Hernandez et al 2022a - Revision history

Materiales.Compuestos at 13:57, 11 December 2022

2022-12-11T13:57:06Z

Materiales.Compuestos at 13:56, 11 December 2022

2022-12-11T13:56:22Z

Materiales.Compuestos: Materiales.Compuestos moved page Review 348767414083 to Hernandez et al 2022a

2022-06-21T16:34:44Z

Materiales.Compuestos moved page Review 348767414083 to Hernandez et al 2022a

Materiales.Compuestos at 16:26, 21 June 2022

2022-06-21T16:26:21Z

Materiales.Compuestos: Materiales.Compuestos moved page Review 771664656745 to Review 348767414083

2022-06-20T09:43:21Z

Materiales.Compuestos moved page Review 771664656745 to Review 348767414083

Materiales.Compuestos: Materiales.Compuestos moved page Review 201359934359 to Review 771664656745

2022-06-20T09:43:16Z

Materiales.Compuestos moved page Review 201359934359 to Review 771664656745

Materiales.Compuestos: Materiales.Compuestos moved page Draft Compuestos 187464577 to Review 201359934359

2022-06-20T09:43:12Z

Materiales.Compuestos moved page Draft Compuestos 187464577 to Review 201359934359

Materiales.Compuestos: Created page with "
J. Olivera^a,b, M.G. Hernández^c, S. Aparicio^c_, A..."

2022-06-20T09:41:15Z

Created page with " <div class="center" style="width: auto; margin-left: auto; margin-right: auto;"> J. Oliveraa,b, M.G. Hernándezc, S. Aparicioc, A..."

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 The mix proportions of the mortar are shown in Table 1. The mix proportions of the cement-based composite were designed to obtain a similar compressive strength in relation to the aggregates used. The mortar was fabricated and stored in cylindrical mold for 24 hours; and after demolding, it was placed in immersion at 20ºC for 28 days. In this work, the mortar cylinder was fabricated with a diameter of 25mm and length of 64 mm of length. The process to cast and calibration of  the MMCC sensor was similar to  the use in [19].
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 ==='''2.3''' Concrete with MMCC sensor===
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 The elastic properties determined from the longitudinal and transversal velocities are shown in Table 2. The dynamic elasticity modulus at 25ºC is similarly determined from the static tests, if you take into account the relation between static and dynamic modulus, E and E<sub>d</sub>; proposed by Lydon and Balendran, E=0.83E<sub>d</sub> [23].
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 The behaviour of the ultrasonic velocity from the cycle 5 is shown in Figure 6. It can be seen that the velocity measurements follow the F-T cycles, and they increase as the temperature decreases and vice versa. The differences of velocity between the freeze and thawing cycles in the concrete is presented in Figure 6. These differences were calculated at the plateau of the cycles. The maximum velocity corresponds to the  frozen concrete, and the decrement of this parameter indicates that the volume of ice increases progressively along the cycles. During the cycles, the difference between maximum and minimum velocity is constant, which indicates that the concrete is not damaged [16].

