Research ArticleAnalysis of the Blasting Compaction on Gravel Soil

Qingwen Li12 Yuan Li1 Gautam Dasgupta2 Dongping Song2 Lan Qiao1

Liping Wang3 and Jianghui Dong4

1The Department of Civil and Environmental Engineering University of Science and Technology Beijing Beijing 100083 China2The Department of Civil Engineering and Engineering Mechanics Columbia University New York NY 10027 USA3Sansom Institute for Health Research School of Pharmacy and Medical Sciences University of South AustraliaAdelaide SA 5001 Australia4School of Natural and Built Environments University of South Australia Adelaide SA 5095 Australia

Correspondence should be addressed to Yuan Li sbfqp126com

Received 28 August 2014 Accepted 20 September 2014

Academic Editor Tifeng Jiao

Copyright copy 2015 Qingwen Li et al This is an open access article distributed under the Creative Commons Attribution Licensewhich permits unrestricted use distribution and reproduction in any medium provided the original work is properly cited

The settlement control is critical for the safety of road based on high filled embankment The traditional construction methodshave the characteristic with less soil thickness compacted at a time There are many advantages to compact the gravel soil withblasting The cavity in soil is formed by blasting and its fillings to form a composite foundation for the embankment The fielddata show this composite foundation can meet the requirement of loading and settlement control with less construction time Ingeotechnical blasting the high temperature due to blasting will swell the material around so its worthy to do the coupled analysiswith thermal mechanics (TM) and blasting compaction in the high filled embankment In this paper a 3D model is built withFLAC3D to simulate a single hole to predict the range and degree of thermal propagation Then the thermal strains got from themodel are used to estimate the displacement of surrounding soil to predict the degree of compaction and optimize the distributionof blast holes in plan

1 Introduction

For road constructed in mountain area embankment is oneof themost commonly used constructionmethods especiallythe high filled embankment However the high filled em-bankment has the characteristics of higher filling height andlarger filling cross-sectional area which means larger accu-mulated settlement and longer settlement period thannormalembankment The settlement of high filled embankmentplays a vital role in road quality and driving safety and con-struction and operating economy [1] These make the highfilled embankment highly desirable if it possesses suffi-cient loading capacity and slope stability Moreover if thesettlement can be mitigated in advance fast and stably theconstruction period can be significantly shortened Otherobvious advantages include reduced engineering costs landconservation and better social economy So far the settle-ment of high filled embankment has been studied by manyscholars using different treatment methods such as drainage

consolidation method [2 3] vacuum consolidation method[4] dynamic compaction [5ndash7] and shock compactionmethod [8 9] However each method mentioned above usesless soil thickness compacted at a time and long constructioncycle time especially for the high filled embankment whoseconstruction cycle time is usually 1 to 2 years which delaysthe construction progress seriously Many researchers triedto adopt the prefabricated vertical drains method [10ndash12]to shorten the construction period of embankment butthis method is only effective for embankment based on softsoil With the development of advanced blasting techniqueexplosive compaction method could be used to improve thefoundation and embankment In this paper the charges inthe vertical arrangement blast holes were used to generatehigh pressure gas and the shock wave in order to compactthe surrounding soil Then the blasting chambers werefilled with gravel or other materials to form a shaft whichcombine with the compacted surrounding soil to form acomposite embankment This kind of composite foundation

Hindawi Publishing CorporationJournal of ChemistryVolume 2015 Article ID 642810 9 pageshttpdxdoiorg1011552015642810

2 Journal of Chemistry

can effectively improve the bearing capacity and stabilizeroadbed settlement situation Simultaneously the hole canbe drilled to the bottom of the embankment to achieve thehigh filled embankment compacted at a time

With the development of computer technology finiteelement method (FEM) has been adopted by many scholarsto analyze the settlement of embankment Indraratna et alused the numerical modeling to simulate the consolida-tion by vertical drain beneath a circular embankment [13]Abusharar et al adopted the finite element modeling to ana-lyze the consolidation behavior of multicolumn supportedroad embankment [14] Yildiz simulated the embankmentson PVD improved soft clays with numerical method [15]Li et al used finite element to analyze the dynamic com-paction in soft foundation [16] Yuan et al analyzed the 3Dground deformation by using a newly developed stereo-PIVtechnique [17] therefore it is highly feasible to use differentconstitutive models embedded in FEM software to analyzethe settlement of embankment

In blasting the temperature at the center of hole canreach as high as 3000∘C so the temperature influence onsurrounding soil cannot be ignored The temperature isrelated to the gas pressure In this paper based on the analysisof the change of blasting pressure the volume expansionof the blast hole the development of fracture in soil andthe motion of blasting gas were analyzed in the accuratemathematical model The shape of blasting load changingwith time was established Finally the field monitored dataof blasting compaction were used to compare with the resultsof 3D model considering the TM coupled effect and verifiedthe usefulness of 3D model to predict the settlement of highfilled embankment

2 Process of Blasting Loading

Thedynamic loading due to blasting is a complex processTheblasting load can make the volume of blast hole enlarge andthe fracture of soil expanded The gas pressure and dynamicload will be reduced with volume enlargement Finally theexplosive gas rapidly overflows and the applied force decaysto zero when fractures developed to connect together

At the beginning of blasting the dynamic load willincrease with time until it reaches the peak intensity of blast-ing when the detonation gas wave propagates to the bottomof blast hole Many researches showed that the initial peakblasting load was related to the detonation wave pressureAccording to the Chapman-Jouguet model by Henrych [18]for decoupled charges the initial explosion pressure was alsorelated to the ratio of the blast hole diameter and the chargediameter The formula is

1198751=

1205880119881119863

2 (120574 + 1)(119886

119887)

2120574

(1)

where 119881119863is the velocity of detonating gas 120574 is specific heat

ratio of detonating gas 119886 is the charge diameter and 119887 is theblast hole diameter

V0 P0 1205880

T0 0

Pe120588e Te e

As

Pa

Figure 1 Equivalent structure of blasting

Under this condition the rising time of load can be shownas

1199051=

119871

119881119863

(2)

where 119871 is the length of blast holeBefore the fillings were erupted according to gas law gas

pressure with volume change in detonation cavity could beshown as [19]

1198752= 119860(1 minus

120596

1198771119881) 119890minus1198771119881

+ 119861(1 minus120596

1198772119881) 119890minus1198772119881

+1205961198640

(119881)

(3)

Considering the volume change we can get

1198752(119905) = 119860(1 minus

120596

1198771(1198810+ Δ119881 (119905))

) 119890minus1198771(1198810+Δ119881(119905))

+ 119861(1 minus120596

1198772(1198810+ Δ119881 (119905))

) 119890minus1198772(1198810+Δ119881(119905))

+1205961198640

(1198810+ Δ119881 (119905))

(4)

where 1198810is the initial volume of blast hole all of 119860 119861 119877

1

1198772 and 120596 are explosive material parameters and 119864

0is initial

energy of explosiveAfter the fillings were ejected or the blasting without

fillings the explosion gas erupted out from the blast holequickly which induces the pressure lower According to gasdynamics theory the blast hole in this period can be treatedas a bottle structure which is shown in Figure 1

In Figure 1 1198810 1198750 1205880 1198790 and V

0are the initial volume

initial pressure initial density initial temperature and initialvelocity respectively 119875

119890 120588119890 119879119890 and V

119890are the pressure

density temperature and velocity at the section of exitrespectively

Then the First Law of Thermodynamics was used withtaking advantage of adiabatic process and gas flow in blastholes

1198753(119905 + 119889119905)

= 119875119890(119905) (1 minus

119860119904

119881(

2

120574 + 1)

(120574+1)2(120574minus1)

radic12057411987501205880

120588119890(119905)

119889119905)

120574

(5)

Based on these analysis steps of blasting process thespecific blasting loading curve was created and shown inFigure 2

Journal of Chemistry 3

P0

P1 P2

P3

P4

t0 t1 t2 t3 t4

P(M

Pa)

Figure 2 Blasting loading shape

3 TM Coupled Constitutive Model

31 Elastic Model According to the Fourier law theThermalConduction Equation is

120597119879

120597119905=

1

119862119901120588(119896119909

1205972

119879

1205971199092+ 119896119910

1205972

119879

1205971199102) (6)

where119879 is the temperature119862119901is the specific heat120588 is density

and 119896119909and 119896119910are thermal conductivity in 119909 and 119910 direction

respectivelyFor deformable materials the stress increment caused by

the temperature increasing is

Δ120590119894119895= minus120575119894119895119870120572119879

Δ119879 (7)

where Δ120590119894119895is stress increment 119870 is the bulk modulus 120572119879

is thermal expansion coefficient and Δ119879 is the temperatureincrement

According to the generalized Hookersquos law

120590119894119895= 2119866120576

119894119895+ 3120582120576119896119896120575119894119895 (8)

where 120590119894119895is the stress 120576

119894119895is the total strain 120576

119896119896is the normal

strain 120582 = 119864](1 + ])(1 minus 2]) 119866 = 1198642(1 + ]) and 120575119894119895is

Kroneckerrsquos delta when 119894 = 119895 the value is 1 and when 119894 = 119895its value is 0

Based on Hookersquos law and considering the change oftemperature and pore water pressure Lewis and Schreflerproposed the effective stress 1205901015840

119894119895

[20]

1205901015840

119894119895

= 2119866(120576119894119895+ 120575119894119895

]1 minus 2]

120576119896119896) minus 119870120572

119879

Δ119879120575119894119895 (9)

where 120575119894119895is Kroneckerrsquos delta when 119894 = 119895 the value is 1 when

119894 = 119895 its value is 0 119870 = 2119866(1 + ])3(1 minus 2]) is bulk modulusunder the drained condition120572119879 is volume thermal expansioncoefficient with water saturation degree and porosity [21] Itcan be expressed as

120572119879

= 120572119879

dry [1 + 4120601119878119908120588119908

(1 minus 120601) 120588119904

] (10)

where 120572119879dry is the thermal expansion coefficient under the drycondition 120601 is the porosity of the host rock 119878

119908is the water

saturation degree and 120588119908and 120588119904are the density of the water

and solid matrix

32 Plasticity Model First Invariant of Stress Tensor 1198681was

considered in the Drucker-Prager model which was basedon the Generalized Mises Condition Therefore the yieldcondition could be expressed as

119865 = 1205721198681+ radic1198692minus 119896 = 0 (11)

where 1198681is the First Invariant of Stress Tensor 119869

2is the Second

Invariant of Stress Tensor and 120572 and 119896 are the functionsof cohesion 119888 and internal friction angle 120601 of geotechnicalmaterials which could be shown as

120572 =2radic3 sin120601

2radic3120587 (9 minus sin2120601)

119896 =6radic31198881sin120601

2radic3120587 (9 minus sin2120601)

(12)

33 Solid Mass Balance The solid mass balance was given as[22]

119863119904120588119889

119863119905+ 120588119889

nablaV119904 = 0 (13)

where 119863119904()119863119905 is the material derivative with respect to the

solid particles which move with a velocity vector V119904 (ms)nabla() is the divergence operator and 120588

119889 is the dry density ofmaterial where 120588119889 is the dry density of the medium whichis equal to 120588

119889

= 120588119904

(1 minus 120601) where 120588119904 is the density of

the solid particles (kgm3) If the coefficient of the thermalexpansion of the solid particles (1∘C) 119862119904

119879

is considered andthemechanical compressibility of the particles is disregardedthen it becomes

119863119904120601

119863119905= (1 minus 120601) [nablaV minus 119862119904

119879

119863119904119879

119863119905] (14)

where 119879 is the temperature (∘C)

34 Temperature Change According to the isentropic gaslaw the temperature change had the relationship with thegas pressure the formula can be expressed by well-knownformula

119875 (119905)

1198750

= (119879 (119905)

1198790

)

120574

(15)

where 119875(119905) is the gas pressure at any time 1198750is the maximum

gas pressure 119879(119905) is the temperature of any time 1198790is the

maximum temperature in this geotechnical blasting 1198790=

3000∘C and 120574 is the specific heat ratio of the gas

4 Journal of Chemistry

Figure 3 Blast cavity after blasting

Soil pressure box(1) (2)

(3)

(4)

Blasting monitoring box

3m

7m

1m2m

10m7m

5m

2m2m2m

Figure 4 Arrangement of instruments and blast holes

Table 1 Parameters of explosive

Charge diameter(mm) Weight (g) Density (gcm3) Blasting

velocity (ms)32 200 plusmn 10 095sim13 3200

4 Project Study

41 Project Background In this paper Jinxing RoadK14+672ndashK14+750 in Chengde City Hebei Province waschosen as project background whose maximum filled heightwas 60m the length was 14m and slope gradient ratio was1 15 The filled materials were cutting gravel and soil fromadjacent road sections (Figure 3)

42 Field Test In order to obtain the soil properties underblasting many field tests were carried on In the tests thedepth of blast hole was 10m the diameter was 110mm andcharges were 4 volumes together by number 2 emulsionexplosives with the 7m length The length of fillings was 1mThe basic parameters of explosive are shown in Table 1

In field three series of soil pressure boxes were set onthe distance from the blasting point 2m 4m and 6mrespectively tomonitor the dynamic pressure and a vibrationmonitoring box was used to monitor the vibration velocity at7m The arrangement details were shown in Figure 4

43 Constitutive Parameters In interest of analysis of thesituation of blasting compaction the constitutive parametersshown in Table 3 were obtained from lab tests The soilcompaction tests and moisture content and density tests areshown in Figures 5 and 6 and Tables 2 and 4

Table 2 Pressure and compression modulus

Pressure (kPa) PorosityCompressioncoefficient(Mpaminus1)

Compressionmodulus(MPa)

0 0369200 0346 011 1211400 0337 005 3041600 0331 003 4562800 0325 003 45621000 0319 003 45621200 0314 003 54741600 0305 002 60832000 0297 002 60832400 0290 002 7820

028 030 032 034 0360

500

1000

1500

2000

2500

Pres

sure

(kPa

)

Porosity

Figure 5 The 119890-119901 curve of soil

Table 3 Constitutive parameters

Density (gcm3) 119864 (Mpa) Poissonrsquos ratio 119862 (MPa) 120601 (∘)1880 11 026 015 18

Table 4 Moisture content and dry density

Moisture content () 8 94 104 127 169Dry density (gcm3) 188 197 198 194 185

5 Numerical Simulation

51 3D Model Simulation In order to analyze the degree ofblasting compaction with high temperature and to optimizethe holes arrangement the 3D numerical model with a singlehole was built with software FLAC3D [23] as shown inFigure 7

In the model the length is 1411 (119909 direction) width is1411m (119910 direction) and the height is 10m (119911 direction)Theblast hole diameter is 110mm and the model was meshedas many as 33600 zones and 35301 grid-points The threeside lengths of the finite difference zones were 03m and

Journal of Chemistry 5

8 12 16

184

186

188

190

192

194

196

198

200

Moisture content ()

Dry

den

sity

(gc

m3)

Figure 6 Moisture content and density curve

Figure 7 The 3D model in FLAC3D

those dimensions of zones were confirmed from the modeldimensions and vibration wave length

52 Applied Dynamic Loading Based on the above formulaand monitored data in the field the maximum load on theblast hole wall 119875

0= 3355Mpa so the typical points on

the loading curve for different stages were 1198750= 0 119875

1=

3355Mpa 1198752= 10873Mpa 119875

3= 602Mpa and 119875

4= 0

with respect to the time 1199050= 0 s 119905

1= 001 s 119905

2= 003 s

1199053= 0122 s and 119905

4= 0132 s Based on the measured results

compared with trial results the damping of surroundingsoil is 0025 For the thermal strain the conductivity is161Wmminus1kminus1 and the expansion coefficient is 13times 10minus5 whichwere obtained from the lab tests

53 Verification for the Model In this simulation the solvingtime was 1 s after 284638 solving stepsThe predicted velocitycurves compared with the monitored curves are shown inFigures 8 to 10

00 05 10 15 20

Velo

city

(cm

s)

Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 8 In situ velocity curve

00 05 10 15 20Ve

loci

ty (c

ms

)Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 9 Simulated velocity curve

Table 5 Field monitored and model predicted stress

Field test 2m soil pressure(MPa)

4m soil pressure(MPa)

6m soil pressure(MPa)

Number 1 134 029 minus00028

Number 2 137 031 00029

Number 3 135 026 minus00048

Simulation 133 026 0003Error rate 17 9 378

As shown in Figure 8 the predicted peak velocity (PPV)value is 262 cms and in Figure 9 the monitored peakvelocity value is 251 cms The error rate is 3 The arrivaltimes of two curves are the same and around 05 s

In the field there were also three series of soil pressureboxes the monitored data are shown in Table 5 The modelpredicted results are shown in Figure 10 and Table 5

Based on the above analysis the simulated curve andmonitored curve had the same tendency Moreover the fieldmonitored soil pressure is the same as the model predictedvalue The error rates are between 17 and 378 Thus themodel simulation is proven to be useful to predict the blastingcompaction

