research article determination permeability coefficient...

Research ArticleDetermination Permeability Coefficient from Piezocone

Qiang Wang1 and LiYuan Tong2

1 Department of Civil Engineering Anhui University of Science and Technology Huainan Anhui 232001 China2 Institute of Geotechnical Engineering Southeast University Nanjing Jiangsu 210096 China

Correspondence should be addressed to Qiang Wang wangqiang0711163com

Received 8 January 2014 Accepted 27 March 2014 Published 27 April 2014

Academic Editor John W Gillespie

Copyright copy 2014 Q Wang and L TongThis is an open access article distributed under theCreativeCommonsAttributionLicensewhich permits unrestricted use distribution and reproduction in any medium provided the original work is properly cited

The permeability coefficient of soil profile is one of the problems concerned by engineers and the determination of permeabilitycoefficient methodmainly relies on the laboratory permeability test and field pumping test but these tests are time-consuming andinefficient and especially the permeability coefficient of soil under the condition of partial drainage was difficult to determine inthis paper the modern digital CPTU technology was used Dimensional permeability 119870

119879was defined by using the dimensionless

normalized cone tip resistance119876119905 friction factor 119865

119903 and pore pressure ratio 119861

119902 these parameters enable plots of119861

119902-119876119905119865119903-119876119905 119861119902-119865119903

to be contoured 119870119879and hence for permeability coefficient The relationship has been applied to Nanjing 4th Yangtze river bridge

and compared with laboratory penetration test The results indicate that the method can accurately determine the permeabilitycoefficient of soil under partial drainage condition and provide the theoretical basis for engineering application

1 Introduction

With the development of foundation pit engineering to largerand deeper and the surrounding environment is increasinglycomplex especially in the city downtown area some excava-tions close to the high-rise buildings some excavations closeto the subway tunnel At the same time the groundwatertreatment around the excavation cannot be avoided andthe environmental problems around the excavation causedby dewatering are becoming more and more serious Howto arrange dewatering to reduce the impact as much aspossible is the key issue for many scholars and techniciansIn order to reasonably arrange the dewatering well we mustgrasp permeability characteristics of each soil accuratelyThe key parameter of permeability characteristics is thepermeability coefficient The permeability coefficient is therelative strength index of soil It is a basic parameter andit must be used for seepage calculation therefore the accu-rate determination of soil permeability coefficient is a veryimportant work and it plays an important role in the successof the excavation The current methods for determining thepermeability coefficient are routine laboratory permeabilitytest field pumping test water pressure test and so forthRoutine laboratory permeability test is divided into constant

head permeability test and variable head permeability testThe laboratory permeability test is widely used mainlybecause of its easy operation and simple equipment howeverit has some disadvantages (1) soil disturbance (2) inaccu-rate permeability test especially sand inclusion or interbed(3) not simulating field boundary conditions and (4) theheavy workload and high cost These drawbacks make muchdifference for the permeability coefficient between field testand laboratory test

Piezocone penetration test (CPTU) is a time-savinglittle disturbance convenient and economic method forpermeability coefficient of soil The permeability coefficientof the soil was able to relatively accurately obtain especiallymixed-layer or thin interbed experts and scholars at homeand abroad dedicated to the studymethod that can accuratelydetermine the permeability coefficient

2 Methods

Since the advent of multifunction a lot of the relationshipsbetween permeability coefficient and multifunctional CPTUparameters have been proposed The main methods ofpermeability coefficient of cohesive soil are divided into

Hindawi Publishing CorporationAdvances in Materials Science and EngineeringVolume 2014 Article ID 396428 7 pageshttpdxdoiorg1011552014396428

2 Advances in Materials Science and Engineering

qt

qtu0 u2

120590h

1205900

fs = 120583120590998400h + c

Figure 1 Tip local conditions Cone expansion stress is 119902119905

two categories (1) to estimate permeability coefficient basedon the soil classification and (2) to estimate permeabilitycoefficient based on the pore pressure dissipation test Thecorrect tip resistance 119902

119905 pore pressure ratio 119861

119902and sleeve

friction 119891119904were modified to determine the type of soil [1ndash3]

and (Olsen [4]) The permeability coefficient was estimatedfrom soil classification [5] And by the pore pressure ratio 119861

