Abstract

Industrial portal frames near to other buildings must keep their vertical walls standing in fire in order to prevent fire spread. A recently developed analysis, implemented in the program Vulcan, using a combination of static and dynamic solvers, has shown that the strong base connections recommended by the current design method may not always lead to conservative design. A second-phase failure mechanism observed in numerical modelling, and the critical temperature at which final run-away collapse occurs, may be higher than the temperature at which the roof frame initially loses its stability, because a re-stabilisation often happens. A new method for estimating critical temperatures of portal frames in fire, using these two failure mechanisms, is presented. Numerical tests on typical industrial frames are used to calibrate this new method.

Highlights

  • Calculations to predict the deformation rate and load bearing capacity of concrete structures at high temperatures are often based on material models according to the model of Eurocode 2 (EC2-Model)

  • It has been shown that the recommended model of EC2 does not calculate realistic values of deformations of concrete structures under high temperature, when compared with the results of the Advanced Transient Concrete Model (ATCM), which is based on measured data

  • For calculation of tunnels with concrete with siliceous aggregates, the EC2 Model should be taken with the maximum value of the peak stress strain

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Summary

Introduction

Calculations to predict the deformation rate and load bearing capacity of concrete structures at high temperatures are often based on material models according to the model of Eurocode 2 (EC2-Model). The model is very usable and provides a high level of safety for members under bending and standard fire test conditions. It has not been tested for natural fire conditions which include decreasing temperature conditions. The following investigation describes the potential when using a new transient concrete model. This model considers thermal induced strain with external load or internal restraint load during heating up. A realisation of all components of concrete strain is needed

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