Research ArticleStabilization Mechanism and Safety Control Strategy of the DeepRoadway with Complex Stress

Yang Yu1 Dingchao Chen 1 Xiangqian Zhao1 Xiangyu Wang2 Lianying Zhang1

and Siyu Zhu1

1College of Civil Engineering Xuzhou University of Technology Xuzhou Jiangsu 221111 China2School of Mines China University of Mining amp Technology Xuzhou Jiangsu 221116 China

Correspondence should be addressed to Dingchao Chen 20170702129xziteducn

Received 22 June 2020 Revised 1 August 2020 Accepted 25 August 2020 Published 4 September 2020

Academic Editor Bisheng Wu

Copyright copy 2020Yang Yu et alis is an open access article distributed under the Creative CommonsAttribution License whichpermits unrestricted use distribution and reproduction in any medium provided the original work is properly cited

With the increase of mining intensity of coal resources some coal mines in China have gradually entered the deep mining stagee complexity of the stress environment of the deep rock stratum leads to the difficulty of coal mining Among them the controlof the deep roadway is one of the bottlenecks restricting the safety mining of the deep coal resources in China By means ofstatistical analysis the factors affecting the stability of the deep roadway were summed up roadway occurrence environmentdriving disturbance and support means e mechanical model of the deep roadway was established with the theory of elastic-plastic mechanics the distribution characteristics of the plastic zone of the roadway were revealed and the influence laws of lateralpressure coefficient vertical stress and support strength on the stability of the roadway were analyzed rough numericalsimulation the law of stress displacement and the plastic zone distribution evolution of the deep roadway the mechanism ofhorizontal stress and the mechanism of bolt support on the roadway were studied On this basis the safety control strategies toensure the stability of the deep roadway were put forward improving the strength of the roof and floor especially the bearing partof the top angle and the side angle enhancing the stability of the two sides of the roadway and controlling the floor heave andmaking the surrounding rock of the deep roadway release pressure moderately so as to make the roadway easy to be maintainedunder the low stress environmentesemeaningful references were provided for the exploitation of deep coal resources in China

1 Introduction

When human beings are exploring the space of the celestialbody they are expanding their exploration towards the deepof Earth at the same time and mining engineering is thelargest engineering of human beings under the deep ofground With the enhancement of the intensity of resourceexploration and development mining is developing towardsstratum under kilometers or even deeper stratum Atpresent Chinese coal mining is expanding towards deeperground in an average speed of 8ndash12 meters per year and itcan be predicted that deep well with kilometers shall be themain source of Chinese coal resources [1ndash5] However deepmining of coal mine presents a series of problems such asthe increase of the rock stress the complexity of tectonicstress intense exploiting disturbance and the deterioration

of the stability of rock mass which results in large defor-mation and serious destruction of the surrounding rock ofthe deep roadway and brings in enormous threat to the safeand effective mining of deep mine erefore the difficultyof controlling the surrounding rock of the deep roadway hasbeen one of the main problems of restricting Chinese coalmining to develop to deeper part [6ndash10] In allusion to deepmining and controlling the surrounding rock of the road-way large amount of research results has been studied byscholars at home and abroad and a certain number of re-search achievements have been obtained Hou [11ndash13]identified the factors affecting the stability of the sur-rounding rock of the roadway analyzed the influence of eachinfluencing factor on the stability of the surrounding rock ofthe roadway proposed to improve the stress state of thesurrounding rock of the roadway and the mechanical

HindawiAdvances in Civil EngineeringVolume 2020 Article ID 8829651 18 pageshttpsdoiorg10115520208829651

properties of the surrounding rock rationally selected thesupport type of the roadway and improved resistance andoptimization of cross section of the roadway which areeffective ways to control the surrounding rock of the deeproadway Kang et al [14ndash17] proposed a theory of highprestress and strong support for deep complex and difficultroadways in coal mines developed a high prestress andstrong support system and successfully applied it to the1000 meter deep mine roadway in Xinwen mining area Forthe problem that traditional rigid anchors cannot adapt tolarge deformation roadways He and Guo [18 19] havedeveloped a constant-resistance large-deformation anchorthat can provide constant working resistance and stabledeformation e anchor is suitable for soft rocks and deeproadways and can effectively control the impact of pressureengineering disasters Bai and Hou [20ndash22] studied thestability of surrounding rock in deep roadways and proposedthe basic methods of controlling the surrounding rock indeep roadways by increasing the strength of the surroundingrocks transferring high stresses from the surrounding rocksand adopting reasonable support technologies Wang et al[23 24] studied the influence of support resistance on thedeformation and plastic area of the surrounding rock in deephigh-stress roadways and proposed that the supportingstructure should meet the principle of coordinated supportfor large deformation of the surrounding rock e com-prehensive control technology based on ldquotruss anchor cablerdquoand anchor cable reinforcement is better to control thesurrounding rock stability of the roadway Li et al [25] foundthat there was a regional rupture phenomenon between thefractured zone and the complete zone in the surroundingrock of the deep roadway and it was successfully monitoredby a drilling television imager in a kilometer deep well in theHuainan mining area e research results of this phe-nomenon are of great significance for understanding thefracture mode and stability support of the surrounding rockin deep roadways In response to the shortcomings of or-dinary grouting in deep soft rock roadways Liu et al [26ndash29]proposed the use of a three-step grouting process tostrengthen surrounding rocks discussed the three-stepgrouting slurry diffusion mechanism and carried outgrouting project with the three-step grouting process Changand Xie [30ndash32] analyzed the stress evolution characteristicsand deformation failure rules of the surrounding rock afterthe excavation of the deep rock lane revealed the stabilitycontrol mechanism of the surrounding rock in the deep wellrock lane and proposed grouting reinforcement supporttechnology of the deep roadway with the rigid-flexiblecoupling of the anchor-net cable Long [33ndash36] proposed thecoanchoringmechanism of the surrounding rock of the deeproadway in view of the problems encountered in the controlof the surrounding rock of the deep roadway and establishedthe synergy mechanism with the structure synergy strengthsynergy stiffness synergy anchoring timing synergy pre-tension force synergy and deformation synergy Zuo et al[37ndash40] believes that the stress gradient is an importantfactor that causes the surrounding rock failure of theroadway Based on this a theoretical model of the gradientfailure of the surrounding rock failure in the deep roadway is

established and the relationship between the relative stressgradient and the average tangential stress level provided bythe surrounding rock mass is determined

However it is still weak in aspects of the mechanism ofhorizontal stress deformation and fracture feature of theroadway and mechanism of bolt support us this paperestablished the mechanical model of the deep roadway throughtheoretical calculation and revealed the distribution charac-teristic of the plastic zone of the roadway on the basis of an-alyzing the influencing factors of stability of the surroundingrock of the deep roadway It also researched the deformationand fracture of the deep roadway distribution rule of stressevolution the mechanism of horizontal stress and the mech-anism of bolt support to the deep roadway by the numericalcalculation method based on which it purposefully proposedthe safety control countermeasures of the deep roadway

2 Engineering Background

Shoushan coal mine is about 25 km from Pingdingshan City inHenan province of China geographical coordinates113deg21prime16Prime to 113deg26prime22Prime east longitude and 33deg45prime45Prime to33deg50prime52Prime north latitude e well field is 145 km long fromeast to west and 11ndash46 km wide from north to south with anarea of 47 km2 Shoushan coal mine is exploiting No 15 coalseam whose average burial depth is 750m dip angle is 8ndash12degand thickness is 3ndash4m with well-field geologic structure de-velopment and belongs to high gas extruding mine No 15 coalseam has the tendency of spontaneous combustion and thedanger of coal dust explosione deformation and fracture ofthe roadway is serious under the combined action of highground stress and tectonic stress especially the deformation offloor heave and roof sink is extremely serious after excavationand mining disturbance It forms vicious spiral of repairingafter excavation in the roadway which threats the safetyproduction of mine seriously e deformation and fracturesituation of the roadway is shown in Figure 1

In order to provide reliable basic parameters of rockstratum for subsequent theoretical calculation and numer-ical modeling so as to reveal the deformation and stabilitymechanism of the deep roadway it needs to measurephysical and mechanical properties and relevant parametersby extracting No 15 coal seam and rock samples of roof andfloore experimental process is shown in Figure 2 and thetest result is given in Table 1

3 Influence Factors of the Stability of theDeep Roadway

e stability of the roadway under deep mining condition notonly relates with the lithology and intensity of the surroundingrock but also is influenced by external stress environmentese influence factors mainly include occurrence environ-ment excavation disturbance and support means

31 Occurrence Environment Ground stress is the basicparameter of the roadway stability and the design of sup-porting structure e existence of tectonic stress field or

2 Advances in Civil Engineering

remnant tectonic stress field is ubiquitous in deep rock masswhile the superposition and accumulation of them formshigh stress the ground stress of deep rock mass possessesobvious directivity and especially that its horizontal stress is

largely influenced by geologic structure e ground stressmeasured data of mine indicate that horizontal stress islarger than vertical stress and the specific value of maximumhorizontal stress and vertical stress is 096ndash207 under the

(a)

Return airmain roadway

Transportmain roadway

Trackmain roadway

11041 coal mining face

11041 transportroadway

11041 return airroadway

11041 gas drainageroadway

11041 gas drainageroadway

12050 coal mining face

12030 coal mining face12030 return air roadway

12050 transport roadway 12050 gas drainage roadway

12050 gas drainage roadway

12010 coal mining face

12030 transport roadway

12030 return airroadway12010 transport roadway

12010 gasDrainage roadway

(b)

Figure 1 (a) Location of coal mine (b) the deformation and fracture situation of the roadway

Standard rock sample

Compression test

Tensile test

Shear test

Data analysis

Underground collection

Primitiverock mass

Automatic coring machine

Rock sample

Rock grinder

Figure 2 e experimental process

Table 1 e physical and mechanical properties of roadway surrounding rock

Lithology Bulk density(kNmiddotmminus 3)

ickness(m)

Compressivestrength (MPa)

Elasticmodulus(GPa)

Poissonratio

Interfrictionangle (deg) Cohesion(MPa) Tensile strength

(MPa)

Finesandstone 275 32 257 100 020 40 60 60

Sandymudstone 253 80 94 35 022 34 25 25

No 15 coalseam 136 35 42 25 025 19 15 15

Mudstone 245 35 72 25 023 32 20 20No 16 coalseam 136 65 47 20 023 32 15 14

Finesandstone 275 50 257 100 020 40 60 60

Sandymudstone 253 12 94 45 022 34 50 32

Limestone 280 13 30 100 020 40 80 72

Advances in Civil Engineering 3

function of high stress the deep rock mass converts fromfragility to ductility which shows strong rheological be-havior with large deformation and obvious ldquotime effectrdquo Inaddition high ground temperature and high water pressurealso produce prominent influence on correlated character-istic of rock mass

32 Excavation Disturbance Roadway excavation changesthe mechanical state of the surrounding rock and it pos-sesses pressure relief function to the unexcavated rockDeviator stress and sharp release of energy caused by ex-cavation under high ground stress condition are the basicreasons of inducing the unstability of the deep roadway andthe main forms of the surrounding rock destruction aretension crack and shear failure Destruction is a progressiveprocess and the strength of the surrounding rock isweakening continuously Under the condition withoutsupport or with small support force the destruction of thedeep roadway presents specific regional fracture phenom-enon while under the function of strong external supportthe shear slip deformation inside the surrounding rock playsa dominant role

33 Support Means Bolt support is a kind of supportmethod widely used by coal mine Its function mainly isreflected in the destruction period of rock but as for rockwhich has entered into yield state small supporting resis-tance even can improve its residual strength remarkably andmake it be capable of bearing large load e deformationamount and speed of the roadway increases clearly after itenters deep mining Although the deformation and fractureof rock mass is unavoidable bolt can provide certain con-straining force to prevent the rock mass from sliding Takethe advantage of horizontal stress to maintain the roofstability by installing bolt and exerting high pretighteningforce timely so as to allow roof to keep in horizontalcompression state and enhance the stability of the roadway

4 Theoretical Calculation of StabilizationMechanism of the Deep Roadway

e stability of the deep roadway in different places isdifferent when it is under the function of high ground stress

and its mechanical characteristic shows that different placeshave different scopes of the plastic zone erefore it needsto adopt the scope of the plastic zone as the evaluation indexof the stability to make an analysis to the roadway stabilitystate

41 Model Establishment e mechanical model of theroadway is shown in Figure 3 Former calculation of theplastic zone of the roadway is based on hydrostatic pressurestate while our research takes into consideration the in-fluences of horizontal stress and supporting intensity on theroadway stability According to the characteristics of deepstress field it makes the following hypotheses (1) rock massis continuous homogeneous and isotropous elastic-plasticmaterial (2) the horizontal stress born by the roadway is λtimes of vertical stress (3) neglect the influence of dead loadof the surrounding rock and (4) the plastic zone of rockmass satisfies MohrndashCoulomb strength criterion

42 Calculation of the Plastic Zone Scope Surrounding rockstress formula of the round roadway in the elasticity zone[41]

σr (1 + λ)p

21 minus

a2

r21113888 1113889 minus

(1 + λ)p

21 minus

4a2

r21113888 1113889 +

3a4

r41113888 11138891113888 1113889cos 2θ +

p0a2

r2

σθ (1 + λ)p

21 +

a2

r21113888 1113889 +

(1 minus λ)p

21 +

3a4

r41113888 1113889cos 2θ minus

p0a2

r21113888 1113889

τrθ (1 minus λ)p

21 +

2a2

r21113888 1113889 minus

3a4

r41113888 11138891113888 1113889sin 2θ

⎫⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎭

(1)

p

brvbarEumlpbrvbarpEuml

p

oP0

abrvbarEgrave

brvbarOgravebrvbarEgrave

brvbarOgraveEgrave

brvbarOgraver

brvbarOgraver

brvbarOacuterbrvbarEgrave

brvbarOacuterbrvbarEgrave

r

Figure 3 Mechanical model of the roadway

4 Advances in Civil Engineering

where λ is the side pressure coefficient p is the vertical stressMPa a is the radius of the roadwaym r is the distance to thecenter of the roadway m P0 is the supporting intensityMPa θ is the included angle with x-axis deg σr is the radialdirection normal stress MPa σθ is the tangential normalstress MPa and τrθ is the shear stress MPa

One pointrsquos radial direction normal stress tangentialnormal stress and shear stress are known and then theprincipal stress of this point can be acquired by

σ1 σr + σθ

21113874 1113875 +

σr minus σθ2

1113874 11138752

+ τ2rθ

1113971

σ2 σr + σθ

2minus

σr minus σθ2

1113874 11138752

+ τ2rθ

1113971

⎫⎪⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎪⎭

(2)

where σ1 is the maximum principal stress and σ2 is theminimum principal stress

Substitute equation (1) into (2) and then the principalstress of the surrounding rock of the round roadway in theelasticity zone can be acquired

σ1 (1 + λ)p

2minus (λ minus 1)

pa2

r21113888 1113889cos 2 θ +

p

21113874 1113875β

σ2 (1 + λ)p

2minus (λ minus 1)

pa2

r21113888 1113889cos 2 θ minus

p

21113874 1113875β

⎫⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎭

(3)

In the equation

β

(1 + λ)a2

r21113888 1113889 minus (λ minus 1) 1 minus

2a2

r21113888 1113889 +

3a4

r41113888 11138891113888 1113889cos 2 θ minus

2p0a2

pr21113888 11138891113890 1113891

2

+ (λ minus 1) 1 +2a2

r21113888 1113889 minus

3a4

r41113888 11138891113888 1113889sin 2 θ1113890 1113891

2

11139741113972

(4)

e principal stress of the point inside the plastic zonecan be known by MohrndashCoulomb strength criterion

σ1 1 + sin ϕ1 minus sin ϕ

1113888 1113889σ2 +2C cos ϕ1 minus sin ϕ

1113888 1113889 (5)

where C is the cohesion and φ is the internal friction angle degSubstituting equation (3) into (5) the scope of the plastic

zone of the surrounding rock of the round roadway in deepcomplex stress field can be acquired

(1 + λ)q minus 2(λ minus 1)qa

2

r21113888 1113889cos 2 θ1113890 1113891sin ϕ minus qβ + 2C cos ϕ 0

(6)

e point (r θ) satisfying with equation (6) locates at theboundary of the elastic zone and plastic zone and the zoneinside the boundary line is the plastic zone

43 Influence Factors of the Plastic Zone Scope

431 Side Pressure Coefficient λ Hypothesize verticalpressure q 15MPa rock mass cohesion c 15MPa in-ternal friction angle φ 20deg and support intensityP0 03MPa When side pressure coefficient λ 05 1 15and 2 the distribution range of the plastic zone can beobtained as shown in Figure 4

It can be inferred from Figure 4 that when λ is relativelysmall the plastic zone of the roadway presents symmetricdistribution and the plastic destruction scope is about10mndash30m when λ increases from 05 to 15 the scope ofplastic zones at two sides of the roadway is decreasinggradually from 124m to 073m and the scope of roof andfloor plastic zones is increasing gradually from 029m to134m when λ is greater than 15 the scope of the plastic

zone of the roadway increases rapidly and the increase ofhumeral angle part is extremely remarkable the scope of theplastic zone reaches to 347m when λ 2 which increases160 than λ 15 the value of λ at this time is the limit valueof the roadway stability It fully reflects the impact ofhorizontal stress on the stability of roof and floor of theroadway When side pressure coefficient is greater than thisvalue the stability of the roadway will decreases rapidlywhich coincides with a large number of field observation

432 Vertical Pressure q Hypothesize side pressure coef-ficient λ 2 rock mass cohesion C＝15MPa internalfriction angle φ 20deg and supporting intensityP0 03MPa When vertical pressure q 5 10 15 20MPathe distribution range of the plastic zone of the roadway canbe as shown in Figure 5

