# Experimental Study of Hysteresis Characteristics of Water-Sediment Mixture Seepage in Rock Fractures

Authors: Lili Cao; Pu Zhang; Jiazhi Zhang; Gang Lin; Izhar Mithal Jiskani; Zhanqing Chen; Zhifei Wang; Ming Li
Journal: Geofluids
 (2021)

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## Abstract

The hysteresis of water-sediment mixture seepage in rock fractures is one of the critical factors which affect the determination of the timing of coal mine water inrush disasters prevention and control. In this paper, a mechanical model was established to study the hysteresis whose criteria were also put forward. The area of the hysteresis loop and the maximum pressure gradient were selected as characterization parameters of hysteresis. On this basis, an experimental system was established to study influences of different sand particle size, sand mass concentration, and fracture opening on water-sediment mixture seepage in rock fractures. The results indicated that the increase in the sand particle size and sand mass concentration could effectively enhance hysteresis characteristics of specimen fractures. While hysteresis characteristics decreased significantly with the increase of fracture opening. The research results are useful to prevent and control water inrush disasters of coal mine.


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## Body

## 1. Introduction

Water inrush accidents are one of the serious coal mine disasters, which pose threats to production safety in China. A large number of casualties because of water inrush accidents occur every year, with incalculable economic losses [1]. It is a mining-induced hazard. Damages occur around the surrounding rock during the coal mining process. The accumulation of damages leads to macroscopic cracks inside the surrounding rock [2]. At this point, water and fine particulate matter in the strata will enter the mining space through fractured channels [3, 4]. A mine water inrush disaster is finally formed with a large water flow. Essentially, the mechanical mechanism of coal mining water inrush is rock mass instability triggered by the seepage of water-sediment mixture in rock fissures [5–7]. Meanwhile, the rock mass instability could accelerate inrushing amount. Therefore, the key to prevent coal mine water inrush disasters is to get water-sediment mixture seepage characteristics in rock fissure.Liquid seepage not only exits inside rock fissures during the coal mining process, but also could be found in geotechnical engineering such as tunnels, foundation pits, and slopes. Therefore, the research on seepage characteristics inside rock fissures is always a hotspot [8–10]. Scholars have studied the influences of surface roughness of fracture, loading conditions, and stress paths on seepage in rock fissures through laboratory tests [11–15]. Considering the relatively complex distribution and characteristics of natural fractures, the research of seepage characteristics inside the prefabricated cracks is hard to provide references for the actual engineering, while the numerical calculation could solve the dilemma [16, 17]. At the same time, the development and maturity of a series of mathematical algorithms and theoretical models have also enriched seepage theories and provided theoretical support for water inrush disaster prevention and control [18–20]. Moreover, 3D printing technology has made it possible to accurately get initial fissures and their distribution characteristics inside the rock mass in recent years [21], leading to the seepage analysis of rock fractures moving from macroscopic domain towards microscopic and high-precision domain.The transformation of research objects is key of solving water inrush problems. Liquid flow in the fracture was simplified approximately to water during the early stages by researchers, which greatly reduced the calculation difficulty. The results could reflect seepage law to a certain extent, but could not describe problems accurately. Then, scholars gradually took a water-sediment mixture as the object of study. Thus, the research of seepage in rock fractures gradually changes from the unidirectional flow into two-phase flow [22, 23]. Such transformation of research object increases the difficulty of experimental study and analysis complexity. Besides the fracture surface roughness, hydraulic pressure, etc., solution concentration and sand particle size also become variables of seepage characteristics [24]. Meanwhile, testing systems specially applied in flow-sediment mixture seepage are also key points of researches. In addition, the two-phase flow mechanical algorithm based on the basic mathematic model has also become an important theoretical tool for the research of water-sediment seepage characteristics [25, 26]. The popularization and application of business software for multifield coupling calculation and calculation software based on computer language also provide platforms for the research of seepage characteristics of water-sediment mixture in rock fractures under complex conditions [27, 28].It could be found out that the research of water-sediment mixture seepage in rock fractures has transformed from macrocharacteristics to mesoscopic mechanism. The results indicate that water-sediment mixture seepage in rock fractures has remarkable hysteresis characteristics [29]. That is, the seepage pressure gradient and seepage velocity have obvious nonlinear variation characteristics, and the pressure gradient variation obviously lags behind that of seepage velocity. Hysteretic characteristics are common in geotechnical engineering [30–34]. The variation of slope stress usually lags behind that of slope deformation. There is lag time between the strongest scouring action of flood on the riverbed and the moment of flood peak. Therefore, it is of great significance for engineering safety protection to make clear the hysteresis. However, few studies have been carried out on hysteresis characteristics of water-sediment mixture seepage in rock fractures [35]. Such researches are necessary to accurately get signals of water inrush disasters and conduct disaster protection for coal mine. Under such background, a testing system will be designed to study hysteresis characteristics of water-sediment mixture seepage in rock fractures. The seepage mechanical model will be established in ideal rock mass fractures. On the basis, characterization parameters of hysteresis characteristics will be determined. The influences of sand particle size, sand mass concentration, and fracture opening on hysteresis characteristics will be analyzed in detail. The research results are aimed at providing references for the determination of the best time to prevent and control coal mine water inrush disasters [36].


