Research ArticleExperimental Study on the Mud-Water InrushCharacteristics through Rock Fractures

YanLin Zhao 1,2 and LianYang Zhang3

1Hunan Provincial Key Laboratory of Safe Mining Techniques of Coal Mines, Work Safety Key Lab on Prevention andControl of Gas and Roof Disasters for Southern Coal Mines, Hunan University of Science and Technology, Xiangtan,Hunan 411201, China2State Key Laboratory of Coal Resources and Safety Mining, China University of Mining and Technology,Xuzhou, Jiangsu 221008, China3Department of Civil Engineering and Engineering Mechanics, University of Arizona, Tucson, AZ 85721, USA

Correspondence should be addressed to YanLin Zhao; yanlin_8@163.com

Received 31 August 2017; Accepted 23 April 2018; Published 13 June 2018

Academic Editor: Venu G. M. Annamdas

Copyright © 2018 YanLin Zhao and LianYang Zhang. +is is an open access article distributed under the Creative CommonsAttribution License, which permits unrestricted use, distribution, and reproduction in anymedium, provided the original work isproperly cited.

Fractured rockmasses, which are widely distributed in the south of China, have an impartible relationship withmud-water inrush.In order to study the change laws of mud viscosity under different moisture content, flow property, and mechanism of mud-waterinrush in fractured rock masses, a NDJ-8S rotary viscometer and a simulation model are used to carry out a series of experimentalstudies. Tests of mud viscosity show that mud viscosity depends on moisture content, and the relationship between viscosity andmoisture content was proposed. Based on mud viscosity results, physical model tests’ results indicated that the process of mud-water rush can be divided into four stages: that is, the preparation stage of mud-water mixture burst, the seepage period of mud-water mixture inrush, the nonstable period of mud-water mixture outburst, and the stable period of mud-water mixture outburst.+e excavation disturbance, high water pressure, and effect of erosion and corrosion of water were identified as key factors whichlead to mud-water inrush in fractured rock masses

1. Introduction

Plenty of underground engineering constructions such asrailway tunnel and coal extractions are threatened by variouskinds of water inrush and mud gushing in China [1–4].Research methods of theoretical analysis, laboratory ex-periments, field investigations, and numerical simulationshave always been performed bymany scholars and experts todiscover the mechanisms and influential factors of waterinrush and mud burst in fractured rock masses [5–8]. Ac-cordingly, numerous prevention and treatment technologieswere proposed. Physical tests and site investigations of mud-water inrush show that the main factors, related to water-mud burst, are the supply of water, pressure of water,geological structure, engineering excavation, and so on[9–11]. On one hand, the theoretical analysis and numericalsimulations also come up with some effective and practicalways to prevent and treat mud-water burst disasters [12–14].

On the other hand, for setting risk countermeasure, elim-inating and reducing the adverse influence of risk, manyways of risk evaluation and prediction about mud-waterburst in fractured rock masses were raised to disclose po-tential risk factors [15–18].

In recent years, there have been more than 100 cases ofmud-water burst observed in the southwest mountain, es-pecially in Karst areas, such as Yunnan, Guizhou, andSichuan, causing serious losses of human life and propertyand deterioration of construction conditions [19–22]. +efractured rock masses in Karst zones as a complex andwidespread geological conditions in China, it is extremelyeasy to induce geologic hazard especially mud-water gushingwhen the underground engineering goes through it [23–25].At present, the research on mud-water outburst mechanismis mainly concentrated on reaction of water-rich area,damage of floor strata, and prevention and treatment[26, 27] in addition to some technical solutions for special

HindawiAdvances in Civil EngineeringVolume 2018, Article ID 2060974, 7 pageshttps://doi.org/10.1155/2018/2060974

conditions that depended on different engineering back-grounds. Although many studies on fluid-solid couplingresponse in coal mass and fractured rock mass have beenperformed, indicating that the permeability characteristicsof coal rock mass are closely related with their mechanicalbehavior [28–30], the previous studies did not research mudviscosity, pressure of mud-water outburst, and flow laws ofmud-water on rock fractures.