It can be indicated from Figure 5 that with the increase ofthe burial depth of the roadway the plastic zone isexpanding constantly and especially the diffusion from thehumeral angle of the roadway towards the two sides isobvious When vertical stress is relatively small (qlt 5MPa)the plastic fracture scope is less than 11m and the roadwayis apt to stability at this time but the expansion rate of thescope of the plastic zone is fast after it enters deep part(qgt 15MPa) the scope of plastic fracture is more than347m and it is difficult to keep the stability of the roadwayand the expansion rate of the plastic zone slows down

433 Support Means Hypothesize side pressure coefficientλ 2 vertical pressure q 15MPa rock mass cohesionC 15MPa and internal friction angle φ 20deg when sup-porting intensity P0 0 01 02 03 04 05MPa the

Advances in Civil Engineering 5

distribution range of the plastic zone can be as shown inFigure 6

It can be inferred from Figure 6 that with the increase ofsupport intensity p0 the scope of the plastic zone L basicallypresents linear decrease e linear relation is given as

L 5486 minus 0055p0 (7)

Although the function of bolt support to the decrease ofthe scope of the plastic zone is not obvious it effectively

improves the residual strength of surrounding rock afterpeak [42] and restricts the further expansion of the plasticzone

In summary with the increase of ground stress thestability of the roadway is becoming worse and worse theinfluence of ground stress on the stability of the roadway isununiform that is to say that the vertical stress mainlyinfluences the stability of the two sides of the roadway andthe horizontal stress mainly influences the stability of roofand floor of the roadway

5 Numerical Modeling of the StabilizationMechanism of the Deep Roadway

51ModelEstablishment Taking the roadway of the 15 coalseam in Shoushan coal mine as an example the numericalcalculation model is established by making use of FLAC3Dsoftware It makes a research on distribution and evolutionrules with the stress displacement and the plastic zone andthe influences of different intensities of horizontal stress ithave on above factors What is more the size of the model islengthtimeswidthtimes height 180mtimes 80mtimes 835m the totalnumber of unit is 321600 and the total number of node is337348 e sides of this model are restricted horizontalmobility its underside is restricted vertical shift and itsupper surface is stress boundary Impose 15MPa to simulatethe dead weight of overlying rock mass and the materialconforms to the MohrndashCoulomb model e numericalcalculation model is shown in Figure 7 e research con-tents are (1) the distribution and evolution rules of stressdisplacement and the plastic zone of the roadway (2) theinfluences of horizontal stress on the stability of the road-way and (3) the function of bolt support on the deeproadway

52 Distribution and Evolution Rules of Stress Displacementand the Plastic Zone of the Deep Roadway

521 Evolution Rule of Vertical Stress After the excavationof the roadway the two sides form the stress concentrationzone and the stress concentration factor increases from 120

01 02 03 04 050545

546

547

548

549

550

Plas

tic zo

ne L

(m)

Support strength P0 (MPa)

L = 5486 ndash 0055P0

Figure 6 e plastic zone with different support intensity

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

q = 5MPa

q = 15MPa

q = 10MPa

q = 20MPa

Figure 5 e distribution range of the plastic zone with differentvertical pressure

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

λ = 2

λ = 05λ = 15

λ = 1

Figure 4 e distribution range of the plastic zone with differentside pressure coefficients

6 Advances in Civil Engineering

to 143 the surrounding rock in certain scope of the roadwayis relatively broken and forms the stress decreasing zoneAfter the roadway deformation tends to be stable the stress

decreasing zone presents ldquobowling-formrdquo distribution atroof and floor and the scope is relatively large e clouddiagram of vertical stress is shown in Figure 8

LimestoneSandy mudstoneFine sandstone

No16 coal seamMudstoneNo15 coal seam

Figure 7 Numerical calculation model

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash19907e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15870e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21313e + 007 to ndash20000e + 007ndash20000e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15409e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21767e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash25000e + 006ndash25000e + 006 to ndash15432e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 8 Cloud diagram of vertical stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 7

522 Distribution and Evolution Rule of Horizontal StressAfter the excavation of the roadway the two sides appear aslarge scope of the stress decreasing zone and the flooremerges as small scope of the stress concentration zoneDuring the stability process of the roadway the stressconcentration zone of roof and floor is enlarging constantlyand especially in the floor of the roadway whose stressconcentration zone is relatively large Moreover the stressdistribution of the two sides is basically invariant e clouddiagram of horizontal stress is shown in Figure 9

523 Distribution and Evolution Rule of Shear StressAfter the excavation of the roadway with the increase ofdeviator stress σ1 minus σ3 it forms the shear stress concen-tration zone at the four corners of the roadway It can beknown from shear stress mutual equal theory that shearstress comes in pairs the directions of shear stress of ad-jacent two surfaces is opposite and the intensity of shearstress is 60MPa after the stability of the roadway e clouddiagram of shear stress is shown in Figure 10

524 Distribution and Evolution Rule of DisplacementAfter the excavation of the roadway the surrounding rockmoves towards excavation direction Due to that the verticalstress forms the stress concentration zone at the two sides sothe coal of the two sides bear great pressure while thestrength of coal is relatively low so the displacement of thetwo sides is large e cloud diagram of displacement isshown in Figure 11

525 Distribution and Evolution Rule of the Plastic ZoneAfter excavation of the roadway stress concentration areaappears in roof and floor Shear failure is serious and the twosides present small scope of tensile failuree destruction ofthe roadway is mainly shear failure and it presents smallscope of the tensile-shear mixed fracture zone at the centerof roof and the middle part of the two sides e clouddiagram of the plastic zone is shown in Figure 12

In conclusion the two sides form the stress concen-tration zone under the function of vertical stress in deepstress field after the excavation of the roadway furthermorethe roof and floor show large scope of the stress decreasingzone under the function of horizontal stress it appears inlarge scope of the horizontal stress concentration zone at theroof and floor and the side angle appears in the shear stressconcentration zone so the roof and floor rock masses areeasy to occur as shear failure erefore under the functionof deep high stress the key to stabilize the deep roadway is toimprove the rigidity and strength of roof and floor rockmasses and especially the important load bearing parts ofvertex angle and side angle

53 Horizontal Stress Action Mechanism One of theprominent characteristics of deep ground stress is thathorizontal stress is higher than vertical stress [43] eground stress testing results of this coal mine show that thespecific value of maximum horizontal stress and vertical

stress is 096ndash207erefore the value range of side pressurecoefficient selected in numerical calculation is 1-2

531 Displacement Distribution of the Roadway

(1) e displacement of the roadway basically presentspositive exponential distribution with the enlargingof distance from the roadway surface furthermorethe horizontal displacement of the two sides keepsstable when its distance to the two sides is 40m thevertical displacement of floor keeps stable when itsdistance to the floor is 70m and the vertical dis-placement of roof keeps stable when its distance tothe roof is 70m

(2) With the increase of side pressure coefficient thesurface displacement of the roadway increasesconstantly e influence of horizontal stress on thestability of the roadway exists obvious boundary Inaddition when the side pressure coefficient is largerthan 12 the roadway loses stability rapidly

(3) e increase of horizontal stress has a great influenceon the roof and floor while it has a small influenceon the two sides e displacement distribution ofthe roadway is shown in Figure 13

532 Stress Distribution of the Roadway

(1) As the distance from the roadway surface is fartherthe vertical stress of the two sides first increases andthen decreases moreover the peak stress appears atthe place of 50m and the stress tends to be stableafter 10m e horizontal stress of the two sides isincreasing constantly and there is no obvious peakvalue the vertical stress of roof and floor increasesconstantly without obvious peak value e hori-zontal stress of roof and floor first increases and thendecreases and there is a certain fluctuation in thescope of 10m of roof and floor and the horizontalstress gradually tends to be stable after 15m

(2) With the increase of side pressure coefficient thedistribution and intensity of vertical stress of twosides keep unchanged basically with small influenceof horizontal stress the vertical stress distribution ofroof and floor gradually transits from ldquoarc-shaperdquodistribution to ldquoellipse shaperdquo and the vertical stressis increasing constantlye stress distribution of theroadway is shown in Figure 14

533 Plastic Zone Distribution of the Roadway With theincrease of side pressure coefficient the failure mode of theroadway keeps unchanged which is mainly shear failure andshear-tensile failure But the coverage area of shear-tensilefailure to the area of the roadway failure is decreasingcontinuously and the scope of shear failure is increasingconstantly so horizontal stress intensifies the shear failure ofthe roadway e plastic zone distribution of the roadway isshown in Figure 15

8 Advances in Civil Engineering

6 Bolt Support Mechanism for theDeep Roadway

As for the interaction relation between bolt and surroundingrock scholars made large amount of research studies on theamelioration of mechanical property of rock mass after boltstrengthening which revealed the mechanism of bolt sup-port in different degrees However these achievementsmainly come from shallow-buried tunnel engineering andits research emphasis is the anchoring effect of unbrokenrock and soil mass While under the influence of high stressand strong mining the surrounding rock of the deeproadway especially the coal roadway occurs as large de-formation and large scope of destruction therefore it needsto make a further study on bolt support mechanism undersuch condition e bolt support structure of the roadway isshown in Figure 16 ere are six bolts at roof four bolts ateach side of the two sides row spacing is 800mm inter-spacing of anchor is 3000mm and row spacing of anchor is1600mm

61 Roadway Deformation Under the condition of with orwithout support the horizontal displacement difference ofthe two sides is enlarging constantly when it transits fromthe deep of surrounding rock towards the surface of theroadway but the maximum displacement difference is just24mm and the vertical displacement of roof and floor keepsunchanged generally Although bolt support improves theparameters of shallow surrounding rockrsquos internal frictionangle and cohesive force the shallow surrounding rockstress of the deep roadway is still very high and the effect ofbolt support is not significant e horizontal displacementof the two sides of the roadway is shown in Figure 17

62 Roadway Stress Compared with the condition withoutsupport under the function of bolt support the stress in-tensity and distribution rule of the roadway have no bigchanges Due to that the scope of the horizontal stressdecreasing zone of the two sides is large and the stressenvironment is good so the effect of bolt support of the two

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash23567e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35234e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24608e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35577e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24771e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35462e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 9 Cloud diagram of horizontal stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 9

sides is more remarkable than that of roof In addition boltsupport improves the confining pressure of the surface of theroadway and the increase of confining pressure remarkablydecreases the deformation of the roadway on account of thatthe shallow surrounding rock of the roadway is mellow andbroken and it is sensitive to confining pressure e clouddiagram of the roadway stress is shown in Figure 18

63RoadwayFailure Compared with the condition withoutsupport the scope of the plastic zone of the roadway de-creases to some extent under the function of bolt Whenthere is no support the surrounding rock in the middle partof the roadway mainly presents shear failure and tensilefailure while bolt support can effectively decrease the scopeof tensile failure of the surface of the roadway and thedestruction range of roof can decrease from 3m withoutsupport to 1m with support so bolt support can strengthenthe stability of the roadway e cloud diagram of the plasticzone is shown in Figure 19

64 Bolt Stress e bolt of the roadway bears the dilatationdeformation stress of the surrounding rock as it restrains thesurrounding rock so it keeps in tension state e axial forceof bolt reaches to maximum at the middle part of two sidesthat of the middle part of roof takes second place and that ofvertex angle is minimum moreover the maximum axialforce of bolt is 200 kN and theminimum axial force of bolt is147 kNe maximum axial force of anchor is 3042 kNebolt has entered into yield state as for bolt with BHRB335texture and diameter of 20mm and the anchor also hasentered into yield state as for anchor with a diameter of1524mme force diagram of bolt and anchor is shown inFigure 20

In conclusion when the shallow surrounding rockstress of the roadway is relatively low ordinary bolt supporthas a good effect on surrounding control but the defor-mation of the roadway has not yet received an effectivecontrol on the whole both bolt and anchor bear greattension and enter into yield state and the supportingstructure approaches destruction erefore in order to

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash56636e + 006 to ndash50000e + 006ndash50000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash30000e + 006ndash30000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash10000e + 006ndash10000e + 006 to 00000e + 00000000e + 000 to 10000e + 00610000e + 006 to 20000e + 00620000e + 006 to 30000e + 00630000e + 006 to 40000e + 00640000e + 006 to 50000e + 00650000e + 006 to 55699e + 006

Interval = 10e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash62355e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 61281e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash63592e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 62475e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 10 Cloud diagram of shear stress (a) 300 step (b) 600 step and (c) 2100 step

10 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

remnant tectonic stress field is ubiquitous in deep rock masswhile the superposition and accumulation of them formshigh stress the ground stress of deep rock mass possessesobvious directivity and especially that its horizontal stress is

largely influenced by geologic structure e ground stressmeasured data of mine indicate that horizontal stress islarger than vertical stress and the specific value of maximumhorizontal stress and vertical stress is 096ndash207 under the

(a)

Return airmain roadway

Transportmain roadway

Trackmain roadway

11041 coal mining face

11041 transportroadway

11041 return airroadway

11041 gas drainageroadway

11041 gas drainageroadway

12050 coal mining face

12030 coal mining face12030 return air roadway

12050 transport roadway 12050 gas drainage roadway

12050 gas drainage roadway

12010 coal mining face

12030 transport roadway

12030 return airroadway12010 transport roadway

12010 gasDrainage roadway

(b)

Figure 1 (a) Location of coal mine (b) the deformation and fracture situation of the roadway

Standard rock sample

Compression test

Tensile test

Shear test

Data analysis

Underground collection

Primitiverock mass

Automatic coring machine

Rock sample

Rock grinder

Figure 2 e experimental process

Table 1 e physical and mechanical properties of roadway surrounding rock

Lithology Bulk density(kNmiddotmminus 3)

ickness(m)

Compressivestrength (MPa)

Elasticmodulus(GPa)

Poissonratio

Interfrictionangle (deg) Cohesion(MPa) Tensile strength

(MPa)

Finesandstone 275 32 257 100 020 40 60 60

Sandymudstone 253 80 94 35 022 34 25 25

No 15 coalseam 136 35 42 25 025 19 15 15

Mudstone 245 35 72 25 023 32 20 20No 16 coalseam 136 65 47 20 023 32 15 14

Finesandstone 275 50 257 100 020 40 60 60

Sandymudstone 253 12 94 45 022 34 50 32

Limestone 280 13 30 100 020 40 80 72

Advances in Civil Engineering 3

function of high stress the deep rock mass converts fromfragility to ductility which shows strong rheological be-havior with large deformation and obvious ldquotime effectrdquo Inaddition high ground temperature and high water pressurealso produce prominent influence on correlated character-istic of rock mass

32 Excavation Disturbance Roadway excavation changesthe mechanical state of the surrounding rock and it pos-sesses pressure relief function to the unexcavated rockDeviator stress and sharp release of energy caused by ex-cavation under high ground stress condition are the basicreasons of inducing the unstability of the deep roadway andthe main forms of the surrounding rock destruction aretension crack and shear failure Destruction is a progressiveprocess and the strength of the surrounding rock isweakening continuously Under the condition withoutsupport or with small support force the destruction of thedeep roadway presents specific regional fracture phenom-enon while under the function of strong external supportthe shear slip deformation inside the surrounding rock playsa dominant role

33 Support Means Bolt support is a kind of supportmethod widely used by coal mine Its function mainly isreflected in the destruction period of rock but as for rockwhich has entered into yield state small supporting resis-tance even can improve its residual strength remarkably andmake it be capable of bearing large load e deformationamount and speed of the roadway increases clearly after itenters deep mining Although the deformation and fractureof rock mass is unavoidable bolt can provide certain con-straining force to prevent the rock mass from sliding Takethe advantage of horizontal stress to maintain the roofstability by installing bolt and exerting high pretighteningforce timely so as to allow roof to keep in horizontalcompression state and enhance the stability of the roadway

4 Theoretical Calculation of StabilizationMechanism of the Deep Roadway

e stability of the deep roadway in different places isdifferent when it is under the function of high ground stress

and its mechanical characteristic shows that different placeshave different scopes of the plastic zone erefore it needsto adopt the scope of the plastic zone as the evaluation indexof the stability to make an analysis to the roadway stabilitystate

41 Model Establishment e mechanical model of theroadway is shown in Figure 3 Former calculation of theplastic zone of the roadway is based on hydrostatic pressurestate while our research takes into consideration the in-fluences of horizontal stress and supporting intensity on theroadway stability According to the characteristics of deepstress field it makes the following hypotheses (1) rock massis continuous homogeneous and isotropous elastic-plasticmaterial (2) the horizontal stress born by the roadway is λtimes of vertical stress (3) neglect the influence of dead loadof the surrounding rock and (4) the plastic zone of rockmass satisfies MohrndashCoulomb strength criterion

42 Calculation of the Plastic Zone Scope Surrounding rockstress formula of the round roadway in the elasticity zone[41]

σr (1 + λ)p

21 minus

a2

r21113888 1113889 minus

(1 + λ)p

21 minus

4a2

r21113888 1113889 +

3a4

r41113888 11138891113888 1113889cos 2θ +

p0a2

r2

σθ (1 + λ)p

21 +

a2

r21113888 1113889 +

(1 minus λ)p

21 +

3a4

r41113888 1113889cos 2θ minus

p0a2

r21113888 1113889

τrθ (1 minus λ)p

21 +

2a2

r21113888 1113889 minus

3a4

r41113888 11138891113888 1113889sin 2θ

⎫⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎭

(1)

p

brvbarEumlpbrvbarpEuml

p

oP0

abrvbarEgrave

brvbarOgravebrvbarEgrave

brvbarOgraveEgrave

brvbarOgraver

brvbarOgraver

brvbarOacuterbrvbarEgrave

brvbarOacuterbrvbarEgrave

r

Figure 3 Mechanical model of the roadway

4 Advances in Civil Engineering

where λ is the side pressure coefficient p is the vertical stressMPa a is the radius of the roadwaym r is the distance to thecenter of the roadway m P0 is the supporting intensityMPa θ is the included angle with x-axis deg σr is the radialdirection normal stress MPa σθ is the tangential normalstress MPa and τrθ is the shear stress MPa