## 2. The Experiment

### 2.1. Principle of the Experiment

A two-dimensional ideal mechanical model of seepage in rock fractures was established, as shown in Figure1(a). In the model, the fluid flow direction is in the x-direction, y is the normal direction along the lower fissure surface, L is the size of the rock mass along x direction, b is the fracture opening, vy is the seepage velocity distribution function of water-sediment mixture in the fracture, and n→ is the unit vector of the normal line of the lower fracture surface. Figure 1(b) shows the mechanics characteristics of the microsegment dx with the height of b in the x direction. τyxfs is the resistance to the mixture from the fracture surface, P is seepage pressure, and V is the average seepage velocity.Figure 1
The two-dimensional ideal mechanical model of seepage in rock fractures: (a) model structure and mechanical characteristics and (b) mechanics characteristics of seepage liquid indx.
(a)(b)According to the model in Figure1, the following formula could be obtained:
(1)V=1b∫0bvydy.For the ideal rock fractures, the seepage velocity shows a parabolic distribution along the normal direction of the fracture surface, that is,(2)vy=4b2yb−yvmax,where vmax is the maximum flow velocity.By substituting formula (2) into formula (1), the following formula could be obtained:
(3)V=1b∫0b4b2yb−yvmaxdy=23vmax.That is,(4)vmax=32V.By substituting formula (4) into formula (2), the following formula could be obtained:
(5)vy=6b2yb−yV.According to fluid mechanics, the shear stressτyxfs on the fracture surface is related to the gradient of seepage velocity ∂v/∂yy=0, that is,
(6)τyxfs=C∂v∂yy=0k,where C is the consistency coefficient of the mixture, and k is the power exponent.According to mechanics characteristics of the microliquid segment (Figure1(b)), the equilibrium equation can be obtained as follows
(7)∂P∂x=−2bτyxfs.By substituting formulas (5) and (7) into formula (6), formula (8) could be obtained as follows
(8)∂P∂x=−2bC∂v∂yy=0k=−2Cb6bVk.Formula (8) is true when the distribution of seepage velocity is parabolic along the normal direction of the fissure surface. That is, if the average seepage velocities are the same during the loading and unloading process, the gradients of seepage velocities will be the same, that is,
(9)Vup=Vdown⇒∂v∂yy=0up=∂v∂yy=0down.In fact, the seepage velocity of the mixture along the normal direction of the fracture surface is generally not in parabolic distribution. Even if the average seepage velocities are the same during the loading and unloading process, there will be differences between the gradients of the seepage velocities.(10)Vup=Vdown⇒∂v∂yy=0up≠∂v∂yy=0down.Then, for formula (8), the following formula could be obtained:
(11)Gp_up=∂P∂xup≠Gp_down=∂P∂xdown.At the same time, if the following formula is true,(12)Gp_up>Gp_downVup=Vdown,hysteresis of mixture seepage could be found in rock fractures.Therefore, an experiment was carried out to study hysteresis in water-sediment mixture seepage based on formulas (10)–(12). First, the seepage velocity was increased from V1,V2,⋯⋯ until Vn, and then decreased to V1,V2,⋯⋯ until Vn. The pressure gradients G1p_up, G2p_up,……, Gnp_up and G1p_down, G2p_down,……, Gnp_down were tested, respectively. Thus, the hysteresis characteristics in mixture seepage were studied by comparing values of Gip_up and Gip_down.


### 2.2. Experimental Equipment and Specimen Preparations

#### 2.2.1. Experimental Equipment

The independently designed test system for water-sediment seepage in rock fractures (TSWSPRF) was applied in the experiment. Figure2 shows the system. It consists of a water-sediment mixture stirring system (I), water-sediment mixture transport system (II), control and data acquisition system (III), and fractured rock mass seepage system (IV). During the experiment, the mixture will be firstly stirred evenly to form a homogeneous solution. Then, the solution will be transported to the fractured rock mass seepage system through the transport system. Finally, the mixed solution will penetrate the fractures, and the seepage experiment will be completed.Figure 2
Testing system of water-sediment mixture seepage in rock fractures. (I) Water-sediment mixture stirring system. (II) Water-sediment mixture transport system. (III) Control and data acquisition system. (IV) Fractured rock mass seepage system. (a) stirring tank, (b) hand pump, (c) single screw pump, (d) VVVF, (e) pressure transmitter, (f) flow sensor, (g) PC, (h) paperless recorder, and (J) permeameter. (11) specimen, (12) seal, (1) electric machine, (2) reducer, (3) vessel, (4) stirring shaft, (5) stirring impeller, (6) double-acting hydraulic cylinders, (7) vertical shaft, (8) handwheel, (9) screw nut, (10) lower support plate, (13) base, (14) reducer, (15) electric machine, (16) thrust bearing, (17) chain wheel-chain transmission mechanism, (18) guidepost, (19) high-precision ball screw, and (20) roof. (i) Signal transmission line and (ii) mixture transmission pipeline.During the experiment, the impeller (Figure2 (5)) in the stirring system (Figure 2 I) drove the mixture rotation. The eddying effects could ensure a homogeneous mixture. After completing the stirring, the mixture was transported to the seepage system (Figure 2 IV) through the transport system (Figure 2 II). During the process, VVVF (Figure 2(d)) was used to adjust the single screw pump (Figure 2(c)) to provide power for the channel. The transportation pressure and flow of the water-sediment mixture were collected through a pressure transmitter (Figure 2(e)) and flow sensor (Figure 2(f)). The speed range of VVVF was between 0 and 1440 r/min. The maximum flow rate of the screw pump was 0.8 m3/h, and the range of the pressure sensor was between 0 and 21 MPa. The aforementioned parameters could meet the design requirements of this experiment. The seepage process was completed when the mixture was transported to the lower surface of the lower specimen and penetrated to fractures through round holes. The data were collected by sensors during the whole experiment and recorded by a paperless recorder (Figure 2(h)).


#### 2.2.2. Specimen Preparations

As shown in Figure3, the reddish-brown sandstone was used in this experiment. The main compositions include 97.3% of SiO2 and 2.7% of Al4[Si4O10](OH)8 without argillaceous water-soluble substances. According to the size of the testing system, rock specimens were processed to cylindrical specimens with a diameter of 75 mm and a height of 70 mm. They were divided into approximately equal two parts, forming a pair of rough fracture surfaces, which were parallel to each other, as shown in Figure 4. Then, circular holes with a diameter of 8 mm were processed in the middle of the fracture surface in any part and penetrated specimens along the height direction. Figure 2 shows the whole processing of rock mass specimens. 3D scanning system was applied to get structural characteristics of upper and lower fracture surfaces of specimens, as shown in Figure 5. The method in literature was used to calculate the roughness coefficient of the fracture surface, and Rs=1.38, which was basically the same with that of the fracture surface of the natural rock [37, 38]. Specimens were fixed and installed to upper and lower bases of the seepage system, as shown in Figure 2 (13) and were sealed by sealing materials, as shown in Figure 2 (12). Thus, fractures with various openings were obtained by adjusting the distance between the upper and lower base.Figure 3
XRD test results of rock specimens compositions.Figure 4
Rock specimens.Figure 5
Roughness test of rock specimen fracture surfaces.
(a)
Measurement method(b)
Upper fracture surface(c)
Lower fracture surfaceThe water-sediment mixture and quartz sands were adopted. Four groups of sands with different sand particle sizes (ds=0.092~0.138mm, 0.138~0.184 mm, 0.184~0.230 mm, and 0.230~0.276 mm) were used to prepare mixed solutions of various mass concentrations, as shown in Figure 6.Figure 6
Various SiO sand.The concentrationρs of the mixture could be calculated by the following formula:
(13)ρs=MsBω1+Ms/ms,where the mass of the sand is Ms, the volume of water is Bω, and the mass of water is ms.According to formula (13), the mass of the quartz sands with various concentrations could be obtained as follows
(14)Ms=ρsBω1−ρsBω/ms.