Essentially, solid clay cannot flow, only when mixed withwater, it can be converted from solid state into fluid statewith different viscosity; at the same time, under the pressureof mud-water which exceeds ultimate bearing capacity ofrock pillars between Karst zones and tunnel excavation face,mud inrush and water outburst accidents are easily ob-served. So in this paper, the change laws of mud viscosityunder different moisture content have been studied. +estudy establishes a similar material simulation model calledthe test device of mud-water burst in confined Karst toexperimentally research the flow characteristics of mud onchannels under different mud-water pressures. +roughlaboratory experiments, the process of mud-water outburstin Karst areas was performed many times through which wecan deeply understand the comprehension of mud gushingin Karst areas and understand the improving and enrichingmechanisms of the mud burst in Karst areas.

2. Tests of Mud Viscosity

2.1. Soil Sample and Experiment Equipment. Selected soil inthese tests is widespread in the south of China called red clay;the amount of montmorillonite is 60–65% which is char-acterized by easily dispersed and high rate of making mud,and the chemical equation of montmorillonite is(Al1.67Mg0.33)[Si4O10][OH]2·nH2O. +e major chemicalcomponents of red clay are SiO2, Al2O3, Fe2O3, CaO, MgO,and so on, and natural moisture content is 6–10%. Firstly,the soil sample is dispersed and exposed to sun for 7 days(Figure 1); during the period of exposure, a wooden stick wasused to crush the clay particles successively and then driedunder the temperature of 105°C–110°C for 24 h, and thestandard soil sieve is used to select three different particlesizes which are 5–10mm, 2.5∼5mm, and below 2.5mm.According to the method of earthwork test GB/T50123-1999, using the digital display measurement instrument of

soil liquid-plastic limit to measure soil moisture contentunder liquid and plastic limit stages, the measurement re-sults are obtained, and these results show that the moisturecontent of the plastic limit is 19.8% and liquid limit is 30.2%.+emeasurement instrument of mud viscosity is the NDJ-8Srotary viscometer as shown in Figure 2.

2.2. Tests’ Design and Results Discussion. +ree differentkinds of particle size clay are divided into four groups: theparticle size of 5–10mm is short for coarse particle clay,2.5∼5mm is short for medium particle clay, below 2.5mm isshort for fine particle clay and mixed particle size clay. Afterthree mud viscosity experiments on each group were con-ducted, the mean was calculated. Moreover, the beakers andclay samples of each group were labeled as follows: #1, #2,and #3 for coarse clay; #4, #5, and #6 for medium clay; #7, #8,and #9 for fine clay; and #10, #11, and #12 for mixed clay.According to the national standard GB/T20973-2007, mudviscosity tests were performed. Table 1 shows the experi-mental parameter and design of the soil sample.

Based on the tests’ results (Figure 3), the changes of mudviscosity can be divided into three stages: that is, the mudviscosity declines rapidly at the stage of ab, the decline isslow at the stage of bc, and the decline is kept unchanged atthe stage after the point c.

As is shown in Figure 3, when the moisture content isconstant, mud viscosity does not vary with particle size, andit means that particle size has little ever no influence on mudviscosity which depends on moisture content completely.

At the stage of ab, the water in the mud is no longer inthe form of combined water, but it is in the form of free and

Figure 1: Clay soil used in the test.

Figure 2: NDJ-8S rotary viscometer.

Table 1: Experimental parameters and design of the soil sample.

Soil sampleGrain composition

5–10mm 2.5∼5mm 2.5∼5mmCoarse clay 100% — —Medium clay — 100% —Fine clay — — 100%Mixed clay 45% 30% 25%

2 Advances in Civil Engineering

gravity water which can dissolve and erode some solublebonding material between particles; furthermore, it also hassome physical-chemical e�ects on clay particles, such aslubrication and softening. �ese poor e�ects will make thespacing increased between particles, and the chance of in-teraction reduces, bonding force decreases, and the soilskeleton becomes loose. Meanwhile, at the stage of ab, theviscosity is extremely sensitive to moisture content.

