Analytical solution of temperature effects of steel-concrete composite girder

LIU Yong-jian; LIU Jiang; ZHANG Ning; FENG Bo-wen; XU Lei

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LIU Yong-jian, LIU Jiang, ZHANG Ning, FENG Bo-wen, XU Lei. Analytical solution of temperature effects of steel-concrete composite girder[J]. Journal of Traffic and Transportation Engineering, 2017, 17(4): 9-19.

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LIU Yong-jian, LIU Jiang, ZHANG Ning, FENG Bo-wen, XU Lei. Analytical solution of temperature effects of steel-concrete composite girder[J]. Journal of Traffic and Transportation Engineering, 2017, 17(4): 9-19.

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Analytical solution of temperature effects of steel-concrete composite girder

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
School of Water Resources and Architectural Engineering, Northwest A & F University, Yangling 712100, Shaanxi, China
3.
Department of Civil and Environmental Engineering, University of Waterloo, Waterloo N2L 3G1, Ontario, Canada

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Author Bio:
LIU Yong-jian(1966-), male, professor, PhD, +86-29-82334577, lyj.chd@gmail.com
Received Date: 2017-03-02
Publish Date: 2017-08-25

Abstract

Abstract

Under the two cases of considering interface slippage or not, the theoretical calculation formulas of steel-concrete composite girder's interface shear force, relative slippage and temperature stress were deduced under arbitrary temperature distribution. The formulas under considering interface slippage were verified by using the finite element simulation. Under the steel-concrete temperature difference pattern (pattern 1), the temperature difference pattern in General Specifications for Design of Highway Bridges and Culverts (JTG D60—2015) (pattern 2) and the temperature difference pattern in British Code BS5400 (pattern 3), the calculation results of temperature effects were compared. Analysis result shows that the interface shear forcedistribution of composite girder calculated by the shear force theoretical formula under considering interface slippage has the same rule with the finite element calculation result, and the maximum shear force deviations under the 3 patterns are 1.15%, 2.65% and 3.41%, respectively. The interface shear force of composite girder obeys hyperbolic cosine function distribution, and the interface slippage obeys hyperbolic sine function distribution. The calculated shear forces under considering interface slippage or not are almost equal, and the maximum deviation is only 1.22%. The maximum deviation of calculated mid-span temperature stress of composite girder is less than 1%. However, the deviation of calculated temperature stress at the end of composite girder is larger. When the temperature difference is 20 ℃ in pattern 3, the temperature tensile stress at concrete slab bottom under considering the slippage is 1.9 times as large as the one under no considering the slippage. The interface temperature effect of composite girder has linear relationship with temperature difference, and its slope is related to the pattern of temperature distribution. The variation rates of interface shear force, interface shear stress and interface slippage are largest in pattern 1, and are 9.138 kN·℃^-1, 0.067 MPa·℃^-1 and 5.263×10^-3 mm·℃^-1, respectively. When the temperature difference is 30 ℃, the variation rates of interface shear force, interface shear stress and interface slippage in pattern 1 are more than 3 times as large as the values in pattern 3. Therefore, no considering the temperature gradient of steel girder can cause the deviations of interface force, relative slippage and temperature stress, and the deviations grow with the increase of temperature difference.
- bridge engineering,
- steel-concrete composite girder,
- temperature effect,
- temperature distribution pattern,
- interface shear force,
- relative slippage

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References

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