### 2.3. Experimental Scheme and Process

#### 2.3.1. Experimental Methods and Process

Before the experiment, two specimens were fixed to the upper and lower bases by high water materials, respectively. Rock fractures with different openings were formed by adjusting the distance between the upper and lower bases. The water-sediment mixture was transported to the through hole to enter the fracture by the transport system. Figure7 shows the radial direction of the mixture in fractures. The mixture flowing through the rock fractures ran back into the stirring pool through the return line.Figure 7
Radial direction of the mixture in fractures.With the diameter of the through hole of the lower specimen of2a2, the specimen diameter of 2a1, the fracture width of b, the pressure at the inlet of the permeameter of P0 (approximately zero), the flow of Q, and the seepage velocity could be calculated as follows:
(15)vyy=r=Q2πbr,r∈a2,a1.The average seepage velocity is as follows:(16)V=1πa12−a22∫02π∫a2a1Q2πbrrdrdθ=Qπa1+a2b.Supposing that there was no pressure loss in the through hole of lower specimen, the average value of the pressure gradient in fractures is as follows:(17)∂p¯∂x=−p0a1−a2.The absolute value is as follows:(18)Gp=p0a2−a1.During the experiment, the stable seepage flowQi and pressure Pi at the inlet of the permeameter under different rotational speeds were obtained by adjusting the motor speed ni of the screw pump. According to formulas (16) and (17), the corresponding average seepage velocity Vi and pressure gradient Gip could be calculated, where i represented the level of the motor speed, that is, i=1, 2…11.Figure8 shows the whole experimental process as follows.Figure 8
Experimental process of the seepage in rock fractures.


#### 2.3.2. Experimental Scheme

Table1 shows 11 levels of the motor speeds of the single screw pump.Table 1
Motor speeds.
ni (r/min-1)i=1i=2i=3i=4i=5i=6i=7i=8i=9i=10i=11200400600800100012001000800600400200The motor speed was firstly step-by-step increased and then decreased. Then, hysteresis characteristics of the seepage process could be further judged and analyzed by calculating the average seepage velocity and pressure gradient during two stages. The seepage hysteresis can be judged and further analyzed according to equations (9) and (12).This experiment mainly studied the influences of the sand particle sizeds, sand mass concentration ρs, and fracture opening b on seepage hysteresis. Table 2 gives the specific parameters.Table 2
Parameters.
Specimen no.Fixed parameterVariablesDS1—DS4b=0.5mm,ρs=80kg/m3ds1=0.092~0.138mm; ds2=0.138~0.184mmds3=0.184~0.230mm; ds4=0.230~0.276mmRS1—RS4b=0.5mmds=0.230~0.276mmρs1=20kg/m3; ρs2=40kg/m3ρs3=60kg/m3; ρs4=80kg/m3B1—B5ds=0.230~0.276mmρs=80kg/m3b1=0.5mm; b2=0.5mm; b3=0.5mmb4=0.5mm; b5=0.5mm


## 2.1. Principle of the Experiment

A two-dimensional ideal mechanical model of seepage in rock fractures was established, as shown in Figure1(a). In the model, the fluid flow direction is in the x-direction, y is the normal direction along the lower fissure surface, L is the size of the rock mass along x direction, b is the fracture opening, vy is the seepage velocity distribution function of water-sediment mixture in the fracture, and n→ is the unit vector of the normal line of the lower fracture surface. Figure 1(b) shows the mechanics characteristics of the microsegment dx with the height of b in the x direction. τyxfs is the resistance to the mixture from the fracture surface, P is seepage pressure, and V is the average seepage velocity.Figure 1
The two-dimensional ideal mechanical model of seepage in rock fractures: (a) model structure and mechanical characteristics and (b) mechanics characteristics of seepage liquid indx.
(a)(b)According to the model in Figure1, the following formula could be obtained:
(1)V=1b∫0bvydy.For the ideal rock fractures, the seepage velocity shows a parabolic distribution along the normal direction of the fracture surface, that is,(2)vy=4b2yb−yvmax,where vmax is the maximum flow velocity.By substituting formula (2) into formula (1), the following formula could be obtained:
(3)V=1b∫0b4b2yb−yvmaxdy=23vmax.That is,(4)vmax=32V.By substituting formula (4) into formula (2), the following formula could be obtained:
(5)vy=6b2yb−yV.According to fluid mechanics, the shear stressτyxfs on the fracture surface is related to the gradient of seepage velocity ∂v/∂yy=0, that is,
(6)τyxfs=C∂v∂yy=0k,where C is the consistency coefficient of the mixture, and k is the power exponent.According to mechanics characteristics of the microliquid segment (Figure1(b)), the equilibrium equation can be obtained as follows
(7)∂P∂x=−2bτyxfs.By substituting formulas (5) and (7) into formula (6), formula (8) could be obtained as follows
(8)∂P∂x=−2bC∂v∂yy=0k=−2Cb6bVk.Formula (8) is true when the distribution of seepage velocity is parabolic along the normal direction of the fissure surface. That is, if the average seepage velocities are the same during the loading and unloading process, the gradients of seepage velocities will be the same, that is,
(9)Vup=Vdown⇒∂v∂yy=0up=∂v∂yy=0down.In fact, the seepage velocity of the mixture along the normal direction of the fracture surface is generally not in parabolic distribution. Even if the average seepage velocities are the same during the loading and unloading process, there will be differences between the gradients of the seepage velocities.(10)Vup=Vdown⇒∂v∂yy=0up≠∂v∂yy=0down.Then, for formula (8), the following formula could be obtained:
(11)Gp_up=∂P∂xup≠Gp_down=∂P∂xdown.At the same time, if the following formula is true,(12)Gp_up>Gp_downVup=Vdown,hysteresis of mixture seepage could be found in rock fractures.Therefore, an experiment was carried out to study hysteresis in water-sediment mixture seepage based on formulas (10)–(12). First, the seepage velocity was increased from V1,V2,⋯⋯ until Vn, and then decreased to V1,V2,⋯⋯ until Vn. The pressure gradients G1p_up, G2p_up,……, Gnp_up and G1p_down, G2p_down,……, Gnp_down were tested, respectively. Thus, the hysteresis characteristics in mixture seepage were studied by comparing values of Gip_up and Gip_down.