At the stage of bc, mud was in a state of �ux completely;moreover, the direction and speed of motion of particleswere controlled by water. During the process of mud �ow,there is no drag force between particles, but for those whichcannot dissolve, during the process of �owing, the sortingphenomenon occurred, which leads to rearrangement andsedimentation of particles and changes mesostructure andmechanical properties of particles. It is the sorting phe-nomenon caused by water that has large e�ects on the soilskeleton. But at this stage of bc, mud viscosity is less sensitiveto moisture content than the stage of ab.

At the stage after the point c, the viscosity of the mud istending to be the viscosity of pure water 5.46MPa·s, and thebonding force and the interaction between the particles inthe mud can even be ignored. It is evident that when themoisture content remains the same, the change of viscositydoes not vary with the particle size.

�e foregoing analysis shows that the mud viscosity doesnot depend on the particle size but depends on moisturecontent. Meanwhile, the varying tendencies of each viscositycurve are consistent, no matter how complex the process ofthe interactions about water and soil is. For further in-vestigation of the relationship between the viscosity andmoisture content, the mean method was applied to processeach mud viscosity curve of di�erent particle sizes, and then,MATLAB software was used to perform data �tting(Figure 4).

As is shown in Figure 4, at the stage of ab, when themoisture content is below 45%, viscosity will decline rapidlyfrom 10462MPa·s to 796MPa·s which is caused by the

increase of moisture content in mud; at the stage of bc, whenthe moisture content is 45%–56%, due to the action of thewater, the bonding strength of the mud particle was de-teriorative, aerosols were increased, and mud �uidity wasenhanced, but with the increase of moisture content in mud,the rate of decline of viscosity slowed signi�cantly; when themoisture content was above 56%, viscosity slowed downextremely as the moisture content of mud increased; �nally,change in viscosity remained unchanged (5.46MPa·s).Mathematical models of the relationship between moisturecontent and viscosity were obtained by �tting experimentaldata:

v � 8.19 × 105exp(−(c/6.96)) + 5.52, (1)

where c is the moisture content and v is the viscosity.

3. Tests of Mud-Water Inrush

3.1. Equipment and Method. A test device of mud-waterinrush through rock fractures was designed to study mud-water inrush characteristics though rock fractures. �eskeleton of mud-water inrush through rock fractures is shownin Figure 5, and the test device of mud-water inrush throughrock fractures is shown in Figure 6. As shown in Figure 5,the box system in the test device can be divided into threeparts: water tank, mud tank, and upper tank, and the size ofeach part, in turn, is 300mm× 300mm× 100mm, 300mm×300mm × 400mm, and 300mm × 300mm × 800mm, re-spectively. �e inside of the upper tank was stacked withcement bricks with the size of 70mm × 70mm × 70mm asshown in Figure 7. Mud with a moisture content of19.8%–30.2% was �lled between bricks which were piledup in the upper tank. After mud consolidation, mud andbricks are formed as a whole. �e space among the brickscan be considered as rock fractures. �e mud tank wasused to store mud. In this laboratory mud-water outbursttests, mud with a moisture content of 52% was chosen asmud-water outburst tests’ material, and the mud-water

25 30 35 40 45Moisture content (%)

50 55 60 65 70

Curve of fittingCurve of mean value

0

3000

6000

9000

12000

Visc

osity

(MPa

·s)

a

b c

Figure 4: �e curve of mud viscosity under di�erent moisturecontent.

0

3000

25 30

a

bc

35 40 45Moisture content (%)

Mud

visc

osity

(MPa

·s)

50 55 60 65 70

6000

9000

12000

Coarse grainMixed grainMedium grain

Fine grain

Figure 3: �e curves of mud viscosity of di�erent particle sizesunder di�erent moisture content.