54 Thermal Analysis Many researches have shown thatthe center temperature could reach 3000∘C in geotechnicalblasting so the thermal swelling of surrounding soil couldnot be ignoredThe temperature changed during the blastingprocedure The degree and range of thermal impacts shouldbe predicted at first The predicted 3D thermal contours areshown in Figure 11

6 Journal of Chemistry

Contour of SMin

Gradient calculationminus17499e + 006 to minus16000e + 006

minus14000e + 006 to minus12000e + 006

minus10000e + 006 to minus80000e + 005

minus60000e + 005 to minus40000e + 005

minus20000e + 005 to 00000e + 000

20000e + 005 to 40000e + 005

60000e + 005 to 80000e + 005

10000e + 006 to 12000e + 006

14000e + 006 to 16000e + 006

16000e + 006 to 17292e + 006

Interval = 20e + 005

2m 4m 6m

Magfac = 0000e + 000

Figure 10 The maximum principal stress

Figure 11 3D thermal contours

00 02 040

500

1000

1500

2000

2500

3000

Time (s)

Tem

pera

ture

(∘C)

Figure 12 The temperature change curve

Considering the temperature change which had the rela-tionship with gas pressure change the temperature of typicalpoint of blasting can be figured out The temperature changecurve is shown in Figure 12 The typical thermal contoursare drawn by intercepting the typical profile and extractingrelated data and shown in Figures 13 15 and 17 After

020040060080010001200140016001800200022002400260028003000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

200

200

200

200

200

200

400

400

400

400

600

600

600

800

800

1000

Figure 13 3000∘C thermal contours

calculating the thermal expansion contours are expressed inFigures 14 16 and 18

As shown in Figures 13 and 14 the radius of the rangewithtemperature more than 200∘C is 3m in surrounding soil and

Journal of Chemistry 7

00002000400060008001001200140016001800200220024002600280030032003400360038004004200440046

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0002

0002

0002

0002

0004

0004

0004

0004

0004

0006

0006

0006

0006

0008

0008

0008 00

1

001

00120014

00140012

0016

Figure 14 3000∘C thermal expansion contours

010020030040050060070080090010001100120013001400150016001700180019002000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

100

100

100

100

100

100

200

200

200

200

200

300

300

300

300

400

400

400

500

500

600

600

700

800

Figure 15 2000∘C thermal contours

0000200040006000800100120014001600180020022002400260028003

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0001

0001

0001

0001

0002

0002

0002

0002

0002

0003

0003

0003

0003

0004

0004

0004

0004

0005

0005

0005

0006

0006

0006

0007

0007

0008

0008

0009

0009

001

0011

Figure 16 2000∘C thermal expansion contours

020406080100120140160180200220240260280300

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

0

0

0

0

10

10

10

10

20

20

20

20

30

30

40

40

50

50

60

60708090

100

100

110

110

120

120

130

130140

150

160170

180

190

30 40

607050

8090

Figure 17 300∘C thermal contours

0000020000400006000080001000120001400016000180002000220002400026000280003000320003400036000380004000420004400046

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

minus00002

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

0

0

0

0

0001

0001

0002

00004

00006

00008

00012

00014

00002

00002

00016

00004

0000600008

0001200014

00002

00016

00004

00006

00002

Figure 18 300∘C thermal expansion contours

0002004006008010120140160180202202402602803032

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

01

002

002

002

002

002

008

006

006

004

004

Figure 19 Profile displacement contours

8 Journal of Chemistry

092

093

094

095

096

097

098

099

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

094

094

094

094

094

095

095

095

093

093

093

096

096

098

098

099

Figure 20 Profile compaction degree and its scope

Contour of displacement mag

00000e + 000 to 25000e minus 002

25000e minus 002 to 50000e minus 002

50000e minus 002 to 75000e minus 002

75000e minus 002 to 10000e minus 001

10000e minus 001 to 12500e minus 001

12500e minus 001 to 15000e minus 001

15000e minus 001 to 17500e minus 001

17500e minus 001 to 20000e minus 001

20000e minus 001 to 22500e minus 001

22500e minus 001 to 25000e minus 001

25000e minus 001 to 27500e minus 001

27500e minus 001 to 29927e minus 001

Magfac = 0000e + 000

Figure 21 3D maximum displacement contours

within this range the displacements change from 02 cm to46 cm As shown in Figures 15 and 16 the radius of the rangewith temperature more than 200∘C is 23m in surroundingsoil and within this range the displacements change from02 cm to 3 cm As shown in Figures 17 and 18 the radiusof the range with temperature more than 200∘C is 05m insurrounding soil and within this scope the displacementschange from 02 cm to 05 cm These figures show that thetemperature is declined along with the pressure reductionBoth of the range and degree become smaller

Per simulation the range and degree of blasting com-paction are shown in Figure 21 which is 3D contours insurrounding soil The typical contours profile is shown inFigure 19 The contours of compaction degree are shown inFigure 20

As shown in Figures 19 to 21 the radii of the range withmaximum displacement more than 2 cm are 3m to 4m insurrounding soil The radius of the range with compaction

degree more than 95 is 25m around the blast hole so theradius of the effect range of blasting compaction was 25m

6 Conclusion

Through the analysis of the blasting pressure change a math-ematic model was built on the basis of the blast hole volumeexpansion the fracture development and the blasting gasmotion in order to predict the dynamic loading curve Afterverification the improved dynamic loading curve is moreclose to the real loading It could provide more reasonableprediction comparing with the existing simplified triangularload and trapezoidal load in simulation

Due to the 3000∘C high temperature of blasting cen-ter the TM coupled analysis is necessary Based on thesimulation the radius of the range with temperature morethan 200∘C is 3m in surrounding soil and within this

Journal of Chemistry 9

range the displacements change from 02 cm to 46 cm Thetemperature declines as the pressure reduces As per thecalculation the radius of the range with compaction degreemore than 95 is 25m around the blast hole so the impactedrange of blasting compaction is 25m This is the reason forsetting the distance of two blast holes in embankment 5m bytaking ranksrsquo arrangement or quincuncial arrangement

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] Q Chen Y H Zou M Tang and C R He ldquoModelling theconstruction of a high embankment damrdquoKSCE Journal of CivilEngineering vol 18 no 1 pp 93ndash102 2014

[2] G Yang R Xue and H Li ldquoApplication of dynamic drainageconsolidation method in subgrade strengtheningrdquo AppliedMechanics and Materials vol 170ndash173 pp 2395ndash2398 2012

[3] R Walker and B Indraratna ldquoConsolidation analysis of astratified soil with vertical and horizontal drainage using thespectral methodrdquo Geotechnique vol 59 no 5 pp 439ndash4492009

[4] J-C Chai J P Carter and S Hayashi ldquoVacuum consolidationand its combination with embankment loadingrdquo CanadianGeotechnical Journal vol 43 no 10 pp 985ndash996 2006

[5] W-L Zou Z Wang and Z-F Yao ldquoEffect of dynamic com-paction on placement of high-road embankmentrdquo Journal ofPerformance of Constructed Facilities vol 19 no 4 pp 316ndash3232005

[6] S-J Feng W-H Shui K Tan L-Y Gao and L-J He ldquoFieldevaluation of dynamic compaction on granular depositsrdquo Jour-nal of Performance of Constructed Facilities vol 25 no 3 pp241ndash249 2011

[7] H Zhang and B Zhang ldquoStudy on deformation parameters inDynamic Compaction desert foundationrdquo Applied Mechanicsand Materials vol 170ndash173 pp 357ndash360 2012

[8] C Chen ldquoEffect of dynamic compaction on red sand soil fillingembankmentrdquo Applied Mechanics and Materials vol 268ndash270no 1 pp 788ndash791 2013

[9] Z-F Xia G-L Ye J-H Wang B Ye and F Zhang ldquoFullycoupled numerical analysis of repeated shake-consolidationprocess of earth embankment on liquefiable foundationrdquo SoilDynamics and Earthquake Engineering vol 30 no 11 pp 1309ndash1318 2010

[10] H M Abuel-Naga D T Bergado and S ChaiprakaikeowldquoInnovative thermal technique for enhancing the performanceof prefabricated vertical drain during the preloading processrdquoGeotextiles andGeomembranes vol 24 no 6 pp 359ndash370 2006

[11] R K Rowe and C Taechakumthorn ldquoCombined effect of PVDsand reinforcement on embankments over rate-sensitive soilsrdquoGeotextiles andGeomembranes vol 26 no 3 pp 239ndash249 2008

[12] A K Sinha V G Havanagi and S Mathur ldquoAn approach toshorten the construction period of high embankment on softsoil improved with PVDrdquo Geotextiles and Geomembranes vol27 no 6 pp 488ndash492 2009

[13] B Indraratna A Aljorany and C Rujikiatkamjorn ldquoAna-lytical and numerical modeling of consolidation by vertical

drain beneath a circular embankmentrdquo International Journal ofGeomechanics vol 8 no 3 pp 199ndash206 2008

[14] S W Abusharar J-J Zheng and B-G Chen ldquoFinite elementmodeling of the consolidation behavior of multi-column sup-ported road embankmentrdquo Computers and Geotechnics vol 36no 4 pp 676ndash685 2009

[15] A Yildiz ldquoNumerical analyses of embankments on PVDimproved soft claysrdquo Advances in Engineering Software vol 40no 10 pp 1047ndash1055 2009

[16] W Li Q Gu L Su and B Yang ldquoFinite element analysis ofdynamic compaction in soft foundationrdquo Procedia Engineeringvol 12 pp 224ndash228 2011

[17] B Yuan R Chen J Teng T Peng andZ Feng ldquoEffect of passivepile on 3D ground deformation and on active pile responserdquoTheScientific World Journal vol 2014 Article ID 904186 6 pages2014

[18] J Henrych The Dynamics of Explosion and its Use ElsevierScientific New York NY USA 1979

[19] L Lee C Homing and J Kury ldquoThe charge transportproblemsrdquo Lawrence Livermore Laboratory Report UCRL-50442[R] [S l][sn] 1986

[20] R W Lewis and B A Schrefler The Finite Element Method inDeformation and Consolidation of Porous Media Wiley NewYork NY USA 1987

[21] M Fall and O Nasir ldquoNumerical modeling of gas migrationfrom a DGR in ontarios sedimentary rocksrdquo Tech Rep CNSCOttawa Canada 2012

[22] V Navarro and E E Alonso ldquoModeling swelling soils fordisposal barriersrdquo Computers and Geotechnics vol 27 no 1 pp19ndash43 2000

[23] Itasca Consulting Group FLAC3D V40 Fast Lagrangian Anal-ysis of Continua in 3Dimensions Userrsquos Guide Itasca ConsultingGroup Minneapolis Minn USA 2009

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

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International Journal ofPhotoenergy

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Carbohydrate Chemistry

International Journal of

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Journal of

Chemistry

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Advances in

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CatalystsJournal of

2 Journal of Chemistry

can effectively improve the bearing capacity and stabilizeroadbed settlement situation Simultaneously the hole canbe drilled to the bottom of the embankment to achieve thehigh filled embankment compacted at a time

With the development of computer technology finiteelement method (FEM) has been adopted by many scholarsto analyze the settlement of embankment Indraratna et alused the numerical modeling to simulate the consolida-tion by vertical drain beneath a circular embankment [13]Abusharar et al adopted the finite element modeling to ana-lyze the consolidation behavior of multicolumn supportedroad embankment [14] Yildiz simulated the embankmentson PVD improved soft clays with numerical method [15]Li et al used finite element to analyze the dynamic com-paction in soft foundation [16] Yuan et al analyzed the 3Dground deformation by using a newly developed stereo-PIVtechnique [17] therefore it is highly feasible to use differentconstitutive models embedded in FEM software to analyzethe settlement of embankment

In blasting the temperature at the center of hole canreach as high as 3000∘C so the temperature influence onsurrounding soil cannot be ignored The temperature isrelated to the gas pressure In this paper based on the analysisof the change of blasting pressure the volume expansionof the blast hole the development of fracture in soil andthe motion of blasting gas were analyzed in the accuratemathematical model The shape of blasting load changingwith time was established Finally the field monitored dataof blasting compaction were used to compare with the resultsof 3D model considering the TM coupled effect and verifiedthe usefulness of 3D model to predict the settlement of highfilled embankment

2 Process of Blasting Loading

Thedynamic loading due to blasting is a complex processTheblasting load can make the volume of blast hole enlarge andthe fracture of soil expanded The gas pressure and dynamicload will be reduced with volume enlargement Finally theexplosive gas rapidly overflows and the applied force decaysto zero when fractures developed to connect together

At the beginning of blasting the dynamic load willincrease with time until it reaches the peak intensity of blast-ing when the detonation gas wave propagates to the bottomof blast hole Many researches showed that the initial peakblasting load was related to the detonation wave pressureAccording to the Chapman-Jouguet model by Henrych [18]for decoupled charges the initial explosion pressure was alsorelated to the ratio of the blast hole diameter and the chargediameter The formula is

1198751=

1205880119881119863

2 (120574 + 1)(119886

119887)

2120574

(1)

where 119881119863is the velocity of detonating gas 120574 is specific heat

ratio of detonating gas 119886 is the charge diameter and 119887 is theblast hole diameter

V0 P0 1205880

T0 0

Pe120588e Te e

As

Pa

Figure 1 Equivalent structure of blasting

Under this condition the rising time of load can be shownas

1199051=

119871

119881119863

(2)

where 119871 is the length of blast holeBefore the fillings were erupted according to gas law gas

pressure with volume change in detonation cavity could beshown as [19]

1198752= 119860(1 minus

120596

1198771119881) 119890minus1198771119881

+ 119861(1 minus120596

1198772119881) 119890minus1198772119881

+1205961198640

(119881)

(3)

Considering the volume change we can get

1198752(119905) = 119860(1 minus

120596

1198771(1198810+ Δ119881 (119905))

) 119890minus1198771(1198810+Δ119881(119905))

+ 119861(1 minus120596

1198772(1198810+ Δ119881 (119905))

) 119890minus1198772(1198810+Δ119881(119905))

+1205961198640

(1198810+ Δ119881 (119905))

(4)

where 1198810is the initial volume of blast hole all of 119860 119861 119877

1

1198772 and 120596 are explosive material parameters and 119864

0is initial

energy of explosiveAfter the fillings were ejected or the blasting without

fillings the explosion gas erupted out from the blast holequickly which induces the pressure lower According to gasdynamics theory the blast hole in this period can be treatedas a bottle structure which is shown in Figure 1

In Figure 1 1198810 1198750 1205880 1198790 and V

0are the initial volume

initial pressure initial density initial temperature and initialvelocity respectively 119875

119890 120588119890 119879119890 and V

119890are the pressure

density temperature and velocity at the section of exitrespectively

Then the First Law of Thermodynamics was used withtaking advantage of adiabatic process and gas flow in blastholes

1198753(119905 + 119889119905)

= 119875119890(119905) (1 minus

119860119904

119881(

2

120574 + 1)

(120574+1)2(120574minus1)

radic12057411987501205880

120588119890(119905)

119889119905)

120574

(5)

Based on these analysis steps of blasting process thespecific blasting loading curve was created and shown inFigure 2

Journal of Chemistry 3

P0

P1 P2

P3

P4

t0 t1 t2 t3 t4

P(M

Pa)

Figure 2 Blasting loading shape

3 TM Coupled Constitutive Model

31 Elastic Model According to the Fourier law theThermalConduction Equation is

120597119879

120597119905=

1

119862119901120588(119896119909

1205972

119879

1205971199092+ 119896119910

1205972

119879

1205971199102) (6)

where119879 is the temperature119862119901is the specific heat120588 is density

and 119896119909and 119896119910are thermal conductivity in 119909 and 119910 direction

respectivelyFor deformable materials the stress increment caused by

the temperature increasing is

Δ120590119894119895= minus120575119894119895119870120572119879

Δ119879 (7)

where Δ120590119894119895is stress increment 119870 is the bulk modulus 120572119879

is thermal expansion coefficient and Δ119879 is the temperatureincrement

According to the generalized Hookersquos law

120590119894119895= 2119866120576

119894119895+ 3120582120576119896119896120575119894119895 (8)

where 120590119894119895is the stress 120576

119894119895is the total strain 120576

119896119896is the normal

strain 120582 = 119864](1 + ])(1 minus 2]) 119866 = 1198642(1 + ]) and 120575119894119895is

Kroneckerrsquos delta when 119894 = 119895 the value is 1 and when 119894 = 119895its value is 0

Based on Hookersquos law and considering the change oftemperature and pore water pressure Lewis and Schreflerproposed the effective stress 1205901015840

119894119895

[20]

1205901015840

119894119895

= 2119866(120576119894119895+ 120575119894119895

]1 minus 2]

120576119896119896) minus 119870120572

119879

Δ119879120575119894119895 (9)

where 120575119894119895is Kroneckerrsquos delta when 119894 = 119895 the value is 1 when

119894 = 119895 its value is 0 119870 = 2119866(1 + ])3(1 minus 2]) is bulk modulusunder the drained condition120572119879 is volume thermal expansioncoefficient with water saturation degree and porosity [21] Itcan be expressed as