## 2.2. Experimental Equipment and Specimen Preparations

### 2.2.1. Experimental Equipment

The independently designed test system for water-sediment seepage in rock fractures (TSWSPRF) was applied in the experiment. Figure2 shows the system. It consists of a water-sediment mixture stirring system (I), water-sediment mixture transport system (II), control and data acquisition system (III), and fractured rock mass seepage system (IV). During the experiment, the mixture will be firstly stirred evenly to form a homogeneous solution. Then, the solution will be transported to the fractured rock mass seepage system through the transport system. Finally, the mixed solution will penetrate the fractures, and the seepage experiment will be completed.Figure 2
Testing system of water-sediment mixture seepage in rock fractures. (I) Water-sediment mixture stirring system. (II) Water-sediment mixture transport system. (III) Control and data acquisition system. (IV) Fractured rock mass seepage system. (a) stirring tank, (b) hand pump, (c) single screw pump, (d) VVVF, (e) pressure transmitter, (f) flow sensor, (g) PC, (h) paperless recorder, and (J) permeameter. (11) specimen, (12) seal, (1) electric machine, (2) reducer, (3) vessel, (4) stirring shaft, (5) stirring impeller, (6) double-acting hydraulic cylinders, (7) vertical shaft, (8) handwheel, (9) screw nut, (10) lower support plate, (13) base, (14) reducer, (15) electric machine, (16) thrust bearing, (17) chain wheel-chain transmission mechanism, (18) guidepost, (19) high-precision ball screw, and (20) roof. (i) Signal transmission line and (ii) mixture transmission pipeline.During the experiment, the impeller (Figure2 (5)) in the stirring system (Figure 2 I) drove the mixture rotation. The eddying effects could ensure a homogeneous mixture. After completing the stirring, the mixture was transported to the seepage system (Figure 2 IV) through the transport system (Figure 2 II). During the process, VVVF (Figure 2(d)) was used to adjust the single screw pump (Figure 2(c)) to provide power for the channel. The transportation pressure and flow of the water-sediment mixture were collected through a pressure transmitter (Figure 2(e)) and flow sensor (Figure 2(f)). The speed range of VVVF was between 0 and 1440 r/min. The maximum flow rate of the screw pump was 0.8 m3/h, and the range of the pressure sensor was between 0 and 21 MPa. The aforementioned parameters could meet the design requirements of this experiment. The seepage process was completed when the mixture was transported to the lower surface of the lower specimen and penetrated to fractures through round holes. The data were collected by sensors during the whole experiment and recorded by a paperless recorder (Figure 2(h)).


### 2.2.2. Specimen Preparations

As shown in Figure3, the reddish-brown sandstone was used in this experiment. The main compositions include 97.3% of SiO2 and 2.7% of Al4[Si4O10](OH)8 without argillaceous water-soluble substances. According to the size of the testing system, rock specimens were processed to cylindrical specimens with a diameter of 75 mm and a height of 70 mm. They were divided into approximately equal two parts, forming a pair of rough fracture surfaces, which were parallel to each other, as shown in Figure 4. Then, circular holes with a diameter of 8 mm were processed in the middle of the fracture surface in any part and penetrated specimens along the height direction. Figure 2 shows the whole processing of rock mass specimens. 3D scanning system was applied to get structural characteristics of upper and lower fracture surfaces of specimens, as shown in Figure 5. The method in literature was used to calculate the roughness coefficient of the fracture surface, and Rs=1.38, which was basically the same with that of the fracture surface of the natural rock [37, 38]. Specimens were fixed and installed to upper and lower bases of the seepage system, as shown in Figure 2 (13) and were sealed by sealing materials, as shown in Figure 2 (12). Thus, fractures with various openings were obtained by adjusting the distance between the upper and lower base.Figure 3
XRD test results of rock specimens compositions.Figure 4
Rock specimens.Figure 5
Roughness test of rock specimen fracture surfaces.
(a)
Measurement method(b)
Upper fracture surface(c)
Lower fracture surfaceThe water-sediment mixture and quartz sands were adopted. Four groups of sands with different sand particle sizes (ds=0.092~0.138mm, 0.138~0.184 mm, 0.184~0.230 mm, and 0.230~0.276 mm) were used to prepare mixed solutions of various mass concentrations, as shown in Figure 6.Figure 6
Various SiO sand.The concentrationρs of the mixture could be calculated by the following formula:
(13)ρs=MsBω1+Ms/ms,where the mass of the sand is Ms, the volume of water is Bω, and the mass of water is ms.According to formula (13), the mass of the quartz sands with various concentrations could be obtained as follows
(14)Ms=ρsBω1−ρsBω/ms.


## 2.2.1. Experimental Equipment

The independently designed test system for water-sediment seepage in rock fractures (TSWSPRF) was applied in the experiment. Figure2 shows the system. It consists of a water-sediment mixture stirring system (I), water-sediment mixture transport system (II), control and data acquisition system (III), and fractured rock mass seepage system (IV). During the experiment, the mixture will be firstly stirred evenly to form a homogeneous solution. Then, the solution will be transported to the fractured rock mass seepage system through the transport system. Finally, the mixed solution will penetrate the fractures, and the seepage experiment will be completed.Figure 2
Testing system of water-sediment mixture seepage in rock fractures. (I) Water-sediment mixture stirring system. (II) Water-sediment mixture transport system. (III) Control and data acquisition system. (IV) Fractured rock mass seepage system. (a) stirring tank, (b) hand pump, (c) single screw pump, (d) VVVF, (e) pressure transmitter, (f) flow sensor, (g) PC, (h) paperless recorder, and (J) permeameter. (11) specimen, (12) seal, (1) electric machine, (2) reducer, (3) vessel, (4) stirring shaft, (5) stirring impeller, (6) double-acting hydraulic cylinders, (7) vertical shaft, (8) handwheel, (9) screw nut, (10) lower support plate, (13) base, (14) reducer, (15) electric machine, (16) thrust bearing, (17) chain wheel-chain transmission mechanism, (18) guidepost, (19) high-precision ball screw, and (20) roof. (i) Signal transmission line and (ii) mixture transmission pipeline.During the experiment, the impeller (Figure2 (5)) in the stirring system (Figure 2 I) drove the mixture rotation. The eddying effects could ensure a homogeneous mixture. After completing the stirring, the mixture was transported to the seepage system (Figure 2 IV) through the transport system (Figure 2 II). During the process, VVVF (Figure 2(d)) was used to adjust the single screw pump (Figure 2(c)) to provide power for the channel. The transportation pressure and flow of the water-sediment mixture were collected through a pressure transmitter (Figure 2(e)) and flow sensor (Figure 2(f)). The speed range of VVVF was between 0 and 1440 r/min. The maximum flow rate of the screw pump was 0.8 m3/h, and the range of the pressure sensor was between 0 and 21 MPa. The aforementioned parameters could meet the design requirements of this experiment. The seepage process was completed when the mixture was transported to the lower surface of the lower specimen and penetrated to fractures through round holes. The data were collected by sensors during the whole experiment and recorded by a paperless recorder (Figure 2(h)).