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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-<span style="text-align: center; font-size: 75%;">'''Figure 1.''' a) MMCC sensor with an embedded microwire, and. (b) Electronic micrograph of the embedded microwire</span></div>
+<span style="text-align: center; font-size: 75%;">'''Figure 1.''' a) MMCC sensor with an embedded microwire, and. (b) Electronic micrograph of the embedded microwire.</span></div>
 The mix proportions of the mortar are shown in Table 1. The mix proportions of the cement-based composite were designed to obtain a similar compressive strength in relation to the aggregates used. The mortar was fabricated and stored in cylindrical mold for 24 hours; and after demolding, it was placed in immersion at 20ºC for 28 days. In this work, the mortar cylinder was fabricated with a diameter of 25mm and length of 64 mm of length. The process to cast and calibration of  the MMCC sensor was similar to  the use in [19].
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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-<span style="text-align: center; font-size: 75%;">'''Table 1.''' Mix proportions of mortar and concrete.</span></div>
+<span style="text-align: center; font-size: 75%;">'''Table 1.''' Mix proportions of mortar and concrete</span></div>
 ==='''2.3''' Concrete with MMCC sensor===
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 The ultrasonic measurements were made along the specimen and placed in a device that allows constant pressure to be kept along all the cycles,  as shown in Figure 4, to overcome decoupling between transducers and the specimen. These measurements were made in transmission mode with longitudinal wave transducers of 54 kHz frequency. Meanwhile, the temperature in the climatic chamber was measured by means of a commercial sensor, SHT1 from Sensirion Company. Both parameters were measured with a wireless system network, WilTempUS, developed by the research group [24]. This system allows the simultaneous acquisition of two channels for temperature, relative humidity, and generates and receives the A-scan signals.
-<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
+<div class="center" style="width: auto; margin-left: auto; margin-right: auto;">[[File:Draft_Compuestos_187464577-image11.png|centre|600x600px]]<span style="text-align: center; font-size: 75%;">'''Figure 4.'''</span> <span style="text-align: center; font-size: 75%;">Concrete with strain gauges and ultrasonic transducer, placed in climatic chamber.</span></div>
- [[Image:Draft_Compuestos_187464577-image11.png|600px]] <span style="text-align: center; font-size: 75%;">'''Figure 4.'''</span> <span style="text-align: center; font-size: 75%;">Concrete with strain gauges and ultrasonic transducer, placed in climatic chamber.</span></div>
 The ultrasonic velocity (V) was determined by the travelling time of the ultrasonic pulses in the specimen (t), the thickness (d = 300 mm) considered constant along all cycles and the reference travelling time (t<sub>0</sub>) in order to calibrate the ultrasonic acquisition system using a referenced aluminium specimen:
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 The temperature behaviour inside the concrete specimens (T<sub>in</sub>) and the ambient conditions (T<sub>out</sub>) in the climatic chamber along all F-T cycles is represented in Figure 5. The two first cycles were slower, after 24 hours, and to achieve that the temperature in the interior of concrete was equal to external temperature. In the rest of cycles it can be observed that the internal temperature is quite different to the ambient in the climatic chamber, this behaviour is more accentuated in the thawing stage. During the freeze stages, several peaks are observed in the curve of external temperature that correspond to the defrost process of the climatic chamber. This behaviour is not observed in the internal temperature. In the cycle 25, a discontinuity is observed due to a problem with the monitoring system. The blue lines on x-axis shown in Figure 5 points to the selected cycles, to study the comparative behaviour of strain gauges and the MMCC sensor.
+[[File:Draft_Compuestos_187464577-image13.png|centre|600x600px]]
-[[Image:Draft_Compuestos_187464577-image13.png|600px]]
 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-<span style="text-align: center; font-size: 75%;">'''Table 2. '''Elastic properties of concrete.</span></div>
+<span style="text-align: center; font-size: 75%;">'''Table 2. '''Elastic properties of concrete</span></div>
 The behaviour of the ultrasonic velocity from the cycle 5 is shown in Figure 6. It can be seen that the velocity measurements follow the F-T cycles, and they increase as the temperature decreases and vice versa. The differences of velocity between the freeze and thawing cycles in the concrete is presented in Figure 6. These differences were calculated at the plateau of the cycles. The maximum velocity corresponds to the  frozen concrete, and the decrement of this parameter indicates that the volume of ice increases progressively along the cycles. During the cycles, the difference between maximum and minimum velocity is constant, which indicates that the concrete is not damaged [16].
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 The behavior of external strains determined by the strain gauges as a function of internal and external temperature is represented in Figure 7. In both cases the behavior is similar, and the compressive strains under F-T cycles decreases at lower temperatures. Figure 8 shows a clear  hysteresis on the F-T cycles, and the hysteresis increases between the freeze and melting and between the first and last F-T cycles.  The climate chamber and specimen don’t take the same values of temperature at the same time. The obtained strains by the F-T cycles are similar until cycle 19, however cycle 28 shows that the deformations are not recovered completely, which indicates a generation of residual strains. The same slope of the hysteresis cycles in Figure 8b shows that the coefficient of thermal expansion reaches almost the same value during the FTC cycles, which indicates that the concrete is not damaged.
+[[File:Draft_Compuestos_187464577-image15.png|centre|600x600px]]
-[[Image:Draft_Compuestos_187464577-image15.png|600px]]
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 The variations of the amplitude of the peak from microwires versus temperature are very linear and anhysteretic, with respect to the internal temperature, as shown in Figure 9a. The behaviour of the determined strain by MMCC during the first cycle agrees with the obtained results by strain gauges (see Figure 7), i.e., a higher deformation in long cycle. During the short cycles, a residual strain is observed in Figure 9, but it is smaller than the measured by the strain gauges and after 19 cycle remains constant.
+[[File:Draft_Compuestos_187464577-image17.png|centre|600x600px]]
-[[Image:Draft_Compuestos_187464577-image17.png|600px]]
 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">