One pointrsquos radial direction normal stress tangentialnormal stress and shear stress are known and then theprincipal stress of this point can be acquired by

σ1 σr + σθ

21113874 1113875 +

σr minus σθ2

1113874 11138752

+ τ2rθ

1113971

σ2 σr + σθ

2minus

σr minus σθ2

1113874 11138752

+ τ2rθ

1113971

⎫⎪⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎪⎭

(2)

where σ1 is the maximum principal stress and σ2 is theminimum principal stress

Substitute equation (1) into (2) and then the principalstress of the surrounding rock of the round roadway in theelasticity zone can be acquired

σ1 (1 + λ)p

2minus (λ minus 1)

pa2

r21113888 1113889cos 2 θ +

p

21113874 1113875β

σ2 (1 + λ)p

2minus (λ minus 1)

pa2

r21113888 1113889cos 2 θ minus

p

21113874 1113875β

⎫⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎭

(3)

In the equation

β

(1 + λ)a2

r21113888 1113889 minus (λ minus 1) 1 minus

2a2

r21113888 1113889 +

3a4

r41113888 11138891113888 1113889cos 2 θ minus

2p0a2

pr21113888 11138891113890 1113891

2

+ (λ minus 1) 1 +2a2

r21113888 1113889 minus

3a4

r41113888 11138891113888 1113889sin 2 θ1113890 1113891

2

11139741113972

(4)

e principal stress of the point inside the plastic zonecan be known by MohrndashCoulomb strength criterion

σ1 1 + sin ϕ1 minus sin ϕ

1113888 1113889σ2 +2C cos ϕ1 minus sin ϕ

1113888 1113889 (5)

where C is the cohesion and φ is the internal friction angle degSubstituting equation (3) into (5) the scope of the plastic

zone of the surrounding rock of the round roadway in deepcomplex stress field can be acquired

(1 + λ)q minus 2(λ minus 1)qa

2

r21113888 1113889cos 2 θ1113890 1113891sin ϕ minus qβ + 2C cos ϕ 0

(6)

e point (r θ) satisfying with equation (6) locates at theboundary of the elastic zone and plastic zone and the zoneinside the boundary line is the plastic zone

43 Influence Factors of the Plastic Zone Scope

431 Side Pressure Coefficient λ Hypothesize verticalpressure q 15MPa rock mass cohesion c 15MPa in-ternal friction angle φ 20deg and support intensityP0 03MPa When side pressure coefficient λ 05 1 15and 2 the distribution range of the plastic zone can beobtained as shown in Figure 4

It can be inferred from Figure 4 that when λ is relativelysmall the plastic zone of the roadway presents symmetricdistribution and the plastic destruction scope is about10mndash30m when λ increases from 05 to 15 the scope ofplastic zones at two sides of the roadway is decreasinggradually from 124m to 073m and the scope of roof andfloor plastic zones is increasing gradually from 029m to134m when λ is greater than 15 the scope of the plastic

zone of the roadway increases rapidly and the increase ofhumeral angle part is extremely remarkable the scope of theplastic zone reaches to 347m when λ 2 which increases160 than λ 15 the value of λ at this time is the limit valueof the roadway stability It fully reflects the impact ofhorizontal stress on the stability of roof and floor of theroadway When side pressure coefficient is greater than thisvalue the stability of the roadway will decreases rapidlywhich coincides with a large number of field observation

432 Vertical Pressure q Hypothesize side pressure coef-ficient λ 2 rock mass cohesion C＝15MPa internalfriction angle φ 20deg and supporting intensityP0 03MPa When vertical pressure q 5 10 15 20MPathe distribution range of the plastic zone of the roadway canbe as shown in Figure 5

It can be indicated from Figure 5 that with the increase ofthe burial depth of the roadway the plastic zone isexpanding constantly and especially the diffusion from thehumeral angle of the roadway towards the two sides isobvious When vertical stress is relatively small (qlt 5MPa)the plastic fracture scope is less than 11m and the roadwayis apt to stability at this time but the expansion rate of thescope of the plastic zone is fast after it enters deep part(qgt 15MPa) the scope of plastic fracture is more than347m and it is difficult to keep the stability of the roadwayand the expansion rate of the plastic zone slows down

433 Support Means Hypothesize side pressure coefficientλ 2 vertical pressure q 15MPa rock mass cohesionC 15MPa and internal friction angle φ 20deg when sup-porting intensity P0 0 01 02 03 04 05MPa the

Advances in Civil Engineering 5

distribution range of the plastic zone can be as shown inFigure 6

It can be inferred from Figure 6 that with the increase ofsupport intensity p0 the scope of the plastic zone L basicallypresents linear decrease e linear relation is given as

L 5486 minus 0055p0 (7)

Although the function of bolt support to the decrease ofthe scope of the plastic zone is not obvious it effectively

improves the residual strength of surrounding rock afterpeak [42] and restricts the further expansion of the plasticzone

In summary with the increase of ground stress thestability of the roadway is becoming worse and worse theinfluence of ground stress on the stability of the roadway isununiform that is to say that the vertical stress mainlyinfluences the stability of the two sides of the roadway andthe horizontal stress mainly influences the stability of roofand floor of the roadway

5 Numerical Modeling of the StabilizationMechanism of the Deep Roadway

51ModelEstablishment Taking the roadway of the 15 coalseam in Shoushan coal mine as an example the numericalcalculation model is established by making use of FLAC3Dsoftware It makes a research on distribution and evolutionrules with the stress displacement and the plastic zone andthe influences of different intensities of horizontal stress ithave on above factors What is more the size of the model islengthtimeswidthtimes height 180mtimes 80mtimes 835m the totalnumber of unit is 321600 and the total number of node is337348 e sides of this model are restricted horizontalmobility its underside is restricted vertical shift and itsupper surface is stress boundary Impose 15MPa to simulatethe dead weight of overlying rock mass and the materialconforms to the MohrndashCoulomb model e numericalcalculation model is shown in Figure 7 e research con-tents are (1) the distribution and evolution rules of stressdisplacement and the plastic zone of the roadway (2) theinfluences of horizontal stress on the stability of the road-way and (3) the function of bolt support on the deeproadway

52 Distribution and Evolution Rules of Stress Displacementand the Plastic Zone of the Deep Roadway

521 Evolution Rule of Vertical Stress After the excavationof the roadway the two sides form the stress concentrationzone and the stress concentration factor increases from 120

01 02 03 04 050545

546

547

548

549

550

Plas

tic zo

ne L

(m)

Support strength P0 (MPa)

L = 5486 ndash 0055P0

Figure 6 e plastic zone with different support intensity

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

q = 5MPa

q = 15MPa

q = 10MPa

q = 20MPa

Figure 5 e distribution range of the plastic zone with differentvertical pressure

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

λ = 2

λ = 05λ = 15

λ = 1

Figure 4 e distribution range of the plastic zone with differentside pressure coefficients

6 Advances in Civil Engineering

to 143 the surrounding rock in certain scope of the roadwayis relatively broken and forms the stress decreasing zoneAfter the roadway deformation tends to be stable the stress

decreasing zone presents ldquobowling-formrdquo distribution atroof and floor and the scope is relatively large e clouddiagram of vertical stress is shown in Figure 8

LimestoneSandy mudstoneFine sandstone

No16 coal seamMudstoneNo15 coal seam

Figure 7 Numerical calculation model

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash19907e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15870e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21313e + 007 to ndash20000e + 007ndash20000e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15409e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21767e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash25000e + 006ndash25000e + 006 to ndash15432e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 8 Cloud diagram of vertical stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 7

522 Distribution and Evolution Rule of Horizontal StressAfter the excavation of the roadway the two sides appear aslarge scope of the stress decreasing zone and the flooremerges as small scope of the stress concentration zoneDuring the stability process of the roadway the stressconcentration zone of roof and floor is enlarging constantlyand especially in the floor of the roadway whose stressconcentration zone is relatively large Moreover the stressdistribution of the two sides is basically invariant e clouddiagram of horizontal stress is shown in Figure 9

523 Distribution and Evolution Rule of Shear StressAfter the excavation of the roadway with the increase ofdeviator stress σ1 minus σ3 it forms the shear stress concen-tration zone at the four corners of the roadway It can beknown from shear stress mutual equal theory that shearstress comes in pairs the directions of shear stress of ad-jacent two surfaces is opposite and the intensity of shearstress is 60MPa after the stability of the roadway e clouddiagram of shear stress is shown in Figure 10

524 Distribution and Evolution Rule of DisplacementAfter the excavation of the roadway the surrounding rockmoves towards excavation direction Due to that the verticalstress forms the stress concentration zone at the two sides sothe coal of the two sides bear great pressure while thestrength of coal is relatively low so the displacement of thetwo sides is large e cloud diagram of displacement isshown in Figure 11

525 Distribution and Evolution Rule of the Plastic ZoneAfter excavation of the roadway stress concentration areaappears in roof and floor Shear failure is serious and the twosides present small scope of tensile failuree destruction ofthe roadway is mainly shear failure and it presents smallscope of the tensile-shear mixed fracture zone at the centerof roof and the middle part of the two sides e clouddiagram of the plastic zone is shown in Figure 12

In conclusion the two sides form the stress concen-tration zone under the function of vertical stress in deepstress field after the excavation of the roadway furthermorethe roof and floor show large scope of the stress decreasingzone under the function of horizontal stress it appears inlarge scope of the horizontal stress concentration zone at theroof and floor and the side angle appears in the shear stressconcentration zone so the roof and floor rock masses areeasy to occur as shear failure erefore under the functionof deep high stress the key to stabilize the deep roadway is toimprove the rigidity and strength of roof and floor rockmasses and especially the important load bearing parts ofvertex angle and side angle

53 Horizontal Stress Action Mechanism One of theprominent characteristics of deep ground stress is thathorizontal stress is higher than vertical stress [43] eground stress testing results of this coal mine show that thespecific value of maximum horizontal stress and vertical

stress is 096ndash207erefore the value range of side pressurecoefficient selected in numerical calculation is 1-2

531 Displacement Distribution of the Roadway

(1) e displacement of the roadway basically presentspositive exponential distribution with the enlargingof distance from the roadway surface furthermorethe horizontal displacement of the two sides keepsstable when its distance to the two sides is 40m thevertical displacement of floor keeps stable when itsdistance to the floor is 70m and the vertical dis-placement of roof keeps stable when its distance tothe roof is 70m

(2) With the increase of side pressure coefficient thesurface displacement of the roadway increasesconstantly e influence of horizontal stress on thestability of the roadway exists obvious boundary Inaddition when the side pressure coefficient is largerthan 12 the roadway loses stability rapidly

(3) e increase of horizontal stress has a great influenceon the roof and floor while it has a small influenceon the two sides e displacement distribution ofthe roadway is shown in Figure 13

532 Stress Distribution of the Roadway

(1) As the distance from the roadway surface is fartherthe vertical stress of the two sides first increases andthen decreases moreover the peak stress appears atthe place of 50m and the stress tends to be stableafter 10m e horizontal stress of the two sides isincreasing constantly and there is no obvious peakvalue the vertical stress of roof and floor increasesconstantly without obvious peak value e hori-zontal stress of roof and floor first increases and thendecreases and there is a certain fluctuation in thescope of 10m of roof and floor and the horizontalstress gradually tends to be stable after 15m

(2) With the increase of side pressure coefficient thedistribution and intensity of vertical stress of twosides keep unchanged basically with small influenceof horizontal stress the vertical stress distribution ofroof and floor gradually transits from ldquoarc-shaperdquodistribution to ldquoellipse shaperdquo and the vertical stressis increasing constantlye stress distribution of theroadway is shown in Figure 14

533 Plastic Zone Distribution of the Roadway With theincrease of side pressure coefficient the failure mode of theroadway keeps unchanged which is mainly shear failure andshear-tensile failure But the coverage area of shear-tensilefailure to the area of the roadway failure is decreasingcontinuously and the scope of shear failure is increasingconstantly so horizontal stress intensifies the shear failure ofthe roadway e plastic zone distribution of the roadway isshown in Figure 15

8 Advances in Civil Engineering

6 Bolt Support Mechanism for theDeep Roadway

As for the interaction relation between bolt and surroundingrock scholars made large amount of research studies on theamelioration of mechanical property of rock mass after boltstrengthening which revealed the mechanism of bolt sup-port in different degrees However these achievementsmainly come from shallow-buried tunnel engineering andits research emphasis is the anchoring effect of unbrokenrock and soil mass While under the influence of high stressand strong mining the surrounding rock of the deeproadway especially the coal roadway occurs as large de-formation and large scope of destruction therefore it needsto make a further study on bolt support mechanism undersuch condition e bolt support structure of the roadway isshown in Figure 16 ere are six bolts at roof four bolts ateach side of the two sides row spacing is 800mm inter-spacing of anchor is 3000mm and row spacing of anchor is1600mm

61 Roadway Deformation Under the condition of with orwithout support the horizontal displacement difference ofthe two sides is enlarging constantly when it transits fromthe deep of surrounding rock towards the surface of theroadway but the maximum displacement difference is just24mm and the vertical displacement of roof and floor keepsunchanged generally Although bolt support improves theparameters of shallow surrounding rockrsquos internal frictionangle and cohesive force the shallow surrounding rockstress of the deep roadway is still very high and the effect ofbolt support is not significant e horizontal displacementof the two sides of the roadway is shown in Figure 17

62 Roadway Stress Compared with the condition withoutsupport under the function of bolt support the stress in-tensity and distribution rule of the roadway have no bigchanges Due to that the scope of the horizontal stressdecreasing zone of the two sides is large and the stressenvironment is good so the effect of bolt support of the two

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash23567e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35234e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24608e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35577e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24771e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35462e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 9 Cloud diagram of horizontal stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 9

sides is more remarkable than that of roof In addition boltsupport improves the confining pressure of the surface of theroadway and the increase of confining pressure remarkablydecreases the deformation of the roadway on account of thatthe shallow surrounding rock of the roadway is mellow andbroken and it is sensitive to confining pressure e clouddiagram of the roadway stress is shown in Figure 18

63RoadwayFailure Compared with the condition withoutsupport the scope of the plastic zone of the roadway de-creases to some extent under the function of bolt Whenthere is no support the surrounding rock in the middle partof the roadway mainly presents shear failure and tensilefailure while bolt support can effectively decrease the scopeof tensile failure of the surface of the roadway and thedestruction range of roof can decrease from 3m withoutsupport to 1m with support so bolt support can strengthenthe stability of the roadway e cloud diagram of the plasticzone is shown in Figure 19

64 Bolt Stress e bolt of the roadway bears the dilatationdeformation stress of the surrounding rock as it restrains thesurrounding rock so it keeps in tension state e axial forceof bolt reaches to maximum at the middle part of two sidesthat of the middle part of roof takes second place and that ofvertex angle is minimum moreover the maximum axialforce of bolt is 200 kN and theminimum axial force of bolt is147 kNe maximum axial force of anchor is 3042 kNebolt has entered into yield state as for bolt with BHRB335texture and diameter of 20mm and the anchor also hasentered into yield state as for anchor with a diameter of1524mme force diagram of bolt and anchor is shown inFigure 20

In conclusion when the shallow surrounding rockstress of the roadway is relatively low ordinary bolt supporthas a good effect on surrounding control but the defor-mation of the roadway has not yet received an effectivecontrol on the whole both bolt and anchor bear greattension and enter into yield state and the supportingstructure approaches destruction erefore in order to

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash56636e + 006 to ndash50000e + 006ndash50000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash30000e + 006ndash30000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash10000e + 006ndash10000e + 006 to 00000e + 00000000e + 000 to 10000e + 00610000e + 006 to 20000e + 00620000e + 006 to 30000e + 00630000e + 006 to 40000e + 00640000e + 006 to 50000e + 00650000e + 006 to 55699e + 006

Interval = 10e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash62355e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 61281e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash63592e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 62475e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 10 Cloud diagram of shear stress (a) 300 step (b) 600 step and (c) 2100 step

10 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

function of high stress the deep rock mass converts fromfragility to ductility which shows strong rheological be-havior with large deformation and obvious ldquotime effectrdquo Inaddition high ground temperature and high water pressurealso produce prominent influence on correlated character-istic of rock mass

32 Excavation Disturbance Roadway excavation changesthe mechanical state of the surrounding rock and it pos-sesses pressure relief function to the unexcavated rockDeviator stress and sharp release of energy caused by ex-cavation under high ground stress condition are the basicreasons of inducing the unstability of the deep roadway andthe main forms of the surrounding rock destruction aretension crack and shear failure Destruction is a progressiveprocess and the strength of the surrounding rock isweakening continuously Under the condition withoutsupport or with small support force the destruction of thedeep roadway presents specific regional fracture phenom-enon while under the function of strong external supportthe shear slip deformation inside the surrounding rock playsa dominant role

33 Support Means Bolt support is a kind of supportmethod widely used by coal mine Its function mainly isreflected in the destruction period of rock but as for rockwhich has entered into yield state small supporting resis-tance even can improve its residual strength remarkably andmake it be capable of bearing large load e deformationamount and speed of the roadway increases clearly after itenters deep mining Although the deformation and fractureof rock mass is unavoidable bolt can provide certain con-straining force to prevent the rock mass from sliding Takethe advantage of horizontal stress to maintain the roofstability by installing bolt and exerting high pretighteningforce timely so as to allow roof to keep in horizontalcompression state and enhance the stability of the roadway

4 Theoretical Calculation of StabilizationMechanism of the Deep Roadway

e stability of the deep roadway in different places isdifferent when it is under the function of high ground stress

and its mechanical characteristic shows that different placeshave different scopes of the plastic zone erefore it needsto adopt the scope of the plastic zone as the evaluation indexof the stability to make an analysis to the roadway stabilitystate