## 2.2.2. Specimen Preparations

As shown in Figure3, the reddish-brown sandstone was used in this experiment. The main compositions include 97.3% of SiO2 and 2.7% of Al4[Si4O10](OH)8 without argillaceous water-soluble substances. According to the size of the testing system, rock specimens were processed to cylindrical specimens with a diameter of 75 mm and a height of 70 mm. They were divided into approximately equal two parts, forming a pair of rough fracture surfaces, which were parallel to each other, as shown in Figure 4. Then, circular holes with a diameter of 8 mm were processed in the middle of the fracture surface in any part and penetrated specimens along the height direction. Figure 2 shows the whole processing of rock mass specimens. 3D scanning system was applied to get structural characteristics of upper and lower fracture surfaces of specimens, as shown in Figure 5. The method in literature was used to calculate the roughness coefficient of the fracture surface, and Rs=1.38, which was basically the same with that of the fracture surface of the natural rock [37, 38]. Specimens were fixed and installed to upper and lower bases of the seepage system, as shown in Figure 2 (13) and were sealed by sealing materials, as shown in Figure 2 (12). Thus, fractures with various openings were obtained by adjusting the distance between the upper and lower base.Figure 3
XRD test results of rock specimens compositions.Figure 4
Rock specimens.Figure 5
Roughness test of rock specimen fracture surfaces.
(a)
Measurement method(b)
Upper fracture surface(c)
Lower fracture surfaceThe water-sediment mixture and quartz sands were adopted. Four groups of sands with different sand particle sizes (ds=0.092~0.138mm, 0.138~0.184 mm, 0.184~0.230 mm, and 0.230~0.276 mm) were used to prepare mixed solutions of various mass concentrations, as shown in Figure 6.Figure 6
Various SiO sand.The concentrationρs of the mixture could be calculated by the following formula:
(13)ρs=MsBω1+Ms/ms,where the mass of the sand is Ms, the volume of water is Bω, and the mass of water is ms.According to formula (13), the mass of the quartz sands with various concentrations could be obtained as follows
(14)Ms=ρsBω1−ρsBω/ms.


## 2.3. Experimental Scheme and Process

### 2.3.1. Experimental Methods and Process

Before the experiment, two specimens were fixed to the upper and lower bases by high water materials, respectively. Rock fractures with different openings were formed by adjusting the distance between the upper and lower bases. The water-sediment mixture was transported to the through hole to enter the fracture by the transport system. Figure7 shows the radial direction of the mixture in fractures. The mixture flowing through the rock fractures ran back into the stirring pool through the return line.Figure 7
Radial direction of the mixture in fractures.With the diameter of the through hole of the lower specimen of2a2, the specimen diameter of 2a1, the fracture width of b, the pressure at the inlet of the permeameter of P0 (approximately zero), the flow of Q, and the seepage velocity could be calculated as follows:
(15)vyy=r=Q2πbr,r∈a2,a1.The average seepage velocity is as follows:(16)V=1πa12−a22∫02π∫a2a1Q2πbrrdrdθ=Qπa1+a2b.Supposing that there was no pressure loss in the through hole of lower specimen, the average value of the pressure gradient in fractures is as follows:(17)∂p¯∂x=−p0a1−a2.The absolute value is as follows:(18)Gp=p0a2−a1.During the experiment, the stable seepage flowQi and pressure Pi at the inlet of the permeameter under different rotational speeds were obtained by adjusting the motor speed ni of the screw pump. According to formulas (16) and (17), the corresponding average seepage velocity Vi and pressure gradient Gip could be calculated, where i represented the level of the motor speed, that is, i=1, 2…11.Figure8 shows the whole experimental process as follows.Figure 8
Experimental process of the seepage in rock fractures.


### 2.3.2. Experimental Scheme

Table1 shows 11 levels of the motor speeds of the single screw pump.Table 1
Motor speeds.
ni (r/min-1)i=1i=2i=3i=4i=5i=6i=7i=8i=9i=10i=11200400600800100012001000800600400200The motor speed was firstly step-by-step increased and then decreased. Then, hysteresis characteristics of the seepage process could be further judged and analyzed by calculating the average seepage velocity and pressure gradient during two stages. The seepage hysteresis can be judged and further analyzed according to equations (9) and (12).This experiment mainly studied the influences of the sand particle sizeds, sand mass concentration ρs, and fracture opening b on seepage hysteresis. Table 2 gives the specific parameters.Table 2
Parameters.
Specimen no.Fixed parameterVariablesDS1—DS4b=0.5mm,ρs=80kg/m3ds1=0.092~0.138mm; ds2=0.138~0.184mmds3=0.184~0.230mm; ds4=0.230~0.276mmRS1—RS4b=0.5mmds=0.230~0.276mmρs1=20kg/m3; ρs2=40kg/m3ρs3=60kg/m3; ρs4=80kg/m3B1—B5ds=0.230~0.276mmρs=80kg/m3b1=0.5mm; b2=0.5mm; b3=0.5mmb4=0.5mm; b5=0.5mm


## 2.3.1. Experimental Methods and Process

Before the experiment, two specimens were fixed to the upper and lower bases by high water materials, respectively. Rock fractures with different openings were formed by adjusting the distance between the upper and lower bases. The water-sediment mixture was transported to the through hole to enter the fracture by the transport system. Figure7 shows the radial direction of the mixture in fractures. The mixture flowing through the rock fractures ran back into the stirring pool through the return line.Figure 7
Radial direction of the mixture in fractures.With the diameter of the through hole of the lower specimen of2a2, the specimen diameter of 2a1, the fracture width of b, the pressure at the inlet of the permeameter of P0 (approximately zero), the flow of Q, and the seepage velocity could be calculated as follows:
(15)vyy=r=Q2πbr,r∈a2,a1.The average seepage velocity is as follows:(16)V=1πa12−a22∫02π∫a2a1Q2πbrrdrdθ=Qπa1+a2b.Supposing that there was no pressure loss in the through hole of lower specimen, the average value of the pressure gradient in fractures is as follows:(17)∂p¯∂x=−p0a1−a2.The absolute value is as follows:(18)Gp=p0a2−a1.During the experiment, the stable seepage flowQi and pressure Pi at the inlet of the permeameter under different rotational speeds were obtained by adjusting the motor speed ni of the screw pump. According to formulas (16) and (17), the corresponding average seepage velocity Vi and pressure gradient Gip could be calculated, where i represented the level of the motor speed, that is, i=1, 2…11.Figure8 shows the whole experimental process as follows.Figure 8
Experimental process of the seepage in rock fractures.