120572119879

= 120572119879

dry [1 + 4120601119878119908120588119908

(1 minus 120601) 120588119904

] (10)

where 120572119879dry is the thermal expansion coefficient under the drycondition 120601 is the porosity of the host rock 119878

119908is the water

saturation degree and 120588119908and 120588119904are the density of the water

and solid matrix

32 Plasticity Model First Invariant of Stress Tensor 1198681was

considered in the Drucker-Prager model which was basedon the Generalized Mises Condition Therefore the yieldcondition could be expressed as

119865 = 1205721198681+ radic1198692minus 119896 = 0 (11)

where 1198681is the First Invariant of Stress Tensor 119869

2is the Second

Invariant of Stress Tensor and 120572 and 119896 are the functionsof cohesion 119888 and internal friction angle 120601 of geotechnicalmaterials which could be shown as

120572 =2radic3 sin120601

2radic3120587 (9 minus sin2120601)

119896 =6radic31198881sin120601

2radic3120587 (9 minus sin2120601)

(12)

33 Solid Mass Balance The solid mass balance was given as[22]

119863119904120588119889

119863119905+ 120588119889

nablaV119904 = 0 (13)

where 119863119904()119863119905 is the material derivative with respect to the

solid particles which move with a velocity vector V119904 (ms)nabla() is the divergence operator and 120588

119889 is the dry density ofmaterial where 120588119889 is the dry density of the medium whichis equal to 120588

119889

= 120588119904

(1 minus 120601) where 120588119904 is the density of

the solid particles (kgm3) If the coefficient of the thermalexpansion of the solid particles (1∘C) 119862119904

119879

is considered andthemechanical compressibility of the particles is disregardedthen it becomes

119863119904120601

119863119905= (1 minus 120601) [nablaV minus 119862119904

119879

119863119904119879

119863119905] (14)

where 119879 is the temperature (∘C)

34 Temperature Change According to the isentropic gaslaw the temperature change had the relationship with thegas pressure the formula can be expressed by well-knownformula

119875 (119905)

1198750

= (119879 (119905)

1198790

)

120574

(15)

where 119875(119905) is the gas pressure at any time 1198750is the maximum

gas pressure 119879(119905) is the temperature of any time 1198790is the

maximum temperature in this geotechnical blasting 1198790=

3000∘C and 120574 is the specific heat ratio of the gas

4 Journal of Chemistry

Figure 3 Blast cavity after blasting

Soil pressure box(1) (2)

(3)

(4)

Blasting monitoring box

3m

7m

1m2m

10m7m

5m

2m2m2m

Figure 4 Arrangement of instruments and blast holes

Table 1 Parameters of explosive

Charge diameter(mm) Weight (g) Density (gcm3) Blasting

velocity (ms)32 200 plusmn 10 095sim13 3200

4 Project Study

41 Project Background In this paper Jinxing RoadK14+672ndashK14+750 in Chengde City Hebei Province waschosen as project background whose maximum filled heightwas 60m the length was 14m and slope gradient ratio was1 15 The filled materials were cutting gravel and soil fromadjacent road sections (Figure 3)

42 Field Test In order to obtain the soil properties underblasting many field tests were carried on In the tests thedepth of blast hole was 10m the diameter was 110mm andcharges were 4 volumes together by number 2 emulsionexplosives with the 7m length The length of fillings was 1mThe basic parameters of explosive are shown in Table 1

In field three series of soil pressure boxes were set onthe distance from the blasting point 2m 4m and 6mrespectively tomonitor the dynamic pressure and a vibrationmonitoring box was used to monitor the vibration velocity at7m The arrangement details were shown in Figure 4

43 Constitutive Parameters In interest of analysis of thesituation of blasting compaction the constitutive parametersshown in Table 3 were obtained from lab tests The soilcompaction tests and moisture content and density tests areshown in Figures 5 and 6 and Tables 2 and 4

Table 2 Pressure and compression modulus

Pressure (kPa) PorosityCompressioncoefficient(Mpaminus1)

Compressionmodulus(MPa)

0 0369200 0346 011 1211400 0337 005 3041600 0331 003 4562800 0325 003 45621000 0319 003 45621200 0314 003 54741600 0305 002 60832000 0297 002 60832400 0290 002 7820

028 030 032 034 0360

500

1000

1500

2000

2500

Pres

sure

(kPa

)

Porosity

Figure 5 The 119890-119901 curve of soil

Table 3 Constitutive parameters

Density (gcm3) 119864 (Mpa) Poissonrsquos ratio 119862 (MPa) 120601 (∘)1880 11 026 015 18

Table 4 Moisture content and dry density

Moisture content () 8 94 104 127 169Dry density (gcm3) 188 197 198 194 185

5 Numerical Simulation

51 3D Model Simulation In order to analyze the degree ofblasting compaction with high temperature and to optimizethe holes arrangement the 3D numerical model with a singlehole was built with software FLAC3D [23] as shown inFigure 7

In the model the length is 1411 (119909 direction) width is1411m (119910 direction) and the height is 10m (119911 direction)Theblast hole diameter is 110mm and the model was meshedas many as 33600 zones and 35301 grid-points The threeside lengths of the finite difference zones were 03m and

Journal of Chemistry 5

8 12 16

184

186

188

190

192

194

196

198

200

Moisture content ()

Dry

den

sity

(gc

m3)

Figure 6 Moisture content and density curve

Figure 7 The 3D model in FLAC3D

those dimensions of zones were confirmed from the modeldimensions and vibration wave length

52 Applied Dynamic Loading Based on the above formulaand monitored data in the field the maximum load on theblast hole wall 119875

0= 3355Mpa so the typical points on

the loading curve for different stages were 1198750= 0 119875

1=

3355Mpa 1198752= 10873Mpa 119875

3= 602Mpa and 119875

4= 0

with respect to the time 1199050= 0 s 119905

1= 001 s 119905

2= 003 s

1199053= 0122 s and 119905

4= 0132 s Based on the measured results

compared with trial results the damping of surroundingsoil is 0025 For the thermal strain the conductivity is161Wmminus1kminus1 and the expansion coefficient is 13times 10minus5 whichwere obtained from the lab tests

53 Verification for the Model In this simulation the solvingtime was 1 s after 284638 solving stepsThe predicted velocitycurves compared with the monitored curves are shown inFigures 8 to 10

00 05 10 15 20

Velo

city

(cm

s)

Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 8 In situ velocity curve

00 05 10 15 20Ve

loci

ty (c

ms

)Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 9 Simulated velocity curve

Table 5 Field monitored and model predicted stress

Field test 2m soil pressure(MPa)

4m soil pressure(MPa)

6m soil pressure(MPa)

Number 1 134 029 minus00028

Number 2 137 031 00029

Number 3 135 026 minus00048

Simulation 133 026 0003Error rate 17 9 378

As shown in Figure 8 the predicted peak velocity (PPV)value is 262 cms and in Figure 9 the monitored peakvelocity value is 251 cms The error rate is 3 The arrivaltimes of two curves are the same and around 05 s

In the field there were also three series of soil pressureboxes the monitored data are shown in Table 5 The modelpredicted results are shown in Figure 10 and Table 5

Based on the above analysis the simulated curve andmonitored curve had the same tendency Moreover the fieldmonitored soil pressure is the same as the model predictedvalue The error rates are between 17 and 378 Thus themodel simulation is proven to be useful to predict the blastingcompaction

54 Thermal Analysis Many researches have shown thatthe center temperature could reach 3000∘C in geotechnicalblasting so the thermal swelling of surrounding soil couldnot be ignoredThe temperature changed during the blastingprocedure The degree and range of thermal impacts shouldbe predicted at first The predicted 3D thermal contours areshown in Figure 11

6 Journal of Chemistry

Contour of SMin

Gradient calculationminus17499e + 006 to minus16000e + 006

minus14000e + 006 to minus12000e + 006

minus10000e + 006 to minus80000e + 005

minus60000e + 005 to minus40000e + 005

minus20000e + 005 to 00000e + 000

20000e + 005 to 40000e + 005

60000e + 005 to 80000e + 005

10000e + 006 to 12000e + 006

14000e + 006 to 16000e + 006

16000e + 006 to 17292e + 006

Interval = 20e + 005

2m 4m 6m

Magfac = 0000e + 000

Figure 10 The maximum principal stress

Figure 11 3D thermal contours

00 02 040

500

1000

1500

2000

2500

3000

Time (s)

Tem

pera

ture

(∘C)

Figure 12 The temperature change curve

Considering the temperature change which had the rela-tionship with gas pressure change the temperature of typicalpoint of blasting can be figured out The temperature changecurve is shown in Figure 12 The typical thermal contoursare drawn by intercepting the typical profile and extractingrelated data and shown in Figures 13 15 and 17 After

020040060080010001200140016001800200022002400260028003000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

200

200

200

200

200

200

400

400

400

400

600

600

600

800

800

1000

Figure 13 3000∘C thermal contours

calculating the thermal expansion contours are expressed inFigures 14 16 and 18

As shown in Figures 13 and 14 the radius of the rangewithtemperature more than 200∘C is 3m in surrounding soil and

Journal of Chemistry 7

00002000400060008001001200140016001800200220024002600280030032003400360038004004200440046

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0002

0002

0002

0002

0004

0004

0004

0004

0004

0006

0006

0006

0006

0008

0008

0008 00

1

001

00120014

00140012

0016

Figure 14 3000∘C thermal expansion contours

010020030040050060070080090010001100120013001400150016001700180019002000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

100

100

100

100

100

100

200

200

200

200

200

300

300

300

300

400

400

400

500

500

600

600

700

800

Figure 15 2000∘C thermal contours

0000200040006000800100120014001600180020022002400260028003

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0001

0001

0001

0001

0002

0002

0002

0002

0002

0003

0003

0003

0003

0004

0004

0004

0004

0005

0005

0005

0006

0006

0006

0007

0007

0008

0008

0009

0009

001

0011

Figure 16 2000∘C thermal expansion contours

020406080100120140160180200220240260280300

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

0

0

0

0

10

10

10

10

20

20

20

20

30

30

40

40

50

50

60

60708090

100

100

110

110

120

120

130

130140

150

160170

180

190

30 40

607050

8090

Figure 17 300∘C thermal contours

0000020000400006000080001000120001400016000180002000220002400026000280003000320003400036000380004000420004400046

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

minus00002

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

0

0

0

0

0001

0001

0002

00004

00006

00008

00012

00014

00002

00002

00016

00004

0000600008

0001200014

00002

00016

00004

00006

00002

Figure 18 300∘C thermal expansion contours

0002004006008010120140160180202202402602803032

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

01

002

002

002

002

002

008

006

006

004

004

Figure 19 Profile displacement contours

8 Journal of Chemistry

092

093

094

095

096

097

098

099

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

094

094

094

094

094

095

095

095

093

093

093

096

096

098

098

099

Figure 20 Profile compaction degree and its scope

Contour of displacement mag

00000e + 000 to 25000e minus 002

25000e minus 002 to 50000e minus 002

50000e minus 002 to 75000e minus 002

75000e minus 002 to 10000e minus 001

10000e minus 001 to 12500e minus 001

12500e minus 001 to 15000e minus 001

15000e minus 001 to 17500e minus 001

17500e minus 001 to 20000e minus 001

20000e minus 001 to 22500e minus 001

22500e minus 001 to 25000e minus 001

25000e minus 001 to 27500e minus 001

27500e minus 001 to 29927e minus 001

Magfac = 0000e + 000

Figure 21 3D maximum displacement contours

within this range the displacements change from 02 cm to46 cm As shown in Figures 15 and 16 the radius of the rangewith temperature more than 200∘C is 23m in surroundingsoil and within this range the displacements change from02 cm to 3 cm As shown in Figures 17 and 18 the radiusof the range with temperature more than 200∘C is 05m insurrounding soil and within this scope the displacementschange from 02 cm to 05 cm These figures show that thetemperature is declined along with the pressure reductionBoth of the range and degree become smaller

Per simulation the range and degree of blasting com-paction are shown in Figure 21 which is 3D contours insurrounding soil The typical contours profile is shown inFigure 19 The contours of compaction degree are shown inFigure 20

As shown in Figures 19 to 21 the radii of the range withmaximum displacement more than 2 cm are 3m to 4m insurrounding soil The radius of the range with compaction

degree more than 95 is 25m around the blast hole so theradius of the effect range of blasting compaction was 25m

6 Conclusion

Through the analysis of the blasting pressure change a math-ematic model was built on the basis of the blast hole volumeexpansion the fracture development and the blasting gasmotion in order to predict the dynamic loading curve Afterverification the improved dynamic loading curve is moreclose to the real loading It could provide more reasonableprediction comparing with the existing simplified triangularload and trapezoidal load in simulation

Due to the 3000∘C high temperature of blasting cen-ter the TM coupled analysis is necessary Based on thesimulation the radius of the range with temperature morethan 200∘C is 3m in surrounding soil and within this

Journal of Chemistry 9

range the displacements change from 02 cm to 46 cm Thetemperature declines as the pressure reduces As per thecalculation the radius of the range with compaction degreemore than 95 is 25m around the blast hole so the impactedrange of blasting compaction is 25m This is the reason forsetting the distance of two blast holes in embankment 5m bytaking ranksrsquo arrangement or quincuncial arrangement

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] Q Chen Y H Zou M Tang and C R He ldquoModelling theconstruction of a high embankment damrdquoKSCE Journal of CivilEngineering vol 18 no 1 pp 93ndash102 2014

[2] G Yang R Xue and H Li ldquoApplication of dynamic drainageconsolidation method in subgrade strengtheningrdquo AppliedMechanics and Materials vol 170ndash173 pp 2395ndash2398 2012

[3] R Walker and B Indraratna ldquoConsolidation analysis of astratified soil with vertical and horizontal drainage using thespectral methodrdquo Geotechnique vol 59 no 5 pp 439ndash4492009

[4] J-C Chai J P Carter and S Hayashi ldquoVacuum consolidationand its combination with embankment loadingrdquo CanadianGeotechnical Journal vol 43 no 10 pp 985ndash996 2006

[5] W-L Zou Z Wang and Z-F Yao ldquoEffect of dynamic com-paction on placement of high-road embankmentrdquo Journal ofPerformance of Constructed Facilities vol 19 no 4 pp 316ndash3232005

[6] S-J Feng W-H Shui K Tan L-Y Gao and L-J He ldquoFieldevaluation of dynamic compaction on granular depositsrdquo Jour-nal of Performance of Constructed Facilities vol 25 no 3 pp241ndash249 2011

[7] H Zhang and B Zhang ldquoStudy on deformation parameters inDynamic Compaction desert foundationrdquo Applied Mechanicsand Materials vol 170ndash173 pp 357ndash360 2012

[8] C Chen ldquoEffect of dynamic compaction on red sand soil fillingembankmentrdquo Applied Mechanics and Materials vol 268ndash270no 1 pp 788ndash791 2013

[9] Z-F Xia G-L Ye J-H Wang B Ye and F Zhang ldquoFullycoupled numerical analysis of repeated shake-consolidationprocess of earth embankment on liquefiable foundationrdquo SoilDynamics and Earthquake Engineering vol 30 no 11 pp 1309ndash1318 2010

[10] H M Abuel-Naga D T Bergado and S ChaiprakaikeowldquoInnovative thermal technique for enhancing the performanceof prefabricated vertical drain during the preloading processrdquoGeotextiles andGeomembranes vol 24 no 6 pp 359ndash370 2006

[11] R K Rowe and C Taechakumthorn ldquoCombined effect of PVDsand reinforcement on embankments over rate-sensitive soilsrdquoGeotextiles andGeomembranes vol 26 no 3 pp 239ndash249 2008

[12] A K Sinha V G Havanagi and S Mathur ldquoAn approach toshorten the construction period of high embankment on softsoil improved with PVDrdquo Geotextiles and Geomembranes vol27 no 6 pp 488ndash492 2009

[13] B Indraratna A Aljorany and C Rujikiatkamjorn ldquoAna-lytical and numerical modeling of consolidation by vertical

drain beneath a circular embankmentrdquo International Journal ofGeomechanics vol 8 no 3 pp 199ndash206 2008

[14] S W Abusharar J-J Zheng and B-G Chen ldquoFinite elementmodeling of the consolidation behavior of multi-column sup-ported road embankmentrdquo Computers and Geotechnics vol 36no 4 pp 676ndash685 2009

[15] A Yildiz ldquoNumerical analyses of embankments on PVDimproved soft claysrdquo Advances in Engineering Software vol 40no 10 pp 1047ndash1055 2009

[16] W Li Q Gu L Su and B Yang ldquoFinite element analysis ofdynamic compaction in soft foundationrdquo Procedia Engineeringvol 12 pp 224ndash228 2011

[17] B Yuan R Chen J Teng T Peng andZ Feng ldquoEffect of passivepile on 3D ground deformation and on active pile responserdquoTheScientific World Journal vol 2014 Article ID 904186 6 pages2014

[18] J Henrych The Dynamics of Explosion and its Use ElsevierScientific New York NY USA 1979

[19] L Lee C Homing and J Kury ldquoThe charge transportproblemsrdquo Lawrence Livermore Laboratory Report UCRL-50442[R] [S l][sn] 1986