41 Model Establishment e mechanical model of theroadway is shown in Figure 3 Former calculation of theplastic zone of the roadway is based on hydrostatic pressurestate while our research takes into consideration the in-fluences of horizontal stress and supporting intensity on theroadway stability According to the characteristics of deepstress field it makes the following hypotheses (1) rock massis continuous homogeneous and isotropous elastic-plasticmaterial (2) the horizontal stress born by the roadway is λtimes of vertical stress (3) neglect the influence of dead loadof the surrounding rock and (4) the plastic zone of rockmass satisfies MohrndashCoulomb strength criterion

42 Calculation of the Plastic Zone Scope Surrounding rockstress formula of the round roadway in the elasticity zone[41]

σr (1 + λ)p

21 minus

a2

r21113888 1113889 minus

(1 + λ)p

21 minus

4a2

r21113888 1113889 +

3a4

r41113888 11138891113888 1113889cos 2θ +

p0a2

r2

σθ (1 + λ)p

21 +

a2

r21113888 1113889 +

(1 minus λ)p

21 +

3a4

r41113888 1113889cos 2θ minus

p0a2

r21113888 1113889

τrθ (1 minus λ)p

21 +

2a2

r21113888 1113889 minus

3a4

r41113888 11138891113888 1113889sin 2θ

⎫⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎪⎭

(1)

p

brvbarEumlpbrvbarpEuml

p

oP0

abrvbarEgrave

brvbarOgravebrvbarEgrave

brvbarOgraveEgrave

brvbarOgraver

brvbarOgraver

brvbarOacuterbrvbarEgrave

brvbarOacuterbrvbarEgrave

r

Figure 3 Mechanical model of the roadway

4 Advances in Civil Engineering

where λ is the side pressure coefficient p is the vertical stressMPa a is the radius of the roadwaym r is the distance to thecenter of the roadway m P0 is the supporting intensityMPa θ is the included angle with x-axis deg σr is the radialdirection normal stress MPa σθ is the tangential normalstress MPa and τrθ is the shear stress MPa

One pointrsquos radial direction normal stress tangentialnormal stress and shear stress are known and then theprincipal stress of this point can be acquired by

σ1 σr + σθ

21113874 1113875 +

σr minus σθ2

1113874 11138752

+ τ2rθ

1113971

σ2 σr + σθ

2minus

σr minus σθ2

1113874 11138752

+ τ2rθ

1113971

⎫⎪⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎪⎭

(2)

where σ1 is the maximum principal stress and σ2 is theminimum principal stress

Substitute equation (1) into (2) and then the principalstress of the surrounding rock of the round roadway in theelasticity zone can be acquired

σ1 (1 + λ)p

2minus (λ minus 1)

pa2

r21113888 1113889cos 2 θ +

p

21113874 1113875β

σ2 (1 + λ)p

2minus (λ minus 1)

pa2

r21113888 1113889cos 2 θ minus

p

21113874 1113875β

⎫⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎭

(3)

In the equation

β

(1 + λ)a2

r21113888 1113889 minus (λ minus 1) 1 minus

2a2

r21113888 1113889 +

3a4

r41113888 11138891113888 1113889cos 2 θ minus

2p0a2

pr21113888 11138891113890 1113891

2

+ (λ minus 1) 1 +2a2

r21113888 1113889 minus

3a4

r41113888 11138891113888 1113889sin 2 θ1113890 1113891

2

11139741113972

(4)

e principal stress of the point inside the plastic zonecan be known by MohrndashCoulomb strength criterion

σ1 1 + sin ϕ1 minus sin ϕ

1113888 1113889σ2 +2C cos ϕ1 minus sin ϕ

1113888 1113889 (5)

where C is the cohesion and φ is the internal friction angle degSubstituting equation (3) into (5) the scope of the plastic

zone of the surrounding rock of the round roadway in deepcomplex stress field can be acquired

(1 + λ)q minus 2(λ minus 1)qa

2

r21113888 1113889cos 2 θ1113890 1113891sin ϕ minus qβ + 2C cos ϕ 0

(6)

e point (r θ) satisfying with equation (6) locates at theboundary of the elastic zone and plastic zone and the zoneinside the boundary line is the plastic zone

43 Influence Factors of the Plastic Zone Scope

431 Side Pressure Coefficient λ Hypothesize verticalpressure q 15MPa rock mass cohesion c 15MPa in-ternal friction angle φ 20deg and support intensityP0 03MPa When side pressure coefficient λ 05 1 15and 2 the distribution range of the plastic zone can beobtained as shown in Figure 4

It can be inferred from Figure 4 that when λ is relativelysmall the plastic zone of the roadway presents symmetricdistribution and the plastic destruction scope is about10mndash30m when λ increases from 05 to 15 the scope ofplastic zones at two sides of the roadway is decreasinggradually from 124m to 073m and the scope of roof andfloor plastic zones is increasing gradually from 029m to134m when λ is greater than 15 the scope of the plastic

zone of the roadway increases rapidly and the increase ofhumeral angle part is extremely remarkable the scope of theplastic zone reaches to 347m when λ 2 which increases160 than λ 15 the value of λ at this time is the limit valueof the roadway stability It fully reflects the impact ofhorizontal stress on the stability of roof and floor of theroadway When side pressure coefficient is greater than thisvalue the stability of the roadway will decreases rapidlywhich coincides with a large number of field observation

432 Vertical Pressure q Hypothesize side pressure coef-ficient λ 2 rock mass cohesion C＝15MPa internalfriction angle φ 20deg and supporting intensityP0 03MPa When vertical pressure q 5 10 15 20MPathe distribution range of the plastic zone of the roadway canbe as shown in Figure 5

It can be indicated from Figure 5 that with the increase ofthe burial depth of the roadway the plastic zone isexpanding constantly and especially the diffusion from thehumeral angle of the roadway towards the two sides isobvious When vertical stress is relatively small (qlt 5MPa)the plastic fracture scope is less than 11m and the roadwayis apt to stability at this time but the expansion rate of thescope of the plastic zone is fast after it enters deep part(qgt 15MPa) the scope of plastic fracture is more than347m and it is difficult to keep the stability of the roadwayand the expansion rate of the plastic zone slows down

433 Support Means Hypothesize side pressure coefficientλ 2 vertical pressure q 15MPa rock mass cohesionC 15MPa and internal friction angle φ 20deg when sup-porting intensity P0 0 01 02 03 04 05MPa the

Advances in Civil Engineering 5

distribution range of the plastic zone can be as shown inFigure 6

It can be inferred from Figure 6 that with the increase ofsupport intensity p0 the scope of the plastic zone L basicallypresents linear decrease e linear relation is given as

L 5486 minus 0055p0 (7)

Although the function of bolt support to the decrease ofthe scope of the plastic zone is not obvious it effectively

improves the residual strength of surrounding rock afterpeak [42] and restricts the further expansion of the plasticzone

In summary with the increase of ground stress thestability of the roadway is becoming worse and worse theinfluence of ground stress on the stability of the roadway isununiform that is to say that the vertical stress mainlyinfluences the stability of the two sides of the roadway andthe horizontal stress mainly influences the stability of roofand floor of the roadway

5 Numerical Modeling of the StabilizationMechanism of the Deep Roadway

51ModelEstablishment Taking the roadway of the 15 coalseam in Shoushan coal mine as an example the numericalcalculation model is established by making use of FLAC3Dsoftware It makes a research on distribution and evolutionrules with the stress displacement and the plastic zone andthe influences of different intensities of horizontal stress ithave on above factors What is more the size of the model islengthtimeswidthtimes height 180mtimes 80mtimes 835m the totalnumber of unit is 321600 and the total number of node is337348 e sides of this model are restricted horizontalmobility its underside is restricted vertical shift and itsupper surface is stress boundary Impose 15MPa to simulatethe dead weight of overlying rock mass and the materialconforms to the MohrndashCoulomb model e numericalcalculation model is shown in Figure 7 e research con-tents are (1) the distribution and evolution rules of stressdisplacement and the plastic zone of the roadway (2) theinfluences of horizontal stress on the stability of the road-way and (3) the function of bolt support on the deeproadway

52 Distribution and Evolution Rules of Stress Displacementand the Plastic Zone of the Deep Roadway

521 Evolution Rule of Vertical Stress After the excavationof the roadway the two sides form the stress concentrationzone and the stress concentration factor increases from 120

01 02 03 04 050545

546

547

548

549

550

Plas

tic zo

ne L

(m)

Support strength P0 (MPa)

L = 5486 ndash 0055P0

Figure 6 e plastic zone with different support intensity

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

q = 5MPa

q = 15MPa

q = 10MPa

q = 20MPa

Figure 5 e distribution range of the plastic zone with differentvertical pressure

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

λ = 2

λ = 05λ = 15

λ = 1

Figure 4 e distribution range of the plastic zone with differentside pressure coefficients

6 Advances in Civil Engineering

to 143 the surrounding rock in certain scope of the roadwayis relatively broken and forms the stress decreasing zoneAfter the roadway deformation tends to be stable the stress

decreasing zone presents ldquobowling-formrdquo distribution atroof and floor and the scope is relatively large e clouddiagram of vertical stress is shown in Figure 8

LimestoneSandy mudstoneFine sandstone

No16 coal seamMudstoneNo15 coal seam

Figure 7 Numerical calculation model

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash19907e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15870e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21313e + 007 to ndash20000e + 007ndash20000e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15409e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21767e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash25000e + 006ndash25000e + 006 to ndash15432e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 8 Cloud diagram of vertical stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 7

522 Distribution and Evolution Rule of Horizontal StressAfter the excavation of the roadway the two sides appear aslarge scope of the stress decreasing zone and the flooremerges as small scope of the stress concentration zoneDuring the stability process of the roadway the stressconcentration zone of roof and floor is enlarging constantlyand especially in the floor of the roadway whose stressconcentration zone is relatively large Moreover the stressdistribution of the two sides is basically invariant e clouddiagram of horizontal stress is shown in Figure 9

523 Distribution and Evolution Rule of Shear StressAfter the excavation of the roadway with the increase ofdeviator stress σ1 minus σ3 it forms the shear stress concen-tration zone at the four corners of the roadway It can beknown from shear stress mutual equal theory that shearstress comes in pairs the directions of shear stress of ad-jacent two surfaces is opposite and the intensity of shearstress is 60MPa after the stability of the roadway e clouddiagram of shear stress is shown in Figure 10

524 Distribution and Evolution Rule of DisplacementAfter the excavation of the roadway the surrounding rockmoves towards excavation direction Due to that the verticalstress forms the stress concentration zone at the two sides sothe coal of the two sides bear great pressure while thestrength of coal is relatively low so the displacement of thetwo sides is large e cloud diagram of displacement isshown in Figure 11

525 Distribution and Evolution Rule of the Plastic ZoneAfter excavation of the roadway stress concentration areaappears in roof and floor Shear failure is serious and the twosides present small scope of tensile failuree destruction ofthe roadway is mainly shear failure and it presents smallscope of the tensile-shear mixed fracture zone at the centerof roof and the middle part of the two sides e clouddiagram of the plastic zone is shown in Figure 12

In conclusion the two sides form the stress concen-tration zone under the function of vertical stress in deepstress field after the excavation of the roadway furthermorethe roof and floor show large scope of the stress decreasingzone under the function of horizontal stress it appears inlarge scope of the horizontal stress concentration zone at theroof and floor and the side angle appears in the shear stressconcentration zone so the roof and floor rock masses areeasy to occur as shear failure erefore under the functionof deep high stress the key to stabilize the deep roadway is toimprove the rigidity and strength of roof and floor rockmasses and especially the important load bearing parts ofvertex angle and side angle

53 Horizontal Stress Action Mechanism One of theprominent characteristics of deep ground stress is thathorizontal stress is higher than vertical stress [43] eground stress testing results of this coal mine show that thespecific value of maximum horizontal stress and vertical

stress is 096ndash207erefore the value range of side pressurecoefficient selected in numerical calculation is 1-2

531 Displacement Distribution of the Roadway

(1) e displacement of the roadway basically presentspositive exponential distribution with the enlargingof distance from the roadway surface furthermorethe horizontal displacement of the two sides keepsstable when its distance to the two sides is 40m thevertical displacement of floor keeps stable when itsdistance to the floor is 70m and the vertical dis-placement of roof keeps stable when its distance tothe roof is 70m

(2) With the increase of side pressure coefficient thesurface displacement of the roadway increasesconstantly e influence of horizontal stress on thestability of the roadway exists obvious boundary Inaddition when the side pressure coefficient is largerthan 12 the roadway loses stability rapidly

(3) e increase of horizontal stress has a great influenceon the roof and floor while it has a small influenceon the two sides e displacement distribution ofthe roadway is shown in Figure 13

532 Stress Distribution of the Roadway

(1) As the distance from the roadway surface is fartherthe vertical stress of the two sides first increases andthen decreases moreover the peak stress appears atthe place of 50m and the stress tends to be stableafter 10m e horizontal stress of the two sides isincreasing constantly and there is no obvious peakvalue the vertical stress of roof and floor increasesconstantly without obvious peak value e hori-zontal stress of roof and floor first increases and thendecreases and there is a certain fluctuation in thescope of 10m of roof and floor and the horizontalstress gradually tends to be stable after 15m

(2) With the increase of side pressure coefficient thedistribution and intensity of vertical stress of twosides keep unchanged basically with small influenceof horizontal stress the vertical stress distribution ofroof and floor gradually transits from ldquoarc-shaperdquodistribution to ldquoellipse shaperdquo and the vertical stressis increasing constantlye stress distribution of theroadway is shown in Figure 14

533 Plastic Zone Distribution of the Roadway With theincrease of side pressure coefficient the failure mode of theroadway keeps unchanged which is mainly shear failure andshear-tensile failure But the coverage area of shear-tensilefailure to the area of the roadway failure is decreasingcontinuously and the scope of shear failure is increasingconstantly so horizontal stress intensifies the shear failure ofthe roadway e plastic zone distribution of the roadway isshown in Figure 15

8 Advances in Civil Engineering

6 Bolt Support Mechanism for theDeep Roadway

As for the interaction relation between bolt and surroundingrock scholars made large amount of research studies on theamelioration of mechanical property of rock mass after boltstrengthening which revealed the mechanism of bolt sup-port in different degrees However these achievementsmainly come from shallow-buried tunnel engineering andits research emphasis is the anchoring effect of unbrokenrock and soil mass While under the influence of high stressand strong mining the surrounding rock of the deeproadway especially the coal roadway occurs as large de-formation and large scope of destruction therefore it needsto make a further study on bolt support mechanism undersuch condition e bolt support structure of the roadway isshown in Figure 16 ere are six bolts at roof four bolts ateach side of the two sides row spacing is 800mm inter-spacing of anchor is 3000mm and row spacing of anchor is1600mm

61 Roadway Deformation Under the condition of with orwithout support the horizontal displacement difference ofthe two sides is enlarging constantly when it transits fromthe deep of surrounding rock towards the surface of theroadway but the maximum displacement difference is just24mm and the vertical displacement of roof and floor keepsunchanged generally Although bolt support improves theparameters of shallow surrounding rockrsquos internal frictionangle and cohesive force the shallow surrounding rockstress of the deep roadway is still very high and the effect ofbolt support is not significant e horizontal displacementof the two sides of the roadway is shown in Figure 17

62 Roadway Stress Compared with the condition withoutsupport under the function of bolt support the stress in-tensity and distribution rule of the roadway have no bigchanges Due to that the scope of the horizontal stressdecreasing zone of the two sides is large and the stressenvironment is good so the effect of bolt support of the two

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash23567e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35234e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24608e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35577e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24771e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35462e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 9 Cloud diagram of horizontal stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 9

sides is more remarkable than that of roof In addition boltsupport improves the confining pressure of the surface of theroadway and the increase of confining pressure remarkablydecreases the deformation of the roadway on account of thatthe shallow surrounding rock of the roadway is mellow andbroken and it is sensitive to confining pressure e clouddiagram of the roadway stress is shown in Figure 18

63RoadwayFailure Compared with the condition withoutsupport the scope of the plastic zone of the roadway de-creases to some extent under the function of bolt Whenthere is no support the surrounding rock in the middle partof the roadway mainly presents shear failure and tensilefailure while bolt support can effectively decrease the scopeof tensile failure of the surface of the roadway and thedestruction range of roof can decrease from 3m withoutsupport to 1m with support so bolt support can strengthenthe stability of the roadway e cloud diagram of the plasticzone is shown in Figure 19

64 Bolt Stress e bolt of the roadway bears the dilatationdeformation stress of the surrounding rock as it restrains thesurrounding rock so it keeps in tension state e axial forceof bolt reaches to maximum at the middle part of two sidesthat of the middle part of roof takes second place and that ofvertex angle is minimum moreover the maximum axialforce of bolt is 200 kN and theminimum axial force of bolt is147 kNe maximum axial force of anchor is 3042 kNebolt has entered into yield state as for bolt with BHRB335texture and diameter of 20mm and the anchor also hasentered into yield state as for anchor with a diameter of1524mme force diagram of bolt and anchor is shown inFigure 20

In conclusion when the shallow surrounding rockstress of the roadway is relatively low ordinary bolt supporthas a good effect on surrounding control but the defor-mation of the roadway has not yet received an effectivecontrol on the whole both bolt and anchor bear greattension and enter into yield state and the supportingstructure approaches destruction erefore in order to

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash56636e + 006 to ndash50000e + 006ndash50000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash30000e + 006ndash30000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash10000e + 006ndash10000e + 006 to 00000e + 00000000e + 000 to 10000e + 00610000e + 006 to 20000e + 00620000e + 006 to 30000e + 00630000e + 006 to 40000e + 00640000e + 006 to 50000e + 00650000e + 006 to 55699e + 006

Interval = 10e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash62355e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 61281e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash63592e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 62475e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 10 Cloud diagram of shear stress (a) 300 step (b) 600 step and (c) 2100 step

10 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

where λ is the side pressure coefficient p is the vertical stressMPa a is the radius of the roadwaym r is the distance to thecenter of the roadway m P0 is the supporting intensityMPa θ is the included angle with x-axis deg σr is the radialdirection normal stress MPa σθ is the tangential normalstress MPa and τrθ is the shear stress MPa