119902

[6] and by the side friction119891119904to determinate the permeability

coefficient of soil the coefficient of permeability coefficientwas directly determined by using the cone tip resistance andside friction [7 8]

View of the calculation of consolidation coefficient is lessthan 71 times 10minus5ms2 the consolidation coefficient of the cohe-sive soil can be determined by the pore pressure dissipationin the completely undrained condition and then the per-meability coefficient can be determined by the consolidationcoefficient according to the relationship between permeabil-ity coefficient and consolidation coefficient However theconsolidation coefficient between 71 times 10minus5ms2 and 14 times10minus2ms2 was taken for the part of drainage condition sothe pressure dissipation was not used The partial drainagestate boundary range 119861

119902119876119905lt 12 119876

119905119865119903lt 03 119861

119902119865119903lt 4 was

proposed Based on the partial drainage condition given byElswroth [9] the permeability coefficient was put forward todetermine by using CPTU data

21 Cavity Expansion Theory For the saturated clay underundrained conditions cylindrical cavity expansion stress wasproposed by using [10]

120590119903= 120590V0 +

4

3119878119906[1 + ln( 119866

119878119906

)] (1)

where119866 is shearmodulus119866 = 1198642(1+120583) 120583 is Poissonrsquos ratio119864 is elastic modulus 119878

119906is undrained shear strength kPa and

120590V0 is overburden stress kPaUnder undrained conditions the excess pore pressure

caused by cavity expansion can be calculated using theaverage total stress increment Δ120590

119898

Δ119906 = 1199062minus 1199060= Δ120590119898=1

3(Δ120590119903+ 2Δ120590

120579) =

4

3119878119906ln( 119866

119878119906

)

(2)where 119906

2is cone shoulder pressure 119906

0is hydrostatic pressure

and 119902119905is the correct cone tip resistance

In the CPTU penetration process the horizontal stress isassumed to be equal to the cavity expansion stress For thecohesionless soil 119888 = 0 the normalized friction ratio 119865

119903and

pore pressure were established relationships and noticed thesleeve friction 119891

119904= 1205831205901015840

ℎ 1205901015840ℎ= 120590ℎminus 1199062 119888 120593 were the soil

strength parameters The friction factor is assumed to be 120583 =tan120593 as shown in Figure 1

119891119904= (120590ℎminus 1199062) times tan120601 (3)

22 Dimensionless Parameters CPTU sounding yields pro-files of the correct tip cone resistance 119902

119905 cone shoulder

pore pressures 1199062 and sleeve friction 119891

119904 with depth These

dimensional metrics may be defined as normalized magni-tudes of tip resistance119876

119905 pore pressure ratio119861

119902 and friction

ratio 119865119903 as

119876119905=119902119905minus 120590V0

1205901015840

V01015840

119861119902=1199062minus 1199060

119902119905minus 120590V0

119865119903=

119891119904

119902119905minus 120590V0

(4)

where 1205901015840V0 is the effective overburden stress kPa 1199060is hydro-

static pressure kPa and 1199062is cone shoulder pressure kPa

If the adhesion of the cone sleeve is assumed to be equal tothe undrained shear strength119891

119904= 119878119906 then themagnitudes of

nondimensional cone metrics of end-bearing sleeve frictionand pore pressure ratiomay be determined by substituting (1)and (2) into (4) to yield

119861119902=1199062minus 1199060

119902119905minus 120590V0

=ln (119866119878

119906)

1 + ln (119866119878119906)

(5)

119876119905=119902119905minus 120590V0

1205901015840

V0=4119878119906

31205901015840

V0[1 + ln( 119866

119878119906

)] (6)

119865119903=

119891119904

119902119905minus 120590V0

= tan120601(1 + 1

119876119905

minus 119861119902) (7)

119861119902119876119905=1199062minus 1199060

119902119905minus 120590V0

sdot119902119905minus 120590V0

1205901015840

V0=4119878119906

31205901015840

V0ln( 119866

119878119906

) (8)

Advances in Materials Science and Engineering 3

u0

U

R

u minus u0

u = u0

2r0

(a)

qt

qn

u = u0

2r0

Elestic zone

Plastic zone

Udt

(b)

