# Experimental Investigation of the Relationship between the P-Wave Velocity and the Mechanical Properties of Damaged Sandstone

Authors: Qi-Le Ding; Shuai-Bing Song
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

To obtain an improved and more accurate understanding of the relationship between the P-wave velocity and the mechanical properties of damaged sandstone, uniaxial compression tests were performed on sandstone subjected to different high-temperature treatments or freeze-thaw (F-T) cycles. After high-temperature treatment, the tests showed a generally positive relationship between the P-wave velocity and mechanical characteristics, although there were many exceptions. The mechanical properties showed significant differences for a given P-wave velocity. Based on the mechanical tests after the F-T cycles, the mechanical properties and P-wave velocities exhibited different trends. The UCS and Young’s modulus values slightly decreased after 30, 40, and 50 cycles, whereas both an increase and a decrease occurred in the P-wave velocity. The UCS, Young’s modulus, and P-wave velocity represent different macrobehaviors of rock properties. A statistical relationship exists between the P-wave velocity and mechanical properties, such as the UCS and Young’s modulus, but no mechanical relationship exists. Further attention should be given to using the P-wave velocity to estimate and predict the mechanical properties of rock.


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## Body

## 1. Introduction

High-temperature treatments and freeze-thaw (F-T) cycles are important factors that can degrade physical and mechanical properties. Rock masses involved in the underground storage of petroleum and natural gas, the utilization of geothermal resources, and the disposal of radioactive nuclear waste undergo high-temperature processes [1, 2]. Najafi et al. [3] demonstrated that rocks in the vicinity of an underground coal gasification panel were subjected to temperatures that exceeded 1,000°C. Many scholars have obtained valuable research results regarding the physical and mechanical properties of rocks after high-temperature treatments [4–11]. Ferrero and Marini [12] investigated the density of cracks in rocks via microscopic analysis and found that new fractures and cracks increased the porosity. Additionally, the strength, deformation characteristics, and failure modes of sandstone, limestone, and marble subjected to high-temperature treatments have been studied extensively [13–15].Another factor that causes damage in a rock mass is F-T cycling, which is a deterioration process that frequently occurs in cold climates [16–18]. When water freezes, its volume increases, generating microcracks and inducing stress concentrations in the rock [19]. When the rock thaws, water flows through the micropores and causes the original fractures to expand [20–22]. Previous studies have examined the effects of F-T cycling on the properties of natural rocks, such as the strength, compressibility, porosity, pore size distribution, permeability, and mineral content [23–29].In engineering projects that involve high-temperature treatments or F-T cycling, the mechanical behavior of the rock must be determined to predict its stability. In the past, data were obtained through destructive experiments, such as uniaxial and triaxial tests. However, a number of nondestructive evaluation methods that can determine the preservation state and cause no damage to the rock elements are currently being used [30]. Ultrasonic measurement is one of the most important nondestructive methods applied to rock analysis because it is fast, economical, and easy to apply in field or laboratory studies [31–38]. Previous studies have revealed that the spatial attenuation of ultrasonic waves is a sensitive parameter that offers a more complete view of the state of a rock [39].The ultrasonic waves that penetrate rocks are generated using an external source and are acquired using a receiver after they pass through the medium. A significant amount of information about the material can be obtained based on the analyses of the processes and parameters coupled with the propagation of the elastic wave inside the rock [40]. The P-wave velocity is determined based on a complex set of material properties, such as the mineral compositions, porosity, pore fluid characteristics, and pore structure [41–43]. Song et al. [44] investigated the P-wave velocity of saturated schist with fractures during a compression test and obtained the relationship between the P-wave velocity and damage levels. Lafhaj et al. [45] obtained a correlation between the ultrasonic wave velocity, porosity, and permeability based on their investigation of seven mortar mixtures with water/cement ratios that varied from 0.3 to 0.6. Goueygou et al. [46] investigated the relationship between Rayleigh wave velocity at ultrasonic frequencies and the porosity in dry and fully saturated mortars. Byun et al. [47] used a new model that consisted of several elastic moduli and Poisson’s ratio to determine rock crack densities using elastic wave velocities. Several researchers have studied the influences of different petrographic characteristics on ultrasonic wave propagation [48–50]. Their results showed interesting relationships between various petrographic parameters (such as crystal size and/or porosity) and the ultrasonic wave propagation velocity.Previous studies have only provided qualitative results. Quantitative research regarding the relationship between the P-wave velocity and the mechanical characteristics of rocks is limited.In this paper, damaged sandstone samples were produced using a 400–800°C high-temperature treatment or 10–50 F-T cycles. Ultrasonic and uniaxial compression tests were performed on the damaged sandstone; thus, the relationship between the uniaxial compressive strength (UCS), Young’s modulus, and P-wave velocity was obtained. This information offers a more accurate understanding of the ultrasonic testing of rock mechanical properties, which refer to UCS and Young’s modulus in this paper.