Advances in Civil Engineering 3

pressure values were set to 0.5, 0.8, 1.0, 1.2, and 1.5MPa,respectively. At the same time, the mud tank and uppertank are connected through the porous steel plate. On one

hand, the porous steel plate can bear the load from allcement bricks which were accumulated in the upper tank;on the other hand, holes in the porous steel plate can allowmud stored in the mud tank to pass through and enter intothe upper tank under the water pressure from the watertank. �ere is a pressure conversion piston between themud tank and the water tank. �e pressure regulatorsystem is made up of an air compressor, a servo pump, anda stabilizer system. During the process of tests, the waterpressure in the stabilizer system was monitored in realtime by the servo pump; in addition, another importantfunction of the servo pump is to ensure the presence ofadequate water in the stabilizer system. If the waterpressure in the stabilizer system is below the preset value

Mud tank

Water tankSwitch piston

Upper tank

Cement brick

Channels

Porous steel plate

Box system

Air compressorServo pump

Stabilizer systemPressure regulator system

Data capture system

Figure 5: �e skeleton of mud-water inrush through rock fractures.

Figure 6: Test device of mud-water inrush through rock fractures.

Figure 7: Cement bricks with the size of 70mm× 70mm× 70mm.

4 Advances in Civil Engineering

which was captured by the servo pump, then the aircompressor works, until the water pressure reaches thepreset value. According to the �eld investigation of

engineering geological conditions in Karst zones, the mudwith a moisture content of 19.8%–30.2% is used as the�llings in the mud tank.

3

6

9

12

D

C

A B

Qua

lity

of m

ud-w

ater

mix

ture

inru

sh (k

g)

50 100 150 200 250 300 350 400 450Time (s)

O

(a)

3

0

6

9

Qua

lity

of m

ud-w

ater

mix

ture

inru

sh (k

g)

500 100 150 200 250 300 350 400Time (s)

D

A B

C

O

(b)

4

2

0

6

8

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of m

ud-w

ater

mix

ture

inru

sh (k

g)

20 400 60 80 120100 140 180160 200 220Time (s)

D

C

BAO

(c)

20 400 60 80 120100 140 180160 200Time (s)

A

D

C

BO

3

2

1

0

4

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6Q

ualit

y of

mud

-wat

er m

ixtu

re in

rush

(kg)

(d)

20 400 60 80 120100Time (s)

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4

2

0

Qua

lity

of m

ud-w

ater

mix

ture

inru

sh (k

g)

AB

C

D

(e)

Figure 8: Characteristic curves of mud-water mixture inrush at the mud-water pressures of (a) 0.5, (b) 0.8, (c) 1.0, (d) 1.2, and (e) 1.5MPa.

Advances in Civil Engineering 5

Experimental principles can be summarized as follows:the space among cement bricks (70mm× 70mm× 70mm)to stack each other (11 rows and 4 columns) was regardedas the rock fractures. Meanwhile, the space among brickswas filled with hard plastic clay; cement bricks, which werestacked upon each other, were used to simulate the rockskeleton. After the hard plastic mud was consolidated, thefractured rock mass which was composed of bricks and claywas formed in the upper tank. +e fracture widths in thehorizontal and vertical directions are about 7mm and3mm, respectively. +e water tank is connected to theexternal stabilizer system; moreover, the pressure andquantity of water in the external stabilizer system wereprovided by the air compressor and servo pump whichwere controlled by the computer. Slurry with a moisturecontent of 52% in the mud tank could pass through theporous steel plate into the top box under water pressure;meanwhile, the physical state of consolidated clay wouldchange from solid to mobile liquid which can flow throughthe fracture.

3.2. Results and Discussion. Based on the observation andcalculation from the physical modeling, the curves of thequality of mud-water mixture and time under different waterpressures are obtained (Figure 8 and Table 2).