Figure 2 Geometry of process zone surrounding advancing penetrometer

CXNA-ZK23 CXNA-ZK226003 6262

1 0 331220

minus429980minus6491200

minus33393890

minus46995250

minus57116262

511514454100194360


minus33063860

minus45165070

minus54496003

LIU HE QI XIA

1 1

1 2

2 3

7 3

Figure 3 The soil profile of north anchorage of the Yangtze river 4th bridge A0= Clay A

1= silty clay A

2= silt B

3= silty clay with fine

sand interbedG3= bedrock


Hole 4

ZK22 ZK23 ZK24 ZK25

Hole 2 Hole 5

MedlineZK21 ZK30 ZK31 Hole 6 ZK32

Hole 1

Hole 3

ZK26 ZK27 ZK28 ZK29

Technological drillingGeneral drilling

CPTu drilling

Figure 4 Layout diagram of CPTu holes in Yangtze River four bridge north anchorage

40

35

30

25

20

15

10

5

0

40

35

30

25

20

15

10

5

0

40

35

30

25

20

15

10

5

00 5 10 15 20

Dep

th (m

)

0 50 100 150 200 0 200 400 600 800

Water table

qt (MPa) fs (kPa) u2 (kPa)

Figure 5 Results of CPTu

It is assumed that the penetration of a standard cone has astable speed (ie 20mms) According to the fluid continuitytheorem and the Darcy law the water volume is equal to thecone penetration volume in unit time as shown in (9) and119906119903is the hydrostatic pressure where 119903 = 119903

ℎit is assumed

that the permeability coefficient has a small variation in thepenetration process At the same time when 119903

ℎrarr infin and

1199030119903ℎrarr 0 the pore pressure is hydrostatic pressure 119906

0

namely (10) calculation diagram as shown in Figure 2Consider

1199062minus 119906119903=

120574119908

4120587119870ℎ1199030

(1 minus1199030

119903ℎ

)119889119881 =1198801199030120574119908

4119870ℎ

(1 minus1199030

119903ℎ

) (9)

1199062minus 1199060=

120574119908

4120587119870ℎ1199030

119889119881 =1198801199030120574119908

4119870ℎ

(10)

Take into consideration

119861119902119876119905=1199062minus 1199060

119902119905minus 120590V0

sdot119902119905minus 120590V0

1205901015840

V0=1199062minus 1199060

1205901015840

V0 (11)

and assumption that

119861119902119876119905=1

119870119879

(12)

Obtain

119870ℎ=1198801199030120574119908sdot 119870119879

4 sdot 1205901015840

V0 (13)

where 119880 is penetration rate of ms 1199030is cone radius m 119870

119879

is the dimensionless permeability index 119870ℎis permeability

coefficient ms


minus02 00 02 04 06 08 101

10

100

1000

BqQt = 02

BqQt = 10

Bq

Qt

BqQt = 60

(a)

001 01

FrQt = 02

Fr = 002

FrQt = 03

FrQt = 07

Fr

FrQt = 20

1

10

100

1000

Qt

1E minus 3

(b)

minus02 00 02 04 06 08 10

Fr 001

01

BqFr = 80

BqFr = 04

BqFr = 40

Bq

1E minus 3

(c)

Figure 6 Contoured plots of 119861119902-119876119905 119865119903-119876119905 and 119861

119902-119865119903

Substitute 119861119902= 1119876

119905119870119879into (7)

119870119879=1

119861119902

(119865119903

tan120601minus 1 + 119861

119902) (14)

119870119879=

1

119876119905(1 + 1119876

119905minus 119865119903 tan120601)

(15)

where 119861119902is the pore pressure ratio 119876

119905is the normalized

tip resistance 119865119903is resistance ratio 119870

119879is the dimensionless

permeability index and 119870ℎis the permeability coefficient

msEquation (14) showed that the friction ratio 119865

119903and pore

pressure ratio 119861119902can calculate the dimensionless permeabil-

ity index 119870119879 Equation (15) shows that 119870

119879can be calculated

by the frictional ratio 119865119903and the normalized tip resistance119876

119905

According to 119896ℎ= 1198801199030120574119908sdot 1198701198794 sdot 120590

1015840

V0 the soil permeabilitycoefficient can be calculated in partially drained conditionsby using the obtained119870