## 2. Experimental Materials and Testing Procedures

### 2.1. Experimental Materials

The sandstone used in this research was collected from the Xin’an coal mine in Zaozhuang City, Shandong Province, China, as shown in Figure1. The mineral components included feldspar, quartz, kaolinite, illite, chlorite, calcite, and small amounts of other minerals. The sandstone was fine-grained with an effective porosity of 4.7%. The average water content was 0.216%. The average dry density was approximately 2,460 kg/m3. All uniaxial tests were performed on cylindrical specimens that were 50 mm in diameter and 100 mm in length in accordance with the ISRM standard [51].Figure 1
Geological conditions: (a) layout of working faces, (b) borehole column, and (c) sandstone specimens.


### 2.2. Experimental Equipment and Testing Procedures

#### 2.2.1. Experimental Equipment

Conventional uniaxial compression tests were performed using an MTS815.02 Material Testing System. The maximum loading capacity was 1,700 kN. Specimens were heated using a GWD-02A electric furnace that was designed by the Ceramic Research Institute of Light Industry of China. The maximum temperature was 1,100°C, and the variation within the furnace was 5°C. The changes in microscopic structures were analyzed using a scanning electron microscope (SEM) on fracture surfaces in secondary electron mode. Ultrasonic testing was performed using a NM–4B nonmetal ultrasonic tester that produced ultrasonic waves with a 54-kHz resonant frequency. The test was designed by the Beijing Koncrete Engineering Testing Technology Co., Ltd. Other equipment used in the experiment included a freeze chamber, analytical balance, and screw micrometer.


#### 2.2.2. Testing Procedures

(1) We conducted uniaxial compression tests of sandstone after exposure to different high temperatures. The specimens were initially heated to the desired temperature (400, 500, 600, 700, or 800°C) at a rate of 5°C/min. They were then held at the desired temperature for 60 min and subsequently cooled to room temperature (20°C) in the furnace. The volume, mass, and ultrasonic P-wave velocity were measured prior to and after the high-temperature treatment. Uniaxial compression tests were then performed under displacement-controlled conditions until failure at a rate of 0.0025 mm/s to obtain the peak strength and Young’s modulus of the sandstone after exposure to the different temperatures. Young’s modulus is the tangent modulus for which the axial stress is half of the peak strength in the axial stress-strain curves.(2) We conducted uniaxial compression tests of the sandstone after F-T cycling. The samples were submerged in distilled water at 20°C and atmospheric pressure for 24 h. Nondestructive tests, including volume, mass, and P-wave velocity measurements, were performed to obtain the physical parameters of the water-saturated sandstone. The saturated samples were frozen in a freeze chamber at −20°C for 12 h. They were then removed from the chamber and thawed in a deionized water bath at +20°C for 12 h. An original condition sample group was used as a control. The other five subsets were subjected to 10, 20, 30, 40, or 50 F-T cycles. The weight, volume, and P-wave velocity were measured again. After these nondestructive tests, uniaxial compression tests were performed to obtain the UCS and Young’s modulus values.


## 2.1. Experimental Materials

The sandstone used in this research was collected from the Xin’an coal mine in Zaozhuang City, Shandong Province, China, as shown in Figure1. The mineral components included feldspar, quartz, kaolinite, illite, chlorite, calcite, and small amounts of other minerals. The sandstone was fine-grained with an effective porosity of 4.7%. The average water content was 0.216%. The average dry density was approximately 2,460 kg/m3. All uniaxial tests were performed on cylindrical specimens that were 50 mm in diameter and 100 mm in length in accordance with the ISRM standard [51].Figure 1
Geological conditions: (a) layout of working faces, (b) borehole column, and (c) sandstone specimens.


## 2.2. Experimental Equipment and Testing Procedures

### 2.2.1. Experimental Equipment

Conventional uniaxial compression tests were performed using an MTS815.02 Material Testing System. The maximum loading capacity was 1,700 kN. Specimens were heated using a GWD-02A electric furnace that was designed by the Ceramic Research Institute of Light Industry of China. The maximum temperature was 1,100°C, and the variation within the furnace was 5°C. The changes in microscopic structures were analyzed using a scanning electron microscope (SEM) on fracture surfaces in secondary electron mode. Ultrasonic testing was performed using a NM–4B nonmetal ultrasonic tester that produced ultrasonic waves with a 54-kHz resonant frequency. The test was designed by the Beijing Koncrete Engineering Testing Technology Co., Ltd. Other equipment used in the experiment included a freeze chamber, analytical balance, and screw micrometer.


### 2.2.2. Testing Procedures

(1) We conducted uniaxial compression tests of sandstone after exposure to different high temperatures. The specimens were initially heated to the desired temperature (400, 500, 600, 700, or 800°C) at a rate of 5°C/min. They were then held at the desired temperature for 60 min and subsequently cooled to room temperature (20°C) in the furnace. The volume, mass, and ultrasonic P-wave velocity were measured prior to and after the high-temperature treatment. Uniaxial compression tests were then performed under displacement-controlled conditions until failure at a rate of 0.0025 mm/s to obtain the peak strength and Young’s modulus of the sandstone after exposure to the different temperatures. Young’s modulus is the tangent modulus for which the axial stress is half of the peak strength in the axial stress-strain curves.(2) We conducted uniaxial compression tests of the sandstone after F-T cycling. The samples were submerged in distilled water at 20°C and atmospheric pressure for 24 h. Nondestructive tests, including volume, mass, and P-wave velocity measurements, were performed to obtain the physical parameters of the water-saturated sandstone. The saturated samples were frozen in a freeze chamber at −20°C for 12 h. They were then removed from the chamber and thawed in a deionized water bath at +20°C for 12 h. An original condition sample group was used as a control. The other five subsets were subjected to 10, 20, 30, 40, or 50 F-T cycles. The weight, volume, and P-wave velocity were measured again. After these nondestructive tests, uniaxial compression tests were performed to obtain the UCS and Young’s modulus values.