## 2.3.2. Experimental Scheme

Table1 shows 11 levels of the motor speeds of the single screw pump.Table 1
Motor speeds.
ni (r/min-1)i=1i=2i=3i=4i=5i=6i=7i=8i=9i=10i=11200400600800100012001000800600400200The motor speed was firstly step-by-step increased and then decreased. Then, hysteresis characteristics of the seepage process could be further judged and analyzed by calculating the average seepage velocity and pressure gradient during two stages. The seepage hysteresis can be judged and further analyzed according to equations (9) and (12).This experiment mainly studied the influences of the sand particle sizeds, sand mass concentration ρs, and fracture opening b on seepage hysteresis. Table 2 gives the specific parameters.Table 2
Parameters.
Specimen no.Fixed parameterVariablesDS1—DS4b=0.5mm,ρs=80kg/m3ds1=0.092~0.138mm; ds2=0.138~0.184mmds3=0.184~0.230mm; ds4=0.230~0.276mmRS1—RS4b=0.5mmds=0.230~0.276mmρs1=20kg/m3; ρs2=40kg/m3ρs3=60kg/m3; ρs4=80kg/m3B1—B5ds=0.230~0.276mmρs=80kg/m3b1=0.5mm; b2=0.5mm; b3=0.5mmb4=0.5mm; b5=0.5mm


## 3. Determination of Hysteresis Characteristic Parameters of Water-Sediment Mixture Seepage

### 3.1. Judgement of Hysteresis Characteristics

Figures9(a) and 9(b) show change curves of the seepage velocity and pressure gradient with time. The overall changes of curves were basically the same. Firstly, the seepage velocity and pressure gradient showed a ladder-shaped and gradual increase during the loading process. They increased rapidly and reached a stable value in a relatively short period with the increase of the motor speed. The stable value was the average value. Secondly, the seepage velocity and pressure gradient showed a ladder-shaped and gradual decrease during the unloading process. They decreased rapidly and reached a stable value with the decrease of the motor speed.Figure 9
Variation curve of seepage parameters with time.
(a)
Variation curve of seepage velocity(b)
Variation curve of pressure gradientBy comparing Figures9(a) and 9(b), it can also be found out that seepage velocities were the same during the two processes, and there were differences in pressure gradients. Both of them could meet formula (12), showing that obvious hysteresis characteristics exited in water-sediment mixture seepage in rock fractures in this experiment.


### 3.2. Hysteresis Parameters

On the basis of Figure9, the pressure gradient and seepage velocity curves, namely, the hysteresis curves of the water-sediment mixture seepage, under steady-state could be obtained [39], as shown in Figure 10. The curves can be divided into the loading stage of OAB⌢ and the unloading stage of BA∗O⌢. In the former stage, the seepage velocity increased gradually, and then gradually decreased in the latter stage. The curves had common endpoints of O and B, between which there were no coincident points. Meanwhile, the pressure gradient at the latter stage was always lower than that at the former stage under the same seepage velocity. The selection of hysteresis parameters mainly depended on the following two features:
(1)
The degree of differences between the loading and unloading stage, that is, the area of the hysteresisS(2)
The largest degree of differences between the loading and unloading stage, that is, the maximum pressure gradient difference valueΔGp under the same seepage velocityFigure 10
Water-sediment mixture seepage hysteresis loop curves.Figure10 gives the expressions and calculating methods of S and ΔGp.


## 3.1. Judgement of Hysteresis Characteristics

Figures9(a) and 9(b) show change curves of the seepage velocity and pressure gradient with time. The overall changes of curves were basically the same. Firstly, the seepage velocity and pressure gradient showed a ladder-shaped and gradual increase during the loading process. They increased rapidly and reached a stable value in a relatively short period with the increase of the motor speed. The stable value was the average value. Secondly, the seepage velocity and pressure gradient showed a ladder-shaped and gradual decrease during the unloading process. They decreased rapidly and reached a stable value with the decrease of the motor speed.Figure 9
Variation curve of seepage parameters with time.
(a)
Variation curve of seepage velocity(b)
Variation curve of pressure gradientBy comparing Figures9(a) and 9(b), it can also be found out that seepage velocities were the same during the two processes, and there were differences in pressure gradients. Both of them could meet formula (12), showing that obvious hysteresis characteristics exited in water-sediment mixture seepage in rock fractures in this experiment.


## 3.2. Hysteresis Parameters

On the basis of Figure9, the pressure gradient and seepage velocity curves, namely, the hysteresis curves of the water-sediment mixture seepage, under steady-state could be obtained [39], as shown in Figure 10. The curves can be divided into the loading stage of OAB⌢ and the unloading stage of BA∗O⌢. In the former stage, the seepage velocity increased gradually, and then gradually decreased in the latter stage. The curves had common endpoints of O and B, between which there were no coincident points. Meanwhile, the pressure gradient at the latter stage was always lower than that at the former stage under the same seepage velocity. The selection of hysteresis parameters mainly depended on the following two features:
(1)
The degree of differences between the loading and unloading stage, that is, the area of the hysteresisS(2)
The largest degree of differences between the loading and unloading stage, that is, the maximum pressure gradient difference valueΔGp under the same seepage velocityFigure 10
Water-sediment mixture seepage hysteresis loop curves.Figure10 gives the expressions and calculating methods of S and ΔGp.


## 4. Hysteresis Characteristics of Water-Sediment Mixture Seepage in Fractures under the Influence of Different Factors

According to the experimental plan, the experiment on the influences of various sand particle size, sand mass concentration, and fracture opening on water-sediment mixture seepage in fractured rock specimens was carried out in order to get hysteresis characteristics.