119879values

3 Engineering Examples

31 Engineering Overview South and North Anchorage ofthe 4th Nanjing Yangtze River Bridge are located in theYangtze River levee on both sides of south andNorth belong-ing to the lower reaches of the Yangtze River alluvial flood-plain The site of north anchor of the 4th Nanjing YangtzeRiver Bridg is located in Nanjing fine mag Technology CoLtd factory area the ground elevation is about 55sim61mThe northern boundary of south anchor is apart from dykeand river more than 60 meters and 200 meters respectivelyThe north anchorage ground elevation is about 45sim52m thesite and the surrounding for forest the southern boundary ofnorth anchor is apart from the dyke and river about 120mand120m respectively The Quaternary loose sediment thicknessis more than 60m in north anchor

32 Results of CPTUTest From June 17 2007 to June 23 2007the CPTU tests (six holes) were carried out in north anchorof Nanjing 4th Yangtze River Bridge The soil profile of northanchorage of theYangtze river 4th bridge is shown in Figure 3


Table 1 Estimated soil permeability (119896) based on normalized CPT soil behavior type (SBTn) by Robertson [2] (modified from Lunne et al[11])

SBTn zone SBTn Range of k (ms) 119868119888

1 Sensitive fine grained 3 times 10minus10 to 3 times 10minus8 NA2 Organic soils clay 1 times 10minus10 to 1 times 10minus8 119868

119888gt 360

3 Clay 1 times 10minus9 to 1 times 10minus9 295 lt 119868119888lt 360

4 Silt mixture 3 times 10minus9 to 1 times 10minus7 260 lt 119868119888lt 295

5 Sand mixture 1 times 10minus7 to 1 times 10minus5 205 lt 119868119888lt 260

6 Sand 1 times 10minus5 to 1 times 10minus3 131 lt 119868119888lt 205

7 Dense sand gravelly sand 1 times 10minus3 to 1 119868119888lt 131

8 Very densestiff soillowast 1 times 10minus8 to 3 times 10minus5 NA9 Very stiff fine-grained soillowast 1 times 10minus9 to 3 times 10minus7 NAlowastOverconsolidated andor cemented

40

35

30

25

20

15

10minus9 10minus8 10minus7 10minus6 10minus5 10minus4 10minus3

Permeability coefficient (ms)

Laboratory testThis method

Dep

th (m

)

Figure 7 Curve of permeability coefficient changing with depth

The hole position is shown in Figure 4The CPTU test resultswere as shown in Figure 5 From Figure 6 it can be seen thatthemeasuring points of the sand layer are located in the rangeof 0 lt 119861

119902119876119905lt 02 119876

119905119865119903lt 02sim07 119861

119902119865119903lt 4 119865

119903lt 02 which

belongs to the section of the partial drainage conditions soit can calculate the soil permeability coefficient according to(12)sim(15)

Based on laboratory tests the internal friction angle ofslit is 309∘ and the internal friction angle of fine sand is325∘ and the internal friction angle of silty soil is 31∘ Thepermeability coefficient related to the depth can be calculatedby the equation (13) Figure 7 shows the comparison betweenthe calculated results and the laboratory test ones shown in

Figure 7 As seen from Figure 6 the permeability coefficientsfrom the laboratory test and the CPTU test were consistentand the trend is basically same The permeability coefficientusing the presented method to calculate was in accordancewith the scope of permeability coefficient in Table 1 [2]

4 Conclusion

Thedimensionless penetration index119870119879was derived through

the normalized tip resistance 119876119905 frictional ratio 119865

119903 and

the pore pressure ratio 119861119902relationship in partial drainage

conditions based on 119870119879 the permeability coefficient can

be calculated Comparing the results of laboratory test andthe CPTU test we can see the permeability coefficient inthe range of 10minus4msndash10minus7ms from the test results of soilunder partially drained conditions and more than 10minus4msin complete drainage conditions and less than 10minus7ms inundrained condition the permeability coefficient can becalculated through the pore pressure dissipation test

The engineering application shows that the permeabilitycoefficients obtained from the pumping test and CPTU testare identical This method can provide the reference forpractical foundation pit dewatering