## 2.2.1. Experimental Equipment

Conventional uniaxial compression tests were performed using an MTS815.02 Material Testing System. The maximum loading capacity was 1,700 kN. Specimens were heated using a GWD-02A electric furnace that was designed by the Ceramic Research Institute of Light Industry of China. The maximum temperature was 1,100°C, and the variation within the furnace was 5°C. The changes in microscopic structures were analyzed using a scanning electron microscope (SEM) on fracture surfaces in secondary electron mode. Ultrasonic testing was performed using a NM–4B nonmetal ultrasonic tester that produced ultrasonic waves with a 54-kHz resonant frequency. The test was designed by the Beijing Koncrete Engineering Testing Technology Co., Ltd. Other equipment used in the experiment included a freeze chamber, analytical balance, and screw micrometer.


## 2.2.2. Testing Procedures

(1) We conducted uniaxial compression tests of sandstone after exposure to different high temperatures. The specimens were initially heated to the desired temperature (400, 500, 600, 700, or 800°C) at a rate of 5°C/min. They were then held at the desired temperature for 60 min and subsequently cooled to room temperature (20°C) in the furnace. The volume, mass, and ultrasonic P-wave velocity were measured prior to and after the high-temperature treatment. Uniaxial compression tests were then performed under displacement-controlled conditions until failure at a rate of 0.0025 mm/s to obtain the peak strength and Young’s modulus of the sandstone after exposure to the different temperatures. Young’s modulus is the tangent modulus for which the axial stress is half of the peak strength in the axial stress-strain curves.(2) We conducted uniaxial compression tests of the sandstone after F-T cycling. The samples were submerged in distilled water at 20°C and atmospheric pressure for 24 h. Nondestructive tests, including volume, mass, and P-wave velocity measurements, were performed to obtain the physical parameters of the water-saturated sandstone. The saturated samples were frozen in a freeze chamber at −20°C for 12 h. They were then removed from the chamber and thawed in a deionized water bath at +20°C for 12 h. An original condition sample group was used as a control. The other five subsets were subjected to 10, 20, 30, 40, or 50 F-T cycles. The weight, volume, and P-wave velocity were measured again. After these nondestructive tests, uniaxial compression tests were performed to obtain the UCS and Young’s modulus values.