### 4.1. Variation Laws of Water-Sediment Mixture Seepage Hysteresis Characteristics with Sand Particle Size

Figure11 shows water-sediment mixture seepage hysteresis change curves with hysteresis characteristics parameters with the fixed fracture opening b of 0.5 mm, the sand mass concentration ρs of 80 kg·m3, and four groups of sand particle sizes. The shape of each hysteresis curve in Figure 11(a) was basically the same with that of the typical characteristic curve in Figure 10. A complete closed loop was formed without coincident points. The hysteresis curve characteristics indicated that the pressure gradient became larger with the increase of the sand particle size under the same seepage velocity during the loading stage. While the area of the whole hysteresis loop increased with the increasing descending speed of the curve during the unloading stage. In formula (17), the larger the pressure gradient, the larger the pressure at the specimen inlet is. This was mainly because the larger particle volume had a bigger moment of inertia under the same motor speed, thus, making the large-volume mixture have larger initial pressure. The pressure loss of the mixture also became larger under inertia effects during the unloading stage, and the descending speed of the hysteresis curves became larger. In Figure 11(a), the variation curve of parameters with the sand particle size was obtained. ds is the average of the sand particle size range, as shown in Figure 11(b). In Figure 11(b), the area of hysteresis S and the maximum pressure gradient difference ΔGp under the same seepage velocity increased gradually as the particle size increased, approximately following an exponential change. When the sand particle size was relatively small, its increase had little influence on the hysteresis parameters. ds increased from 0.092~0.138 to 0.138~0.184. S and ΔGp increased by 14.29% from 0.980 to 1.120 and 45.40% from 0.544 to 0.791, respectively. As the sand particle size further increased, the hysteresis parameters showed a rapid and geometric increase. ds increased from 0.138~0.184 to 0.230~0.276, and S increased by 3.82 times from 1.120 to 5.503. ΔGp increased 3.74 times from 0.791 to 3.752. From the perspective of the seepage mechanics, when the sand particle size was relatively small, the water-sediment mixture was taken as the single seepage liquid. As the sand particle size increased, the effects of inertia became more significant. When the sand particle size increased to a certain extent, as part of the seepage channel, a two-phase flow pattern was formed, which was the main reason why S and ΔGp increased gradually after the increase of sand particle size.Figure 11
Hysteresis characteristics of water-sediment mixture seepage in fractures under the effects of sand particle size.
(a)
Hysteresis curves(b)
Change characteristics of hysteresis parameters


### 4.2. Variation Laws of Water-Sediment Mixture Seepage Hysteresis Characteristics with Sand Mass Concentration

Figure12(a) shows hysteresis curves of water-sediment mixture seepage in fractured rock specimens with the fixed fracture opening b of 0.5 mm, sand particle size of 0.230~0.276 mm, and various sand mass concentrations. It could be observed that there were no intersections of curves both during the loading and unloading stages under various conditions. The start and end points coincided and formed a whole closed hysteresis. During the loading stage, the pressure gradient became larger as the mass concentration increased under the same seepage velocity, indicating that the initial pressure at the specimen inlet was larger. While the descending speed of the pressure gradient gradually increased as the mass concentration increased. Meanwhile, S increased with the increase of the mass concentration. The higher the sand mass concentration, the larger the mass of the mixture per unit volume. To reach the same seepage velocity, the initial seepage pressure under a high-concentration mixed solution would be higher. While the higher the concentration, the decrease of the seepage pressure in velocity and degree would be larger during the unloading stage. According to Figure 12(a), change curves of S and ΔGp with the sand mass concentration could be obtained, as shown in Figure 12(b). The increase of sand mass concentration could effectively enhance hysteresis parameters, showing a linear type. With fixed sand particle size and fracture opening, as the sand mass concentration increased, the seepage velocity and pressure gradient increased rapidly in linear type. The mass concentration increased from 20 kg/m3 to 80 kg/m3. S increased from 2.770 to 3.752, increasing by 3.12 times. ΔGp increased from 2.770 to 3.752, increasing by 35.45%. The higher the sand mass concentration, the higher the mixed solution viscosity per unit volume and the larger the coefficient of viscosity. Thus, the differences between the loading and unloading stages of rock specimen fractures increased, reflecting that hysteresis parameters gradually increased.Figure 12
Hysteresis characteristics of water-flow seepage under the influence of sand mass concentration.
(a)
Hysteresis curves(b)
Change characteristics of hysteresis parameters


### 4.3. Variation Laws of Water-Sediment Mixture Seepage Hysteresis with Fracture Opening

The fracture opening is another influence factor of hysteresis. Figure13(a) shows hysteresis curves under five groups of fracture opening. The sand mass concentration and sand particle size were fixed during the experiment (ρs=80kg·m−3 and ds=0.230~0.276mm). It could be observed that there were no intersections of curves both during the loading and unloading stages. There were common starting and ending points. A complete hysteresis loop was formed. Fracture opening had different effects on the pressure gradient during the loading period, and the curves were basically coincident. While the change rate and S increased gradually during the unloading period. Figure 13(b) shows change curves of S and ΔGp with the fracture opening. As the opening increased, S and ΔGp gradually decreased in logarithmic form. The opening increased from 0.5 mm to 1.5 mm. S and ΔGp decreased from 3.752 and 5.403 to 0.580 and 0.670, decreasing by 84.54% and 87.60%, respectively. The more the openings, the less the friction effect of the fracture surface on the mixture, the closer to the ideal seepage characteristics, as shown in Figure 1. The seepage velocity was in the parabolic distribution along the normal direction along the fracture surface. The hysteresis characteristics of the seepage in rock fractures became weaker, thus, leading to smaller hysteresis parameters. It could be predicted that when the opening further increased, the influence of fracture surface on seepage characteristics of the mixture would be weakened.Figure 13
Water-sediment mixture seepage hysteresis characteristics under the influence of fracture opening.
(a)
Hysteresis curves(b)
Change characteristics of hysteresis parameters