Conflict of Interests

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

Acknowledgments

The work described in this paper was supported by the Out-standing Youth Fund of the Education Department of AnhuiProvince (Project no 2011SQRL045) MasterDoctor Fundof the Anhui University of Science and Technology YoungScholar Fund of theAnhuiUniversity of Science andTechnol-ogy and the National Natural Science Foundation of China(Project no 51208005)


References

[1] Douglas B J Olsen and R S ldquoSoil classification using electriccone penetrometer Cone penetration testing and experiencerdquoin Proceedings of the ASCE National Convention (ASCE rsquo81) pp209ndash227 New York NY USA 1981

[2] P K Robertson ldquoSoil classification using the cone penetrationtestrdquo Canadian Geotechnical Journal vol 27 no 1 pp 151ndash1581990

[3] P K Robertson and C EWride ldquoEvaluating cyclic liquefactionpotential using the cone penetration testrdquo Canadian Geotechni-cal Journal vol 35 no 3 pp 442ndash459 1998

[4] R S Olsen and J V Farr ldquoSite characterization using the conepenetrometer testrdquo in Use of in Situ Tests in Geotechnical Engi-neering pp 854ndash868 American Society of Civil Engineers(ASCE) New York NY USA 1986

[5] M Manassero ldquoHydraulic conductivity assessment of slurrywall using piezocone testrdquo Journal of Geotechnical Engineeringvol 120 no 10 pp 1725ndash1746 1994

[6] R S Olsen ldquoNormalization and prediction of geotechnicalproperties using the cone penetrometer testrdquo Tech Rep GL-94-29 US Army Corps of EngineersWES Vicksburg Miss USA1994

[7] J M Smythe P B Bedient R A Klopp and C Y Chiang ldquoAnadvanced technology for the in situ measurement of heteroge-neous aquifersrdquo in Proceedings of the Conference on New FieldTechniques for Quantifying the Physical and Chemical Propertiesof Heterogeneous Aquifer pp 605ndash628 1989

[8] C Y Chiang K R Loos and R A Klopp ldquoField determinationof geologicalchemical properties of an aquifer by cone pen-etrometry and headspace analysisrdquo Ground Water vol 30 no3 pp 428ndash436 1992

[9] D Elsworth and D S Lee ldquoPermeability determination fromon-the-fly piezocone soundingrdquo Journal of Geotechnical andGeoenvironmental Engineering vol 131 no 5 pp 643ndash653 2005

[10] RHillTheMathematicalTheory of Plasticity OxfordUniversityPress Oxford UK 1983

[11] T Lunne P K Robertson and J J M Powell Cone PenetrationTesting Geotechnical Practicem Chapman and Hall LondonUK Spon press Taylor amp Francis Group New York NY USA1997

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qt

qtu0 u2

120590h

1205900

fs = 120583120590998400h + c

Figure 1 Tip local conditions Cone expansion stress is 119902119905

two categories (1) to estimate permeability coefficient basedon the soil classification and (2) to estimate permeabilitycoefficient based on the pore pressure dissipation test Thecorrect tip resistance 119902

119905 pore pressure ratio 119861

119902and sleeve

friction 119891119904were modified to determine the type of soil [1ndash3]

and (Olsen [4]) The permeability coefficient was estimatedfrom soil classification [5] And by the pore pressure ratio 119861

119902

[6] and by the side friction119891119904to determinate the permeability

coefficient of soil the coefficient of permeability coefficientwas directly determined by using the cone tip resistance andside friction [7 8]

View of the calculation of consolidation coefficient is lessthan 71 times 10minus5ms2 the consolidation coefficient of the cohe-sive soil can be determined by the pore pressure dissipationin the completely undrained condition and then the per-meability coefficient can be determined by the consolidationcoefficient according to the relationship between permeabil-ity coefficient and consolidation coefficient However theconsolidation coefficient between 71 times 10minus5ms2 and 14 times10minus2ms2 was taken for the part of drainage condition sothe pressure dissipation was not used The partial drainagestate boundary range 119861

119902119876119905lt 12 119876

119905119865119903lt 03 119861

119902119865119903lt 4 was

proposed Based on the partial drainage condition given byElswroth [9] the permeability coefficient was put forward todetermine by using CPTU data

