Investigation on the temperature of the asphalt-concrete facing of embankment dams

Adam, Karel; Říha, Jaromír; Špano, Miroslav

doi:10.1016/j.ijprt.2016.01.006

Cited by 11 publications

(7 citation statements)

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“…A lower temperature variation during long-term monitoring excludes the presence of a significant seepage path, while a larger seasonal variation may be a sign of seepage within the embankment [ 46 ]. The influence of air temperature is considerable only for the depth of a few meters [ 50 ]. Even the seasonal variation of air temperature affects the temperature of the embankment dam for the depths shallower than 10–15 m [ 7 , 10 , 51 ].…”

Section: Seepage Detection Techniques From the Temperature Measurementioning

confidence: 99%

A Review of Measurement Calibration and Interpretation for Seepage Monitoring by Optical Fiber Distributed Temperature Sensors

Ghafoori

Vidmar

Říha

et al. 2020

Sensors

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Seepage flow through embankment dams and their sub-base is a crucial safety concern that can initiate internal erosion of the structure. The thermometric method of seepage monitoring employs the study of heat transfer characteristics in the soils, as the temperature distribution in earth-filled structures can be influenced by the presence of seepage. Thus, continuous temperature measurements can allow detection of seepage flows. With the recent advances in optical fiber temperature sensor technology, accurate and fast temperature measurements, with relatively high spatial resolution, have been made possible using optical fiber distributed temperature sensors (DTSs). As with any sensor system, to obtain a precise temperature, the DTS measurements need to be calibrated. DTS systems automatically calibrate the measurements using an internal thermometer and reference section. Additionally, manual calibration techniques have been developed which are discussed in this paper. The temperature data do not provide any direct information about the seepage, and this requires further processing and analysis. Several methods have been developed to interpret the temperature data for the localization of the seepage and in some cases to estimate the seepage quantity. An efficient DTS application in seepage monitoring strongly depends on the following factors: installation approach, calibration technique, along with temperature data interpretation and post-processing. This paper reviews the different techniques for calibration of DTS measurements as well as the methods of interpretation of the temperature data.

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Section: Seepage Detection Techniques From the Temperature Measurementioning

confidence: 99%

A Review of Measurement Calibration and Interpretation for Seepage Monitoring by Optical Fiber Distributed Temperature Sensors

Ghafoori

Vidmar

Říha

et al. 2020

Sensors

Self Cite

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“…Xue et al [27] clearly reveal that the temperature of some mountains in winter where embankment dams are located could be lower than −20 °C and the results from Adam [28] show that the temperature range of asphalt concrete facing of embankment dams could reach −12 °C-45 °C by the means of the temperature monitoring of the asphalt concrete facing of a Dlouble Strane (Loucna nad Desnou, Czech Republic) pumped storage hydroelectric plant. According to the "Test code for hydraulic asphalt concrete" (DL/T 5362-2018) [23] as well as the consideration of the actual temperature range of asphalt core rockfill dams revealed in references mentioned above [27,28], four temperatures are set, including −20 °C, 0 °C, 25 °C and 45 According to "Standard Test Methods of Bitumen and Bituminous Mixtures for Highway Engineering" (JTG E20-2011) [24] and related literature on the dynamic behaviors of asphalt concrete at various temperatures [1,9], the samples in the uniaxial compression tests are usually cylinders and prisms. The test results exhibited in the conference show that the effects of geometry do not affect the stress-strain behaviors of asphalt concrete under uniaxial compression [25].…”

Section: Loading Conditionsmentioning

confidence: 99%

“…Xue et al [27] clearly reveal that the temperature of some mountains in winter where embankment dams are located could be lower than −20 • C and the results from Adam [28] show that the temperature range of asphalt concrete facing of embankment dams could reach −12 • C-45 • C by the means of the temperature monitoring of the asphalt concrete facing of a Dlouble Strane (Loucna nad Desnou, Czech Republic) pumped storage hydroelectric plant. According to the "Test code for hydraulic asphalt concrete" (DL/T 5362-2018) [23] as well as the consideration of the actual temperature range of asphalt core rockfill dams revealed in references mentioned above [27,28], four temperatures are set, including −20 • C, 0 • C, 25 • C and 45 • C. Depending on the method in reference [27], these specimens selected for low-temperature tests are placed in the industrial refrigerators for 48 h at −20 • C and 0 • C, respectively, to ensure that the specimens reach the set temperature and are fully uniform in temperature. At the same time, these specimens for high-temperature tests are placed in the oven for 48 h at 45 • C to ensure that the specimens reach the set temperature and are fully uniform in temperature while the specimens for room temperature tests (25 • C) are placed indoors for 48 h. All specimens used in the paper are then immediately taken out to complete required tests.…”