## 4.1. Variation Laws of Water-Sediment Mixture Seepage Hysteresis Characteristics with Sand Particle Size

Figure11 shows water-sediment mixture seepage hysteresis change curves with hysteresis characteristics parameters with the fixed fracture opening b of 0.5 mm, the sand mass concentration ρs of 80 kg·m3, and four groups of sand particle sizes. The shape of each hysteresis curve in Figure 11(a) was basically the same with that of the typical characteristic curve in Figure 10. A complete closed loop was formed without coincident points. The hysteresis curve characteristics indicated that the pressure gradient became larger with the increase of the sand particle size under the same seepage velocity during the loading stage. While the area of the whole hysteresis loop increased with the increasing descending speed of the curve during the unloading stage. In formula (17), the larger the pressure gradient, the larger the pressure at the specimen inlet is. This was mainly because the larger particle volume had a bigger moment of inertia under the same motor speed, thus, making the large-volume mixture have larger initial pressure. The pressure loss of the mixture also became larger under inertia effects during the unloading stage, and the descending speed of the hysteresis curves became larger. In Figure 11(a), the variation curve of parameters with the sand particle size was obtained. ds is the average of the sand particle size range, as shown in Figure 11(b). In Figure 11(b), the area of hysteresis S and the maximum pressure gradient difference ΔGp under the same seepage velocity increased gradually as the particle size increased, approximately following an exponential change. When the sand particle size was relatively small, its increase had little influence on the hysteresis parameters. ds increased from 0.092~0.138 to 0.138~0.184. S and ΔGp increased by 14.29% from 0.980 to 1.120 and 45.40% from 0.544 to 0.791, respectively. As the sand particle size further increased, the hysteresis parameters showed a rapid and geometric increase. ds increased from 0.138~0.184 to 0.230~0.276, and S increased by 3.82 times from 1.120 to 5.503. ΔGp increased 3.74 times from 0.791 to 3.752. From the perspective of the seepage mechanics, when the sand particle size was relatively small, the water-sediment mixture was taken as the single seepage liquid. As the sand particle size increased, the effects of inertia became more significant. When the sand particle size increased to a certain extent, as part of the seepage channel, a two-phase flow pattern was formed, which was the main reason why S and ΔGp increased gradually after the increase of sand particle size.Figure 11
Hysteresis characteristics of water-sediment mixture seepage in fractures under the effects of sand particle size.
(a)
Hysteresis curves(b)
Change characteristics of hysteresis parameters


## 4.2. Variation Laws of Water-Sediment Mixture Seepage Hysteresis Characteristics with Sand Mass Concentration

Figure12(a) shows hysteresis curves of water-sediment mixture seepage in fractured rock specimens with the fixed fracture opening b of 0.5 mm, sand particle size of 0.230~0.276 mm, and various sand mass concentrations. It could be observed that there were no intersections of curves both during the loading and unloading stages under various conditions. The start and end points coincided and formed a whole closed hysteresis. During the loading stage, the pressure gradient became larger as the mass concentration increased under the same seepage velocity, indicating that the initial pressure at the specimen inlet was larger. While the descending speed of the pressure gradient gradually increased as the mass concentration increased. Meanwhile, S increased with the increase of the mass concentration. The higher the sand mass concentration, the larger the mass of the mixture per unit volume. To reach the same seepage velocity, the initial seepage pressure under a high-concentration mixed solution would be higher. While the higher the concentration, the decrease of the seepage pressure in velocity and degree would be larger during the unloading stage. According to Figure 12(a), change curves of S and ΔGp with the sand mass concentration could be obtained, as shown in Figure 12(b). The increase of sand mass concentration could effectively enhance hysteresis parameters, showing a linear type. With fixed sand particle size and fracture opening, as the sand mass concentration increased, the seepage velocity and pressure gradient increased rapidly in linear type. The mass concentration increased from 20 kg/m3 to 80 kg/m3. S increased from 2.770 to 3.752, increasing by 3.12 times. ΔGp increased from 2.770 to 3.752, increasing by 35.45%. The higher the sand mass concentration, the higher the mixed solution viscosity per unit volume and the larger the coefficient of viscosity. Thus, the differences between the loading and unloading stages of rock specimen fractures increased, reflecting that hysteresis parameters gradually increased.Figure 12
Hysteresis characteristics of water-flow seepage under the influence of sand mass concentration.
(a)
Hysteresis curves(b)
Change characteristics of hysteresis parameters


## 4.3. Variation Laws of Water-Sediment Mixture Seepage Hysteresis with Fracture Opening

The fracture opening is another influence factor of hysteresis. Figure13(a) shows hysteresis curves under five groups of fracture opening. The sand mass concentration and sand particle size were fixed during the experiment (ρs=80kg·m−3 and ds=0.230~0.276mm). It could be observed that there were no intersections of curves both during the loading and unloading stages. There were common starting and ending points. A complete hysteresis loop was formed. Fracture opening had different effects on the pressure gradient during the loading period, and the curves were basically coincident. While the change rate and S increased gradually during the unloading period. Figure 13(b) shows change curves of S and ΔGp with the fracture opening. As the opening increased, S and ΔGp gradually decreased in logarithmic form. The opening increased from 0.5 mm to 1.5 mm. S and ΔGp decreased from 3.752 and 5.403 to 0.580 and 0.670, decreasing by 84.54% and 87.60%, respectively. The more the openings, the less the friction effect of the fracture surface on the mixture, the closer to the ideal seepage characteristics, as shown in Figure 1. The seepage velocity was in the parabolic distribution along the normal direction along the fracture surface. The hysteresis characteristics of the seepage in rock fractures became weaker, thus, leading to smaller hysteresis parameters. It could be predicted that when the opening further increased, the influence of fracture surface on seepage characteristics of the mixture would be weakened.Figure 13
Water-sediment mixture seepage hysteresis characteristics under the influence of fracture opening.
(a)
Hysteresis curves(b)
Change characteristics of hysteresis parameters


## 5. Conclusions

In order to study the water-sediment mixture seepage hysteresis characteristics in rock fractures, theoretical analysis and seepage mechanics experiment were conducted. The influence factors of sand particle size, sand mass concentration, and fracture opening were studied in detail. The main conclusions are as follows.According to the theory of seepage mechanics, a two-dimensional seepage mechanics model was first established. The relationships between the ideal seepage velocity and the pressure gradient were derived. On the basis, the methods of distinguishing water-sediment mixture seepage hysteresis characteristics in actual rock fractures were developed. The area of the hysteresis loop (S) and the maximum pressure gradient difference (ΔGp) were selected as characterization parameters.Second, a testing system was established to study the water-sediment mixture hysteresis characteristics in rock fractures. The corresponding testing process and methods were designed. The experiments were carried out under various conditions, and the hysteresis characteristics were judged and analyzed.The experimental results indicated that with the increase of sand particle size,S and ΔGp gradually increased exponentially, and the sensibility of the increase in hysteresis characteristics also enhanced. S and ΔGp rapidly increased with the increase of the sand mass concentration. While as the fracture opening increased, S and ΔGp decreased in logarithmic form, indicating that when the opening reached a certain degree, hysteresis characteristics would not change anymore.



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*Source: 6692388-2021-02-16.xml*