21 Cavity Expansion Theory For the saturated clay underundrained conditions cylindrical cavity expansion stress wasproposed by using [10]

120590119903= 120590V0 +

4

3119878119906[1 + ln( 119866

119878119906

)] (1)

where119866 is shearmodulus119866 = 1198642(1+120583) 120583 is Poissonrsquos ratio119864 is elastic modulus 119878

119906is undrained shear strength kPa and

120590V0 is overburden stress kPaUnder undrained conditions the excess pore pressure

caused by cavity expansion can be calculated using theaverage total stress increment Δ120590

119898

Δ119906 = 1199062minus 1199060= Δ120590119898=1

3(Δ120590119903+ 2Δ120590

120579) =

4

3119878119906ln( 119866

119878119906

)

(2)where 119906

2is cone shoulder pressure 119906

0is hydrostatic pressure

and 119902119905is the correct cone tip resistance

In the CPTU penetration process the horizontal stress isassumed to be equal to the cavity expansion stress For thecohesionless soil 119888 = 0 the normalized friction ratio 119865

119903and

pore pressure were established relationships and noticed thesleeve friction 119891

119904= 1205831205901015840

ℎ 1205901015840ℎ= 120590ℎminus 1199062 119888 120593 were the soil

strength parameters The friction factor is assumed to be 120583 =tan120593 as shown in Figure 1

119891119904= (120590ℎminus 1199062) times tan120601 (3)

22 Dimensionless Parameters CPTU sounding yields pro-files of the correct tip cone resistance 119902

119905 cone shoulder

pore pressures 1199062 and sleeve friction 119891

119904 with depth These

dimensional metrics may be defined as normalized magni-tudes of tip resistance119876

119905 pore pressure ratio119861

119902 and friction

ratio 119865119903 as

119876119905=119902119905minus 120590V0

1205901015840

V01015840

119861119902=1199062minus 1199060

119902119905minus 120590V0

119865119903=

119891119904

119902119905minus 120590V0

(4)

where 1205901015840V0 is the effective overburden stress kPa 1199060is hydro-

static pressure kPa and 1199062is cone shoulder pressure kPa

If the adhesion of the cone sleeve is assumed to be equal tothe undrained shear strength119891

119904= 119878119906 then themagnitudes of

nondimensional cone metrics of end-bearing sleeve frictionand pore pressure ratiomay be determined by substituting (1)and (2) into (4) to yield

119861119902=1199062minus 1199060

119902119905minus 120590V0

=ln (119866119878

119906)

1 + ln (119866119878119906)

(5)

119876119905=119902119905minus 120590V0

1205901015840

V0=4119878119906

31205901015840

V0[1 + ln( 119866

119878119906

)] (6)

119865119903=

119891119904

119902119905minus 120590V0

= tan120601(1 + 1

119876119905

minus 119861119902) (7)

119861119902119876119905=1199062minus 1199060

119902119905minus 120590V0

sdot119902119905minus 120590V0

1205901015840

V0=4119878119906

31205901015840

V0ln( 119866

119878119906

) (8)


u0

U

R

u minus u0

u = u0

2r0

(a)

qt

qn

u = u0

2r0

Elestic zone

Plastic zone

Udt

(b)



1 0 331220


minus33393890

minus46995250

minus57116262

511514454100194360


minus33063860

minus45165070

minus54496003

LIU HE QI XIA

1 1

1 2

2 3

7 3


1= silty clay A

2= silt B




Hole 4

ZK22 ZK23 ZK24 ZK25

Hole 2 Hole 5


Hole 1

Hole 3

ZK26 ZK27 ZK28 ZK29


CPTu drilling


40

35

30

25

20

15

10

5

0

40

35

30

25

20

15

10

5

0

40

35

30

25

20

15

10

5

00 5 10 15 20

Dep

th (m

)

0 50 100 150 200 0 200 400 600 800

Water table




ℎit is assumed


ℎrarr infin and


0


1199062minus 119906119903=

120574119908

4120587119870ℎ1199030

(1 minus1199030

119903ℎ

)119889119881 =1198801199030120574119908

4119870ℎ

(1 minus1199030

119903ℎ

) (9)

1199062minus 1199060=

120574119908

4120587119870ℎ1199030

119889119881 =1198801199030120574119908

4119870ℎ

(10)