One pointrsquos radial direction normal stress tangentialnormal stress and shear stress are known and then theprincipal stress of this point can be acquired by

σ1 σr + σθ

21113874 1113875 +

σr minus σθ2

1113874 11138752

+ τ2rθ

1113971

σ2 σr + σθ

2minus

σr minus σθ2

1113874 11138752

+ τ2rθ

1113971

⎫⎪⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎪⎭

(2)

where σ1 is the maximum principal stress and σ2 is theminimum principal stress

Substitute equation (1) into (2) and then the principalstress of the surrounding rock of the round roadway in theelasticity zone can be acquired

σ1 (1 + λ)p

2minus (λ minus 1)

pa2

r21113888 1113889cos 2 θ +

p

21113874 1113875β

σ2 (1 + λ)p

2minus (λ minus 1)

pa2

r21113888 1113889cos 2 θ minus

p

21113874 1113875β

⎫⎪⎪⎪⎪⎪⎪⎪⎬

⎪⎪⎪⎪⎪⎪⎪⎭

(3)

In the equation

β

(1 + λ)a2

r21113888 1113889 minus (λ minus 1) 1 minus

2a2

r21113888 1113889 +

3a4

r41113888 11138891113888 1113889cos 2 θ minus

2p0a2

pr21113888 11138891113890 1113891

2

+ (λ minus 1) 1 +2a2

r21113888 1113889 minus

3a4

r41113888 11138891113888 1113889sin 2 θ1113890 1113891

2

11139741113972

(4)

e principal stress of the point inside the plastic zonecan be known by MohrndashCoulomb strength criterion

σ1 1 + sin ϕ1 minus sin ϕ

1113888 1113889σ2 +2C cos ϕ1 minus sin ϕ

1113888 1113889 (5)

where C is the cohesion and φ is the internal friction angle degSubstituting equation (3) into (5) the scope of the plastic

zone of the surrounding rock of the round roadway in deepcomplex stress field can be acquired

(1 + λ)q minus 2(λ minus 1)qa

2

r21113888 1113889cos 2 θ1113890 1113891sin ϕ minus qβ + 2C cos ϕ 0

(6)

e point (r θ) satisfying with equation (6) locates at theboundary of the elastic zone and plastic zone and the zoneinside the boundary line is the plastic zone

43 Influence Factors of the Plastic Zone Scope

431 Side Pressure Coefficient λ Hypothesize verticalpressure q 15MPa rock mass cohesion c 15MPa in-ternal friction angle φ 20deg and support intensityP0 03MPa When side pressure coefficient λ 05 1 15and 2 the distribution range of the plastic zone can beobtained as shown in Figure 4

It can be inferred from Figure 4 that when λ is relativelysmall the plastic zone of the roadway presents symmetricdistribution and the plastic destruction scope is about10mndash30m when λ increases from 05 to 15 the scope ofplastic zones at two sides of the roadway is decreasinggradually from 124m to 073m and the scope of roof andfloor plastic zones is increasing gradually from 029m to134m when λ is greater than 15 the scope of the plastic

zone of the roadway increases rapidly and the increase ofhumeral angle part is extremely remarkable the scope of theplastic zone reaches to 347m when λ 2 which increases160 than λ 15 the value of λ at this time is the limit valueof the roadway stability It fully reflects the impact ofhorizontal stress on the stability of roof and floor of theroadway When side pressure coefficient is greater than thisvalue the stability of the roadway will decreases rapidlywhich coincides with a large number of field observation

432 Vertical Pressure q Hypothesize side pressure coef-ficient λ 2 rock mass cohesion C＝15MPa internalfriction angle φ 20deg and supporting intensityP0 03MPa When vertical pressure q 5 10 15 20MPathe distribution range of the plastic zone of the roadway canbe as shown in Figure 5

It can be indicated from Figure 5 that with the increase ofthe burial depth of the roadway the plastic zone isexpanding constantly and especially the diffusion from thehumeral angle of the roadway towards the two sides isobvious When vertical stress is relatively small (qlt 5MPa)the plastic fracture scope is less than 11m and the roadwayis apt to stability at this time but the expansion rate of thescope of the plastic zone is fast after it enters deep part(qgt 15MPa) the scope of plastic fracture is more than347m and it is difficult to keep the stability of the roadwayand the expansion rate of the plastic zone slows down

433 Support Means Hypothesize side pressure coefficientλ 2 vertical pressure q 15MPa rock mass cohesionC 15MPa and internal friction angle φ 20deg when sup-porting intensity P0 0 01 02 03 04 05MPa the

Advances in Civil Engineering 5

distribution range of the plastic zone can be as shown inFigure 6

It can be inferred from Figure 6 that with the increase ofsupport intensity p0 the scope of the plastic zone L basicallypresents linear decrease e linear relation is given as

L 5486 minus 0055p0 (7)

Although the function of bolt support to the decrease ofthe scope of the plastic zone is not obvious it effectively

improves the residual strength of surrounding rock afterpeak [42] and restricts the further expansion of the plasticzone

In summary with the increase of ground stress thestability of the roadway is becoming worse and worse theinfluence of ground stress on the stability of the roadway isununiform that is to say that the vertical stress mainlyinfluences the stability of the two sides of the roadway andthe horizontal stress mainly influences the stability of roofand floor of the roadway

5 Numerical Modeling of the StabilizationMechanism of the Deep Roadway

51ModelEstablishment Taking the roadway of the 15 coalseam in Shoushan coal mine as an example the numericalcalculation model is established by making use of FLAC3Dsoftware It makes a research on distribution and evolutionrules with the stress displacement and the plastic zone andthe influences of different intensities of horizontal stress ithave on above factors What is more the size of the model islengthtimeswidthtimes height 180mtimes 80mtimes 835m the totalnumber of unit is 321600 and the total number of node is337348 e sides of this model are restricted horizontalmobility its underside is restricted vertical shift and itsupper surface is stress boundary Impose 15MPa to simulatethe dead weight of overlying rock mass and the materialconforms to the MohrndashCoulomb model e numericalcalculation model is shown in Figure 7 e research con-tents are (1) the distribution and evolution rules of stressdisplacement and the plastic zone of the roadway (2) theinfluences of horizontal stress on the stability of the road-way and (3) the function of bolt support on the deeproadway

52 Distribution and Evolution Rules of Stress Displacementand the Plastic Zone of the Deep Roadway

521 Evolution Rule of Vertical Stress After the excavationof the roadway the two sides form the stress concentrationzone and the stress concentration factor increases from 120

01 02 03 04 050545

546

547

548

549

550

Plas

tic zo

ne L

(m)

Support strength P0 (MPa)

L = 5486 ndash 0055P0

Figure 6 e plastic zone with different support intensity

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

q = 5MPa

q = 15MPa

q = 10MPa

q = 20MPa

Figure 5 e distribution range of the plastic zone with differentvertical pressure

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

λ = 2

λ = 05λ = 15

λ = 1

Figure 4 e distribution range of the plastic zone with differentside pressure coefficients

6 Advances in Civil Engineering

to 143 the surrounding rock in certain scope of the roadwayis relatively broken and forms the stress decreasing zoneAfter the roadway deformation tends to be stable the stress

decreasing zone presents ldquobowling-formrdquo distribution atroof and floor and the scope is relatively large e clouddiagram of vertical stress is shown in Figure 8

LimestoneSandy mudstoneFine sandstone

No16 coal seamMudstoneNo15 coal seam

Figure 7 Numerical calculation model

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash19907e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15870e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21313e + 007 to ndash20000e + 007ndash20000e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15409e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21767e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash25000e + 006ndash25000e + 006 to ndash15432e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 8 Cloud diagram of vertical stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 7

522 Distribution and Evolution Rule of Horizontal StressAfter the excavation of the roadway the two sides appear aslarge scope of the stress decreasing zone and the flooremerges as small scope of the stress concentration zoneDuring the stability process of the roadway the stressconcentration zone of roof and floor is enlarging constantlyand especially in the floor of the roadway whose stressconcentration zone is relatively large Moreover the stressdistribution of the two sides is basically invariant e clouddiagram of horizontal stress is shown in Figure 9

523 Distribution and Evolution Rule of Shear StressAfter the excavation of the roadway with the increase ofdeviator stress σ1 minus σ3 it forms the shear stress concen-tration zone at the four corners of the roadway It can beknown from shear stress mutual equal theory that shearstress comes in pairs the directions of shear stress of ad-jacent two surfaces is opposite and the intensity of shearstress is 60MPa after the stability of the roadway e clouddiagram of shear stress is shown in Figure 10

524 Distribution and Evolution Rule of DisplacementAfter the excavation of the roadway the surrounding rockmoves towards excavation direction Due to that the verticalstress forms the stress concentration zone at the two sides sothe coal of the two sides bear great pressure while thestrength of coal is relatively low so the displacement of thetwo sides is large e cloud diagram of displacement isshown in Figure 11

525 Distribution and Evolution Rule of the Plastic ZoneAfter excavation of the roadway stress concentration areaappears in roof and floor Shear failure is serious and the twosides present small scope of tensile failuree destruction ofthe roadway is mainly shear failure and it presents smallscope of the tensile-shear mixed fracture zone at the centerof roof and the middle part of the two sides e clouddiagram of the plastic zone is shown in Figure 12

In conclusion the two sides form the stress concen-tration zone under the function of vertical stress in deepstress field after the excavation of the roadway furthermorethe roof and floor show large scope of the stress decreasingzone under the function of horizontal stress it appears inlarge scope of the horizontal stress concentration zone at theroof and floor and the side angle appears in the shear stressconcentration zone so the roof and floor rock masses areeasy to occur as shear failure erefore under the functionof deep high stress the key to stabilize the deep roadway is toimprove the rigidity and strength of roof and floor rockmasses and especially the important load bearing parts ofvertex angle and side angle

53 Horizontal Stress Action Mechanism One of theprominent characteristics of deep ground stress is thathorizontal stress is higher than vertical stress [43] eground stress testing results of this coal mine show that thespecific value of maximum horizontal stress and vertical

stress is 096ndash207erefore the value range of side pressurecoefficient selected in numerical calculation is 1-2

531 Displacement Distribution of the Roadway

(1) e displacement of the roadway basically presentspositive exponential distribution with the enlargingof distance from the roadway surface furthermorethe horizontal displacement of the two sides keepsstable when its distance to the two sides is 40m thevertical displacement of floor keeps stable when itsdistance to the floor is 70m and the vertical dis-placement of roof keeps stable when its distance tothe roof is 70m

(2) With the increase of side pressure coefficient thesurface displacement of the roadway increasesconstantly e influence of horizontal stress on thestability of the roadway exists obvious boundary Inaddition when the side pressure coefficient is largerthan 12 the roadway loses stability rapidly

(3) e increase of horizontal stress has a great influenceon the roof and floor while it has a small influenceon the two sides e displacement distribution ofthe roadway is shown in Figure 13

532 Stress Distribution of the Roadway

(1) As the distance from the roadway surface is fartherthe vertical stress of the two sides first increases andthen decreases moreover the peak stress appears atthe place of 50m and the stress tends to be stableafter 10m e horizontal stress of the two sides isincreasing constantly and there is no obvious peakvalue the vertical stress of roof and floor increasesconstantly without obvious peak value e hori-zontal stress of roof and floor first increases and thendecreases and there is a certain fluctuation in thescope of 10m of roof and floor and the horizontalstress gradually tends to be stable after 15m

(2) With the increase of side pressure coefficient thedistribution and intensity of vertical stress of twosides keep unchanged basically with small influenceof horizontal stress the vertical stress distribution ofroof and floor gradually transits from ldquoarc-shaperdquodistribution to ldquoellipse shaperdquo and the vertical stressis increasing constantlye stress distribution of theroadway is shown in Figure 14

533 Plastic Zone Distribution of the Roadway With theincrease of side pressure coefficient the failure mode of theroadway keeps unchanged which is mainly shear failure andshear-tensile failure But the coverage area of shear-tensilefailure to the area of the roadway failure is decreasingcontinuously and the scope of shear failure is increasingconstantly so horizontal stress intensifies the shear failure ofthe roadway e plastic zone distribution of the roadway isshown in Figure 15

8 Advances in Civil Engineering

6 Bolt Support Mechanism for theDeep Roadway

As for the interaction relation between bolt and surroundingrock scholars made large amount of research studies on theamelioration of mechanical property of rock mass after boltstrengthening which revealed the mechanism of bolt sup-port in different degrees However these achievementsmainly come from shallow-buried tunnel engineering andits research emphasis is the anchoring effect of unbrokenrock and soil mass While under the influence of high stressand strong mining the surrounding rock of the deeproadway especially the coal roadway occurs as large de-formation and large scope of destruction therefore it needsto make a further study on bolt support mechanism undersuch condition e bolt support structure of the roadway isshown in Figure 16 ere are six bolts at roof four bolts ateach side of the two sides row spacing is 800mm inter-spacing of anchor is 3000mm and row spacing of anchor is1600mm

61 Roadway Deformation Under the condition of with orwithout support the horizontal displacement difference ofthe two sides is enlarging constantly when it transits fromthe deep of surrounding rock towards the surface of theroadway but the maximum displacement difference is just24mm and the vertical displacement of roof and floor keepsunchanged generally Although bolt support improves theparameters of shallow surrounding rockrsquos internal frictionangle and cohesive force the shallow surrounding rockstress of the deep roadway is still very high and the effect ofbolt support is not significant e horizontal displacementof the two sides of the roadway is shown in Figure 17

62 Roadway Stress Compared with the condition withoutsupport under the function of bolt support the stress in-tensity and distribution rule of the roadway have no bigchanges Due to that the scope of the horizontal stressdecreasing zone of the two sides is large and the stressenvironment is good so the effect of bolt support of the two

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash23567e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35234e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24608e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35577e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24771e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35462e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 9 Cloud diagram of horizontal stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 9

sides is more remarkable than that of roof In addition boltsupport improves the confining pressure of the surface of theroadway and the increase of confining pressure remarkablydecreases the deformation of the roadway on account of thatthe shallow surrounding rock of the roadway is mellow andbroken and it is sensitive to confining pressure e clouddiagram of the roadway stress is shown in Figure 18

63RoadwayFailure Compared with the condition withoutsupport the scope of the plastic zone of the roadway de-creases to some extent under the function of bolt Whenthere is no support the surrounding rock in the middle partof the roadway mainly presents shear failure and tensilefailure while bolt support can effectively decrease the scopeof tensile failure of the surface of the roadway and thedestruction range of roof can decrease from 3m withoutsupport to 1m with support so bolt support can strengthenthe stability of the roadway e cloud diagram of the plasticzone is shown in Figure 19

64 Bolt Stress e bolt of the roadway bears the dilatationdeformation stress of the surrounding rock as it restrains thesurrounding rock so it keeps in tension state e axial forceof bolt reaches to maximum at the middle part of two sidesthat of the middle part of roof takes second place and that ofvertex angle is minimum moreover the maximum axialforce of bolt is 200 kN and theminimum axial force of bolt is147 kNe maximum axial force of anchor is 3042 kNebolt has entered into yield state as for bolt with BHRB335texture and diameter of 20mm and the anchor also hasentered into yield state as for anchor with a diameter of1524mme force diagram of bolt and anchor is shown inFigure 20

In conclusion when the shallow surrounding rockstress of the roadway is relatively low ordinary bolt supporthas a good effect on surrounding control but the defor-mation of the roadway has not yet received an effectivecontrol on the whole both bolt and anchor bear greattension and enter into yield state and the supportingstructure approaches destruction erefore in order to

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash56636e + 006 to ndash50000e + 006ndash50000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash30000e + 006ndash30000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash10000e + 006ndash10000e + 006 to 00000e + 00000000e + 000 to 10000e + 00610000e + 006 to 20000e + 00620000e + 006 to 30000e + 00630000e + 006 to 40000e + 00640000e + 006 to 50000e + 00650000e + 006 to 55699e + 006

Interval = 10e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash62355e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 61281e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash63592e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 62475e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 10 Cloud diagram of shear stress (a) 300 step (b) 600 step and (c) 2100 step

10 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

distribution range of the plastic zone can be as shown inFigure 6

It can be inferred from Figure 6 that with the increase ofsupport intensity p0 the scope of the plastic zone L basicallypresents linear decrease e linear relation is given as

L 5486 minus 0055p0 (7)

Although the function of bolt support to the decrease ofthe scope of the plastic zone is not obvious it effectively

improves the residual strength of surrounding rock afterpeak [42] and restricts the further expansion of the plasticzone

In summary with the increase of ground stress thestability of the roadway is becoming worse and worse theinfluence of ground stress on the stability of the roadway isununiform that is to say that the vertical stress mainlyinfluences the stability of the two sides of the roadway andthe horizontal stress mainly influences the stability of roofand floor of the roadway

5 Numerical Modeling of the StabilizationMechanism of the Deep Roadway

51ModelEstablishment Taking the roadway of the 15 coalseam in Shoushan coal mine as an example the numericalcalculation model is established by making use of FLAC3Dsoftware It makes a research on distribution and evolutionrules with the stress displacement and the plastic zone andthe influences of different intensities of horizontal stress ithave on above factors What is more the size of the model islengthtimeswidthtimes height 180mtimes 80mtimes 835m the totalnumber of unit is 321600 and the total number of node is337348 e sides of this model are restricted horizontalmobility its underside is restricted vertical shift and itsupper surface is stress boundary Impose 15MPa to simulatethe dead weight of overlying rock mass and the materialconforms to the MohrndashCoulomb model e numericalcalculation model is shown in Figure 7 e research con-tents are (1) the distribution and evolution rules of stressdisplacement and the plastic zone of the roadway (2) theinfluences of horizontal stress on the stability of the road-way and (3) the function of bolt support on the deeproadway