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 ==1 Introduction==
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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-<span style="text-align: center; font-size: 75%;">'''Figure 3. '''(a) Long F-T cycles. (b) Short F-T cycles</span></div>
+<span style="text-align: center; font-size: 75%;">'''Figure 3. '''(a) Long F-T cycles. (b) Short F-T cycles.</span></div>
 ====2.1.1 Monitoring during the Freeze-Thaw cycles====
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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-  [[Image:Draft_Compuestos_187464577-image11.png|600px]] <span style="text-align: center; font-size: 75%;">'''Figure 4.'''</span> <span style="text-align: center; font-size: 75%;">Concrete with strain gauges and ultrasonic transducer, placed in climatic chamber</span></div>
+  [[Image:Draft_Compuestos_187464577-image11.png|600px]] <span style="text-align: center; font-size: 75%;">'''Figure 4.'''</span> <span style="text-align: center; font-size: 75%;">Concrete with strain gauges and ultrasonic transducer, placed in climatic chamber.</span></div>
 The ultrasonic velocity (V) was determined by the travelling time of the ultrasonic pulses in the specimen (t), the thickness (d = 300 mm) considered constant along all cycles and the reference travelling time (t<sub>0</sub>) in order to calibrate the ultrasonic acquisition system using a referenced aluminium specimen:
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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-<span style="text-align: center; font-size: 75%;">'''Figure 5. '''T<sub>in</sub>, T<sub>out</sub>temperatures along cycles</span></div>
+<span style="text-align: center; font-size: 75%;">'''Figure 5. '''T<sub>in</sub>, T<sub>out</sub>temperatures along cycles.</span></div>
 ==='''3.3''' Results of the ultrasonic measurements===
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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-<span style="text-align: center; font-size: 75%;">'''Table 2. '''Elastic properties of concrete</span></div>
+<span style="text-align: center; font-size: 75%;">'''Table 2. '''Elastic properties of concrete.</span></div>
 The behaviour of the ultrasonic velocity from the cycle 5 is shown in Figure 6. It can be seen that the velocity measurements follow the F-T cycles, and they increase as the temperature decreases and vice versa. The differences of velocity between the freeze and thawing cycles in the concrete is presented in Figure 6. These differences were calculated at the plateau of the cycles. The maximum velocity corresponds to the  frozen concrete, and the decrement of this parameter indicates that the volume of ice increases progressively along the cycles. During the cycles, the difference between maximum and minimum velocity is constant, which indicates that the concrete is not damaged [16].
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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-<span style="text-align: center; font-size: 75%;">'''Figure 8. '''The effect of temperature work range on amplitude and position of switching field for the amorphous microwire  </span></div>
+<span style="text-align: center; font-size: 75%;">'''Figure 8. '''The effect of temperature work range on amplitude and position of switching field for the amorphous microwire.  </span></div>
 ====3.5.2 3.5.2 Measurements of MMCC along the F-T cycles====
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 <div class="center" style="width: auto; margin-left: auto; margin-right: auto;">
-<span style="text-align: center; font-size: 75%;">'''Figure 9. '''Variation of amplitude (a) and maximum position (b) of SF with the internal temperature</span></div>
+<span style="text-align: center; font-size: 75%;">'''Figure 9. '''Variation of amplitude (a) and maximum position (b) of SF with the internal temperature.</span></div>
 ==4 <br/>Conclusions==

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