## 3. Effect of Temperature on the Mechanical Behavior and P-Wave Velocity

### 3.1. Effect of Temperature on the Physical and Mechanical Properties

High-temperature treatment significantly influences the geometry and density of the pores and cracks, thus affecting the physical and mechanical properties [31, 52]. Table 1 illustrates the influence of temperature on the weight, volume, P-wave velocity, UCS, and Young’s modulus of the sandstone.Table 1
Characteristics of damaged specimens after high-temperature treatment.
Specimennumber T/°C MCR/% VCR/% V P /m/s UCS/MPa E/GPa ES AV ES AV ES AV ES AV ES AV A1 20 —  —  4193  60.2  11.0 A2 20 —  —  4083  62.7  10.1 A3 20 — — — — 4286 4262 65.8 62.5 12.0 11.1 A4 20 —  —  4487  61.4  11.4 B1 400 −0.214  0.134  4593  71.4  13.5 B2 400 −0.229  0.113  4462  73.8  14.2 B3 400 −0.236 −0.233 0.127 0.123 4451 4468 69.4 70.9 12.6 13.3 B4 400 −0.251  0.118  4367  68.9  12.8 C1 500 −0.231  0.337  4068  65.4  10.8 C2 500 −0.246  0.331  3956  62.8  9.2 C3 500 −0.253 −0.247 0.351 0.334 3873 3952 59.7 63.3 8.9 10.0 C4 500 −0.259  0.316  3912  65.1  10.9 D1 600 −0.286  0.798  3700  50.2  6.7 D2 600 −0.279  0.847  3386  48.6  6.1 D3 600 −0.281 −0.278 0.812 0.808 3761 3515 51.4 51.2 6.9 6.6 D4 600 −0.267  0.776  3214  54.6  6.8 E1 700 −0.298  1.357  3567  39.6  4.8 E2 700 −0.287  1.376  3200  41.6  4.3 E3 700 −0.292 −0.289 1.314 1.336 3461 3339 42.9 40.4 5.6 4.6 E4 700 −0.279  1.296  3128  37.6  3.7 F1 800 −0.301  2.272  2721  27.2  3.1 F2 800 −0.293  2.314  2613  24.4  2.4 F3 800 −0.296 −0.293 2.183 2.248 2704 2644 25.3 25.1 2.6 2.6 F4 800 −0.283  2.223  2539  23.5  2.1 Note:T is the temperature, MCR is the mass change rate, VCR is the volume change rate, VP is the P-wave velocity, UCS is the uniaxial compressive strength, E is Young’s modulus, ES is each specimen, and AV is the average value.As the temperature increased, the UCS and Young’s modulus initially increased and then decreased. The maximum values occurred at 400°C. When the temperature increased from 20 to 400°C, the UCS increased from 62.5 to 70.9 MPa and Young’s modulus increased from 11.1 to 13.3 GPa; thus, both exhibited slight increases. When the temperature exceeded 400°C, the high-temperature treatment significantly accelerated the evolution of damage in the sandstone. The UCS and Young’s modulus at 800°C were 25.1 MPa and 2.6 GPa, respectively, which reflected decreases of 59.8% and 76.6%, respectively, compared to the room-temperature values.Clay minerals, which are widely distributed in sandstone, are susceptible to high-temperature treatment. When the temperature was between 400 and 500°C, the sulfide oxidation occurred in clays [53]. As the temperature continued to increase, the loss of hydroxyl groups was observed [54]. The ∂/β transition of quartz at 573°C [6] also contributed to the decrease in mineral stability. Scanning electron imaging (SEM, Figure 2) was used to illustrate the microstructure changes [55, 56], which led to changes in the mechanical characteristics. Some original cracks were observed at room temperature. The mineral components could not freely deform during the heating process because of the constraints between the different particles; thus, the contraction and expansion of the components led to the generation of thermal stress. When the temperature was 400°C, expansion caused the closure of pores and cracks [55, 56]. The particle surfaces were smoother than those at room temperature, and the mechanical properties were enhanced. When the temperature was 600°C or above, the thermal stress reached or exceeded the tensile strength or shear strength of the sandstone components. Additionally, new cracks formed and original cracks expanded, leading to the degradation of the sandstone behavior.Figure 2
SEM observations of sandstone after different high-temperature treatments.
(a)
20°C (b)
400°C (c)
600°C (d)
800°CThe mass was measured using an analytical balance. The height and diameter were measured using a screw micrometer both before and after the heating procedure. Figure3 illustrates the changes in the mass and volume.Figure 3
Effect of high-temperature treatment on the mass and volume of sandstone specimens.The mass of the sandstone specimens sharply decreased after exposure to a temperature of 400°C, decreasing by 0.233% compared to the room-temperature specimen, which gradually decreased. The mass at 600°C decreased by 0.278% compared to that at room temperature. The mass remained stable when the treatment temperature was greater than 600°C.When the temperature reached 400°C, the mineral components expanded slightly and the volume increased by 0.123% compared to that at room temperature. When the temperature exceeded 400°C, the volume of the specimens substantially increased due to the rapid increase in the thermal stress. The volume at 800°C increased by 2.248% compared to that at room temperature.


### 3.2. Relationship between the P-Wave Velocity and Mechanical Properties

The P-wave velocity initially increased and then decreased. When the temperature increased from room temperature to 400°C, the P-wave velocity increased to 4,468 m/s—an increase of 4.8% compared to 4,262 m/s at room temperature. When the temperature reached 800°C, the P-wave velocity decreased to 2,644 m/s—a decrease of 38.0%. This change was due to water evaporation from the pores and an increase in the crack volume. Moreover, new cracks formed and the original cracks expanded because of the different thermal expansion rates of the mineral components. A relationship was observed between the UCS, Young’s modulus, and P-wave velocity. In general, the UCS and Young’s modulus increased as the P-wave velocity increased; however, there were many exceptions to this trend, as shown in Figures4 and 5. The data in box S1 of Figure 4 indicate that the UCS values of different specimens are remarkably different, whereas the P-wave velocities are approximately the same. The data in box S2 of Figure 4 indicate that the P-wave velocities are significantly different, whereas the UCS values are approximately the same. The data in box S3 of Figure 4 indicate that UCS may be negatively correlated with the P-wave velocity. Similar experimental results are observed between the P-wave velocity and Young’s modulus, as shown in boxes S4, S5, and S6 of Figure 5.Figure 4
Relationship between the P-wave velocity and UCS.Figure 5
Relationship between the P-wave velocity and Young’s modulus.