52 Distribution and Evolution Rules of Stress Displacementand the Plastic Zone of the Deep Roadway

521 Evolution Rule of Vertical Stress After the excavationof the roadway the two sides form the stress concentrationzone and the stress concentration factor increases from 120

01 02 03 04 050545

546

547

548

549

550

Plas

tic zo

ne L

(m)

Support strength P0 (MPa)

L = 5486 ndash 0055P0

Figure 6 e plastic zone with different support intensity

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

q = 5MPa

q = 15MPa

q = 10MPa

q = 20MPa

Figure 5 e distribution range of the plastic zone with differentvertical pressure

1 2 3 4 5 6123456

1

2

3

4

5

6

1

2

3

4

5

6

λ = 2

λ = 05λ = 15

λ = 1

Figure 4 e distribution range of the plastic zone with differentside pressure coefficients

6 Advances in Civil Engineering

to 143 the surrounding rock in certain scope of the roadwayis relatively broken and forms the stress decreasing zoneAfter the roadway deformation tends to be stable the stress

decreasing zone presents ldquobowling-formrdquo distribution atroof and floor and the scope is relatively large e clouddiagram of vertical stress is shown in Figure 8

LimestoneSandy mudstoneFine sandstone

No16 coal seamMudstoneNo15 coal seam

Figure 7 Numerical calculation model

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash19907e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15870e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21313e + 007 to ndash20000e + 007ndash20000e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15409e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21767e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash25000e + 006ndash25000e + 006 to ndash15432e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 8 Cloud diagram of vertical stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 7

522 Distribution and Evolution Rule of Horizontal StressAfter the excavation of the roadway the two sides appear aslarge scope of the stress decreasing zone and the flooremerges as small scope of the stress concentration zoneDuring the stability process of the roadway the stressconcentration zone of roof and floor is enlarging constantlyand especially in the floor of the roadway whose stressconcentration zone is relatively large Moreover the stressdistribution of the two sides is basically invariant e clouddiagram of horizontal stress is shown in Figure 9

523 Distribution and Evolution Rule of Shear StressAfter the excavation of the roadway with the increase ofdeviator stress σ1 minus σ3 it forms the shear stress concen-tration zone at the four corners of the roadway It can beknown from shear stress mutual equal theory that shearstress comes in pairs the directions of shear stress of ad-jacent two surfaces is opposite and the intensity of shearstress is 60MPa after the stability of the roadway e clouddiagram of shear stress is shown in Figure 10

524 Distribution and Evolution Rule of DisplacementAfter the excavation of the roadway the surrounding rockmoves towards excavation direction Due to that the verticalstress forms the stress concentration zone at the two sides sothe coal of the two sides bear great pressure while thestrength of coal is relatively low so the displacement of thetwo sides is large e cloud diagram of displacement isshown in Figure 11

525 Distribution and Evolution Rule of the Plastic ZoneAfter excavation of the roadway stress concentration areaappears in roof and floor Shear failure is serious and the twosides present small scope of tensile failuree destruction ofthe roadway is mainly shear failure and it presents smallscope of the tensile-shear mixed fracture zone at the centerof roof and the middle part of the two sides e clouddiagram of the plastic zone is shown in Figure 12

In conclusion the two sides form the stress concen-tration zone under the function of vertical stress in deepstress field after the excavation of the roadway furthermorethe roof and floor show large scope of the stress decreasingzone under the function of horizontal stress it appears inlarge scope of the horizontal stress concentration zone at theroof and floor and the side angle appears in the shear stressconcentration zone so the roof and floor rock masses areeasy to occur as shear failure erefore under the functionof deep high stress the key to stabilize the deep roadway is toimprove the rigidity and strength of roof and floor rockmasses and especially the important load bearing parts ofvertex angle and side angle

53 Horizontal Stress Action Mechanism One of theprominent characteristics of deep ground stress is thathorizontal stress is higher than vertical stress [43] eground stress testing results of this coal mine show that thespecific value of maximum horizontal stress and vertical

stress is 096ndash207erefore the value range of side pressurecoefficient selected in numerical calculation is 1-2

531 Displacement Distribution of the Roadway

(1) e displacement of the roadway basically presentspositive exponential distribution with the enlargingof distance from the roadway surface furthermorethe horizontal displacement of the two sides keepsstable when its distance to the two sides is 40m thevertical displacement of floor keeps stable when itsdistance to the floor is 70m and the vertical dis-placement of roof keeps stable when its distance tothe roof is 70m

(2) With the increase of side pressure coefficient thesurface displacement of the roadway increasesconstantly e influence of horizontal stress on thestability of the roadway exists obvious boundary Inaddition when the side pressure coefficient is largerthan 12 the roadway loses stability rapidly

(3) e increase of horizontal stress has a great influenceon the roof and floor while it has a small influenceon the two sides e displacement distribution ofthe roadway is shown in Figure 13

532 Stress Distribution of the Roadway

(1) As the distance from the roadway surface is fartherthe vertical stress of the two sides first increases andthen decreases moreover the peak stress appears atthe place of 50m and the stress tends to be stableafter 10m e horizontal stress of the two sides isincreasing constantly and there is no obvious peakvalue the vertical stress of roof and floor increasesconstantly without obvious peak value e hori-zontal stress of roof and floor first increases and thendecreases and there is a certain fluctuation in thescope of 10m of roof and floor and the horizontalstress gradually tends to be stable after 15m

(2) With the increase of side pressure coefficient thedistribution and intensity of vertical stress of twosides keep unchanged basically with small influenceof horizontal stress the vertical stress distribution ofroof and floor gradually transits from ldquoarc-shaperdquodistribution to ldquoellipse shaperdquo and the vertical stressis increasing constantlye stress distribution of theroadway is shown in Figure 14

533 Plastic Zone Distribution of the Roadway With theincrease of side pressure coefficient the failure mode of theroadway keeps unchanged which is mainly shear failure andshear-tensile failure But the coverage area of shear-tensilefailure to the area of the roadway failure is decreasingcontinuously and the scope of shear failure is increasingconstantly so horizontal stress intensifies the shear failure ofthe roadway e plastic zone distribution of the roadway isshown in Figure 15

8 Advances in Civil Engineering

6 Bolt Support Mechanism for theDeep Roadway

As for the interaction relation between bolt and surroundingrock scholars made large amount of research studies on theamelioration of mechanical property of rock mass after boltstrengthening which revealed the mechanism of bolt sup-port in different degrees However these achievementsmainly come from shallow-buried tunnel engineering andits research emphasis is the anchoring effect of unbrokenrock and soil mass While under the influence of high stressand strong mining the surrounding rock of the deeproadway especially the coal roadway occurs as large de-formation and large scope of destruction therefore it needsto make a further study on bolt support mechanism undersuch condition e bolt support structure of the roadway isshown in Figure 16 ere are six bolts at roof four bolts ateach side of the two sides row spacing is 800mm inter-spacing of anchor is 3000mm and row spacing of anchor is1600mm

61 Roadway Deformation Under the condition of with orwithout support the horizontal displacement difference ofthe two sides is enlarging constantly when it transits fromthe deep of surrounding rock towards the surface of theroadway but the maximum displacement difference is just24mm and the vertical displacement of roof and floor keepsunchanged generally Although bolt support improves theparameters of shallow surrounding rockrsquos internal frictionangle and cohesive force the shallow surrounding rockstress of the deep roadway is still very high and the effect ofbolt support is not significant e horizontal displacementof the two sides of the roadway is shown in Figure 17

62 Roadway Stress Compared with the condition withoutsupport under the function of bolt support the stress in-tensity and distribution rule of the roadway have no bigchanges Due to that the scope of the horizontal stressdecreasing zone of the two sides is large and the stressenvironment is good so the effect of bolt support of the two

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash23567e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35234e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24608e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35577e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24771e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35462e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 9 Cloud diagram of horizontal stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 9

sides is more remarkable than that of roof In addition boltsupport improves the confining pressure of the surface of theroadway and the increase of confining pressure remarkablydecreases the deformation of the roadway on account of thatthe shallow surrounding rock of the roadway is mellow andbroken and it is sensitive to confining pressure e clouddiagram of the roadway stress is shown in Figure 18

63RoadwayFailure Compared with the condition withoutsupport the scope of the plastic zone of the roadway de-creases to some extent under the function of bolt Whenthere is no support the surrounding rock in the middle partof the roadway mainly presents shear failure and tensilefailure while bolt support can effectively decrease the scopeof tensile failure of the surface of the roadway and thedestruction range of roof can decrease from 3m withoutsupport to 1m with support so bolt support can strengthenthe stability of the roadway e cloud diagram of the plasticzone is shown in Figure 19

64 Bolt Stress e bolt of the roadway bears the dilatationdeformation stress of the surrounding rock as it restrains thesurrounding rock so it keeps in tension state e axial forceof bolt reaches to maximum at the middle part of two sidesthat of the middle part of roof takes second place and that ofvertex angle is minimum moreover the maximum axialforce of bolt is 200 kN and theminimum axial force of bolt is147 kNe maximum axial force of anchor is 3042 kNebolt has entered into yield state as for bolt with BHRB335texture and diameter of 20mm and the anchor also hasentered into yield state as for anchor with a diameter of1524mme force diagram of bolt and anchor is shown inFigure 20

In conclusion when the shallow surrounding rockstress of the roadway is relatively low ordinary bolt supporthas a good effect on surrounding control but the defor-mation of the roadway has not yet received an effectivecontrol on the whole both bolt and anchor bear greattension and enter into yield state and the supportingstructure approaches destruction erefore in order to

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash56636e + 006 to ndash50000e + 006ndash50000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash30000e + 006ndash30000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash10000e + 006ndash10000e + 006 to 00000e + 00000000e + 000 to 10000e + 00610000e + 006 to 20000e + 00620000e + 006 to 30000e + 00630000e + 006 to 40000e + 00640000e + 006 to 50000e + 00650000e + 006 to 55699e + 006

Interval = 10e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash62355e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 61281e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash63592e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 62475e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 10 Cloud diagram of shear stress (a) 300 step (b) 600 step and (c) 2100 step

10 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

to 143 the surrounding rock in certain scope of the roadwayis relatively broken and forms the stress decreasing zoneAfter the roadway deformation tends to be stable the stress

decreasing zone presents ldquobowling-formrdquo distribution atroof and floor and the scope is relatively large e clouddiagram of vertical stress is shown in Figure 8

LimestoneSandy mudstoneFine sandstone

No16 coal seamMudstoneNo15 coal seam

Figure 7 Numerical calculation model

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash19907e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15870e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21313e + 007 to ndash20000e + 007ndash20000e + 007 to ndash18000e + 007ndash18000e + 007 to ndash16000e + 007ndash16000e + 007 to ndash14000e + 007ndash14000e + 007 to ndash12000e + 007ndash12000e + 007 to ndash10000e + 007ndash10000e + 007 to ndash80000e + 006ndash80000e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash15409e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SZZMagfac = 1000e + 000

Gradient calculation

ndash21767e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash25000e + 006ndash25000e + 006 to ndash15432e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 8 Cloud diagram of vertical stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 7

522 Distribution and Evolution Rule of Horizontal StressAfter the excavation of the roadway the two sides appear aslarge scope of the stress decreasing zone and the flooremerges as small scope of the stress concentration zoneDuring the stability process of the roadway the stressconcentration zone of roof and floor is enlarging constantlyand especially in the floor of the roadway whose stressconcentration zone is relatively large Moreover the stressdistribution of the two sides is basically invariant e clouddiagram of horizontal stress is shown in Figure 9

523 Distribution and Evolution Rule of Shear StressAfter the excavation of the roadway with the increase ofdeviator stress σ1 minus σ3 it forms the shear stress concen-tration zone at the four corners of the roadway It can beknown from shear stress mutual equal theory that shearstress comes in pairs the directions of shear stress of ad-jacent two surfaces is opposite and the intensity of shearstress is 60MPa after the stability of the roadway e clouddiagram of shear stress is shown in Figure 10

524 Distribution and Evolution Rule of DisplacementAfter the excavation of the roadway the surrounding rockmoves towards excavation direction Due to that the verticalstress forms the stress concentration zone at the two sides sothe coal of the two sides bear great pressure while thestrength of coal is relatively low so the displacement of thetwo sides is large e cloud diagram of displacement isshown in Figure 11

525 Distribution and Evolution Rule of the Plastic ZoneAfter excavation of the roadway stress concentration areaappears in roof and floor Shear failure is serious and the twosides present small scope of tensile failuree destruction ofthe roadway is mainly shear failure and it presents smallscope of the tensile-shear mixed fracture zone at the centerof roof and the middle part of the two sides e clouddiagram of the plastic zone is shown in Figure 12

In conclusion the two sides form the stress concen-tration zone under the function of vertical stress in deepstress field after the excavation of the roadway furthermorethe roof and floor show large scope of the stress decreasingzone under the function of horizontal stress it appears inlarge scope of the horizontal stress concentration zone at theroof and floor and the side angle appears in the shear stressconcentration zone so the roof and floor rock masses areeasy to occur as shear failure erefore under the functionof deep high stress the key to stabilize the deep roadway is toimprove the rigidity and strength of roof and floor rockmasses and especially the important load bearing parts ofvertex angle and side angle

53 Horizontal Stress Action Mechanism One of theprominent characteristics of deep ground stress is thathorizontal stress is higher than vertical stress [43] eground stress testing results of this coal mine show that thespecific value of maximum horizontal stress and vertical

stress is 096ndash207erefore the value range of side pressurecoefficient selected in numerical calculation is 1-2

531 Displacement Distribution of the Roadway

(1) e displacement of the roadway basically presentspositive exponential distribution with the enlargingof distance from the roadway surface furthermorethe horizontal displacement of the two sides keepsstable when its distance to the two sides is 40m thevertical displacement of floor keeps stable when itsdistance to the floor is 70m and the vertical dis-placement of roof keeps stable when its distance tothe roof is 70m

(2) With the increase of side pressure coefficient thesurface displacement of the roadway increasesconstantly e influence of horizontal stress on thestability of the roadway exists obvious boundary Inaddition when the side pressure coefficient is largerthan 12 the roadway loses stability rapidly

(3) e increase of horizontal stress has a great influenceon the roof and floor while it has a small influenceon the two sides e displacement distribution ofthe roadway is shown in Figure 13

532 Stress Distribution of the Roadway

(1) As the distance from the roadway surface is fartherthe vertical stress of the two sides first increases andthen decreases moreover the peak stress appears atthe place of 50m and the stress tends to be stableafter 10m e horizontal stress of the two sides isincreasing constantly and there is no obvious peakvalue the vertical stress of roof and floor increasesconstantly without obvious peak value e hori-zontal stress of roof and floor first increases and thendecreases and there is a certain fluctuation in thescope of 10m of roof and floor and the horizontalstress gradually tends to be stable after 15m

(2) With the increase of side pressure coefficient thedistribution and intensity of vertical stress of twosides keep unchanged basically with small influenceof horizontal stress the vertical stress distribution ofroof and floor gradually transits from ldquoarc-shaperdquodistribution to ldquoellipse shaperdquo and the vertical stressis increasing constantlye stress distribution of theroadway is shown in Figure 14

533 Plastic Zone Distribution of the Roadway With theincrease of side pressure coefficient the failure mode of theroadway keeps unchanged which is mainly shear failure andshear-tensile failure But the coverage area of shear-tensilefailure to the area of the roadway failure is decreasingcontinuously and the scope of shear failure is increasingconstantly so horizontal stress intensifies the shear failure ofthe roadway e plastic zone distribution of the roadway isshown in Figure 15

8 Advances in Civil Engineering

6 Bolt Support Mechanism for theDeep Roadway

As for the interaction relation between bolt and surroundingrock scholars made large amount of research studies on theamelioration of mechanical property of rock mass after boltstrengthening which revealed the mechanism of bolt sup-port in different degrees However these achievementsmainly come from shallow-buried tunnel engineering andits research emphasis is the anchoring effect of unbrokenrock and soil mass While under the influence of high stressand strong mining the surrounding rock of the deeproadway especially the coal roadway occurs as large de-formation and large scope of destruction therefore it needsto make a further study on bolt support mechanism undersuch condition e bolt support structure of the roadway isshown in Figure 16 ere are six bolts at roof four bolts ateach side of the two sides row spacing is 800mm inter-spacing of anchor is 3000mm and row spacing of anchor is1600mm

61 Roadway Deformation Under the condition of with orwithout support the horizontal displacement difference ofthe two sides is enlarging constantly when it transits fromthe deep of surrounding rock towards the surface of theroadway but the maximum displacement difference is just24mm and the vertical displacement of roof and floor keepsunchanged generally Although bolt support improves theparameters of shallow surrounding rockrsquos internal frictionangle and cohesive force the shallow surrounding rockstress of the deep roadway is still very high and the effect ofbolt support is not significant e horizontal displacementof the two sides of the roadway is shown in Figure 17

62 Roadway Stress Compared with the condition withoutsupport under the function of bolt support the stress in-tensity and distribution rule of the roadway have no bigchanges Due to that the scope of the horizontal stressdecreasing zone of the two sides is large and the stressenvironment is good so the effect of bolt support of the two

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash23567e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35234e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24608e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35577e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24771e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35462e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 9 Cloud diagram of horizontal stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 9

sides is more remarkable than that of roof In addition boltsupport improves the confining pressure of the surface of theroadway and the increase of confining pressure remarkablydecreases the deformation of the roadway on account of thatthe shallow surrounding rock of the roadway is mellow andbroken and it is sensitive to confining pressure e clouddiagram of the roadway stress is shown in Figure 18

63RoadwayFailure Compared with the condition withoutsupport the scope of the plastic zone of the roadway de-creases to some extent under the function of bolt Whenthere is no support the surrounding rock in the middle partof the roadway mainly presents shear failure and tensilefailure while bolt support can effectively decrease the scopeof tensile failure of the surface of the roadway and thedestruction range of roof can decrease from 3m withoutsupport to 1m with support so bolt support can strengthenthe stability of the roadway e cloud diagram of the plasticzone is shown in Figure 19