119861119902119876119905=1199062minus 1199060

119902119905minus 120590V0

sdot119902119905minus 120590V0

1205901015840

V0=1199062minus 1199060

1205901015840

V0 (11)

and assumption that

119861119902119876119905=1

119870119879

(12)

Obtain

119870ℎ=1198801199030120574119908sdot 119870119879

4 sdot 1205901015840

V0 (13)


119879


coefficient ms


minus02 00 02 04 06 08 101

10

100

1000

BqQt = 02

BqQt = 10

Bq

Qt

BqQt = 60

(a)

001 01

FrQt = 02

Fr = 002

FrQt = 03

FrQt = 07

Fr

FrQt = 20

1

10

100

1000

Qt

1E minus 3

(b)

minus02 00 02 04 06 08 10

Fr 001

01

BqFr = 80

BqFr = 04

BqFr = 40

Bq

1E minus 3

(c)


119902-119865119903

Substitute 119861119902= 1119876

119905119870119879into (7)

119870119879=1

119861119902

(119865119903

tan120601minus 1 + 119861

119902) (14)

119870119879=

1

119876119905(1 + 1119876

119905minus 119865119903 tan120601)

(15)







119903and pore





119905


1015840


119879values








119888gt 360







40

35

30

25

20

15




Dep

th (m

)



119902119876119905lt 02 119876

119905119865119903lt 02sim07 119861

119902119865119903lt 4 119865

119903lt 02 which




4 Conclusion



119903 and







Acknowledgments



References



















CeramicsJournal of







Biomaterials




Journal of


Journal of





CoatingsJournal of

Advances in








MaterialsJournal of


Nano

materials




u0

U

R

u minus u0

u = u0

2r0

(a)

qt

qn

u = u0

2r0

Elestic zone

Plastic zone

Udt

(b)



1 0 331220


minus33393890

minus46995250

minus57116262

511514454100194360


minus33063860

minus45165070

minus54496003

LIU HE QI XIA

1 1

1 2

2 3

7 3


1= silty clay A

2= silt B




Hole 4

ZK22 ZK23 ZK24 ZK25

Hole 2 Hole 5


Hole 1

Hole 3

ZK26 ZK27 ZK28 ZK29


CPTu drilling


40

35

30

25

20

15

10

5

0

40

35

30

25

20

15

10

5

0

40

35

30

25

20

15

10

5

00 5 10 15 20

Dep

th (m

)

0 50 100 150 200 0 200 400 600 800

Water table




ℎit is assumed


ℎrarr infin and


0


1199062minus 119906119903=

120574119908

4120587119870ℎ1199030

(1 minus1199030

119903ℎ

)119889119881 =1198801199030120574119908

4119870ℎ

(1 minus1199030

119903ℎ

) (9)

1199062minus 1199060=

120574119908

4120587119870ℎ1199030

119889119881 =1198801199030120574119908

4119870ℎ

(10)


119861119902119876119905=1199062minus 1199060

119902119905minus 120590V0

sdot119902119905minus 120590V0

1205901015840

V0=1199062minus 1199060

1205901015840

V0 (11)

and assumption that

119861119902119876119905=1

119870119879

(12)

Obtain

119870ℎ=1198801199030120574119908sdot 119870119879

4 sdot 1205901015840

V0 (13)


119879


coefficient ms


minus02 00 02 04 06 08 101

10

100

1000

BqQt = 02

BqQt = 10

Bq

Qt

BqQt = 60

(a)

001 01

FrQt = 02

Fr = 002

FrQt = 03

FrQt = 07

Fr

FrQt = 20

1

10

100

1000

Qt

1E minus 3

(b)

minus02 00 02 04 06 08 10

Fr 001

01

BqFr = 80

BqFr = 04

BqFr = 40

Bq

1E minus 3

(c)


119902-119865119903

Substitute 119861119902= 1119876

119905119870119879into (7)

119870119879=1

119861119902

(119865119903

tan120601minus 1 + 119861

119902) (14)

119870119879=

1

119876119905(1 + 1119876

119905minus 119865119903 tan120601)

(15)







119903and pore





119905


1015840


119879values








119888gt 360







40

35

30

25

20

15




Dep

th (m

)



