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Temperature Gradients in a Composite Steel-Concrete Road Bridge

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Temperature Gradients in a Composite Steel-Concrete Road Bridge Natural hazards (optimisation of protection, interaction with structures) Temperature gradients in a composite steel-concrete road bridge J. Římal, V. Křístek, V. Kuráž, V. Jelínek, A. Kovářová & J. Zaoralová Faculty of Civil Engineering, Czech Technical University in Prague 1 DESCRIPTION OF THE BRIDGE The composite steel and concrete bridge structure over the Vltava River in Prague, the Barikadniku Bridge, carries six lanes of car traffic of one of the principal arterial roads in the capital of Prague, Fig.1. Each traffic direction is carried by a separate bridge. The structure of the bridge, consisting of two box girders connected by a slab, is continuous, of four spans, viz. 46.4 + 51.1 + 51.75 + 46.1 m; the structure is supported by six piers. The diaphragms are lattice work, sufficiently rigid in their own planes to prevent the deformation of the cross-sectional shape, but entirely flexible perpendicu- larly to this plane; they are not connected to the cantilevers of the cross sections (Fig. 2) and they are placed in the end cross sections of the bridge and above the interior sup- ports (intermediate cross sections are not braced). The structure is composite: the road- way slab is made of concrete, the webs and the lower flanges are made of steel and they are longitudinally and transversely stiffened. Fig. 1 - The Barikadniku Bridge (foto Dhípa Dás) 3ĜtURGQtNDWDVWURI\ RSWLPDOL]DFHRFKUDQ\LQWHUDNFHVHVWDYHEQtPLNRQVWUXNFHPL 117 Natural hazards (optimisation of protection, interaction with structures) 2 MEASUREMENT OF TEMPERATURE GRADIENTS IN THE BRIDGE STRUCTURE The measurement method applied involved the measurement of temperature gradi- ents applying platinum sensors. This method was selected because platinum sensors possess long-term stability of their electrical parameters achieving relatively high meas- urement accuracy. Because of their application on the composite steel and concrete structure, two types of temperature sensors were developed for the measurement pur- poses. Based on commercially available resistance sensors, the following modifications were constructed: • contact sensors for temperature measurement of steel structures • probes for temperature measurement inside concrete. The principal demand for the development of contact sensors was to achieve the op- timum heat transfer between the sensor and the measured structure (steel), while providing maximum thermal insulation of the sensor in relation to the outside environment. The developed sensor had a large contact area of 1260 mm2. The probes for temperature measurements inside concrete were mounted inside the concrete slab to measure the temperature gradient along the height of the slab. In order to reach the highest possible measurement precision, all the sensors were individually calibrated. The whole measurement system was verified in the laboratory. The placement of resistance temperature sensors is shown in Fig.3. Fig. 2 - The Barikadniku Bridge (foto Dhípa Dás) – arrangement of cross-sections 118 3ĜtURGQtNDWDVWURI\ RSWLPDOL]DFHRFKUDQ\LQWHUDNFHVHVWDYHEQtPLNRQVWUXNFHPL Natural hazards (optimisation of protection, interaction with structures) Fig. 3 The Barikadniku Bridge - Scheme of Placing of Temperature Sensors 3 MEASUREMENT RESULTS The results of the measurements are graphically presented in the following page. 3ĜtURGQtNDWDVWURI\ RSWLPDOL]DFHRFKUDQ\LQWHUDNFHVHVWDYHEQtPLNRQVWUXNFHPL 119 Natural hazards (optimisation of protection, interaction with structures) TIME OF MEASUREMENT 16:00 17:00 18:00 19:00 20:00 21:00 22:00 20:00 [°C] TEMPERATURE 19:00 5 4 6 18:00 21:00 17:00 