64 Bolt Stress e bolt of the roadway bears the dilatationdeformation stress of the surrounding rock as it restrains thesurrounding rock so it keeps in tension state e axial forceof bolt reaches to maximum at the middle part of two sidesthat of the middle part of roof takes second place and that ofvertex angle is minimum moreover the maximum axialforce of bolt is 200 kN and theminimum axial force of bolt is147 kNe maximum axial force of anchor is 3042 kNebolt has entered into yield state as for bolt with BHRB335texture and diameter of 20mm and the anchor also hasentered into yield state as for anchor with a diameter of1524mme force diagram of bolt and anchor is shown inFigure 20

In conclusion when the shallow surrounding rockstress of the roadway is relatively low ordinary bolt supporthas a good effect on surrounding control but the defor-mation of the roadway has not yet received an effectivecontrol on the whole both bolt and anchor bear greattension and enter into yield state and the supportingstructure approaches destruction erefore in order to

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash56636e + 006 to ndash50000e + 006ndash50000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash30000e + 006ndash30000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash10000e + 006ndash10000e + 006 to 00000e + 00000000e + 000 to 10000e + 00610000e + 006 to 20000e + 00620000e + 006 to 30000e + 00630000e + 006 to 40000e + 00640000e + 006 to 50000e + 00650000e + 006 to 55699e + 006

Interval = 10e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash62355e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 61281e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash63592e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 62475e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 10 Cloud diagram of shear stress (a) 300 step (b) 600 step and (c) 2100 step

10 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

522 Distribution and Evolution Rule of Horizontal StressAfter the excavation of the roadway the two sides appear aslarge scope of the stress decreasing zone and the flooremerges as small scope of the stress concentration zoneDuring the stability process of the roadway the stressconcentration zone of roof and floor is enlarging constantlyand especially in the floor of the roadway whose stressconcentration zone is relatively large Moreover the stressdistribution of the two sides is basically invariant e clouddiagram of horizontal stress is shown in Figure 9

523 Distribution and Evolution Rule of Shear StressAfter the excavation of the roadway with the increase ofdeviator stress σ1 minus σ3 it forms the shear stress concen-tration zone at the four corners of the roadway It can beknown from shear stress mutual equal theory that shearstress comes in pairs the directions of shear stress of ad-jacent two surfaces is opposite and the intensity of shearstress is 60MPa after the stability of the roadway e clouddiagram of shear stress is shown in Figure 10

524 Distribution and Evolution Rule of DisplacementAfter the excavation of the roadway the surrounding rockmoves towards excavation direction Due to that the verticalstress forms the stress concentration zone at the two sides sothe coal of the two sides bear great pressure while thestrength of coal is relatively low so the displacement of thetwo sides is large e cloud diagram of displacement isshown in Figure 11

525 Distribution and Evolution Rule of the Plastic ZoneAfter excavation of the roadway stress concentration areaappears in roof and floor Shear failure is serious and the twosides present small scope of tensile failuree destruction ofthe roadway is mainly shear failure and it presents smallscope of the tensile-shear mixed fracture zone at the centerof roof and the middle part of the two sides e clouddiagram of the plastic zone is shown in Figure 12

In conclusion the two sides form the stress concen-tration zone under the function of vertical stress in deepstress field after the excavation of the roadway furthermorethe roof and floor show large scope of the stress decreasingzone under the function of horizontal stress it appears inlarge scope of the horizontal stress concentration zone at theroof and floor and the side angle appears in the shear stressconcentration zone so the roof and floor rock masses areeasy to occur as shear failure erefore under the functionof deep high stress the key to stabilize the deep roadway is toimprove the rigidity and strength of roof and floor rockmasses and especially the important load bearing parts ofvertex angle and side angle

53 Horizontal Stress Action Mechanism One of theprominent characteristics of deep ground stress is thathorizontal stress is higher than vertical stress [43] eground stress testing results of this coal mine show that thespecific value of maximum horizontal stress and vertical

stress is 096ndash207erefore the value range of side pressurecoefficient selected in numerical calculation is 1-2

531 Displacement Distribution of the Roadway

(1) e displacement of the roadway basically presentspositive exponential distribution with the enlargingof distance from the roadway surface furthermorethe horizontal displacement of the two sides keepsstable when its distance to the two sides is 40m thevertical displacement of floor keeps stable when itsdistance to the floor is 70m and the vertical dis-placement of roof keeps stable when its distance tothe roof is 70m

(2) With the increase of side pressure coefficient thesurface displacement of the roadway increasesconstantly e influence of horizontal stress on thestability of the roadway exists obvious boundary Inaddition when the side pressure coefficient is largerthan 12 the roadway loses stability rapidly

(3) e increase of horizontal stress has a great influenceon the roof and floor while it has a small influenceon the two sides e displacement distribution ofthe roadway is shown in Figure 13

532 Stress Distribution of the Roadway

(1) As the distance from the roadway surface is fartherthe vertical stress of the two sides first increases andthen decreases moreover the peak stress appears atthe place of 50m and the stress tends to be stableafter 10m e horizontal stress of the two sides isincreasing constantly and there is no obvious peakvalue the vertical stress of roof and floor increasesconstantly without obvious peak value e hori-zontal stress of roof and floor first increases and thendecreases and there is a certain fluctuation in thescope of 10m of roof and floor and the horizontalstress gradually tends to be stable after 15m

(2) With the increase of side pressure coefficient thedistribution and intensity of vertical stress of twosides keep unchanged basically with small influenceof horizontal stress the vertical stress distribution ofroof and floor gradually transits from ldquoarc-shaperdquodistribution to ldquoellipse shaperdquo and the vertical stressis increasing constantlye stress distribution of theroadway is shown in Figure 14

533 Plastic Zone Distribution of the Roadway With theincrease of side pressure coefficient the failure mode of theroadway keeps unchanged which is mainly shear failure andshear-tensile failure But the coverage area of shear-tensilefailure to the area of the roadway failure is decreasingcontinuously and the scope of shear failure is increasingconstantly so horizontal stress intensifies the shear failure ofthe roadway e plastic zone distribution of the roadway isshown in Figure 15

8 Advances in Civil Engineering

6 Bolt Support Mechanism for theDeep Roadway

As for the interaction relation between bolt and surroundingrock scholars made large amount of research studies on theamelioration of mechanical property of rock mass after boltstrengthening which revealed the mechanism of bolt sup-port in different degrees However these achievementsmainly come from shallow-buried tunnel engineering andits research emphasis is the anchoring effect of unbrokenrock and soil mass While under the influence of high stressand strong mining the surrounding rock of the deeproadway especially the coal roadway occurs as large de-formation and large scope of destruction therefore it needsto make a further study on bolt support mechanism undersuch condition e bolt support structure of the roadway isshown in Figure 16 ere are six bolts at roof four bolts ateach side of the two sides row spacing is 800mm inter-spacing of anchor is 3000mm and row spacing of anchor is1600mm

61 Roadway Deformation Under the condition of with orwithout support the horizontal displacement difference ofthe two sides is enlarging constantly when it transits fromthe deep of surrounding rock towards the surface of theroadway but the maximum displacement difference is just24mm and the vertical displacement of roof and floor keepsunchanged generally Although bolt support improves theparameters of shallow surrounding rockrsquos internal frictionangle and cohesive force the shallow surrounding rockstress of the deep roadway is still very high and the effect ofbolt support is not significant e horizontal displacementof the two sides of the roadway is shown in Figure 17

62 Roadway Stress Compared with the condition withoutsupport under the function of bolt support the stress in-tensity and distribution rule of the roadway have no bigchanges Due to that the scope of the horizontal stressdecreasing zone of the two sides is large and the stressenvironment is good so the effect of bolt support of the two

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash23567e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35234e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24608e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35577e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24771e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35462e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 9 Cloud diagram of horizontal stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 9

sides is more remarkable than that of roof In addition boltsupport improves the confining pressure of the surface of theroadway and the increase of confining pressure remarkablydecreases the deformation of the roadway on account of thatthe shallow surrounding rock of the roadway is mellow andbroken and it is sensitive to confining pressure e clouddiagram of the roadway stress is shown in Figure 18

63RoadwayFailure Compared with the condition withoutsupport the scope of the plastic zone of the roadway de-creases to some extent under the function of bolt Whenthere is no support the surrounding rock in the middle partof the roadway mainly presents shear failure and tensilefailure while bolt support can effectively decrease the scopeof tensile failure of the surface of the roadway and thedestruction range of roof can decrease from 3m withoutsupport to 1m with support so bolt support can strengthenthe stability of the roadway e cloud diagram of the plasticzone is shown in Figure 19

64 Bolt Stress e bolt of the roadway bears the dilatationdeformation stress of the surrounding rock as it restrains thesurrounding rock so it keeps in tension state e axial forceof bolt reaches to maximum at the middle part of two sidesthat of the middle part of roof takes second place and that ofvertex angle is minimum moreover the maximum axialforce of bolt is 200 kN and theminimum axial force of bolt is147 kNe maximum axial force of anchor is 3042 kNebolt has entered into yield state as for bolt with BHRB335texture and diameter of 20mm and the anchor also hasentered into yield state as for anchor with a diameter of1524mme force diagram of bolt and anchor is shown inFigure 20

In conclusion when the shallow surrounding rockstress of the roadway is relatively low ordinary bolt supporthas a good effect on surrounding control but the defor-mation of the roadway has not yet received an effectivecontrol on the whole both bolt and anchor bear greattension and enter into yield state and the supportingstructure approaches destruction erefore in order to

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash56636e + 006 to ndash50000e + 006ndash50000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash30000e + 006ndash30000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash10000e + 006ndash10000e + 006 to 00000e + 00000000e + 000 to 10000e + 00610000e + 006 to 20000e + 00620000e + 006 to 30000e + 00630000e + 006 to 40000e + 00640000e + 006 to 50000e + 00650000e + 006 to 55699e + 006

Interval = 10e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash62355e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 61281e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash63592e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 62475e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 10 Cloud diagram of shear stress (a) 300 step (b) 600 step and (c) 2100 step

10 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

6 Bolt Support Mechanism for theDeep Roadway

As for the interaction relation between bolt and surroundingrock scholars made large amount of research studies on theamelioration of mechanical property of rock mass after boltstrengthening which revealed the mechanism of bolt sup-port in different degrees However these achievementsmainly come from shallow-buried tunnel engineering andits research emphasis is the anchoring effect of unbrokenrock and soil mass While under the influence of high stressand strong mining the surrounding rock of the deeproadway especially the coal roadway occurs as large de-formation and large scope of destruction therefore it needsto make a further study on bolt support mechanism undersuch condition e bolt support structure of the roadway isshown in Figure 16 ere are six bolts at roof four bolts ateach side of the two sides row spacing is 800mm inter-spacing of anchor is 3000mm and row spacing of anchor is1600mm

61 Roadway Deformation Under the condition of with orwithout support the horizontal displacement difference ofthe two sides is enlarging constantly when it transits fromthe deep of surrounding rock towards the surface of theroadway but the maximum displacement difference is just24mm and the vertical displacement of roof and floor keepsunchanged generally Although bolt support improves theparameters of shallow surrounding rockrsquos internal frictionangle and cohesive force the shallow surrounding rockstress of the deep roadway is still very high and the effect ofbolt support is not significant e horizontal displacementof the two sides of the roadway is shown in Figure 17

62 Roadway Stress Compared with the condition withoutsupport under the function of bolt support the stress in-tensity and distribution rule of the roadway have no bigchanges Due to that the scope of the horizontal stressdecreasing zone of the two sides is large and the stressenvironment is good so the effect of bolt support of the two

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash23567e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35234e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24608e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35577e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXXMagfac = 1000e + 000

Gradient calculation

ndash24771e + 007 to ndash22500e + 007ndash22500e + 007 to ndash20000e + 007ndash20000e + 007 to ndash17500e + 007ndash17500e + 007 to ndash15000e + 007ndash15000e + 007 to ndash12500e + 007ndash12500e + 007 to ndash10000e + 007ndash10000e + 007 to ndash75000e + 006ndash75000e + 006 to ndash50000e + 006ndash50000e + 006 to ndash35462e + 006

Interval = 25e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 9 Cloud diagram of horizontal stress (a) 300 step (b) 600 step and (c) 2100 step

Advances in Civil Engineering 9

sides is more remarkable than that of roof In addition boltsupport improves the confining pressure of the surface of theroadway and the increase of confining pressure remarkablydecreases the deformation of the roadway on account of thatthe shallow surrounding rock of the roadway is mellow andbroken and it is sensitive to confining pressure e clouddiagram of the roadway stress is shown in Figure 18

63RoadwayFailure Compared with the condition withoutsupport the scope of the plastic zone of the roadway de-creases to some extent under the function of bolt Whenthere is no support the surrounding rock in the middle partof the roadway mainly presents shear failure and tensilefailure while bolt support can effectively decrease the scopeof tensile failure of the surface of the roadway and thedestruction range of roof can decrease from 3m withoutsupport to 1m with support so bolt support can strengthenthe stability of the roadway e cloud diagram of the plasticzone is shown in Figure 19

64 Bolt Stress e bolt of the roadway bears the dilatationdeformation stress of the surrounding rock as it restrains thesurrounding rock so it keeps in tension state e axial forceof bolt reaches to maximum at the middle part of two sidesthat of the middle part of roof takes second place and that ofvertex angle is minimum moreover the maximum axialforce of bolt is 200 kN and theminimum axial force of bolt is147 kNe maximum axial force of anchor is 3042 kNebolt has entered into yield state as for bolt with BHRB335texture and diameter of 20mm and the anchor also hasentered into yield state as for anchor with a diameter of1524mme force diagram of bolt and anchor is shown inFigure 20

In conclusion when the shallow surrounding rockstress of the roadway is relatively low ordinary bolt supporthas a good effect on surrounding control but the defor-mation of the roadway has not yet received an effectivecontrol on the whole both bolt and anchor bear greattension and enter into yield state and the supportingstructure approaches destruction erefore in order to

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash56636e + 006 to ndash50000e + 006ndash50000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash30000e + 006ndash30000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash10000e + 006ndash10000e + 006 to 00000e + 00000000e + 000 to 10000e + 00610000e + 006 to 20000e + 00620000e + 006 to 30000e + 00630000e + 006 to 40000e + 00640000e + 006 to 50000e + 00650000e + 006 to 55699e + 006

Interval = 10e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash62355e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 61281e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash63592e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 62475e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 10 Cloud diagram of shear stress (a) 300 step (b) 600 step and (c) 2100 step

10 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

sides is more remarkable than that of roof In addition boltsupport improves the confining pressure of the surface of theroadway and the increase of confining pressure remarkablydecreases the deformation of the roadway on account of thatthe shallow surrounding rock of the roadway is mellow andbroken and it is sensitive to confining pressure e clouddiagram of the roadway stress is shown in Figure 18

63RoadwayFailure Compared with the condition withoutsupport the scope of the plastic zone of the roadway de-creases to some extent under the function of bolt Whenthere is no support the surrounding rock in the middle partof the roadway mainly presents shear failure and tensilefailure while bolt support can effectively decrease the scopeof tensile failure of the surface of the roadway and thedestruction range of roof can decrease from 3m withoutsupport to 1m with support so bolt support can strengthenthe stability of the roadway e cloud diagram of the plasticzone is shown in Figure 19

64 Bolt Stress e bolt of the roadway bears the dilatationdeformation stress of the surrounding rock as it restrains thesurrounding rock so it keeps in tension state e axial forceof bolt reaches to maximum at the middle part of two sidesthat of the middle part of roof takes second place and that ofvertex angle is minimum moreover the maximum axialforce of bolt is 200 kN and theminimum axial force of bolt is147 kNe maximum axial force of anchor is 3042 kNebolt has entered into yield state as for bolt with BHRB335texture and diameter of 20mm and the anchor also hasentered into yield state as for anchor with a diameter of1524mme force diagram of bolt and anchor is shown inFigure 20

In conclusion when the shallow surrounding rockstress of the roadway is relatively low ordinary bolt supporthas a good effect on surrounding control but the defor-mation of the roadway has not yet received an effectivecontrol on the whole both bolt and anchor bear greattension and enter into yield state and the supportingstructure approaches destruction erefore in order to

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash56636e + 006 to ndash50000e + 006ndash50000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash30000e + 006ndash30000e + 006 to ndash20000e + 006ndash20000e + 006 to ndash10000e + 006ndash10000e + 006 to 00000e + 00000000e + 000 to 10000e + 00610000e + 006 to 20000e + 00620000e + 006 to 30000e + 00630000e + 006 to 40000e + 00640000e + 006 to 50000e + 00650000e + 006 to 55699e + 006

Interval = 10e + 006

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash62355e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 61281e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 477Ang 22500

Contour of SXZMagfac = 1000e + 000

Gradient calculation

ndash63592e + 006 to ndash60000e + 006ndash60000e + 006 to ndash40000e + 006ndash40000e + 006 to ndash20000e + 006ndash20000e + 006 to 00000e + 00000000e + 000 to 20000e + 00620000e + 006 to 40000e + 00640000e + 006 to 60000e + 00660000e + 006 to 62475e + 006

Interval = 20e + 006

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 10 Cloud diagram of shear stress (a) 300 step (b) 600 step and (c) 2100 step

10 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

33167e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 98098e ndash 002

DisplacementMaximum = 9810e ndash 002Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(a)

Center X 9000e + 001 Y 5000e ndash 001 Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

55894e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10586e ndash 001

DisplacementMaximum = 1059e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 146Ang 22500