[20] R W Lewis and B A Schrefler The Finite Element Method inDeformation and Consolidation of Porous Media Wiley NewYork NY USA 1987

[21] M Fall and O Nasir ldquoNumerical modeling of gas migrationfrom a DGR in ontarios sedimentary rocksrdquo Tech Rep CNSCOttawa Canada 2012

[22] V Navarro and E E Alonso ldquoModeling swelling soils fordisposal barriersrdquo Computers and Geotechnics vol 27 no 1 pp19ndash43 2000

[23] Itasca Consulting Group FLAC3D V40 Fast Lagrangian Anal-ysis of Continua in 3Dimensions Userrsquos Guide Itasca ConsultingGroup Minneapolis Minn USA 2009

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

International Journal ofPhotoenergy

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Carbohydrate Chemistry

International Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Advances in

Physical Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom

Analytical Methods in Chemistry

Journal of

Volume 2014

Bioinorganic Chemistry and ApplicationsHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

SpectroscopyInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

Medicinal ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Chromatography Research International

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Applied ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Theoretical ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Spectroscopy

Analytical ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Quantum Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Organic Chemistry International

ElectrochemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

CatalystsJournal of

Journal of Chemistry 3

P0

P1 P2

P3

P4

t0 t1 t2 t3 t4

P(M

Pa)

Figure 2 Blasting loading shape

3 TM Coupled Constitutive Model

31 Elastic Model According to the Fourier law theThermalConduction Equation is

120597119879

120597119905=

1

119862119901120588(119896119909

1205972

119879

1205971199092+ 119896119910

1205972

119879

1205971199102) (6)

where119879 is the temperature119862119901is the specific heat120588 is density

and 119896119909and 119896119910are thermal conductivity in 119909 and 119910 direction

respectivelyFor deformable materials the stress increment caused by

the temperature increasing is

Δ120590119894119895= minus120575119894119895119870120572119879

Δ119879 (7)

where Δ120590119894119895is stress increment 119870 is the bulk modulus 120572119879

is thermal expansion coefficient and Δ119879 is the temperatureincrement

According to the generalized Hookersquos law

120590119894119895= 2119866120576

119894119895+ 3120582120576119896119896120575119894119895 (8)

where 120590119894119895is the stress 120576

119894119895is the total strain 120576

119896119896is the normal

strain 120582 = 119864](1 + ])(1 minus 2]) 119866 = 1198642(1 + ]) and 120575119894119895is

Kroneckerrsquos delta when 119894 = 119895 the value is 1 and when 119894 = 119895its value is 0

Based on Hookersquos law and considering the change oftemperature and pore water pressure Lewis and Schreflerproposed the effective stress 1205901015840

119894119895

[20]

1205901015840

119894119895

= 2119866(120576119894119895+ 120575119894119895

]1 minus 2]

120576119896119896) minus 119870120572

119879

Δ119879120575119894119895 (9)

where 120575119894119895is Kroneckerrsquos delta when 119894 = 119895 the value is 1 when

119894 = 119895 its value is 0 119870 = 2119866(1 + ])3(1 minus 2]) is bulk modulusunder the drained condition120572119879 is volume thermal expansioncoefficient with water saturation degree and porosity [21] Itcan be expressed as

120572119879

= 120572119879

dry [1 + 4120601119878119908120588119908

(1 minus 120601) 120588119904

] (10)

where 120572119879dry is the thermal expansion coefficient under the drycondition 120601 is the porosity of the host rock 119878

119908is the water

saturation degree and 120588119908and 120588119904are the density of the water

and solid matrix

32 Plasticity Model First Invariant of Stress Tensor 1198681was

considered in the Drucker-Prager model which was basedon the Generalized Mises Condition Therefore the yieldcondition could be expressed as

119865 = 1205721198681+ radic1198692minus 119896 = 0 (11)

where 1198681is the First Invariant of Stress Tensor 119869

2is the Second

Invariant of Stress Tensor and 120572 and 119896 are the functionsof cohesion 119888 and internal friction angle 120601 of geotechnicalmaterials which could be shown as

120572 =2radic3 sin120601

2radic3120587 (9 minus sin2120601)

119896 =6radic31198881sin120601

2radic3120587 (9 minus sin2120601)

(12)

33 Solid Mass Balance The solid mass balance was given as[22]

119863119904120588119889

119863119905+ 120588119889

nablaV119904 = 0 (13)

where 119863119904()119863119905 is the material derivative with respect to the

solid particles which move with a velocity vector V119904 (ms)nabla() is the divergence operator and 120588

119889 is the dry density ofmaterial where 120588119889 is the dry density of the medium whichis equal to 120588

119889

= 120588119904

(1 minus 120601) where 120588119904 is the density of

the solid particles (kgm3) If the coefficient of the thermalexpansion of the solid particles (1∘C) 119862119904

119879

is considered andthemechanical compressibility of the particles is disregardedthen it becomes

119863119904120601

119863119905= (1 minus 120601) [nablaV minus 119862119904

119879

119863119904119879

119863119905] (14)

where 119879 is the temperature (∘C)

34 Temperature Change According to the isentropic gaslaw the temperature change had the relationship with thegas pressure the formula can be expressed by well-knownformula

119875 (119905)

1198750

= (119879 (119905)

1198790

)

120574

(15)

where 119875(119905) is the gas pressure at any time 1198750is the maximum

gas pressure 119879(119905) is the temperature of any time 1198790is the

maximum temperature in this geotechnical blasting 1198790=

3000∘C and 120574 is the specific heat ratio of the gas

4 Journal of Chemistry

Figure 3 Blast cavity after blasting

Soil pressure box(1) (2)

(3)

(4)

Blasting monitoring box

3m

7m

1m2m

10m7m

5m

2m2m2m

Figure 4 Arrangement of instruments and blast holes

Table 1 Parameters of explosive

Charge diameter(mm) Weight (g) Density (gcm3) Blasting

velocity (ms)32 200 plusmn 10 095sim13 3200

4 Project Study

41 Project Background In this paper Jinxing RoadK14+672ndashK14+750 in Chengde City Hebei Province waschosen as project background whose maximum filled heightwas 60m the length was 14m and slope gradient ratio was1 15 The filled materials were cutting gravel and soil fromadjacent road sections (Figure 3)

42 Field Test In order to obtain the soil properties underblasting many field tests were carried on In the tests thedepth of blast hole was 10m the diameter was 110mm andcharges were 4 volumes together by number 2 emulsionexplosives with the 7m length The length of fillings was 1mThe basic parameters of explosive are shown in Table 1

In field three series of soil pressure boxes were set onthe distance from the blasting point 2m 4m and 6mrespectively tomonitor the dynamic pressure and a vibrationmonitoring box was used to monitor the vibration velocity at7m The arrangement details were shown in Figure 4

43 Constitutive Parameters In interest of analysis of thesituation of blasting compaction the constitutive parametersshown in Table 3 were obtained from lab tests The soilcompaction tests and moisture content and density tests areshown in Figures 5 and 6 and Tables 2 and 4

Table 2 Pressure and compression modulus

Pressure (kPa) PorosityCompressioncoefficient(Mpaminus1)

Compressionmodulus(MPa)

0 0369200 0346 011 1211400 0337 005 3041600 0331 003 4562800 0325 003 45621000 0319 003 45621200 0314 003 54741600 0305 002 60832000 0297 002 60832400 0290 002 7820

028 030 032 034 0360

500

1000

1500

2000

2500

Pres

sure

(kPa

)

Porosity

Figure 5 The 119890-119901 curve of soil

Table 3 Constitutive parameters

Density (gcm3) 119864 (Mpa) Poissonrsquos ratio 119862 (MPa) 120601 (∘)1880 11 026 015 18

Table 4 Moisture content and dry density

Moisture content () 8 94 104 127 169Dry density (gcm3) 188 197 198 194 185

5 Numerical Simulation

51 3D Model Simulation In order to analyze the degree ofblasting compaction with high temperature and to optimizethe holes arrangement the 3D numerical model with a singlehole was built with software FLAC3D [23] as shown inFigure 7

In the model the length is 1411 (119909 direction) width is1411m (119910 direction) and the height is 10m (119911 direction)Theblast hole diameter is 110mm and the model was meshedas many as 33600 zones and 35301 grid-points The threeside lengths of the finite difference zones were 03m and

Journal of Chemistry 5

8 12 16

184

186

188

190

192

194

196

198

200

Moisture content ()

Dry

den

sity

(gc

m3)

Figure 6 Moisture content and density curve

Figure 7 The 3D model in FLAC3D

those dimensions of zones were confirmed from the modeldimensions and vibration wave length

52 Applied Dynamic Loading Based on the above formulaand monitored data in the field the maximum load on theblast hole wall 119875

0= 3355Mpa so the typical points on

the loading curve for different stages were 1198750= 0 119875

1=

3355Mpa 1198752= 10873Mpa 119875

3= 602Mpa and 119875

4= 0

with respect to the time 1199050= 0 s 119905

1= 001 s 119905

2= 003 s

1199053= 0122 s and 119905

4= 0132 s Based on the measured results

compared with trial results the damping of surroundingsoil is 0025 For the thermal strain the conductivity is161Wmminus1kminus1 and the expansion coefficient is 13times 10minus5 whichwere obtained from the lab tests

53 Verification for the Model In this simulation the solvingtime was 1 s after 284638 solving stepsThe predicted velocitycurves compared with the monitored curves are shown inFigures 8 to 10

00 05 10 15 20

Velo

city

(cm

s)

Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 8 In situ velocity curve

00 05 10 15 20Ve

loci

ty (c

ms

)Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 9 Simulated velocity curve

Table 5 Field monitored and model predicted stress

Field test 2m soil pressure(MPa)

4m soil pressure(MPa)

6m soil pressure(MPa)

Number 1 134 029 minus00028

Number 2 137 031 00029

Number 3 135 026 minus00048

Simulation 133 026 0003Error rate 17 9 378

As shown in Figure 8 the predicted peak velocity (PPV)value is 262 cms and in Figure 9 the monitored peakvelocity value is 251 cms The error rate is 3 The arrivaltimes of two curves are the same and around 05 s

In the field there were also three series of soil pressureboxes the monitored data are shown in Table 5 The modelpredicted results are shown in Figure 10 and Table 5

Based on the above analysis the simulated curve andmonitored curve had the same tendency Moreover the fieldmonitored soil pressure is the same as the model predictedvalue The error rates are between 17 and 378 Thus themodel simulation is proven to be useful to predict the blastingcompaction

54 Thermal Analysis Many researches have shown thatthe center temperature could reach 3000∘C in geotechnicalblasting so the thermal swelling of surrounding soil couldnot be ignoredThe temperature changed during the blastingprocedure The degree and range of thermal impacts shouldbe predicted at first The predicted 3D thermal contours areshown in Figure 11

6 Journal of Chemistry

Contour of SMin

Gradient calculationminus17499e + 006 to minus16000e + 006

minus14000e + 006 to minus12000e + 006

minus10000e + 006 to minus80000e + 005

minus60000e + 005 to minus40000e + 005

minus20000e + 005 to 00000e + 000

20000e + 005 to 40000e + 005

60000e + 005 to 80000e + 005

10000e + 006 to 12000e + 006

14000e + 006 to 16000e + 006

16000e + 006 to 17292e + 006

Interval = 20e + 005

2m 4m 6m

Magfac = 0000e + 000

Figure 10 The maximum principal stress

Figure 11 3D thermal contours

00 02 040

500

1000

1500

2000

2500

3000

Time (s)

Tem

pera

ture

(∘C)

Figure 12 The temperature change curve

Considering the temperature change which had the rela-tionship with gas pressure change the temperature of typicalpoint of blasting can be figured out The temperature changecurve is shown in Figure 12 The typical thermal contoursare drawn by intercepting the typical profile and extractingrelated data and shown in Figures 13 15 and 17 After

020040060080010001200140016001800200022002400260028003000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

200

200

200

200

200

200

400

400

400

400

600

600

600

800

800

1000

Figure 13 3000∘C thermal contours

calculating the thermal expansion contours are expressed inFigures 14 16 and 18

As shown in Figures 13 and 14 the radius of the rangewithtemperature more than 200∘C is 3m in surrounding soil and

Journal of Chemistry 7

00002000400060008001001200140016001800200220024002600280030032003400360038004004200440046

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0002

0002

0002

0002

0004

0004

0004

0004

0004

0006

0006

0006

0006

0008

0008

0008 00

1

001

00120014

00140012

0016

Figure 14 3000∘C thermal expansion contours

010020030040050060070080090010001100120013001400150016001700180019002000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

100

100

100

100

100

100

200

200

200

200

200

300

300

300

300

400

400

400

500

500

600

600

700

800

Figure 15 2000∘C thermal contours

0000200040006000800100120014001600180020022002400260028003

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0001

0001

0001

0001

0002

0002

0002

0002

0002

0003

0003

0003

0003

0004

0004

0004

0004

0005

0005

0005

0006

0006

0006

0007

0007

0008

0008

0009

0009

001

0011

Figure 16 2000∘C thermal expansion contours

020406080100120140160180200220240260280300

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

0

0

0

0

10

10

10

10

20

20

20

20

30

30

40

40

50

50

60

60708090

100

100

110

110

120

120

130

130140

150

160170

180

190

30 40

607050

8090

Figure 17 300∘C thermal contours

0000020000400006000080001000120001400016000180002000220002400026000280003000320003400036000380004000420004400046

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

minus00002

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

0

0

0

0

0001

0001

0002

00004

00006

00008

00012

00014

00002

00002

00016

00004

0000600008

0001200014

00002

00016

00004

00006

00002

Figure 18 300∘C thermal expansion contours

0002004006008010120140160180202202402602803032

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

01

002

002

002

002

002

008

006

006

004

004

Figure 19 Profile displacement contours

8 Journal of Chemistry

092

093

094

095

096

097

098

099

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

094

094

094

094

094

095

095

095

093

093

093

096

096

098

098

099

Figure 20 Profile compaction degree and its scope

Contour of displacement mag

00000e + 000 to 25000e minus 002

25000e minus 002 to 50000e minus 002

50000e minus 002 to 75000e minus 002

75000e minus 002 to 10000e minus 001

10000e minus 001 to 12500e minus 001

12500e minus 001 to 15000e minus 001

15000e minus 001 to 17500e minus 001

17500e minus 001 to 20000e minus 001

20000e minus 001 to 22500e minus 001

22500e minus 001 to 25000e minus 001

25000e minus 001 to 27500e minus 001

27500e minus 001 to 29927e minus 001

Magfac = 0000e + 000

Figure 21 3D maximum displacement contours

within this range the displacements change from 02 cm to46 cm As shown in Figures 15 and 16 the radius of the rangewith temperature more than 200∘C is 23m in surroundingsoil and within this range the displacements change from02 cm to 3 cm As shown in Figures 17 and 18 the radiusof the range with temperature more than 200∘C is 05m insurrounding soil and within this scope the displacementschange from 02 cm to 05 cm These figures show that thetemperature is declined along with the pressure reductionBoth of the range and degree become smaller

Per simulation the range and degree of blasting com-paction are shown in Figure 21 which is 3D contours insurrounding soil The typical contours profile is shown inFigure 19 The contours of compaction degree are shown inFigure 20

As shown in Figures 19 to 21 the radii of the range withmaximum displacement more than 2 cm are 3m to 4m insurrounding soil The radius of the range with compaction

degree more than 95 is 25m around the blast hole so theradius of the effect range of blasting compaction was 25m

6 Conclusion

Through the analysis of the blasting pressure change a math-ematic model was built on the basis of the blast hole volumeexpansion the fracture development and the blasting gasmotion in order to predict the dynamic loading curve Afterverification the improved dynamic loading curve is moreclose to the real loading It could provide more reasonableprediction comparing with the existing simplified triangularload and trapezoidal load in simulation

Due to the 3000∘C high temperature of blasting cen-ter the TM coupled analysis is necessary Based on thesimulation the radius of the range with temperature morethan 200∘C is 3m in surrounding soil and within this

Journal of Chemistry 9

range the displacements change from 02 cm to 46 cm Thetemperature declines as the pressure reduces As per thecalculation the radius of the range with compaction degreemore than 95 is 25m around the blast hole so the impactedrange of blasting compaction is 25m This is the reason forsetting the distance of two blast holes in embankment 5m bytaking ranksrsquo arrangement or quincuncial arrangement

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] Q Chen Y H Zou M Tang and C R He ldquoModelling theconstruction of a high embankment damrdquoKSCE Journal of CivilEngineering vol 18 no 1 pp 93ndash102 2014

[2] G Yang R Xue and H Li ldquoApplication of dynamic drainageconsolidation method in subgrade strengtheningrdquo AppliedMechanics and Materials vol 170ndash173 pp 2395ndash2398 2012

[3] R Walker and B Indraratna ldquoConsolidation analysis of astratified soil with vertical and horizontal drainage using thespectral methodrdquo Geotechnique vol 59 no 5 pp 439ndash4492009