## 3.1. Effect of Temperature on the Physical and Mechanical Properties

High-temperature treatment significantly influences the geometry and density of the pores and cracks, thus affecting the physical and mechanical properties [31, 52]. Table 1 illustrates the influence of temperature on the weight, volume, P-wave velocity, UCS, and Young’s modulus of the sandstone.Table 1
Characteristics of damaged specimens after high-temperature treatment.
Specimennumber T/°C MCR/% VCR/% V P /m/s UCS/MPa E/GPa ES AV ES AV ES AV ES AV ES AV A1 20 —  —  4193  60.2  11.0 A2 20 —  —  4083  62.7  10.1 A3 20 — — — — 4286 4262 65.8 62.5 12.0 11.1 A4 20 —  —  4487  61.4  11.4 B1 400 −0.214  0.134  4593  71.4  13.5 B2 400 −0.229  0.113  4462  73.8  14.2 B3 400 −0.236 −0.233 0.127 0.123 4451 4468 69.4 70.9 12.6 13.3 B4 400 −0.251  0.118  4367  68.9  12.8 C1 500 −0.231  0.337  4068  65.4  10.8 C2 500 −0.246  0.331  3956  62.8  9.2 C3 500 −0.253 −0.247 0.351 0.334 3873 3952 59.7 63.3 8.9 10.0 C4 500 −0.259  0.316  3912  65.1  10.9 D1 600 −0.286  0.798  3700  50.2  6.7 D2 600 −0.279  0.847  3386  48.6  6.1 D3 600 −0.281 −0.278 0.812 0.808 3761 3515 51.4 51.2 6.9 6.6 D4 600 −0.267  0.776  3214  54.6  6.8 E1 700 −0.298  1.357  3567  39.6  4.8 E2 700 −0.287  1.376  3200  41.6  4.3 E3 700 −0.292 −0.289 1.314 1.336 3461 3339 42.9 40.4 5.6 4.6 E4 700 −0.279  1.296  3128  37.6  3.7 F1 800 −0.301  2.272  2721  27.2  3.1 F2 800 −0.293  2.314  2613  24.4  2.4 F3 800 −0.296 −0.293 2.183 2.248 2704 2644 25.3 25.1 2.6 2.6 F4 800 −0.283  2.223  2539  23.5  2.1 Note:T is the temperature, MCR is the mass change rate, VCR is the volume change rate, VP is the P-wave velocity, UCS is the uniaxial compressive strength, E is Young’s modulus, ES is each specimen, and AV is the average value.As the temperature increased, the UCS and Young’s modulus initially increased and then decreased. The maximum values occurred at 400°C. When the temperature increased from 20 to 400°C, the UCS increased from 62.5 to 70.9 MPa and Young’s modulus increased from 11.1 to 13.3 GPa; thus, both exhibited slight increases. When the temperature exceeded 400°C, the high-temperature treatment significantly accelerated the evolution of damage in the sandstone. The UCS and Young’s modulus at 800°C were 25.1 MPa and 2.6 GPa, respectively, which reflected decreases of 59.8% and 76.6%, respectively, compared to the room-temperature values.Clay minerals, which are widely distributed in sandstone, are susceptible to high-temperature treatment. When the temperature was between 400 and 500°C, the sulfide oxidation occurred in clays [53]. As the temperature continued to increase, the loss of hydroxyl groups was observed [54]. The ∂/β transition of quartz at 573°C [6] also contributed to the decrease in mineral stability. Scanning electron imaging (SEM, Figure 2) was used to illustrate the microstructure changes [55, 56], which led to changes in the mechanical characteristics. Some original cracks were observed at room temperature. The mineral components could not freely deform during the heating process because of the constraints between the different particles; thus, the contraction and expansion of the components led to the generation of thermal stress. When the temperature was 400°C, expansion caused the closure of pores and cracks [55, 56]. The particle surfaces were smoother than those at room temperature, and the mechanical properties were enhanced. When the temperature was 600°C or above, the thermal stress reached or exceeded the tensile strength or shear strength of the sandstone components. Additionally, new cracks formed and original cracks expanded, leading to the degradation of the sandstone behavior.Figure 2
SEM observations of sandstone after different high-temperature treatments.
(a)
20°C (b)
400°C (c)
600°C (d)
800°CThe mass was measured using an analytical balance. The height and diameter were measured using a screw micrometer both before and after the heating procedure. Figure3 illustrates the changes in the mass and volume.Figure 3
Effect of high-temperature treatment on the mass and volume of sandstone specimens.The mass of the sandstone specimens sharply decreased after exposure to a temperature of 400°C, decreasing by 0.233% compared to the room-temperature specimen, which gradually decreased. The mass at 600°C decreased by 0.278% compared to that at room temperature. The mass remained stable when the treatment temperature was greater than 600°C.When the temperature reached 400°C, the mineral components expanded slightly and the volume increased by 0.123% compared to that at room temperature. When the temperature exceeded 400°C, the volume of the specimens substantially increased due to the rapid increase in the thermal stress. The volume at 800°C increased by 2.248% compared to that at room temperature.


## 3.2. Relationship between the P-Wave Velocity and Mechanical Properties

The P-wave velocity initially increased and then decreased. When the temperature increased from room temperature to 400°C, the P-wave velocity increased to 4,468 m/s—an increase of 4.8% compared to 4,262 m/s at room temperature. When the temperature reached 800°C, the P-wave velocity decreased to 2,644 m/s—a decrease of 38.0%. This change was due to water evaporation from the pores and an increase in the crack volume. Moreover, new cracks formed and the original cracks expanded because of the different thermal expansion rates of the mineral components. A relationship was observed between the UCS, Young’s modulus, and P-wave velocity. In general, the UCS and Young’s modulus increased as the P-wave velocity increased; however, there were many exceptions to this trend, as shown in Figures4 and 5. The data in box S1 of Figure 4 indicate that the UCS values of different specimens are remarkably different, whereas the P-wave velocities are approximately the same. The data in box S2 of Figure 4 indicate that the P-wave velocities are significantly different, whereas the UCS values are approximately the same. The data in box S3 of Figure 4 indicate that UCS may be negatively correlated with the P-wave velocity. Similar experimental results are observed between the P-wave velocity and Young’s modulus, as shown in boxes S4, S5, and S6 of Figure 5.Figure 4
Relationship between the P-wave velocity and UCS.Figure 5
Relationship between the P-wave velocity and Young’s modulus.