Contour of displacement mag

Magfac = 1000e + 000

71124e ndash 003 to 10000e ndash 002 10000e ndash 002 to 20000e ndash 002 20000e ndash 002 to 30000e ndash 002 30000e ndash 002 to 40000e ndash 002 40000e ndash 002 to 50000e ndash 002 50000e ndash 002 to 60000e ndash 002 60000e ndash 002 to 70000e ndash 002 70000e ndash 002 to 80000e ndash 002 80000e ndash 002 to 90000e ndash 002 90000e ndash 002 to 10000e ndash 001 10000e ndash 001 to 10800e ndash 001

DisplacementMaximum = 1080e ndash 001Linestyle

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 11 Cloud diagram of displacement (a) 300 step (b) 600 step and (c) 2100 step

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Itasca Consulting Group IncMinneapolis MN USA

(a)

NoneShear-n shear-pShear-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 12 Continued

Advances in Civil Engineering 11

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

NoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 4982e + 002 Mag 931Ang 22500

Block state

Itasca Consulting Group IncMinneapolis MN USA

(c)

Figure 12 Cloud diagram of the plastic zone (a) 300 step (b) 600 step and (c) 2100 step

20 40 60 80 100

50

100

150

200

250

Disp

lace

men

t (m

m)

Distance from roadway surface (m)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14λ = 20

0

(a)

00 20 40 60 80 1000

50

100

150

200

250

λ = 10λ = 16

λ = 12λ = 18

λ = 14λ = 20

Distance from roadway surface (m)

Disp

lace

men

t of f

loor

(mm

)

80

60

40

20

0

Disp

lace

men

t of r

oof (

mm

)

(b)

Figure 13 e displacement distribution of the roadway (a) Two sides (b) roof and floor

ndash30 ndash20 ndash10 0 10 20 30ndash40

ndash20

0

20

40

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

40

20

0

ndash20

ndash40

Hor

izon

tal s

tress

(MPa

)

(a)

λ = 10 λ = 16

λ = 12 λ = 18

λ = 14 λ = 20

Hor

izon

tal s

tress

(MPa

)

ndash30 ndash20 ndash10 0 10 20 30ndash30

ndash20

ndash10

0

10

20

30

Distance from roadway surface (m)

Vert

ical

stre

ss (M

Pa)

60

40

20

0

ndash20

ndash40

ndash60

(b)

Figure 14 e stress distribution of the roadway (a) Two sides (b) roof and floor

12 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(c)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(d)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-ntension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(e)

CenterX 9000e + 001Y 5000e ndash 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 4982e + 002 Mag 596Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-p

Itasca Consulting Group IncMinneapolis MN USA

(f )

Figure 15 e plastic zone distribution of the roadway (a) λ 10 (b) λ 12 (c) λ 14 (d) λ 16 (e) λ 18 and (f) λ 20

Advances in Civil Engineering 13

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

Anchor

Bolt

Roadway

Figure 16 e bolt support structure of the roadway

20 40 60 80 100

50

100

150

200

250

Hor

izon

tal d

ispla

cem

ent (

mm

)

The distance along the roadway width (m)0

No supportSupport

Figure 17 e horizontal displacement of the two sides of the roadway

ndash20ndash20

ndash16

ndash16

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16ndash16

ndash12

ndash12

ndash12

ndash8

ndash4

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(a)

ndash45

ndash40

ndash40

ndash40

ndash35ndash35

ndash35ndash35

ndash35

ndash35

ndash30ndash30

ndash30

ndash30 ndash30

ndash30

ndash25ndash25

ndash25

ndash25

ndash20

ndash20

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(b)

Figure 18 Continued

14 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

ensure the stability of the deep roadway it needs to adopt ahigh-strength anchor to make the surrounding rock de-pressurization on the basis of high support resistance so as

to adapt to the characteristics of large and sharp defor-mation of the deep roadway and make the roadway be inlow stress environment which is easy to be maintained

ndash20ndash20

ndash16

ndash16

ndash16 ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16

ndash16ndash16

ndash14

ndash14

ndash14

ndash14

ndash14

ndash14ndash10

ndash10

ndash10

ndash6

ndash20 ndash16 ndash14 ndash10 ndash6 ndash2

(c)

ndash40

ndash35

ndash35

ndash35

ndash35

ndash35

ndash35

ndash30ndash30

ndash30 ndash30

ndash30ndash25

ndash25ndash20

ndash15ndash15

ndash15

ndash45 ndash35 ndash25 ndash15 ndash5

(d)

Figure 18 Cloud diagram of the roadway stress (a) Vertical stress with no support (b) horizontal stress with no support (c) vertical stresswith support and (d) horizontal stress with support

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n hear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4175e + 001

Rotation X 0000 Y 0000 Z 0000

Dist 5178e + 002 Mag 931Ang 22500

Block stateNoneShear-n shear-pShear-n shear-p tension-pShear-n tension-n shear-p tension-pShear-pShear-p tension-pTension-n shear-p tension-p

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 19 Cloud diagram of the plastic zone (a) No support (b) support

Advances in Civil Engineering 15

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

7 Conclusion

(1) e mechanical model of the deep roadway wasestablished and the theoretical calculation formulaof the plastic zone of the roadway is obtained Withthe increase of the vertical stress the plastic zone isexpanding constantly and especially the diffusionfrom the humeral angle of the roadway towards thetwo sides is obvious While with the increase of thehorizontal stress there is the limit value of theroadway stability e support intensity to the de-crease of the scope of the plastic zone is not obvious

(2) e distribution and evolution rule of stress dis-placement and the plastic zone of the deep roadwaywas obtained e two sides form the stress con-centration zone under the function of vertical stressfurthermore the roof and floor shows large scope ofthe stress decreasing zone Under the function ofhorizontal stress it appears large scope of the hor-izontal stress concentration zone at the roof nadfloor and it appears the shear stress concentrationzone at the side angle and vertex angle of theroadway so the roof and floor rock masses are easyto occur shear failure erefore the key to stabilizethe deep roadway is to improve the strength of thesurrounding rock and especially the important loadbearing parts of vertex angle and side angle

(3) With the increase of horizontal stress the sur-rounding rock loses stability quickly However whenat the same place the vertical stress of roof and flooris increasing constantly and the vertical stress of thetwo sides keeps unchanged basically while thehorizontal stress of roof and floor is increasingconstantly and so as that of the two sidese plasticzone of the roadway expands sharply and theproportion of shear failure is bigger and biggererefore it is extremely important to enhance the

stability of the two sides and control the floor heaveon the basis of ensuring the stability of roof

(4) When the shallow surrounding rock stress of theroadway is relatively low ordinary bolt support has agood effect on surrounding control but the defor-mation of the roadway has not yet received an ef-fective control on the whole both bolt and anchorbear great tension and enter into yield state and thesupporting structure approaches destructionerefore it needs to adopt a high-strength anchorto make surrounding rock depressurization on thebasis of high support resistance

Data Availability

No data were used to support this study

Conflicts of Interest

e authors declare that they have no conflicts of interest

Authorsrsquo Contributions

Dingchao Chen conceived and designed the researchXiangyu Wang performed the numerical simulation andfield tests Lianying Zhang provided theoretical guidance inthe research process Yang Yu analyzed the data and wrotethe paper

Acknowledgments

is research was funded by the National Nature ScienceFoundation of China (grant numbers 51904269 and51974269) the Fifth ldquo333 Projectrdquo Scientific Research Projectof Jiangsu China in 2019 (grant number BRA2019236) andthe Outstanding Backbone Teachers of ldquoInnovation Projectrdquoof University in JiangSu Province China in 2020 which aregratefully acknowledged

CenterX 9000e + 001Y 2000e + 001Z 4295e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 182Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 1001e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(a)

CenterX 9000e + 001Y 2000e + 001Z 4575e + 001

RotationX 0000Y 0000Z 0000

Dist 5177e + 002 Mag 146Ang 22500

Cable axial forceMagfac = 1000e + 000

TensionCompression

Maximum = 2042e + 005

SEL geometryMagfac = 1000e + 000

Itasca Consulting Group IncMinneapolis MN USA

(b)

Figure 20 e force diagram of bolt and anchor is shown (a) Bolt (b) anchor

16 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

References

[1] S C Li Q Wang H T Wang et al ldquoModel test study onsurrounding rock deformation and failure mechanisms ofdeep roadways with thick top coalrdquo Tunnelling and Under-ground Space Technology vol 47 pp 52ndash63 2015

[2] M Chen S-Q Yang Y-C Zhang and C-W Zang ldquoAnalysisof the failure mechanism and support technology for thedongtan deep coal roadwayrdquo Geomechanics and Engineeringvol 11 no 3 pp 401ndash420 2016

[3] R-H Cao P Cao and H Lin ldquoA kind of control technologyfor squeezing failure in deep roadways a case studyrdquo Geo-matics Natural Hazards and Risk vol 8 no 2 pp 1715ndash17292017

[4] X-R Meng R Peng G-M Zhao and Y-M Li ldquoRoadwayengineering mechanical properties and roadway structuralinstability mechanisms in deep wellsrdquo KSCE Journal of CivilEngineering vol 22 no 5 pp 1954ndash1966 2017

[5] Q Wang R Pan B Jiang et al ldquoStudy on failure mechanismof roadway with soft rock in deep coal mine and confinedconcrete support systemrdquo Engineering Failure Analysisvol 81 pp 155ndash177 2017

[6] G Xue J Cheng J Guan et al ldquoe method for determiningworking resistance of advance support bracket in deep fullymechanized roadway based on flac3drdquo Advances in Me-chanical Engineering vol 10 no 6 2018

[7] J Zhang L Liu J Cao X Yan and F Zhang ldquoMechanismand application of concrete-filled steel tubular support in deepand high stress roadwayrdquo Construction and Building Mate-rials vol 186 pp 233ndash246 2018

[8] F Qi and Z Ma ldquoInvestigation of the roof presplitting androck mass filling approach on controlling large deformationsand coal bumps in deep high-stress roadwaysrdquo LatinAmerican Journal of Solids and Structures vol 16 no 4 2019

[9] Z Xiao J Liu S Gu et al ldquoA control method of rock burst fordynamic roadway floor in deep mining minerdquo Shock andVibration vol 2019 Article ID 7938491 16 pages 2019

[10] Z Xie N Zhang X Feng D Liang Q Wei and M WengldquoInvestigation on the evolution and control of surroundingrock fracture under different supporting conditions in deeproadway during excavation periodrdquo International Journal ofRock Mechanics and Mining Sciences vol 123 2019

[11] C J Hou ldquoEffective approach for surrounding rock control indeep roadwayrdquo Journal of China University of Mining andTechnology vol 46 no 3 pp 467ndash473 2017

[12] R Peng X Meng G Zhao Y Li and J Zhu ldquoExperimentalresearch on the structural instability mechanism and the effectof multi-echelon support of deep roadways in a kilometre-deep wellrdquo PLoS One vol 13 no 2 Article ID e0192470 2018

[13] J Zhang L Liu J Shao and Q Li ldquoMechanical properties andapplication of right-hand rolling-thread steel bolt in deep andhigh-stress roadwayrdquo Metals vol 9 no 3 p 346 2019

[14] H P Kang J H Wang and J Lin ldquoHigh pretensioned stressand intensive bolting system and its application in deeproadwaysrdquo Journal of China Coal Society vol 32 no 12pp 1233ndash1238 2007

[15] Z Liu A Cao G Zhu and C Wang ldquoNumerical simulationand engineering practice for optimal parameters of deep-holeblasting in sidewalls of roadwayrdquo Arabian Journal for Scienceand Engineering vol 42 no 9 pp 3809ndash3818 2017

[16] C-L Dong G-M Zhao X-Y Lu X-R Meng Y-M Li andX Cheng ldquoSimilar simulation device for unloading effect ofdeep roadway excavation and its applicationrdquo Journal ofMountain Science vol 15 no 5 pp 1115ndash1128 2018

[17] W Zhang Z He D Zhang D Qi and W Zhang ldquoSur-rounding rock deformation control of asymmetrical roadwayin deep three-soft coal seam a case studyrdquo Journal of Geo-physics and Engineering vol 15 no 5 pp 1917ndash1928 2018

[18] M C He and Z B Guo ldquoMechanical property and engi-neering application of anchor bolt with constant resistanceand large deformationrdquo Chinese Journal of Rock Mechanicsand Engineering vol 33 no 7 pp 1297ndash1308 2014

[19] X-M Sun F Chen M-C He W-L Gong H-C Xu andH Lu ldquoPhysical modeling of floor heave for the deep-buriedroadway excavated in ten degree inclined strata using infraredthermal imaging technologyrdquo Tunnelling and UndergroundSpace Technology vol 63 pp 228ndash243 2017

[20] J B Bai and C J Hou ldquoControl principle of surroundingrocks in deep roadway and its applicationrdquo Journal of ChinaUniversity of Mining and Technology vol 35 no 2pp 145ndash148 2006

[21] S-Q YangM Chen H-W Jing K-F Chen and BMeng ldquoAcase study on large deformation failure mechanism of deepsoft rock roadway in xinrsquoan coal mine Chinardquo EngineeringGeology vol 217 pp 89ndash101 2017

[22] DWang Y Jiang X Sun H Luan and H Zhang ldquoNonlinearlarge deformation mechanism and stability control of deepsoft rock roadway a case study in Chinardquo Sustainabilityvol 11 no 22 2019

[23] W J Wang C Yuan W J Yu et al ldquoControl technology ofreserved surrounding rock deformation in deep roadwayunder high stressrdquo Journal of China Coal Society vol 41 no 9pp 2156ndash2164 2016

[24] X Shengrong G Mingming C Dongdong et al ldquoStabilityinfluence factors analysis and construction of a deep beamanchorage structure in roadway roofrdquo International Journal ofMining Science and Technology vol 28 no 3 pp 445ndash4512018

[25] S C Li H P Wang Q H Qian et al ldquoIn-situ monitoringresearch on zonal disintegration of surrounding rock mass indeep mine roadwaysrdquo Chinese Journal of Rock Mechanics andEngineering vol 27 no 8 pp 1545ndash1553 2008

[26] Q S Liu C B Lu B Liu and X W Liu ldquoResearch on thegrouting diffusion mechanism and its application of groutingreinforcement in deep roadwayrdquo Journal of Mining and SafetyEngineering vol 31 pp 333ndash339 2014

[27] W P Huang Q Yuan Y L Tan et al ldquoAn innovative supporttechnology employing a concrete-filled steel tubular structurefor a 1000m-deep roadway in a high in situ stress fieldrdquoTunnelling and Underground Space Technology vol 73pp 26ndash36 2018

[28] C Wang L Liu D Elmo et al ldquoImproved energy balancetheory applied to roadway support design in deep miningrdquoJournal of Geophysics and Engineering vol 15 no 4pp 1588ndash1601 2018

[29] Y Yuan W Wang S Li and Y Zhu ldquoFailure mechanism forsurrounding rock of deep circular roadway in coal mine basedon mining-induced plastic zonerdquo Advances in Civil Engi-neering vol 2018 Article ID 1835381 14 pages 2018

[30] J C Chang and G X Xie ldquoMechanical characteristics andstability control of rock roadway surrounding rock in deepminerdquo Journal of China Coal Society vol 34 no 7pp 881ndash886 2009

[31] Y Cheng J Bai Y Ma J Sun Y Liang and F Jiang ldquoControlmechanism of rock burst in the floor of roadway driven alongnext goaf in thick coal seam with large obliquity angle in deepwellrdquo Shock and Vibration vol 2015 Article ID 75080710 pages 2015

Advances in Civil Engineering 17

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering

[32] B Jiang L Wang Y Lu S Gu and X Sun ldquoFailuremechanism analysis and support design for deep compositesoft rock roadway a case study of the yangcheng coal mine inChinardquo Shock and Vibration vol 2015 Article ID 45247914 pages 2015

[33] J K Long ldquoe mechanism of synergetic anchorage in deeproadway surrounding rockrdquo Journal of Mining and SafetyEngineering vol 33 no 1 pp 19ndash26 2016

[34] J Ning J Wang Y Tan and X Shi ldquoDissipation of impactstress waves within the artificial blasting damage zone in thesurrounding rocks of deep roadwayrdquo Shock and Vibrationvol 2016 Article ID 4629254 13 pages 2016

[35] R Pan Q Wang B Jiang et al ldquoFailure of bolt support andexperimental study on the parameters of bolt-grouting forsupporting the roadways in deep coal seamrdquo EngineeringFailure Analysis vol 80 pp 218ndash233 2017

[36] H Zhang X Miao G Zhang Y Wu and Y Chen ldquoNon-destructive testing and pre-warning analysis on the quality ofbolt support in deep roadways of mining districtsrdquo Inter-national Journal of Mining Science and Technology vol 27no 6 pp 989ndash998 2017

[37] J P Zuo X Wei J Wang D J Liu and F Cui ldquoInvestigationof failure mechanism and model for rocks in deep roadwayunder stress gradient effectrdquo Journal of China University ofMining and Technology vol 47 no 3 pp 478ndash485 2018

[38] G Li F Ma G Liu H Zhao and J Guo ldquoA strain-softeningconstitutive model of heterogeneous rock mass consideringstatistical damage and its application in numerical modelingof deep roadwaysrdquo Sustainability vol 11 no 8 2019

[39] Q Li J Li J Zhang et al ldquoNumerical simulation analysis ofnew steel sets used for roadway support in coal minesrdquoMetals vol 9 no 5 2019

[40] S Huang and S Zheng ldquoStressing state analysis of CFSTarchsupports in deep roadway based on NSF methodrdquo AppliedSciences vol 9 no 20 2019

[41] Z Xu Elasticity China Higher Education Press PekingChina 4th edition 2006

[42] C Hou and P Gou ldquoMechanism study on strength en-hancement for the rocks surrounding roadway supported byboltrdquo Chinese Journal of Rock Mechanics and Engineeringvol 19 no 3 pp 342ndash345 2000

[43] W Yu B Pan F Zhang S Yao and F Liu ldquoDeformationcharacteristics and determination of optimum supportingtime of alteration rock mass in deep minerdquo KSCE Journal ofCivil Engineering vol 23 no 11 pp 4921ndash4932 2019

18 Advances in Civil Engineering