[4] J-C Chai J P Carter and S Hayashi ldquoVacuum consolidationand its combination with embankment loadingrdquo CanadianGeotechnical Journal vol 43 no 10 pp 985ndash996 2006

[5] W-L Zou Z Wang and Z-F Yao ldquoEffect of dynamic com-paction on placement of high-road embankmentrdquo Journal ofPerformance of Constructed Facilities vol 19 no 4 pp 316ndash3232005

[6] S-J Feng W-H Shui K Tan L-Y Gao and L-J He ldquoFieldevaluation of dynamic compaction on granular depositsrdquo Jour-nal of Performance of Constructed Facilities vol 25 no 3 pp241ndash249 2011

[7] H Zhang and B Zhang ldquoStudy on deformation parameters inDynamic Compaction desert foundationrdquo Applied Mechanicsand Materials vol 170ndash173 pp 357ndash360 2012

[8] C Chen ldquoEffect of dynamic compaction on red sand soil fillingembankmentrdquo Applied Mechanics and Materials vol 268ndash270no 1 pp 788ndash791 2013

[9] Z-F Xia G-L Ye J-H Wang B Ye and F Zhang ldquoFullycoupled numerical analysis of repeated shake-consolidationprocess of earth embankment on liquefiable foundationrdquo SoilDynamics and Earthquake Engineering vol 30 no 11 pp 1309ndash1318 2010

[10] H M Abuel-Naga D T Bergado and S ChaiprakaikeowldquoInnovative thermal technique for enhancing the performanceof prefabricated vertical drain during the preloading processrdquoGeotextiles andGeomembranes vol 24 no 6 pp 359ndash370 2006

[11] R K Rowe and C Taechakumthorn ldquoCombined effect of PVDsand reinforcement on embankments over rate-sensitive soilsrdquoGeotextiles andGeomembranes vol 26 no 3 pp 239ndash249 2008

[12] A K Sinha V G Havanagi and S Mathur ldquoAn approach toshorten the construction period of high embankment on softsoil improved with PVDrdquo Geotextiles and Geomembranes vol27 no 6 pp 488ndash492 2009

[13] B Indraratna A Aljorany and C Rujikiatkamjorn ldquoAna-lytical and numerical modeling of consolidation by vertical

drain beneath a circular embankmentrdquo International Journal ofGeomechanics vol 8 no 3 pp 199ndash206 2008

[14] S W Abusharar J-J Zheng and B-G Chen ldquoFinite elementmodeling of the consolidation behavior of multi-column sup-ported road embankmentrdquo Computers and Geotechnics vol 36no 4 pp 676ndash685 2009

[15] A Yildiz ldquoNumerical analyses of embankments on PVDimproved soft claysrdquo Advances in Engineering Software vol 40no 10 pp 1047ndash1055 2009

[16] W Li Q Gu L Su and B Yang ldquoFinite element analysis ofdynamic compaction in soft foundationrdquo Procedia Engineeringvol 12 pp 224ndash228 2011

[17] B Yuan R Chen J Teng T Peng andZ Feng ldquoEffect of passivepile on 3D ground deformation and on active pile responserdquoTheScientific World Journal vol 2014 Article ID 904186 6 pages2014

[18] J Henrych The Dynamics of Explosion and its Use ElsevierScientific New York NY USA 1979

[19] L Lee C Homing and J Kury ldquoThe charge transportproblemsrdquo Lawrence Livermore Laboratory Report UCRL-50442[R] [S l][sn] 1986

[20] R W Lewis and B A Schrefler The Finite Element Method inDeformation and Consolidation of Porous Media Wiley NewYork NY USA 1987

[21] M Fall and O Nasir ldquoNumerical modeling of gas migrationfrom a DGR in ontarios sedimentary rocksrdquo Tech Rep CNSCOttawa Canada 2012

[22] V Navarro and E E Alonso ldquoModeling swelling soils fordisposal barriersrdquo Computers and Geotechnics vol 27 no 1 pp19ndash43 2000

[23] Itasca Consulting Group FLAC3D V40 Fast Lagrangian Anal-ysis of Continua in 3Dimensions Userrsquos Guide Itasca ConsultingGroup Minneapolis Minn USA 2009

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

International Journal ofPhotoenergy

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Carbohydrate Chemistry

International Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Advances in

Physical Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom

Analytical Methods in Chemistry

Journal of

Volume 2014

Bioinorganic Chemistry and ApplicationsHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

SpectroscopyInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

Medicinal ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Chromatography Research International

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Applied ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Theoretical ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Spectroscopy

Analytical ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Quantum Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Organic Chemistry International

ElectrochemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

CatalystsJournal of

4 Journal of Chemistry

Figure 3 Blast cavity after blasting

Soil pressure box(1) (2)

(3)

(4)

Blasting monitoring box

3m

7m

1m2m

10m7m

5m

2m2m2m

Figure 4 Arrangement of instruments and blast holes

Table 1 Parameters of explosive

Charge diameter(mm) Weight (g) Density (gcm3) Blasting

velocity (ms)32 200 plusmn 10 095sim13 3200

4 Project Study

41 Project Background In this paper Jinxing RoadK14+672ndashK14+750 in Chengde City Hebei Province waschosen as project background whose maximum filled heightwas 60m the length was 14m and slope gradient ratio was1 15 The filled materials were cutting gravel and soil fromadjacent road sections (Figure 3)

42 Field Test In order to obtain the soil properties underblasting many field tests were carried on In the tests thedepth of blast hole was 10m the diameter was 110mm andcharges were 4 volumes together by number 2 emulsionexplosives with the 7m length The length of fillings was 1mThe basic parameters of explosive are shown in Table 1

In field three series of soil pressure boxes were set onthe distance from the blasting point 2m 4m and 6mrespectively tomonitor the dynamic pressure and a vibrationmonitoring box was used to monitor the vibration velocity at7m The arrangement details were shown in Figure 4

43 Constitutive Parameters In interest of analysis of thesituation of blasting compaction the constitutive parametersshown in Table 3 were obtained from lab tests The soilcompaction tests and moisture content and density tests areshown in Figures 5 and 6 and Tables 2 and 4

Table 2 Pressure and compression modulus

Pressure (kPa) PorosityCompressioncoefficient(Mpaminus1)

Compressionmodulus(MPa)

0 0369200 0346 011 1211400 0337 005 3041600 0331 003 4562800 0325 003 45621000 0319 003 45621200 0314 003 54741600 0305 002 60832000 0297 002 60832400 0290 002 7820

028 030 032 034 0360

500

1000

1500

2000

2500

Pres

sure

(kPa

)

Porosity

Figure 5 The 119890-119901 curve of soil

Table 3 Constitutive parameters

Density (gcm3) 119864 (Mpa) Poissonrsquos ratio 119862 (MPa) 120601 (∘)1880 11 026 015 18

Table 4 Moisture content and dry density

Moisture content () 8 94 104 127 169Dry density (gcm3) 188 197 198 194 185

5 Numerical Simulation

51 3D Model Simulation In order to analyze the degree ofblasting compaction with high temperature and to optimizethe holes arrangement the 3D numerical model with a singlehole was built with software FLAC3D [23] as shown inFigure 7

In the model the length is 1411 (119909 direction) width is1411m (119910 direction) and the height is 10m (119911 direction)Theblast hole diameter is 110mm and the model was meshedas many as 33600 zones and 35301 grid-points The threeside lengths of the finite difference zones were 03m and

Journal of Chemistry 5

8 12 16

184

186

188

190

192

194

196

198

200

Moisture content ()

Dry

den

sity

(gc

m3)

Figure 6 Moisture content and density curve

Figure 7 The 3D model in FLAC3D

those dimensions of zones were confirmed from the modeldimensions and vibration wave length

52 Applied Dynamic Loading Based on the above formulaand monitored data in the field the maximum load on theblast hole wall 119875

0= 3355Mpa so the typical points on

the loading curve for different stages were 1198750= 0 119875

1=

3355Mpa 1198752= 10873Mpa 119875

3= 602Mpa and 119875

4= 0

with respect to the time 1199050= 0 s 119905

1= 001 s 119905

2= 003 s

1199053= 0122 s and 119905

4= 0132 s Based on the measured results

compared with trial results the damping of surroundingsoil is 0025 For the thermal strain the conductivity is161Wmminus1kminus1 and the expansion coefficient is 13times 10minus5 whichwere obtained from the lab tests

53 Verification for the Model In this simulation the solvingtime was 1 s after 284638 solving stepsThe predicted velocitycurves compared with the monitored curves are shown inFigures 8 to 10

00 05 10 15 20

Velo

city

(cm

s)

Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 8 In situ velocity curve

00 05 10 15 20Ve

loci

ty (c

ms

)Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 9 Simulated velocity curve

Table 5 Field monitored and model predicted stress

Field test 2m soil pressure(MPa)

4m soil pressure(MPa)

6m soil pressure(MPa)

Number 1 134 029 minus00028

Number 2 137 031 00029

Number 3 135 026 minus00048

Simulation 133 026 0003Error rate 17 9 378

As shown in Figure 8 the predicted peak velocity (PPV)value is 262 cms and in Figure 9 the monitored peakvelocity value is 251 cms The error rate is 3 The arrivaltimes of two curves are the same and around 05 s

In the field there were also three series of soil pressureboxes the monitored data are shown in Table 5 The modelpredicted results are shown in Figure 10 and Table 5

Based on the above analysis the simulated curve andmonitored curve had the same tendency Moreover the fieldmonitored soil pressure is the same as the model predictedvalue The error rates are between 17 and 378 Thus themodel simulation is proven to be useful to predict the blastingcompaction

54 Thermal Analysis Many researches have shown thatthe center temperature could reach 3000∘C in geotechnicalblasting so the thermal swelling of surrounding soil couldnot be ignoredThe temperature changed during the blastingprocedure The degree and range of thermal impacts shouldbe predicted at first The predicted 3D thermal contours areshown in Figure 11

6 Journal of Chemistry

Contour of SMin

Gradient calculationminus17499e + 006 to minus16000e + 006

minus14000e + 006 to minus12000e + 006

minus10000e + 006 to minus80000e + 005

minus60000e + 005 to minus40000e + 005

minus20000e + 005 to 00000e + 000

20000e + 005 to 40000e + 005

60000e + 005 to 80000e + 005

10000e + 006 to 12000e + 006

14000e + 006 to 16000e + 006

16000e + 006 to 17292e + 006

Interval = 20e + 005

2m 4m 6m

Magfac = 0000e + 000

Figure 10 The maximum principal stress

Figure 11 3D thermal contours

00 02 040

500

1000

1500

2000

2500

3000

Time (s)

Tem

pera

ture

(∘C)

Figure 12 The temperature change curve

Considering the temperature change which had the rela-tionship with gas pressure change the temperature of typicalpoint of blasting can be figured out The temperature changecurve is shown in Figure 12 The typical thermal contoursare drawn by intercepting the typical profile and extractingrelated data and shown in Figures 13 15 and 17 After

020040060080010001200140016001800200022002400260028003000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

200

200

200

200

200

200

400

400

400

400

600

600

600

800

800

1000

Figure 13 3000∘C thermal contours

calculating the thermal expansion contours are expressed inFigures 14 16 and 18

As shown in Figures 13 and 14 the radius of the rangewithtemperature more than 200∘C is 3m in surrounding soil and

Journal of Chemistry 7

00002000400060008001001200140016001800200220024002600280030032003400360038004004200440046

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0002

0002

0002

0002

0004

0004

0004

0004

0004

0006

0006

0006

0006

0008

0008

0008 00

1

001

00120014

00140012

0016

Figure 14 3000∘C thermal expansion contours

010020030040050060070080090010001100120013001400150016001700180019002000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

100

100

100

100

100

100

200

200

200

200

200

300

300

300

300

400

400

400

500

500

600

600

700

800

Figure 15 2000∘C thermal contours

0000200040006000800100120014001600180020022002400260028003

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0001

0001

0001

0001

0002

0002

0002

0002

0002

0003

0003

0003

0003

0004

0004

0004

0004

0005

0005

0005

0006

0006

0006

0007

0007

0008

0008

0009

0009

001

0011

Figure 16 2000∘C thermal expansion contours

020406080100120140160180200220240260280300

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

0

0

0

0

10

10

10

10

20

20

20

20

30

30

40

40

50

50

60

60708090

100

100

110

110

120

120

130

130140

150

160170

180

190

30 40

607050

8090

Figure 17 300∘C thermal contours

0000020000400006000080001000120001400016000180002000220002400026000280003000320003400036000380004000420004400046

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

minus00002

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

0

0

0

0

0001

0001

0002

00004

00006

00008

00012

00014

00002

00002

00016

00004

0000600008

0001200014

00002

00016

00004

00006

00002

Figure 18 300∘C thermal expansion contours

0002004006008010120140160180202202402602803032

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

01

002

002

002

002

002

008

006

006

004

004

Figure 19 Profile displacement contours

8 Journal of Chemistry

092

093

094

095

096

097

098

099

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

094

094

094

094

094

095

095

095

093

093

093

096

096

098

098

099

Figure 20 Profile compaction degree and its scope

Contour of displacement mag

00000e + 000 to 25000e minus 002

25000e minus 002 to 50000e minus 002

50000e minus 002 to 75000e minus 002

75000e minus 002 to 10000e minus 001

10000e minus 001 to 12500e minus 001

12500e minus 001 to 15000e minus 001

15000e minus 001 to 17500e minus 001

17500e minus 001 to 20000e minus 001

20000e minus 001 to 22500e minus 001

22500e minus 001 to 25000e minus 001

25000e minus 001 to 27500e minus 001

27500e minus 001 to 29927e minus 001

Magfac = 0000e + 000

Figure 21 3D maximum displacement contours

within this range the displacements change from 02 cm to46 cm As shown in Figures 15 and 16 the radius of the rangewith temperature more than 200∘C is 23m in surroundingsoil and within this range the displacements change from02 cm to 3 cm As shown in Figures 17 and 18 the radiusof the range with temperature more than 200∘C is 05m insurrounding soil and within this scope the displacementschange from 02 cm to 05 cm These figures show that thetemperature is declined along with the pressure reductionBoth of the range and degree become smaller

Per simulation the range and degree of blasting com-paction are shown in Figure 21 which is 3D contours insurrounding soil The typical contours profile is shown inFigure 19 The contours of compaction degree are shown inFigure 20

As shown in Figures 19 to 21 the radii of the range withmaximum displacement more than 2 cm are 3m to 4m insurrounding soil The radius of the range with compaction

degree more than 95 is 25m around the blast hole so theradius of the effect range of blasting compaction was 25m

6 Conclusion

Through the analysis of the blasting pressure change a math-ematic model was built on the basis of the blast hole volumeexpansion the fracture development and the blasting gasmotion in order to predict the dynamic loading curve Afterverification the improved dynamic loading curve is moreclose to the real loading It could provide more reasonableprediction comparing with the existing simplified triangularload and trapezoidal load in simulation

Due to the 3000∘C high temperature of blasting cen-ter the TM coupled analysis is necessary Based on thesimulation the radius of the range with temperature morethan 200∘C is 3m in surrounding soil and within this

Journal of Chemistry 9

range the displacements change from 02 cm to 46 cm Thetemperature declines as the pressure reduces As per thecalculation the radius of the range with compaction degreemore than 95 is 25m around the blast hole so the impactedrange of blasting compaction is 25m This is the reason forsetting the distance of two blast holes in embankment 5m bytaking ranksrsquo arrangement or quincuncial arrangement

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] Q Chen Y H Zou M Tang and C R He ldquoModelling theconstruction of a high embankment damrdquoKSCE Journal of CivilEngineering vol 18 no 1 pp 93ndash102 2014

[2] G Yang R Xue and H Li ldquoApplication of dynamic drainageconsolidation method in subgrade strengtheningrdquo AppliedMechanics and Materials vol 170ndash173 pp 2395ndash2398 2012

[3] R Walker and B Indraratna ldquoConsolidation analysis of astratified soil with vertical and horizontal drainage using thespectral methodrdquo Geotechnique vol 59 no 5 pp 439ndash4492009

[4] J-C Chai J P Carter and S Hayashi ldquoVacuum consolidationand its combination with embankment loadingrdquo CanadianGeotechnical Journal vol 43 no 10 pp 985ndash996 2006

[5] W-L Zou Z Wang and Z-F Yao ldquoEffect of dynamic com-paction on placement of high-road embankmentrdquo Journal ofPerformance of Constructed Facilities vol 19 no 4 pp 316ndash3232005

[6] S-J Feng W-H Shui K Tan L-Y Gao and L-J He ldquoFieldevaluation of dynamic compaction on granular depositsrdquo Jour-nal of Performance of Constructed Facilities vol 25 no 3 pp241ndash249 2011

[7] H Zhang and B Zhang ldquoStudy on deformation parameters inDynamic Compaction desert foundationrdquo Applied Mechanicsand Materials vol 170ndash173 pp 357ndash360 2012

[8] C Chen ldquoEffect of dynamic compaction on red sand soil fillingembankmentrdquo Applied Mechanics and Materials vol 268ndash270no 1 pp 788ndash791 2013