## 4. Effect of F-T Cycling on the Mechanical Behavior and P-Wave Velocity

### 4.1. Effect of F-T Cycling on the Mechanical Behavior

The freezing of water leads to a volume increase of approximately 9% [41], which generates pressure on the walls of pores and cracks. When the ice crystallization pressure reaches the tension strength of the rock, new microfractures develop and existing cracks widen. When the rock thaws, water flows through other pores and cracks and further weakens the material [57, 58]. Table 2 presents the characteristics of the damaged sandstone after different F-T cycles.Table 2
Characteristics of damaged specimens after different numbers of F-T cycles.
Specimen number F-T Cycles MCR/% VCR/% V P  /m/s UCS/MPa E/GPa ES AV ES AV ES AV ES AV ES AV G1 0 — — — — 4092  64.2  12.0 G2 0 — — — — 3987  59.6  11.2 G3 0 — — — — 4068 4085 62.7 62.9 11.5 11.8 G4 0 — — — — 4190  65.0  12.6 H1 10 0.46  0.34  3512  47.5  9.2 H2 10 0.43  0.25  3363  42.6  8.6 H3 10 0.31 0.42 0.32 0.32 3527 3470 43.1 44.8 7.9 8.6 H4 10 0.47  0.37  3476  45.8  8.8 I1 20 0.51  0.55  3002  32.3  6.8 I2 20 0.56  0.36  3127  37.8  7.2 I3 20 0.46 0.54 0.50 0.45 3014 3032 35.6 33.8 6.6 6.6 I4 20 0.63  0.37  2983  29.6  5.9 J1 30 0.72  0.49  3097  26.8  5.1 J2 30 0.53  0.58  2822  21.9  4.4 J3 30 0.68 0.63 0.46 0.53 2982 2945 28.0 26.1 5.8 5.0 J4 30 0.60  0.60  2879  27.7  4.6 K1 40 0.57  0.46  2910  22.0  4.1 K2 40 0.64  0.53  3242  21.7  4.1 K3 40 0.59 0.63 0.49 0.52 2954 3055 17.3 21.6 4.3 4.3 K4 40 0.71  0.58  3114  25.5  4.6 L1 50 0.53  0.43  2973  19.2  2.9 L2 50 0.69  0.50  2876  15.8  2.7 L3 50 0.48 0.58 0.55 0.48 3078 3026 17.1 17.3 3.4 3.2 L4 50 0.62  0.44  3176  16.9  3.6 Note: MCR is the mass change rate, VCR is the volume change rate,VP is the P-wave velocity, UCS is the uniaxial compressive strength, E is Young’s modulus, ES is each specimen, and AV is the average value.Figure6 illustrates that, in the initial 30 F-T cycles, the mass and volume increased by 0.63% and 0.53%, respectively, compared to the values measured before F-T cycling. This volume increase was a result of water freezing, which caused both the water and cracks to expand. The mass increase resulted from the external water flowing into the newly formed cracks.Figure 6
Effects of F-T cycling on the mass and volume of the sandstone specimens.Figures7 and 8 illustrate the change in the UCS and Young’s modulus. The mechanical characteristics deteriorated as the number of F-T cycles increased. In the initial 30 cycles, both UCS and Young’s modulus decreased sharply. The UCS decreased from 62.9 MPa before F-T cycling to 44.8, 33.8, and 26.1 MPa after 10, 20, and 30 cycles, respectively, reflecting decreases of 28.8%, 46.3%, and 58.5%. Young’s modulus values decreased from 11.8 GPa to 8.6, 6.6, and 5.0 GPa after 10, 20, and 30 cycles, respectively, reflecting decreases of 27.1%, 44.1%, and 57.6%. The mechanical properties further deteriorated after 40 and 50 cycles, but the rates were not significant. The UCS values after 40 and 50 cycles were 21.6 and 17.3 MPa, respectively, which reflected decreases of 65.7% and 72.5% compared to the values before F-T cycling. Additionally, Young’s modulus values were 4.3 and 3.2 GPa, which reflected decreases of 63.6% and 72.9%, respectively. The changes in mechanical properties indicated that deterioration primarily occurred during earlier F-T cycles and was less significant in the latter cycles.Figure 7
UCS variations after F-T cycling.Figure 8
Young’s modulus variations after F-T cycling.