Section: Loading Conditionsmentioning

confidence: 99%

“…The test temperature range should be set to illustrate the temperature effect on the compressive dynamic behaviors of hydraulic asphalt concrete. Xue et al [ 27 ] clearly reveal that the temperature of some mountains in winter where embankment dams are located could be lower than −20 °C and the results from Adam [ 28 ] show that the temperature range of asphalt concrete facing of embankment dams could reach −12 °C–45 °C by the means of the temperature monitoring of the asphalt concrete facing of a Dlouble Strane (Loucna nad Desnou, Czech Republic) pumped storage hydroelectric plant. According to the “Test code for hydraulic asphalt concrete” (DL/T 5362-2018) [ 23 ] as well as the consideration of the actual temperature range of asphalt core rockfill dams revealed in references mentioned above [ 27 , 28 ], four temperatures are set, including −20 °C, 0 °C, 25 °C and 45 °C.…”

Section: Experimental Programmentioning

confidence: 99%

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Uniaxial Dynamic Compressive Behaviors of Hydraulic Asphalt Concrete under the Coupling Effect between Temperature and Strain Rate

Tang

Liu

et al. 2020

Materials

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To investigate the compressive dynamic properties of hydraulic asphalt concrete under various temperatures, four temperatures and four strain rates have been set to perform the uniaxial compression experiments using hydraulic servo machine in this paper. The influence of temperature and strain rate on the failure modes, stress-strain curves and mechanical characteristic parameters of hydraulic asphalt concrete is analyzed and the results reveal that the failure modes and stress-strain curves have significant temperature effect. When the temperature is between −20 °C and 0 °C, the failure mode is dominated by brittle failure of asphalt binder, and hydraulic asphalt concrete shows obvious strain softening. With the addition of temperature, the failure modes of specimens are transferred from brittle failure to ductile failure since the asphalt changes from elastic-brittleness to viscoelasticity. Influenced by temperature effect, the compressive stress-strain curves of hydraulic asphalt concrete show strain hardening while the peak stress of hydraulic asphalt concrete is obviously decreased, and the variation coefficient of peak stress has a power relation with temperature. With successive increases in strain rate, the stress-strain curves of hydraulic asphalt concrete gradually are transferred from strain hardening to strain softening. The peak stress and stiffness modulus of specimens under compression gradually increase, and the dynamic increase factor of peak stress is linearly related with the logarithm value of strain rate after dimensionless treatment. In terms of the quantitative analysis of the experimental data, two relationship models of the coupling effect between temperature and strain rate are proposed. The proposed models have good applicability to the quantitative analysis of the experimental results in the manuscript. This paper offers important insights into the application and development of hydraulic asphalt concrete in hydraulic engineering.

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“…Le profil de température dans le masque est donc de la forme T(z,t). La propagation de la chaleur dans le masque de diffusivité thermique a (1), sera décrite par l'équation de la chaleur (2) (Belghazi, 2008 ;Ghouilem, 2014Adam et al, 2016 :…”

Section: Modèle Mathématiqueunclassified

Modélisation d'un masque en béton bitumineux (brut et protégé) sous sollicitations thermiques en régime transitoire. cas du masque de barrage Ghrib (Ain Defla, Algérie)

et al. 2020

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Le masque en béton bitumineux est l'un des organes les plus utilisés pour l'étanchéité des barrages en remblai. Le parement en béton bitumineux est, en particulier dans le cas des installations de stockage par pompage hydroélectriques, sont souvent très exposé à des fluctuations importantes de température, qui sont causées par la radiation solaire, la variation du niveau d'eau dans le réservoir, par le gel dans la saison d'hiver, ainsi que la vitesse et la direction du vent, sans oublier les précipitations. Pour mieux expliquer le phénomène de transfert de chaleur, il est nécessaire de connaître les variations de température dans les différentes couches du masque en béton bitumineux. Ce travail décrit la mesure de la température dans le masque en béton bitumineux (brut et avec protection) du barrage Ghrib (Ain Defla, Algérie) et son évaluation à l'aide d'un modèle numérique du transfert de chaleur dans le parement en béton bitumineux en utilisant le logiciel Fluent. Dans un premier temps une validation du modèle par comparaison avec des mesures expérimentales, dans le cas d'une variation journalière de température ambiante, La comparaison des résultats du calcul du modèle numérique avec les mesures réelles montre une excellente ressemblance. Nous simulons ensuite la pose d'une protection thermique en ajoutons une couche convective en béton poreux. Les résultats de cette simulation montrent que le transfert de chaleur par convection possède le potentiel de développer une différence de température significative entre les parties inférieure et supérieure du masque, et aussi que l'ajout de cette couche permet d'amortir le pic de température et le réduire à 12,31 °C, ceci de 9 h jusqu'à 15 h au moment où la chaleur est très élevée, ce qui est significatif pour notre masque, où les températures atteignant leurs valeurs maximales (49 °C).

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Investigation on the temperature of the asphalt-concrete facing of embankment dams

Cited by 11 publications

References 0 publications

A Review of Measurement Calibration and Interpretation for Seepage Monitoring by Optical Fiber Distributed Temperature Sensors

A Review of Measurement Calibration and Interpretation for Seepage Monitoring by Optical Fiber Distributed Temperature Sensors

Uniaxial Dynamic Compressive Behaviors of Hydraulic Asphalt Concrete under the Coupling Effect between Temperature and Strain Rate

Modélisation d'un masque en béton bitumineux (brut et protégé) sous sollicitations thermiques en régime transitoire. cas du masque de barrage Ghrib (Ain Defla, Algérie)

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