[9] Z-F Xia G-L Ye J-H Wang B Ye and F Zhang ldquoFullycoupled numerical analysis of repeated shake-consolidationprocess of earth embankment on liquefiable foundationrdquo SoilDynamics and Earthquake Engineering vol 30 no 11 pp 1309ndash1318 2010

[10] H M Abuel-Naga D T Bergado and S ChaiprakaikeowldquoInnovative thermal technique for enhancing the performanceof prefabricated vertical drain during the preloading processrdquoGeotextiles andGeomembranes vol 24 no 6 pp 359ndash370 2006

[11] R K Rowe and C Taechakumthorn ldquoCombined effect of PVDsand reinforcement on embankments over rate-sensitive soilsrdquoGeotextiles andGeomembranes vol 26 no 3 pp 239ndash249 2008

[12] A K Sinha V G Havanagi and S Mathur ldquoAn approach toshorten the construction period of high embankment on softsoil improved with PVDrdquo Geotextiles and Geomembranes vol27 no 6 pp 488ndash492 2009

[13] B Indraratna A Aljorany and C Rujikiatkamjorn ldquoAna-lytical and numerical modeling of consolidation by vertical

drain beneath a circular embankmentrdquo International Journal ofGeomechanics vol 8 no 3 pp 199ndash206 2008

[14] S W Abusharar J-J Zheng and B-G Chen ldquoFinite elementmodeling of the consolidation behavior of multi-column sup-ported road embankmentrdquo Computers and Geotechnics vol 36no 4 pp 676ndash685 2009

[15] A Yildiz ldquoNumerical analyses of embankments on PVDimproved soft claysrdquo Advances in Engineering Software vol 40no 10 pp 1047ndash1055 2009

[16] W Li Q Gu L Su and B Yang ldquoFinite element analysis ofdynamic compaction in soft foundationrdquo Procedia Engineeringvol 12 pp 224ndash228 2011

[17] B Yuan R Chen J Teng T Peng andZ Feng ldquoEffect of passivepile on 3D ground deformation and on active pile responserdquoTheScientific World Journal vol 2014 Article ID 904186 6 pages2014

[18] J Henrych The Dynamics of Explosion and its Use ElsevierScientific New York NY USA 1979

[19] L Lee C Homing and J Kury ldquoThe charge transportproblemsrdquo Lawrence Livermore Laboratory Report UCRL-50442[R] [S l][sn] 1986

[20] R W Lewis and B A Schrefler The Finite Element Method inDeformation and Consolidation of Porous Media Wiley NewYork NY USA 1987

[21] M Fall and O Nasir ldquoNumerical modeling of gas migrationfrom a DGR in ontarios sedimentary rocksrdquo Tech Rep CNSCOttawa Canada 2012

[22] V Navarro and E E Alonso ldquoModeling swelling soils fordisposal barriersrdquo Computers and Geotechnics vol 27 no 1 pp19ndash43 2000

[23] Itasca Consulting Group FLAC3D V40 Fast Lagrangian Anal-ysis of Continua in 3Dimensions Userrsquos Guide Itasca ConsultingGroup Minneapolis Minn USA 2009

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

International Journal ofPhotoenergy

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Carbohydrate Chemistry

International Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Advances in

Physical Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom

Analytical Methods in Chemistry

Journal of

Volume 2014

Bioinorganic Chemistry and ApplicationsHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

SpectroscopyInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

Medicinal ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Chromatography Research International

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Applied ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Theoretical ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Spectroscopy

Analytical ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Quantum Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Organic Chemistry International

ElectrochemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

CatalystsJournal of

Journal of Chemistry 5

8 12 16

184

186

188

190

192

194

196

198

200

Moisture content ()

Dry

den

sity

(gc

m3)

Figure 6 Moisture content and density curve

Figure 7 The 3D model in FLAC3D

those dimensions of zones were confirmed from the modeldimensions and vibration wave length

52 Applied Dynamic Loading Based on the above formulaand monitored data in the field the maximum load on theblast hole wall 119875

0= 3355Mpa so the typical points on

the loading curve for different stages were 1198750= 0 119875

1=

3355Mpa 1198752= 10873Mpa 119875

3= 602Mpa and 119875

4= 0

with respect to the time 1199050= 0 s 119905

1= 001 s 119905

2= 003 s

1199053= 0122 s and 119905

4= 0132 s Based on the measured results

compared with trial results the damping of surroundingsoil is 0025 For the thermal strain the conductivity is161Wmminus1kminus1 and the expansion coefficient is 13times 10minus5 whichwere obtained from the lab tests

53 Verification for the Model In this simulation the solvingtime was 1 s after 284638 solving stepsThe predicted velocitycurves compared with the monitored curves are shown inFigures 8 to 10

00 05 10 15 20

Velo

city

(cm

s)

Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 8 In situ velocity curve

00 05 10 15 20Ve

loci

ty (c

ms

)Time (s)

minus3

minus2

minus1

0

1

2

3

Figure 9 Simulated velocity curve

Table 5 Field monitored and model predicted stress

Field test 2m soil pressure(MPa)

4m soil pressure(MPa)

6m soil pressure(MPa)

Number 1 134 029 minus00028

Number 2 137 031 00029

Number 3 135 026 minus00048

Simulation 133 026 0003Error rate 17 9 378

As shown in Figure 8 the predicted peak velocity (PPV)value is 262 cms and in Figure 9 the monitored peakvelocity value is 251 cms The error rate is 3 The arrivaltimes of two curves are the same and around 05 s

In the field there were also three series of soil pressureboxes the monitored data are shown in Table 5 The modelpredicted results are shown in Figure 10 and Table 5

Based on the above analysis the simulated curve andmonitored curve had the same tendency Moreover the fieldmonitored soil pressure is the same as the model predictedvalue The error rates are between 17 and 378 Thus themodel simulation is proven to be useful to predict the blastingcompaction

54 Thermal Analysis Many researches have shown thatthe center temperature could reach 3000∘C in geotechnicalblasting so the thermal swelling of surrounding soil couldnot be ignoredThe temperature changed during the blastingprocedure The degree and range of thermal impacts shouldbe predicted at first The predicted 3D thermal contours areshown in Figure 11

6 Journal of Chemistry

Contour of SMin

Gradient calculationminus17499e + 006 to minus16000e + 006

minus14000e + 006 to minus12000e + 006

minus10000e + 006 to minus80000e + 005

minus60000e + 005 to minus40000e + 005

minus20000e + 005 to 00000e + 000

20000e + 005 to 40000e + 005

60000e + 005 to 80000e + 005

10000e + 006 to 12000e + 006

14000e + 006 to 16000e + 006

16000e + 006 to 17292e + 006

Interval = 20e + 005

2m 4m 6m

Magfac = 0000e + 000

Figure 10 The maximum principal stress

Figure 11 3D thermal contours

00 02 040

500

1000

1500

2000

2500

3000

Time (s)

Tem

pera

ture

(∘C)

Figure 12 The temperature change curve

Considering the temperature change which had the rela-tionship with gas pressure change the temperature of typicalpoint of blasting can be figured out The temperature changecurve is shown in Figure 12 The typical thermal contoursare drawn by intercepting the typical profile and extractingrelated data and shown in Figures 13 15 and 17 After

020040060080010001200140016001800200022002400260028003000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

200

200

200

200

200

200

400

400

400

400

600

600

600

800

800

1000

Figure 13 3000∘C thermal contours

calculating the thermal expansion contours are expressed inFigures 14 16 and 18

As shown in Figures 13 and 14 the radius of the rangewithtemperature more than 200∘C is 3m in surrounding soil and

Journal of Chemistry 7

00002000400060008001001200140016001800200220024002600280030032003400360038004004200440046

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0002

0002

0002

0002

0004

0004

0004

0004

0004

0006

0006

0006

0006

0008

0008

0008 00

1

001

00120014

00140012

0016

Figure 14 3000∘C thermal expansion contours

010020030040050060070080090010001100120013001400150016001700180019002000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

100

100

100

100

100

100

200

200

200

200

200

300

300

300

300

400

400

400

500

500

600

600

700

800

Figure 15 2000∘C thermal contours

0000200040006000800100120014001600180020022002400260028003

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0001

0001

0001

0001

0002

0002

0002

0002

0002

0003

0003

0003

0003

0004

0004

0004

0004

0005

0005

0005

0006

0006

0006

0007

0007

0008

0008

0009

0009

001

0011

Figure 16 2000∘C thermal expansion contours

020406080100120140160180200220240260280300

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

0

0

0

0

10

10

10

10

20

20

20

20

30

30

40

40

50

50

60

60708090

100

100

110

110

120

120

130

130140

150

160170

180

190

30 40

607050

8090

Figure 17 300∘C thermal contours

0000020000400006000080001000120001400016000180002000220002400026000280003000320003400036000380004000420004400046

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

minus00002

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

0

0

0

0

0001

0001

0002

00004

00006

00008

00012

00014

00002

00002

00016

00004

0000600008

0001200014

00002

00016

00004

00006

00002

Figure 18 300∘C thermal expansion contours

0002004006008010120140160180202202402602803032

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

01

002

002

002

002

002

008

006

006

004

004

Figure 19 Profile displacement contours

8 Journal of Chemistry

092

093

094

095

096

097

098

099

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

094

094

094

094

094

095

095

095

093

093

093

096

096

098

098

099

Figure 20 Profile compaction degree and its scope

Contour of displacement mag

00000e + 000 to 25000e minus 002

25000e minus 002 to 50000e minus 002

50000e minus 002 to 75000e minus 002

75000e minus 002 to 10000e minus 001

10000e minus 001 to 12500e minus 001

12500e minus 001 to 15000e minus 001

15000e minus 001 to 17500e minus 001

17500e minus 001 to 20000e minus 001

20000e minus 001 to 22500e minus 001

22500e minus 001 to 25000e minus 001

25000e minus 001 to 27500e minus 001

27500e minus 001 to 29927e minus 001

Magfac = 0000e + 000

Figure 21 3D maximum displacement contours

within this range the displacements change from 02 cm to46 cm As shown in Figures 15 and 16 the radius of the rangewith temperature more than 200∘C is 23m in surroundingsoil and within this range the displacements change from02 cm to 3 cm As shown in Figures 17 and 18 the radiusof the range with temperature more than 200∘C is 05m insurrounding soil and within this scope the displacementschange from 02 cm to 05 cm These figures show that thetemperature is declined along with the pressure reductionBoth of the range and degree become smaller

Per simulation the range and degree of blasting com-paction are shown in Figure 21 which is 3D contours insurrounding soil The typical contours profile is shown inFigure 19 The contours of compaction degree are shown inFigure 20

As shown in Figures 19 to 21 the radii of the range withmaximum displacement more than 2 cm are 3m to 4m insurrounding soil The radius of the range with compaction

degree more than 95 is 25m around the blast hole so theradius of the effect range of blasting compaction was 25m

6 Conclusion

Through the analysis of the blasting pressure change a math-ematic model was built on the basis of the blast hole volumeexpansion the fracture development and the blasting gasmotion in order to predict the dynamic loading curve Afterverification the improved dynamic loading curve is moreclose to the real loading It could provide more reasonableprediction comparing with the existing simplified triangularload and trapezoidal load in simulation

Due to the 3000∘C high temperature of blasting cen-ter the TM coupled analysis is necessary Based on thesimulation the radius of the range with temperature morethan 200∘C is 3m in surrounding soil and within this

Journal of Chemistry 9

range the displacements change from 02 cm to 46 cm Thetemperature declines as the pressure reduces As per thecalculation the radius of the range with compaction degreemore than 95 is 25m around the blast hole so the impactedrange of blasting compaction is 25m This is the reason forsetting the distance of two blast holes in embankment 5m bytaking ranksrsquo arrangement or quincuncial arrangement

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] Q Chen Y H Zou M Tang and C R He ldquoModelling theconstruction of a high embankment damrdquoKSCE Journal of CivilEngineering vol 18 no 1 pp 93ndash102 2014

[2] G Yang R Xue and H Li ldquoApplication of dynamic drainageconsolidation method in subgrade strengtheningrdquo AppliedMechanics and Materials vol 170ndash173 pp 2395ndash2398 2012

[3] R Walker and B Indraratna ldquoConsolidation analysis of astratified soil with vertical and horizontal drainage using thespectral methodrdquo Geotechnique vol 59 no 5 pp 439ndash4492009

[4] J-C Chai J P Carter and S Hayashi ldquoVacuum consolidationand its combination with embankment loadingrdquo CanadianGeotechnical Journal vol 43 no 10 pp 985ndash996 2006

[5] W-L Zou Z Wang and Z-F Yao ldquoEffect of dynamic com-paction on placement of high-road embankmentrdquo Journal ofPerformance of Constructed Facilities vol 19 no 4 pp 316ndash3232005

[6] S-J Feng W-H Shui K Tan L-Y Gao and L-J He ldquoFieldevaluation of dynamic compaction on granular depositsrdquo Jour-nal of Performance of Constructed Facilities vol 25 no 3 pp241ndash249 2011

[7] H Zhang and B Zhang ldquoStudy on deformation parameters inDynamic Compaction desert foundationrdquo Applied Mechanicsand Materials vol 170ndash173 pp 357ndash360 2012

[8] C Chen ldquoEffect of dynamic compaction on red sand soil fillingembankmentrdquo Applied Mechanics and Materials vol 268ndash270no 1 pp 788ndash791 2013

[9] Z-F Xia G-L Ye J-H Wang B Ye and F Zhang ldquoFullycoupled numerical analysis of repeated shake-consolidationprocess of earth embankment on liquefiable foundationrdquo SoilDynamics and Earthquake Engineering vol 30 no 11 pp 1309ndash1318 2010

[10] H M Abuel-Naga D T Bergado and S ChaiprakaikeowldquoInnovative thermal technique for enhancing the performanceof prefabricated vertical drain during the preloading processrdquoGeotextiles andGeomembranes vol 24 no 6 pp 359ndash370 2006

[11] R K Rowe and C Taechakumthorn ldquoCombined effect of PVDsand reinforcement on embankments over rate-sensitive soilsrdquoGeotextiles andGeomembranes vol 26 no 3 pp 239ndash249 2008

[12] A K Sinha V G Havanagi and S Mathur ldquoAn approach toshorten the construction period of high embankment on softsoil improved with PVDrdquo Geotextiles and Geomembranes vol27 no 6 pp 488ndash492 2009

[13] B Indraratna A Aljorany and C Rujikiatkamjorn ldquoAna-lytical and numerical modeling of consolidation by vertical

drain beneath a circular embankmentrdquo International Journal ofGeomechanics vol 8 no 3 pp 199ndash206 2008

[14] S W Abusharar J-J Zheng and B-G Chen ldquoFinite elementmodeling of the consolidation behavior of multi-column sup-ported road embankmentrdquo Computers and Geotechnics vol 36no 4 pp 676ndash685 2009

[15] A Yildiz ldquoNumerical analyses of embankments on PVDimproved soft claysrdquo Advances in Engineering Software vol 40no 10 pp 1047ndash1055 2009

[16] W Li Q Gu L Su and B Yang ldquoFinite element analysis ofdynamic compaction in soft foundationrdquo Procedia Engineeringvol 12 pp 224ndash228 2011

[17] B Yuan R Chen J Teng T Peng andZ Feng ldquoEffect of passivepile on 3D ground deformation and on active pile responserdquoTheScientific World Journal vol 2014 Article ID 904186 6 pages2014

[18] J Henrych The Dynamics of Explosion and its Use ElsevierScientific New York NY USA 1979

[19] L Lee C Homing and J Kury ldquoThe charge transportproblemsrdquo Lawrence Livermore Laboratory Report UCRL-50442[R] [S l][sn] 1986

[20] R W Lewis and B A Schrefler The Finite Element Method inDeformation and Consolidation of Porous Media Wiley NewYork NY USA 1987

[21] M Fall and O Nasir ldquoNumerical modeling of gas migrationfrom a DGR in ontarios sedimentary rocksrdquo Tech Rep CNSCOttawa Canada 2012

[22] V Navarro and E E Alonso ldquoModeling swelling soils fordisposal barriersrdquo Computers and Geotechnics vol 27 no 1 pp19ndash43 2000

[23] Itasca Consulting Group FLAC3D V40 Fast Lagrangian Anal-ysis of Continua in 3Dimensions Userrsquos Guide Itasca ConsultingGroup Minneapolis Minn USA 2009

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

International Journal ofPhotoenergy

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Carbohydrate Chemistry

International Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Advances in

Physical Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom

Analytical Methods in Chemistry

Journal of

Volume 2014

Bioinorganic Chemistry and ApplicationsHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

SpectroscopyInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

Medicinal ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Chromatography Research International

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Applied ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Theoretical ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Spectroscopy

Analytical ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Quantum Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Organic Chemistry International

ElectrochemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

CatalystsJournal of

6 Journal of Chemistry

Contour of SMin

Gradient calculationminus17499e + 006 to minus16000e + 006

minus14000e + 006 to minus12000e + 006

minus10000e + 006 to minus80000e + 005

minus60000e + 005 to minus40000e + 005

minus20000e + 005 to 00000e + 000

20000e + 005 to 40000e + 005

60000e + 005 to 80000e + 005

10000e + 006 to 12000e + 006

14000e + 006 to 16000e + 006

16000e + 006 to 17292e + 006

Interval = 20e + 005

2m 4m 6m

Magfac = 0000e + 000

Figure 10 The maximum principal stress

Figure 11 3D thermal contours

00 02 040

500

1000

1500

2000

2500

3000

Time (s)

Tem

pera

ture

(∘C)

Figure 12 The temperature change curve

Considering the temperature change which had the rela-tionship with gas pressure change the temperature of typicalpoint of blasting can be figured out The temperature changecurve is shown in Figure 12 The typical thermal contoursare drawn by intercepting the typical profile and extractingrelated data and shown in Figures 13 15 and 17 After

020040060080010001200140016001800200022002400260028003000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

200

200

200

200

200

200

400

400

400

400

600

600

600

800

800

1000

Figure 13 3000∘C thermal contours

calculating the thermal expansion contours are expressed inFigures 14 16 and 18

As shown in Figures 13 and 14 the radius of the rangewithtemperature more than 200∘C is 3m in surrounding soil and

Journal of Chemistry 7

00002000400060008001001200140016001800200220024002600280030032003400360038004004200440046

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0002

0002

0002

0002

0004

0004

0004

0004

0004

0006

0006

0006

0006

0008

0008

0008 00

1

001

00120014

00140012

0016

Figure 14 3000∘C thermal expansion contours

010020030040050060070080090010001100120013001400150016001700180019002000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

100

100

100

100

100

100

200

200

200

200

200

300

300

300

300

400

400

400

500

500

600

600

700

800

Figure 15 2000∘C thermal contours

0000200040006000800100120014001600180020022002400260028003

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0001

0001

0001

0001

0002

0002

0002

0002

0002

0003

0003

0003

0003

0004

0004

0004

0004

0005

0005

0005

0006

0006

0006

0007

0007

0008

0008

0009

0009

001

0011

Figure 16 2000∘C thermal expansion contours

020406080100120140160180200220240260280300

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

0

0

0

0

10

10

10

10

20

20

20

20

30

30

40

40

50

50

60

60708090

100

100

110

110

120

120

130

130140

150

160170

180

190

30 40

607050

8090

Figure 17 300∘C thermal contours

0000020000400006000080001000120001400016000180002000220002400026000280003000320003400036000380004000420004400046

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

minus00002

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

0

0

0

0

0001

0001

0002

00004

00006

00008

00012

00014

00002

00002

00016

00004

0000600008

0001200014

00002

00016

00004

00006

00002

Figure 18 300∘C thermal expansion contours

0002004006008010120140160180202202402602803032

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

01

002

002

002

002

002

008

006

006

004

004

Figure 19 Profile displacement contours

8 Journal of Chemistry

092

093

094

095

096

097

098

099

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

094

094

094

094

094

095

095

095

093

093

093

096

096

098

098

099

Figure 20 Profile compaction degree and its scope

Contour of displacement mag

00000e + 000 to 25000e minus 002

25000e minus 002 to 50000e minus 002

50000e minus 002 to 75000e minus 002

75000e minus 002 to 10000e minus 001

10000e minus 001 to 12500e minus 001

12500e minus 001 to 15000e minus 001

15000e minus 001 to 17500e minus 001

17500e minus 001 to 20000e minus 001

20000e minus 001 to 22500e minus 001

22500e minus 001 to 25000e minus 001

25000e minus 001 to 27500e minus 001

27500e minus 001 to 29927e minus 001

Magfac = 0000e + 000

Figure 21 3D maximum displacement contours

within this range the displacements change from 02 cm to46 cm As shown in Figures 15 and 16 the radius of the rangewith temperature more than 200∘C is 23m in surroundingsoil and within this range the displacements change from02 cm to 3 cm As shown in Figures 17 and 18 the radiusof the range with temperature more than 200∘C is 05m insurrounding soil and within this scope the displacementschange from 02 cm to 05 cm These figures show that thetemperature is declined along with the pressure reductionBoth of the range and degree become smaller

Per simulation the range and degree of blasting com-paction are shown in Figure 21 which is 3D contours insurrounding soil The typical contours profile is shown inFigure 19 The contours of compaction degree are shown inFigure 20

As shown in Figures 19 to 21 the radii of the range withmaximum displacement more than 2 cm are 3m to 4m insurrounding soil The radius of the range with compaction

degree more than 95 is 25m around the blast hole so theradius of the effect range of blasting compaction was 25m

6 Conclusion

Through the analysis of the blasting pressure change a math-ematic model was built on the basis of the blast hole volumeexpansion the fracture development and the blasting gasmotion in order to predict the dynamic loading curve Afterverification the improved dynamic loading curve is moreclose to the real loading It could provide more reasonableprediction comparing with the existing simplified triangularload and trapezoidal load in simulation

Due to the 3000∘C high temperature of blasting cen-ter the TM coupled analysis is necessary Based on thesimulation the radius of the range with temperature morethan 200∘C is 3m in surrounding soil and within this

Journal of Chemistry 9

range the displacements change from 02 cm to 46 cm Thetemperature declines as the pressure reduces As per thecalculation the radius of the range with compaction degreemore than 95 is 25m around the blast hole so the impactedrange of blasting compaction is 25m This is the reason forsetting the distance of two blast holes in embankment 5m bytaking ranksrsquo arrangement or quincuncial arrangement

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] Q Chen Y H Zou M Tang and C R He ldquoModelling theconstruction of a high embankment damrdquoKSCE Journal of CivilEngineering vol 18 no 1 pp 93ndash102 2014

[2] G Yang R Xue and H Li ldquoApplication of dynamic drainageconsolidation method in subgrade strengtheningrdquo AppliedMechanics and Materials vol 170ndash173 pp 2395ndash2398 2012

[3] R Walker and B Indraratna ldquoConsolidation analysis of astratified soil with vertical and horizontal drainage using thespectral methodrdquo Geotechnique vol 59 no 5 pp 439ndash4492009

[4] J-C Chai J P Carter and S Hayashi ldquoVacuum consolidationand its combination with embankment loadingrdquo CanadianGeotechnical Journal vol 43 no 10 pp 985ndash996 2006

[5] W-L Zou Z Wang and Z-F Yao ldquoEffect of dynamic com-paction on placement of high-road embankmentrdquo Journal ofPerformance of Constructed Facilities vol 19 no 4 pp 316ndash3232005

[6] S-J Feng W-H Shui K Tan L-Y Gao and L-J He ldquoFieldevaluation of dynamic compaction on granular depositsrdquo Jour-nal of Performance of Constructed Facilities vol 25 no 3 pp241ndash249 2011

[7] H Zhang and B Zhang ldquoStudy on deformation parameters inDynamic Compaction desert foundationrdquo Applied Mechanicsand Materials vol 170ndash173 pp 357ndash360 2012

[8] C Chen ldquoEffect of dynamic compaction on red sand soil fillingembankmentrdquo Applied Mechanics and Materials vol 268ndash270no 1 pp 788ndash791 2013

[9] Z-F Xia G-L Ye J-H Wang B Ye and F Zhang ldquoFullycoupled numerical analysis of repeated shake-consolidationprocess of earth embankment on liquefiable foundationrdquo SoilDynamics and Earthquake Engineering vol 30 no 11 pp 1309ndash1318 2010

[10] H M Abuel-Naga D T Bergado and S ChaiprakaikeowldquoInnovative thermal technique for enhancing the performanceof prefabricated vertical drain during the preloading processrdquoGeotextiles andGeomembranes vol 24 no 6 pp 359ndash370 2006

[11] R K Rowe and C Taechakumthorn ldquoCombined effect of PVDsand reinforcement on embankments over rate-sensitive soilsrdquoGeotextiles andGeomembranes vol 26 no 3 pp 239ndash249 2008

[12] A K Sinha V G Havanagi and S Mathur ldquoAn approach toshorten the construction period of high embankment on softsoil improved with PVDrdquo Geotextiles and Geomembranes vol27 no 6 pp 488ndash492 2009

[13] B Indraratna A Aljorany and C Rujikiatkamjorn ldquoAna-lytical and numerical modeling of consolidation by vertical

drain beneath a circular embankmentrdquo International Journal ofGeomechanics vol 8 no 3 pp 199ndash206 2008

[14] S W Abusharar J-J Zheng and B-G Chen ldquoFinite elementmodeling of the consolidation behavior of multi-column sup-ported road embankmentrdquo Computers and Geotechnics vol 36no 4 pp 676ndash685 2009

[15] A Yildiz ldquoNumerical analyses of embankments on PVDimproved soft claysrdquo Advances in Engineering Software vol 40no 10 pp 1047ndash1055 2009

[16] W Li Q Gu L Su and B Yang ldquoFinite element analysis ofdynamic compaction in soft foundationrdquo Procedia Engineeringvol 12 pp 224ndash228 2011

[17] B Yuan R Chen J Teng T Peng andZ Feng ldquoEffect of passivepile on 3D ground deformation and on active pile responserdquoTheScientific World Journal vol 2014 Article ID 904186 6 pages2014

[18] J Henrych The Dynamics of Explosion and its Use ElsevierScientific New York NY USA 1979

[19] L Lee C Homing and J Kury ldquoThe charge transportproblemsrdquo Lawrence Livermore Laboratory Report UCRL-50442[R] [S l][sn] 1986

[20] R W Lewis and B A Schrefler The Finite Element Method inDeformation and Consolidation of Porous Media Wiley NewYork NY USA 1987

[21] M Fall and O Nasir ldquoNumerical modeling of gas migrationfrom a DGR in ontarios sedimentary rocksrdquo Tech Rep CNSCOttawa Canada 2012

[22] V Navarro and E E Alonso ldquoModeling swelling soils fordisposal barriersrdquo Computers and Geotechnics vol 27 no 1 pp19ndash43 2000

[23] Itasca Consulting Group FLAC3D V40 Fast Lagrangian Anal-ysis of Continua in 3Dimensions Userrsquos Guide Itasca ConsultingGroup Minneapolis Minn USA 2009

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

International Journal ofPhotoenergy

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Carbohydrate Chemistry

International Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Advances in

Physical Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom

Analytical Methods in Chemistry

Journal of

Volume 2014

Bioinorganic Chemistry and ApplicationsHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

SpectroscopyInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

Medicinal ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Chromatography Research International

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Applied ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Theoretical ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Spectroscopy

Analytical ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Quantum Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Organic Chemistry International

ElectrochemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

CatalystsJournal of

Journal of Chemistry 7

00002000400060008001001200140016001800200220024002600280030032003400360038004004200440046

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0002

0002

0002

0002

0004

0004

0004

0004

0004

0006

0006

0006

0006

0008

0008

0008 00

1

001

00120014

00140012

0016

Figure 14 3000∘C thermal expansion contours

010020030040050060070080090010001100120013001400150016001700180019002000

minus3 minus2 minus1 0 1 2 3

minus3

minus2

minus1

0

1

2

3

100

100

100

100

100

100

200

200

200

200

200

300

300

300

300

400

400

400

500

500

600

600

700

800

Figure 15 2000∘C thermal contours

0000200040006000800100120014001600180020022002400260028003

minus3

minus2

minus1

0

1

2

3

minus3 minus2 minus1 0 1 2 3

0001

0001

0001

0001

0002

0002

0002

0002

0002

0003

0003

0003

0003

0004

0004

0004

0004

0005

0005

0005

0006

0006

0006

0007

0007

0008

0008

0009

0009

001

0011

Figure 16 2000∘C thermal expansion contours

020406080100120140160180200220240260280300

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

0

0

0

0

10

10

10

10

20

20

20

20

30

30

40

40

50

50

60

60708090

100

100

110

110

120

120

130

130140

150

160170

180

190

30 40

607050

8090

Figure 17 300∘C thermal contours

0000020000400006000080001000120001400016000180002000220002400026000280003000320003400036000380004000420004400046

minus25

minus2

minus15

minus1

minus05

0

05

1

15

2

25

minus00002

minus25 minus2 minus15 minus1 minus05 0 05 1 15 2 25

0

0

0

0

0001

0001

0002

00004

00006

00008

00012

00014

00002

00002

00016

00004

0000600008

0001200014

00002

00016

00004

00006

00002

Figure 18 300∘C thermal expansion contours

0002004006008010120140160180202202402602803032

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

01

002

002

002

002

002

008

006

006

004

004

Figure 19 Profile displacement contours

8 Journal of Chemistry

092

093

094

095

096

097

098

099

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

094

094

094

094

094

095

095

095

093

093

093

096

096

098

098

099

Figure 20 Profile compaction degree and its scope

Contour of displacement mag

00000e + 000 to 25000e minus 002

25000e minus 002 to 50000e minus 002

50000e minus 002 to 75000e minus 002

75000e minus 002 to 10000e minus 001

10000e minus 001 to 12500e minus 001

12500e minus 001 to 15000e minus 001

15000e minus 001 to 17500e minus 001

17500e minus 001 to 20000e minus 001

20000e minus 001 to 22500e minus 001

22500e minus 001 to 25000e minus 001

25000e minus 001 to 27500e minus 001

27500e minus 001 to 29927e minus 001

Magfac = 0000e + 000

Figure 21 3D maximum displacement contours

within this range the displacements change from 02 cm to46 cm As shown in Figures 15 and 16 the radius of the rangewith temperature more than 200∘C is 23m in surroundingsoil and within this range the displacements change from02 cm to 3 cm As shown in Figures 17 and 18 the radiusof the range with temperature more than 200∘C is 05m insurrounding soil and within this scope the displacementschange from 02 cm to 05 cm These figures show that thetemperature is declined along with the pressure reductionBoth of the range and degree become smaller

Per simulation the range and degree of blasting com-paction are shown in Figure 21 which is 3D contours insurrounding soil The typical contours profile is shown inFigure 19 The contours of compaction degree are shown inFigure 20

As shown in Figures 19 to 21 the radii of the range withmaximum displacement more than 2 cm are 3m to 4m insurrounding soil The radius of the range with compaction

degree more than 95 is 25m around the blast hole so theradius of the effect range of blasting compaction was 25m

6 Conclusion

Through the analysis of the blasting pressure change a math-ematic model was built on the basis of the blast hole volumeexpansion the fracture development and the blasting gasmotion in order to predict the dynamic loading curve Afterverification the improved dynamic loading curve is moreclose to the real loading It could provide more reasonableprediction comparing with the existing simplified triangularload and trapezoidal load in simulation

Due to the 3000∘C high temperature of blasting cen-ter the TM coupled analysis is necessary Based on thesimulation the radius of the range with temperature morethan 200∘C is 3m in surrounding soil and within this

Journal of Chemistry 9

range the displacements change from 02 cm to 46 cm Thetemperature declines as the pressure reduces As per thecalculation the radius of the range with compaction degreemore than 95 is 25m around the blast hole so the impactedrange of blasting compaction is 25m This is the reason forsetting the distance of two blast holes in embankment 5m bytaking ranksrsquo arrangement or quincuncial arrangement

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] Q Chen Y H Zou M Tang and C R He ldquoModelling theconstruction of a high embankment damrdquoKSCE Journal of CivilEngineering vol 18 no 1 pp 93ndash102 2014

[2] G Yang R Xue and H Li ldquoApplication of dynamic drainageconsolidation method in subgrade strengtheningrdquo AppliedMechanics and Materials vol 170ndash173 pp 2395ndash2398 2012

[3] R Walker and B Indraratna ldquoConsolidation analysis of astratified soil with vertical and horizontal drainage using thespectral methodrdquo Geotechnique vol 59 no 5 pp 439ndash4492009

[4] J-C Chai J P Carter and S Hayashi ldquoVacuum consolidationand its combination with embankment loadingrdquo CanadianGeotechnical Journal vol 43 no 10 pp 985ndash996 2006

[5] W-L Zou Z Wang and Z-F Yao ldquoEffect of dynamic com-paction on placement of high-road embankmentrdquo Journal ofPerformance of Constructed Facilities vol 19 no 4 pp 316ndash3232005

[6] S-J Feng W-H Shui K Tan L-Y Gao and L-J He ldquoFieldevaluation of dynamic compaction on granular depositsrdquo Jour-nal of Performance of Constructed Facilities vol 25 no 3 pp241ndash249 2011

[7] H Zhang and B Zhang ldquoStudy on deformation parameters inDynamic Compaction desert foundationrdquo Applied Mechanicsand Materials vol 170ndash173 pp 357ndash360 2012

[8] C Chen ldquoEffect of dynamic compaction on red sand soil fillingembankmentrdquo Applied Mechanics and Materials vol 268ndash270no 1 pp 788ndash791 2013

[9] Z-F Xia G-L Ye J-H Wang B Ye and F Zhang ldquoFullycoupled numerical analysis of repeated shake-consolidationprocess of earth embankment on liquefiable foundationrdquo SoilDynamics and Earthquake Engineering vol 30 no 11 pp 1309ndash1318 2010

[10] H M Abuel-Naga D T Bergado and S ChaiprakaikeowldquoInnovative thermal technique for enhancing the performanceof prefabricated vertical drain during the preloading processrdquoGeotextiles andGeomembranes vol 24 no 6 pp 359ndash370 2006