### 4.2. Effect of F-T Cycling on the P-Wave Velocity

The formation of new cracks and the expansion of existing cracks resulted in a decrease in the P-wave velocity, and this trend was different from that of the mechanical properties during F-T cycling. Figure9 illustrates that the P-wave velocity decreased from 4,085 m/s before F-T cycling to 3,470 and 3,032 m/s after 10 and 20 cycles, respectively, reflecting decreases of 15.1% and 25.8%. However, in latter cycles, trend exhibited a slight increase followed by a decrease. After 30, 40, and 50 cycles, the P-wave velocities were 2,945, 3,055, and 3,026 m/s, respectively, and the associated decreases were 27.9%, 25.2%, and 25.9%, respectively, compared to the values before F-T cycling.Figure 9
P-wave velocity variations after F-T cycling.


## 4.1. Effect of F-T Cycling on the Mechanical Behavior

The freezing of water leads to a volume increase of approximately 9% [41], which generates pressure on the walls of pores and cracks. When the ice crystallization pressure reaches the tension strength of the rock, new microfractures develop and existing cracks widen. When the rock thaws, water flows through other pores and cracks and further weakens the material [57, 58]. Table 2 presents the characteristics of the damaged sandstone after different F-T cycles.Table 2
Characteristics of damaged specimens after different numbers of F-T cycles.
Specimen number F-T Cycles MCR/% VCR/% V P  /m/s UCS/MPa E/GPa ES AV ES AV ES AV ES AV ES AV G1 0 — — — — 4092  64.2  12.0 G2 0 — — — — 3987  59.6  11.2 G3 0 — — — — 4068 4085 62.7 62.9 11.5 11.8 G4 0 — — — — 4190  65.0  12.6 H1 10 0.46  0.34  3512  47.5  9.2 H2 10 0.43  0.25  3363  42.6  8.6 H3 10 0.31 0.42 0.32 0.32 3527 3470 43.1 44.8 7.9 8.6 H4 10 0.47  0.37  3476  45.8  8.8 I1 20 0.51  0.55  3002  32.3  6.8 I2 20 0.56  0.36  3127  37.8  7.2 I3 20 0.46 0.54 0.50 0.45 3014 3032 35.6 33.8 6.6 6.6 I4 20 0.63  0.37  2983  29.6  5.9 J1 30 0.72  0.49  3097  26.8  5.1 J2 30 0.53  0.58  2822  21.9  4.4 J3 30 0.68 0.63 0.46 0.53 2982 2945 28.0 26.1 5.8 5.0 J4 30 0.60  0.60  2879  27.7  4.6 K1 40 0.57  0.46  2910  22.0  4.1 K2 40 0.64  0.53  3242  21.7  4.1 K3 40 0.59 0.63 0.49 0.52 2954 3055 17.3 21.6 4.3 4.3 K4 40 0.71  0.58  3114  25.5  4.6 L1 50 0.53  0.43  2973  19.2  2.9 L2 50 0.69  0.50  2876  15.8  2.7 L3 50 0.48 0.58 0.55 0.48 3078 3026 17.1 17.3 3.4 3.2 L4 50 0.62  0.44  3176  16.9  3.6 Note: MCR is the mass change rate, VCR is the volume change rate,VP is the P-wave velocity, UCS is the uniaxial compressive strength, E is Young’s modulus, ES is each specimen, and AV is the average value.Figure6 illustrates that, in the initial 30 F-T cycles, the mass and volume increased by 0.63% and 0.53%, respectively, compared to the values measured before F-T cycling. This volume increase was a result of water freezing, which caused both the water and cracks to expand. The mass increase resulted from the external water flowing into the newly formed cracks.Figure 6
Effects of F-T cycling on the mass and volume of the sandstone specimens.Figures7 and 8 illustrate the change in the UCS and Young’s modulus. The mechanical characteristics deteriorated as the number of F-T cycles increased. In the initial 30 cycles, both UCS and Young’s modulus decreased sharply. The UCS decreased from 62.9 MPa before F-T cycling to 44.8, 33.8, and 26.1 MPa after 10, 20, and 30 cycles, respectively, reflecting decreases of 28.8%, 46.3%, and 58.5%. Young’s modulus values decreased from 11.8 GPa to 8.6, 6.6, and 5.0 GPa after 10, 20, and 30 cycles, respectively, reflecting decreases of 27.1%, 44.1%, and 57.6%. The mechanical properties further deteriorated after 40 and 50 cycles, but the rates were not significant. The UCS values after 40 and 50 cycles were 21.6 and 17.3 MPa, respectively, which reflected decreases of 65.7% and 72.5% compared to the values before F-T cycling. Additionally, Young’s modulus values were 4.3 and 3.2 GPa, which reflected decreases of 63.6% and 72.9%, respectively. The changes in mechanical properties indicated that deterioration primarily occurred during earlier F-T cycles and was less significant in the latter cycles.Figure 7
UCS variations after F-T cycling.Figure 8
Young’s modulus variations after F-T cycling.


## 4.2. Effect of F-T Cycling on the P-Wave Velocity

The formation of new cracks and the expansion of existing cracks resulted in a decrease in the P-wave velocity, and this trend was different from that of the mechanical properties during F-T cycling. Figure9 illustrates that the P-wave velocity decreased from 4,085 m/s before F-T cycling to 3,470 and 3,032 m/s after 10 and 20 cycles, respectively, reflecting decreases of 15.1% and 25.8%. However, in latter cycles, trend exhibited a slight increase followed by a decrease. After 30, 40, and 50 cycles, the P-wave velocities were 2,945, 3,055, and 3,026 m/s, respectively, and the associated decreases were 27.9%, 25.2%, and 25.9%, respectively, compared to the values before F-T cycling.Figure 9
P-wave velocity variations after F-T cycling.