July1981 th 22:00 16:00 26 27 28 29 30 31 32 33 34 35 No. 0 No. No. 3 No. 2 No. 1 BRIDGE - Temperature Gradients BRIDGE11 Gradients - Temperature Ů No.6 No.5 No.4 150 230 760 760 100 240 2000 BARIKÁDNÍK SENSOR - CONCRETE STRUCTURE SENSOR - STEEL STRUCTURE 120 3ĜtURGQtNDWDVWURI\ RSWLPDOL]DFHRFKUDQ\LQWHUDNFHVHVWDYHEQtPLNRQVWUXNFHPL Natural hazards (optimisation of protection, interaction with structures) 4 CONCLUSIONS In designing composite steel and concrete bridge structures, the potential non-uniform warming of the load-bearing bridge cross section due to different thermal conductivity and different thickness of both materials constituting the cross section must be consid- ered. This is given by different insulation characteristics of both structure parts and dif- ferent conditions during the bridge structure cooling by airflow. Furthermore, we must consider some specific circumstances such as geographical altitude at which the bridge was built, the climate conditions, bridge north-south orientation, the road pavement thickness etc. The results of the measurements on the Barikadniku Bridge may be summed up as follows: • the temperature distribution along the thickness of the concrete slab may be considered as linear • the highest temperature difference between concrete and steel in summer is -6.30C or +8.50C respectively. The minus sign indicates that the plate is colder than the girder while plus indicates that the plate is warmer than the girder. ACKNOWLEDGEMENTS This research has been supported by the Grant Agency of the Czech Republic – grants No. 103/09/1149 and 103/08/1677 and the Research Project MSM 6840770005. REFERENCES [1] Římal, J.: Charles Bridge in Prague - Measurements of Temperature Fields. Interna- tional Journal for Restoration of Buildings and Monuments. 2003, vol. 9, no. 6, s. 585-602,1SSN 0947-4498. [2] Římal, J.: Charles Bridge in Prague - Measurement of Moisture Fields. International Journal for Restoration of Buildings and Monuments. 2004, Vol. 10. no. 3, pp. 237-250, ISSN 0947-4498. [3] Římal, J.: Long-term Effects of Temperature Fields on the Durability and Service- ability of the Nusle Bridge in Prague. Proceeding of International Conference, Faculty of Civil Engineering: May 2007, Kosice, Slovak Republic [4] Římal, J.: Charles Bridge in Prague - Temperature Gradients Measurement. Pro- ceedings of International Workshop: Physical and Material Engineering 2005. Prague: Czech Technical University in Prague. 2005, s. 184-187. ISBN 80-01- 03290-6. [5] Římal, J.: Evaluation of Temperature Fields on the Reinforced Concrete Slab in Bridge Structure of Charles Bridge. Proceedings of Workshop 2001. Prague: CTU, 2001, Vol. B, pp. 846-847. ISBN 80-01-02335-4. 3ĜtURGQtNDWDVWURI\ RSWLPDOL]DFHRFKUDQ\LQWHUDNFHVHVWDYHEQtPLNRQVWUXNFHPL 121 Natural hazards (optimisation of protection, interaction with structures) [6] Římal, J.: Prague Loretto - Measurements of Moisture Content in Sculptural Group Material. Acta Polytechnica. 2002, vol. 42, no. 3, s. 48-52. ISSN 1210-2709. [7] Křístek, V.: Theory of Box Girders, Wiley and Sons, New York, Chichester, Bris- bane, Toronto, 1979 [8] Křístek, V., Studnička, J.: Composite Steel-Concrete Structures (Chap. Composite Girders with Deformable Connection), Applied Science Publishers, Elsevier, Lon- don 1988 [9] Falar, R. - Lubas, A. - Foglar, M.: Zkušenosti s přepočty mostů ve Velké Británii, Mosty 2008. Brno: Sekurkon, 2008, s. 114-118. ISBN 978-80-86604-35-0 [10] Bažant, Z.P., Yu, Q., Li, G.-H., Klein, G., Křístek, V.: Excessive Deflections of Record-Span Prestressed Box Girder - Lessons learned from the collapse of the Koror-Babeldaob Bridge in Palau, ACI Concrete International, No.6. June 2010, pp. 4-52 122 3ĜtURGQtNDWDVWURI\ RSWLPDOL]DFHRFKUDQ\LQWHUDNFHVHVWDYHEQtPLNRQVWUXNFHPL .
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