Abstract
During bridge design and assessment, effects of thermal actions are accounted for by means of a uniform temperature variation and temperature difference components. The uniform temperature variations cause changes in length and width of the structure, whereas the temperature difference components primarily cause curvatures and internal stresses. The effects of these strains on the superstructure depend on the structure's articulation and restraint. Design profiles used to model the temperature difference components vary between design codes, which can have a significant effect on the induced curvatures. Thermal data findings obtained from a comprehensive, year-long monitoring programme on Waterloo Bridge in London are examined, which allows comparison of these various models with performance data. The design thermal model in BS EN 1991-1-5 is examined, supplemented by the models from the Aashto and New Zealand codes. The measured uniform bridge temperature generally fell within the stipulated limits of BS EN 1991-1-5; however, at low temperatures the minimum deck temperature may be lower than the design relationship provided. The resultant moments implied from the measured vertical profiles: significantly exceed the worst-case values predicted by the UK model; exceed the Aashto model at different bridge sections; and do not exceed the New Zealand model.
Highlights
This paper presents the thermal data results obtained from a comprehensive, year-long monitoring programme on WaterlooBridge in London, UK
The temperature distribution of the bridge can be regarded as the sum of two components: (a) a uniform temperature component – which determines the expansion and contraction of the bridge longitudinally, and (b) a temperature difference component – these can vary along the depth and width of the bridge, leading to bending and twisting effects, as well as internal stresses
A remote monitoring system was installed on Waterloo Bridge, consisting of 48 temperature sensors and 20 displacement transducers
Summary
This paper presents the thermal data results obtained from a comprehensive, year-long monitoring programme on Waterloo. Thermal monitoring of a concrete bridge in London, UK Nepomuceno, Webb, Bennetts, Tryfonas and Vardanega complemented this with measured data from the Kishwaukee River Bridge, USA, which verified their model. Many of these early works have contributed to the development of design guidance used today. This paper focuses on the measured temperature data and their comparison with international design code models for in-service temperature effects on bridge superstructures. In the TRRL report entitled The Instrumentation of Bridges for the Measurement of Temperature and Movement, Mortlock (1974) described the instrumentation of seven bridges in the UK over a period of 9 years Four of these bridges are composed of concrete superstructures. One of these bridges was the Hammersmith flyover, which has been
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