

Reinforced concrete, as customarily designed and detailed, and in contrast to structural steel, is essentially a brittle material. The avoidance of brittleness is a prime aim of earthquake resistant design. With care in design and detailing, reinforced concrete structures can be converted from an inherently brittle character to an adequately ductile one for good performance in earthquakes. This paper reviews a rational design procedure for achieving ductility in reinforced concrete structures.

Reinforced concrete seismic design

Adjacent non-coaxial buildings have been widely built owing to complementary functions, while the non-coaxial layout could cause a great torsion effect and seismic-induced damage. This study proposes a negative stiffness-assisted hybrid isolation system and a corresponding earthquake-resilient design methodology to upgrade the multi-performances of the adjacent non-coaxial buildings and linking corridors. The hybrid isolation system includes synthetic employment of various isolators and negative-stiffness amplification systems comprised of nonlinear viscous dampers for adjacent structures, as well as tailored friction bearing for linking corridors. The mechanical property and model of the adjacent non-coaxial buildings are established, based on which a typical case is introduced. Next, the conception of the earthquake-resilient design method and procedure is elaborated, following which the functionality of each component in the hybrid system is investigated. The advantages of the developed hybrid isolation system and design methodology are illustrated by a systematic parametric analysis and time history analysis for the typical case. The results show that the torsional effect can be a dominant problem in non-coaxial adjacent buildings, which can be solved by the flexibly tailored negative stiffness effect produced by the negative stiffness-assisted isolation system. The collaboration within the proposed hybrid isolation system can produce improved isolating and enhanced nonlinear energy dissipation effects on adjacent buildings, simultaneously limiting the isolation displacement without weakening the isolating effect. The optimized friction sliding bearings effectively reduce the relative torsion concentrated on the linking corridors with a maintained function. The hybrid isolation system and earthquake-resilient design can be adopted as a high-efficiency solution to the non-coaxial linked historic buildings with insufficient seismic resistance. 

Seismic resilient design and negative stiffness-assisted nonlinear isolation system for adjacent non-coaxial buildings linked by corridors

Seismic design of buildings in New Zealand follows the principles of ductility and capacity design, targeted at life safety as well as avoidance of building collapse in large earthquake events. The...

Case Studies on the Practical Application of Resilient Building Technologies Applied in New Zealand

Footfall induced vibrations can occur in elevated walking surfaces in structures due to normal human activities such as walking and running. If the vibrations are too high, they can cause occupant discomfort. Being able to reliably estimate the dynamic properties of the supporting structural system is a key part of designing a structure to limit such vibrations. However, currently, methods to assess the floor vibration response in realistic structures is not well known. This paper describes walking tests at an office building in the Christchurch CBD designed for earthquake both before and after fitout to determine properties and response. Sensitivity of floors to vibration response parameters such as the individual’s weight, the walking frequency and the presence of non-structural elements is considered. The results are then compared to numerical analyses which were conducted using OASYS, a commercial footfall analysis package, and SeismoStruct, a frame analysis software package. It was found from experimental tests dimensionless response factors (R-values) were generally less than 5 even for pre fit-out indicating that the floor considered is likely to be comfortable for occupants. The effect of fit-out tended to decrease the R-value by a factor of 1.2, but there was considerable scatter. The numerical OASYS and SeismoStruct models had similar stiffness and damping. However, they tended to estimate R-values greater about 1.0 larger than that found from walking field tests, which could be due to the fact that a larger damping value of the actual floor were calculated. These were 7 % and 10 % for pre fit-out and post fit-out respectively. In addition, in the field walking tests, the frequency range of 1.8-2.2 Hz had a negligible effect on the response. There was generally positive correlation between walker mass and R-value.

Footfall Induced Vibration Response of a Base-Isolated Steel Building

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Case Studies on the Practical Application of Resilient Building Technologies Applied in New Zealand

Footfall Induced Vibration Response of a Base-Isolated Steel Building