Based on the test results that were described above(Figure 8), the research results indicate that the changes inthe mud-water mixture inrush can be divided into fourstages: (1) +e preparation stage of mud-water mixtureburst (OA curve segment): at this stage, seepage channels ofmud-water mixture were not formed, and thus, there wasno mud-water mixture collected at the outlet of the testapparatus. Meanwhile, hard plastic clay, which was filled inthe fissure, developed into soft-plastic and fluid-plasticstates under the effect of washout and erosion of mud-water mixture gradually. +is kind of the evolution stage ofhard plastic clay from immobility to mobility was named asthe preparation stage of mud-water mixture gushing, andthe duration time of this phase is TOA. +e experiment alsorevealed that the greater the augment in mud-waterpressure, the shorter the duration time of the incubationperiod. When the pressure increased from 0.5MPa to1.2MPa, the duration of this stage would decrease from 98sto 45 s. But when the mud-water pressure increases to1.5MPa, the incubation stage of mud-water mixture out-burst fails to be observed, which showed that the hazard ofmud-water inrush with the higher pressure has somecharacteristics of suddenness and violence. (2) +e seepageperiod of mud-water mixture inrush (AB curve segment):mud-water inrush moves in fracture, and the seepagechannels of mud-water forms gradually. +e seepage ve-locity is slow, and the duration time of this phase is TAB;moreover, with the increase of mud-water pressure, theduration time of this phase shortens. When the pressure isincreased from 0.5MPa to 1.5MPa, the duration time ofthis seepage stage would decrease from 23 s to 5 s. (3) +enonstable period of mud-water mixture outburst (BC curvesegment): at this phase, mud-water mixture is continuously

scouring channels and gushing forward to external. +evelocity of mud-water mixture outburst is constant; inaddition, with the increase of mud-water pressure, theenergy stored in the mud tank and the maximum velocity ofmud-water mixture outburst would be increased. +e ex-periment showed that when the pressure is increased from0.5MPa to 1.5MPa, the maximum velocity of mud-watermixture inrush of this stage would increase from1.155 ×10−4 m3·s−1 to 3.380×10−4m3·s−1. (4) +e stableperiod of mud-water mixture outburst (CD curve seg-ment): at this stage, the passages of mud-water inrush form,keeping a near constant velocity of mud-water mixtureinrush. +is stage lasts for a relatively longer time.

4. Conclusions

+is paper conducted a series of mud viscosity experimentsand chose mud-water with a moisture content of 52% as thetests’ material. +e process of mud-water in rock frac-tures was simulated. +e research results can be drawn asfollows:

(1) +e mud viscosity does not depend on the particlesize but depends on moisture content. Moreover, therelationship between moisture content and viscositycan be represented by the exponential function.

(2) +e process of mud-water inrush can be divided intofour stages: that is, the preparation stage of mud-water mixture burst, the seepage period of mud-watermixture inrush, the nonstable period of mud-watermixture outburst, and the stable period of mud-water mixture outburst.

(3) +e duration time of the preparation stage andseepage period is shorter, and the maximum velocityof mud-water mixture inrush is larger with the in-crease in mud-water pressure.

Conflicts of Interest

+e authors declare that they have no conflicts of interest.

Acknowledgments

+is research is supported by the National Natural ScienceFoundation of China (nos. 51774131, 51274097, and 51434006),the CRSRI Open Research Program (CKWV2017508/KY), andthe Open Projects of State Key Laboratory of Coal Resourcesand Safe Mining, CUMT (no. SKLCRSM16KF12).

Table 2: Experimental data of mud-water mixture inrush.

Water pressure(MPa)

TOA(s)

TAB(s)

TBC(s)

Maximum mud-water rate(m3·s−1)

0.5 98 23 128 1.155×10−4

0.8 69 15 67 0.804×10−4

1 55 10 44 2.090×10−4

1.2 45 9 46 2.953×10−4

1.5 0 5 16 3.380×10−4

6 Advances in Civil Engineering

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