## 5. Discussion of the Relationship between the P-Wave Velocity and the Mechanical Properties of Damaged Rock

In the latter F-T cycles, the amount of water in the pores and cracks decreased based on mass variations. However, deterioration primarily occurred in earlier cycles. The formation of new cracks and the expansion of existing cracks slowed in the latter cycles. During this period, the crack space accommodated the expanding volume of the freezing water. The freeze-thaw damage was mainly due to the hydraulic pressures that formed during freezing and thawing [41, 57]. The formation of new cracks and the expansion of existing cracks required pressure, which was provided by the ice crystallization pressure in earlier cycles and by the different expansion rates of the mineral components in the latter cycles. The pressures in the latter cycles were significantly lower than those in earlier cycles.We performed uniaxial compression tests after different high-temperature treatments and F-T cycles. Our results showed a generally positive relationship between the P-wave velocity and mechanical characteristics, although there were many exceptions. The UCS, Young’s modulus, and P-wave velocity exhibited different macrobehaviors in the specimens. UCS represents the carrying capacity of the weak plane and is closely related to the stress state. Young’s modulus represents the correlation between the local deformation and applied stress, which is influenced by the loading path. The P-wave velocity in a free condition is a general reflection of the rock deformation characteristics and fracture state. P-wave velocity is separately used in many ultrasonic measurements that do not provide useful information such as the acoustic frequency, maximum amplitude of the frequency domain, and area of the frequency spectrum. P-wave velocity cannot represent the acoustic characteristics of rock comprehensively, as the prediction accuracy is low and errors are often observed. We conjecture that open cracks, which are perpendicular to the axial direction, cause significant deterioration of the P-wave velocity. However, they have an insignificant effect on the UCS. Closed cracks, which have a 60° angle with the axial direction, decrease the UCS, even though the P-wave velocity remains stable, as shown in Figure10. Different high-temperature treatments and F-T cycles cause different degrees of deterioration. Our experimental results showed that UCS may significantly increase, whereas the P-wave velocity decreases sharply. The former occurred because the contact condition of particles in the weak plane increased. The latter resulted from the degradation of stiffness, which was caused by general damage to mineral components [59, 60].Figure 10
Unrelated correlation between the P-wave velocity and UCS.In future research, we plan to transfer the time domain signal to a frequency domain signal using Fast Fourier Transform (FFT) and use wavelet analysis to study the digital signal. Thus, it is essential to understand ultrasonic measurements from comprehensive perspectives, such as the velocity, amplitude, and waveform perspectives.


## 6. Conclusions

Uniaxial compression tests under high-temperature treatments and F-T cycling were performed to understand the relationship between the P-wave velocity and the mechanical properties of damaged sandstone. The following conclusions can be drawn from this study:(1) Exposure to high temperature contributes to more textural flaws in sandstone. When the temperature increased from room temperature to 400°C, the mechanical properties exhibited a slight enhancement. Scanning electron microscopy images indicated that when the temperature exceeded 400°C, new cracks formed, the original cracks expanded, and the volume of the specimen rapidly increased. As the treatment temperature increased, the UCS and Young’s modulus sharply decreased. The UCS and Young’s modulus at 800°C were 25.1 MPa and 2.6 GPa, respectively, which reflected decreases of 59.8% and 76.6%, respectively, compared to the room-temperature values. In general, the P-wave velocity increased when the UCS and Young’s modulus increased. However, there were many exceptions. Our experimental data indicated that the mechanical properties displayed significant differences for a given P-wave velocity. When the P-wave velocity increases, the UCS and Young’s modulus may significantly decrease or exhibit an insignificant change.(2) The mechanical behavior deteriorated as the number of F-T cycles increased. In the initial 30 cycles, the mechanical characteristics sharply decreased. After 10, 20, and 30 cycles, the UCS decreased by 28.8%, 46.3%, and 58.5%, respectively, compared to the values before F-T cycling. Young’s modulus values decreased by 27.1%, 44.1%, and 57.6% after 10, 20, and 30 cycles, respectively. After 40 and 50 cycles, the mechanical properties deteriorated further but only slightly. The P-wave velocity trend differed from mechanical property trends during F-T cycling. The P-wave velocity decreased sharply in the initial 20 cycles. After 10 and 20 cycles, the P-wave velocity decreased by 15.1% and 25.8%, respectively, compared to that before F-T cycling. However, after 30, 40, and 50 cycles, the trend slightly increased before decreasing again.(3) The UCS, Young’s modulus, and P-wave velocity represent different macrobehaviors of rock properties. There is a statistical relationship between the P-wave velocity and mechanical properties, such as the UCS and Young’s modulus, but there is no mechanical relationship. Further attention is warranted when using ultrasonic testing to predict mechanical characteristics.



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*Source: 7654234-2016-12-06.xml*