[11] R K Rowe and C Taechakumthorn ldquoCombined effect of PVDsand reinforcement on embankments over rate-sensitive soilsrdquoGeotextiles andGeomembranes vol 26 no 3 pp 239ndash249 2008

[12] A K Sinha V G Havanagi and S Mathur ldquoAn approach toshorten the construction period of high embankment on softsoil improved with PVDrdquo Geotextiles and Geomembranes vol27 no 6 pp 488ndash492 2009

[13] B Indraratna A Aljorany and C Rujikiatkamjorn ldquoAna-lytical and numerical modeling of consolidation by vertical

drain beneath a circular embankmentrdquo International Journal ofGeomechanics vol 8 no 3 pp 199ndash206 2008

[14] S W Abusharar J-J Zheng and B-G Chen ldquoFinite elementmodeling of the consolidation behavior of multi-column sup-ported road embankmentrdquo Computers and Geotechnics vol 36no 4 pp 676ndash685 2009

[15] A Yildiz ldquoNumerical analyses of embankments on PVDimproved soft claysrdquo Advances in Engineering Software vol 40no 10 pp 1047ndash1055 2009

[16] W Li Q Gu L Su and B Yang ldquoFinite element analysis ofdynamic compaction in soft foundationrdquo Procedia Engineeringvol 12 pp 224ndash228 2011

[17] B Yuan R Chen J Teng T Peng andZ Feng ldquoEffect of passivepile on 3D ground deformation and on active pile responserdquoTheScientific World Journal vol 2014 Article ID 904186 6 pages2014

[18] J Henrych The Dynamics of Explosion and its Use ElsevierScientific New York NY USA 1979

[19] L Lee C Homing and J Kury ldquoThe charge transportproblemsrdquo Lawrence Livermore Laboratory Report UCRL-50442[R] [S l][sn] 1986

[20] R W Lewis and B A Schrefler The Finite Element Method inDeformation and Consolidation of Porous Media Wiley NewYork NY USA 1987

[21] M Fall and O Nasir ldquoNumerical modeling of gas migrationfrom a DGR in ontarios sedimentary rocksrdquo Tech Rep CNSCOttawa Canada 2012

[22] V Navarro and E E Alonso ldquoModeling swelling soils fordisposal barriersrdquo Computers and Geotechnics vol 27 no 1 pp19ndash43 2000

[23] Itasca Consulting Group FLAC3D V40 Fast Lagrangian Anal-ysis of Continua in 3Dimensions Userrsquos Guide Itasca ConsultingGroup Minneapolis Minn USA 2009

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

International Journal ofPhotoenergy

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Carbohydrate Chemistry

International Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Advances in

Physical Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom

Analytical Methods in Chemistry

Journal of

Volume 2014

Bioinorganic Chemistry and ApplicationsHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

SpectroscopyInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

Medicinal ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Chromatography Research International

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Applied ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Theoretical ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Spectroscopy

Analytical ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Quantum Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Organic Chemistry International

ElectrochemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

CatalystsJournal of

8 Journal of Chemistry

092

093

094

095

096

097

098

099

minus4

minus3

minus2

minus1

0

1

2

3

4

minus4 minus3 minus2 minus1 0 1 2 3 4

094

094

094

094

094

095

095

095

093

093

093

096

096

098

098

099

Figure 20 Profile compaction degree and its scope

Contour of displacement mag

00000e + 000 to 25000e minus 002

25000e minus 002 to 50000e minus 002

50000e minus 002 to 75000e minus 002

75000e minus 002 to 10000e minus 001

10000e minus 001 to 12500e minus 001

12500e minus 001 to 15000e minus 001

15000e minus 001 to 17500e minus 001

17500e minus 001 to 20000e minus 001

20000e minus 001 to 22500e minus 001

22500e minus 001 to 25000e minus 001

25000e minus 001 to 27500e minus 001

27500e minus 001 to 29927e minus 001

Magfac = 0000e + 000

Figure 21 3D maximum displacement contours

within this range the displacements change from 02 cm to46 cm As shown in Figures 15 and 16 the radius of the rangewith temperature more than 200∘C is 23m in surroundingsoil and within this range the displacements change from02 cm to 3 cm As shown in Figures 17 and 18 the radiusof the range with temperature more than 200∘C is 05m insurrounding soil and within this scope the displacementschange from 02 cm to 05 cm These figures show that thetemperature is declined along with the pressure reductionBoth of the range and degree become smaller

Per simulation the range and degree of blasting com-paction are shown in Figure 21 which is 3D contours insurrounding soil The typical contours profile is shown inFigure 19 The contours of compaction degree are shown inFigure 20

As shown in Figures 19 to 21 the radii of the range withmaximum displacement more than 2 cm are 3m to 4m insurrounding soil The radius of the range with compaction

degree more than 95 is 25m around the blast hole so theradius of the effect range of blasting compaction was 25m

6 Conclusion

Through the analysis of the blasting pressure change a math-ematic model was built on the basis of the blast hole volumeexpansion the fracture development and the blasting gasmotion in order to predict the dynamic loading curve Afterverification the improved dynamic loading curve is moreclose to the real loading It could provide more reasonableprediction comparing with the existing simplified triangularload and trapezoidal load in simulation

Due to the 3000∘C high temperature of blasting cen-ter the TM coupled analysis is necessary Based on thesimulation the radius of the range with temperature morethan 200∘C is 3m in surrounding soil and within this

Journal of Chemistry 9

range the displacements change from 02 cm to 46 cm Thetemperature declines as the pressure reduces As per thecalculation the radius of the range with compaction degreemore than 95 is 25m around the blast hole so the impactedrange of blasting compaction is 25m This is the reason forsetting the distance of two blast holes in embankment 5m bytaking ranksrsquo arrangement or quincuncial arrangement

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] Q Chen Y H Zou M Tang and C R He ldquoModelling theconstruction of a high embankment damrdquoKSCE Journal of CivilEngineering vol 18 no 1 pp 93ndash102 2014

[2] G Yang R Xue and H Li ldquoApplication of dynamic drainageconsolidation method in subgrade strengtheningrdquo AppliedMechanics and Materials vol 170ndash173 pp 2395ndash2398 2012

[3] R Walker and B Indraratna ldquoConsolidation analysis of astratified soil with vertical and horizontal drainage using thespectral methodrdquo Geotechnique vol 59 no 5 pp 439ndash4492009

[4] J-C Chai J P Carter and S Hayashi ldquoVacuum consolidationand its combination with embankment loadingrdquo CanadianGeotechnical Journal vol 43 no 10 pp 985ndash996 2006

[5] W-L Zou Z Wang and Z-F Yao ldquoEffect of dynamic com-paction on placement of high-road embankmentrdquo Journal ofPerformance of Constructed Facilities vol 19 no 4 pp 316ndash3232005

[6] S-J Feng W-H Shui K Tan L-Y Gao and L-J He ldquoFieldevaluation of dynamic compaction on granular depositsrdquo Jour-nal of Performance of Constructed Facilities vol 25 no 3 pp241ndash249 2011

[7] H Zhang and B Zhang ldquoStudy on deformation parameters inDynamic Compaction desert foundationrdquo Applied Mechanicsand Materials vol 170ndash173 pp 357ndash360 2012

[8] C Chen ldquoEffect of dynamic compaction on red sand soil fillingembankmentrdquo Applied Mechanics and Materials vol 268ndash270no 1 pp 788ndash791 2013

[9] Z-F Xia G-L Ye J-H Wang B Ye and F Zhang ldquoFullycoupled numerical analysis of repeated shake-consolidationprocess of earth embankment on liquefiable foundationrdquo SoilDynamics and Earthquake Engineering vol 30 no 11 pp 1309ndash1318 2010

[10] H M Abuel-Naga D T Bergado and S ChaiprakaikeowldquoInnovative thermal technique for enhancing the performanceof prefabricated vertical drain during the preloading processrdquoGeotextiles andGeomembranes vol 24 no 6 pp 359ndash370 2006

[11] R K Rowe and C Taechakumthorn ldquoCombined effect of PVDsand reinforcement on embankments over rate-sensitive soilsrdquoGeotextiles andGeomembranes vol 26 no 3 pp 239ndash249 2008

[12] A K Sinha V G Havanagi and S Mathur ldquoAn approach toshorten the construction period of high embankment on softsoil improved with PVDrdquo Geotextiles and Geomembranes vol27 no 6 pp 488ndash492 2009

[13] B Indraratna A Aljorany and C Rujikiatkamjorn ldquoAna-lytical and numerical modeling of consolidation by vertical

drain beneath a circular embankmentrdquo International Journal ofGeomechanics vol 8 no 3 pp 199ndash206 2008

[14] S W Abusharar J-J Zheng and B-G Chen ldquoFinite elementmodeling of the consolidation behavior of multi-column sup-ported road embankmentrdquo Computers and Geotechnics vol 36no 4 pp 676ndash685 2009

[15] A Yildiz ldquoNumerical analyses of embankments on PVDimproved soft claysrdquo Advances in Engineering Software vol 40no 10 pp 1047ndash1055 2009

[16] W Li Q Gu L Su and B Yang ldquoFinite element analysis ofdynamic compaction in soft foundationrdquo Procedia Engineeringvol 12 pp 224ndash228 2011

[17] B Yuan R Chen J Teng T Peng andZ Feng ldquoEffect of passivepile on 3D ground deformation and on active pile responserdquoTheScientific World Journal vol 2014 Article ID 904186 6 pages2014

[18] J Henrych The Dynamics of Explosion and its Use ElsevierScientific New York NY USA 1979

[19] L Lee C Homing and J Kury ldquoThe charge transportproblemsrdquo Lawrence Livermore Laboratory Report UCRL-50442[R] [S l][sn] 1986

[20] R W Lewis and B A Schrefler The Finite Element Method inDeformation and Consolidation of Porous Media Wiley NewYork NY USA 1987

[21] M Fall and O Nasir ldquoNumerical modeling of gas migrationfrom a DGR in ontarios sedimentary rocksrdquo Tech Rep CNSCOttawa Canada 2012

[22] V Navarro and E E Alonso ldquoModeling swelling soils fordisposal barriersrdquo Computers and Geotechnics vol 27 no 1 pp19ndash43 2000

[23] Itasca Consulting Group FLAC3D V40 Fast Lagrangian Anal-ysis of Continua in 3Dimensions Userrsquos Guide Itasca ConsultingGroup Minneapolis Minn USA 2009

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

International Journal ofPhotoenergy

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Carbohydrate Chemistry

International Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Advances in

Physical Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom

Analytical Methods in Chemistry

Journal of

Volume 2014

Bioinorganic Chemistry and ApplicationsHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

SpectroscopyInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

Medicinal ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Chromatography Research International

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Applied ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Theoretical ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Spectroscopy

Analytical ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Quantum Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Organic Chemistry International

ElectrochemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

CatalystsJournal of

Journal of Chemistry 9

range the displacements change from 02 cm to 46 cm Thetemperature declines as the pressure reduces As per thecalculation the radius of the range with compaction degreemore than 95 is 25m around the blast hole so the impactedrange of blasting compaction is 25m This is the reason forsetting the distance of two blast holes in embankment 5m bytaking ranksrsquo arrangement or quincuncial arrangement

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] Q Chen Y H Zou M Tang and C R He ldquoModelling theconstruction of a high embankment damrdquoKSCE Journal of CivilEngineering vol 18 no 1 pp 93ndash102 2014

[2] G Yang R Xue and H Li ldquoApplication of dynamic drainageconsolidation method in subgrade strengtheningrdquo AppliedMechanics and Materials vol 170ndash173 pp 2395ndash2398 2012

[3] R Walker and B Indraratna ldquoConsolidation analysis of astratified soil with vertical and horizontal drainage using thespectral methodrdquo Geotechnique vol 59 no 5 pp 439ndash4492009

[4] J-C Chai J P Carter and S Hayashi ldquoVacuum consolidationand its combination with embankment loadingrdquo CanadianGeotechnical Journal vol 43 no 10 pp 985ndash996 2006

[5] W-L Zou Z Wang and Z-F Yao ldquoEffect of dynamic com-paction on placement of high-road embankmentrdquo Journal ofPerformance of Constructed Facilities vol 19 no 4 pp 316ndash3232005

[6] S-J Feng W-H Shui K Tan L-Y Gao and L-J He ldquoFieldevaluation of dynamic compaction on granular depositsrdquo Jour-nal of Performance of Constructed Facilities vol 25 no 3 pp241ndash249 2011

[7] H Zhang and B Zhang ldquoStudy on deformation parameters inDynamic Compaction desert foundationrdquo Applied Mechanicsand Materials vol 170ndash173 pp 357ndash360 2012

[8] C Chen ldquoEffect of dynamic compaction on red sand soil fillingembankmentrdquo Applied Mechanics and Materials vol 268ndash270no 1 pp 788ndash791 2013

[9] Z-F Xia G-L Ye J-H Wang B Ye and F Zhang ldquoFullycoupled numerical analysis of repeated shake-consolidationprocess of earth embankment on liquefiable foundationrdquo SoilDynamics and Earthquake Engineering vol 30 no 11 pp 1309ndash1318 2010

[10] H M Abuel-Naga D T Bergado and S ChaiprakaikeowldquoInnovative thermal technique for enhancing the performanceof prefabricated vertical drain during the preloading processrdquoGeotextiles andGeomembranes vol 24 no 6 pp 359ndash370 2006

[11] R K Rowe and C Taechakumthorn ldquoCombined effect of PVDsand reinforcement on embankments over rate-sensitive soilsrdquoGeotextiles andGeomembranes vol 26 no 3 pp 239ndash249 2008

[12] A K Sinha V G Havanagi and S Mathur ldquoAn approach toshorten the construction period of high embankment on softsoil improved with PVDrdquo Geotextiles and Geomembranes vol27 no 6 pp 488ndash492 2009

[13] B Indraratna A Aljorany and C Rujikiatkamjorn ldquoAna-lytical and numerical modeling of consolidation by vertical

drain beneath a circular embankmentrdquo International Journal ofGeomechanics vol 8 no 3 pp 199ndash206 2008

[14] S W Abusharar J-J Zheng and B-G Chen ldquoFinite elementmodeling of the consolidation behavior of multi-column sup-ported road embankmentrdquo Computers and Geotechnics vol 36no 4 pp 676ndash685 2009

[15] A Yildiz ldquoNumerical analyses of embankments on PVDimproved soft claysrdquo Advances in Engineering Software vol 40no 10 pp 1047ndash1055 2009

[16] W Li Q Gu L Su and B Yang ldquoFinite element analysis ofdynamic compaction in soft foundationrdquo Procedia Engineeringvol 12 pp 224ndash228 2011

[17] B Yuan R Chen J Teng T Peng andZ Feng ldquoEffect of passivepile on 3D ground deformation and on active pile responserdquoTheScientific World Journal vol 2014 Article ID 904186 6 pages2014

[18] J Henrych The Dynamics of Explosion and its Use ElsevierScientific New York NY USA 1979

[19] L Lee C Homing and J Kury ldquoThe charge transportproblemsrdquo Lawrence Livermore Laboratory Report UCRL-50442[R] [S l][sn] 1986

[20] R W Lewis and B A Schrefler The Finite Element Method inDeformation and Consolidation of Porous Media Wiley NewYork NY USA 1987

[21] M Fall and O Nasir ldquoNumerical modeling of gas migrationfrom a DGR in ontarios sedimentary rocksrdquo Tech Rep CNSCOttawa Canada 2012

[22] V Navarro and E E Alonso ldquoModeling swelling soils fordisposal barriersrdquo Computers and Geotechnics vol 27 no 1 pp19ndash43 2000

[23] Itasca Consulting Group FLAC3D V40 Fast Lagrangian Anal-ysis of Continua in 3Dimensions Userrsquos Guide Itasca ConsultingGroup Minneapolis Minn USA 2009

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

International Journal ofPhotoenergy

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Carbohydrate Chemistry

International Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Advances in

Physical Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom

Analytical Methods in Chemistry

Journal of

Volume 2014

Bioinorganic Chemistry and ApplicationsHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

SpectroscopyInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

Medicinal ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Chromatography Research International

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Applied ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Theoretical ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Spectroscopy

Analytical ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Quantum Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Organic Chemistry International

ElectrochemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

CatalystsJournal of

Submit your manuscripts athttpwwwhindawicom

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Inorganic ChemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

International Journal ofPhotoenergy

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Carbohydrate Chemistry

International Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Advances in

Physical Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom

Analytical Methods in Chemistry

Journal of

Volume 2014

Bioinorganic Chemistry and ApplicationsHindawi Publishing Corporationhttpwwwhindawicom Volume 2014

SpectroscopyInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014

Medicinal ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Chromatography Research International

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Applied ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Theoretical ChemistryJournal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Spectroscopy

Analytical ChemistryInternational Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Journal of

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Quantum Chemistry

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

Organic Chemistry International

ElectrochemistryInternational Journal of

Hindawi Publishing Corporation httpwwwhindawicom Volume 2014

Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014

CatalystsJournal of