The basis of structural design

Monitoring and analysis of thermal effect on tower displacement in cable-stayed bridge

Validation of long-term temperature simulations in a steel-concrete composite girder

Finite element thermo-mechanical analysis of concrete box-girders

Concrete-filled steel tube (CFST) has been widely applied in bridges due to its excellent structural and constructional performance. In CFST bridges, temperature action is not only an important but also a special load that must be considered in bridge design, construction and structural evaluation. This paper presents an overview on current researches of the temperature action and effect of CFST bridges. The historical and spatial characteristics as well as corresponding influencing factors of temperature distributions are summarized, and classifications of temperature actions are also reviewed. Results show that in-depth investigations of the contributions of temperature influencing factors can help to effectively reduce the adverse temperature effects on CFST bridges in the design stage. Due to the lack of long-term measurements and insufficient use of historical meteorological data, research on the representative value along with correlation analysis of CFST temperature actions and meteorological parameters have to be further carried out. In the meanwhile, a decomposition method of temperature distribution is proposed based on structural effects of CFST bridges in this paper. The decomposed temperature actions can be used for more accurate effect calculation than traditional temperature action classification method, especially for CFST truss bridges. At last, specific temperature action patterns still need to be investigated in some of the special problems, such as longitudinal temperature differences along the CFST arch rib and thermal debonding in the CFST interface. Further investigations are required on the accurate simulation of temperature distribution of CFST bridges considering the shading effects of components and terrain.

Temperature action and effect of concrete-filled steel tubular bridges: A review

Validation of Temperature Simulations in a Portal Frame Bridge

Simulation of Thermal Load Distribution in Portal Frame Bridges

Uneven exposure to eg solar radiation can cause temperature differences between various structural parts of a bridge, which leads to tensile stresses if the parts cannot move freely In this study, thermal simulations and stress calculations on a model of a portal frame bridge are performed with the aim of evaluating the temperature difference between the bridge parts It is shown that the temperature difference between parts which is proposed by Eurocode 1 is overestimated, thus the resulting stress distribution being unrealistic Using the design method proposed by Eurocode 1 is therefore likely to exaggerate the required reinforcement in crack width limit design, which in turn would lead to unnecessary costs and environmental impacts Further studies are needed in order to determine proper thermal load values and temperature distributions

Crack widths in base restrained walls subjected to restraint loading

Thermal actions are considered in the design of bridges, as temperature variations can lead to restraint stresses and subsequent cracking. However, load descriptions are in some cases oversimplified or incompatible with modern applications, and background studies are limited. This paper therefore aims to develop a more detailed load description for the load case describing temperature differences between structural parts in bridges, focusing on portal frame bridges. The temperature in portal frame bridges is investigated by performing long-term thermal simulations using weather data from several locations in Sweden, and thereafter performing statistical analyses of the resulting temperature variations over time. The study gives suggestions of both characteristic and quasi-permanent values to be used in design based on the statistical analyses, and also notes a gradual change in temperature between structural parts, which could be considered in the design. The resulting quasi-permanent values are significantly lower than the values given in the Eurocode for temperature differences between structural parts, which, in turn, will lead to smaller and more realistic stress values in bridge design. (Less)

https://www.tandfonline.com/doi/pdf/10.1080/10168664.2019.1632775

Erik Gottsäter

Papers

Validation of Temperature Simulations in a Portal Frame Bridge

Simulation of Thermal Load Distribution in Portal Frame Bridges

Simulation of Thermal Load Distribution in Portal Frame Bridges

Crack widths in base restrained walls subjected to restraint loading

Spatial Temperature Differences in Portal Frame Bridges