119902119876119905lt 02 119876

119905119865119903lt 02sim07 119861

119902119865119903lt 4 119865

119903lt 02 which




4 Conclusion



119903 and







Acknowledgments



References



















CeramicsJournal of







Biomaterials




Journal of


Journal of





CoatingsJournal of

Advances in








MaterialsJournal of


Nano

materials




Hole 4

ZK22 ZK23 ZK24 ZK25

Hole 2 Hole 5


Hole 1

Hole 3

ZK26 ZK27 ZK28 ZK29


CPTu drilling


40

35

30

25

20

15

10

5

0

40

35

30

25

20

15

10

5

0

40

35

30

25

20

15

10

5

00 5 10 15 20

Dep

th (m

)

0 50 100 150 200 0 200 400 600 800

Water table




ℎit is assumed


ℎrarr infin and


0


1199062minus 119906119903=

120574119908

4120587119870ℎ1199030

(1 minus1199030

119903ℎ

)119889119881 =1198801199030120574119908

4119870ℎ

(1 minus1199030

119903ℎ

) (9)

1199062minus 1199060=

120574119908

4120587119870ℎ1199030

119889119881 =1198801199030120574119908

4119870ℎ

(10)


119861119902119876119905=1199062minus 1199060

119902119905minus 120590V0

sdot119902119905minus 120590V0

1205901015840

V0=1199062minus 1199060

1205901015840

V0 (11)

and assumption that

119861119902119876119905=1

119870119879

(12)

Obtain

119870ℎ=1198801199030120574119908sdot 119870119879

4 sdot 1205901015840

V0 (13)


119879


coefficient ms


minus02 00 02 04 06 08 101

10

100

1000

BqQt = 02

BqQt = 10

Bq

Qt

BqQt = 60

(a)

001 01

FrQt = 02

Fr = 002

FrQt = 03

FrQt = 07

Fr

FrQt = 20

1

10

100

1000

Qt

1E minus 3

(b)

minus02 00 02 04 06 08 10

Fr 001

01

BqFr = 80

BqFr = 04

BqFr = 40

Bq

1E minus 3

(c)


119902-119865119903

Substitute 119861119902= 1119876

119905119870119879into (7)

119870119879=1

119861119902

(119865119903

tan120601minus 1 + 119861

119902) (14)

119870119879=

1

119876119905(1 + 1119876

119905minus 119865119903 tan120601)

(15)







119903and pore





119905


1015840


119879values








119888gt 360







40

35

30

25

20

15




Dep

th (m

)



119902119876119905lt 02 119876

119905119865119903lt 02sim07 119861

119902119865119903lt 4 119865

119903lt 02 which




4 Conclusion



119903 and







Acknowledgments



References



















CeramicsJournal of







Biomaterials




Journal of


Journal of





CoatingsJournal of

Advances in








MaterialsJournal of


Nano

materials




minus02 00 02 04 06 08 101

10

100

1000

BqQt = 02

BqQt = 10

Bq

Qt

BqQt = 60

(a)

001 01

FrQt = 02

Fr = 002

FrQt = 03

FrQt = 07

Fr

FrQt = 20

1

10

100

1000

Qt

1E minus 3

(b)

minus02 00 02 04 06 08 10

Fr 001

01

BqFr = 80

BqFr = 04

BqFr = 40

Bq

1E minus 3

(c)


119902-119865119903

Substitute 119861119902= 1119876

119905119870119879into (7)

119870119879=1

119861119902

(119865119903

tan120601minus 1 + 119861

119902) (14)

119870119879=

1

119876119905(1 + 1119876

119905minus 119865119903 tan120601)

(15)







119903and pore





119905


1015840


119879values








119888gt 360







40

35

30

25

20

15




Dep

th (m

)



119902119876119905lt 02 119876

119905119865119903lt 02sim07 119861

119902119865119903lt 4 119865

119903lt 02 which




4 Conclusion



119903 and







Acknowledgments



References



















CeramicsJournal of







Biomaterials




Journal of


Journal of





CoatingsJournal of

Advances in








MaterialsJournal of


Nano

materials







119888gt 360







40

35

30

25

20

15




Dep

th (m

)



119902119876119905lt 02 119876

119905119865119903lt 02sim07 119861

119902119865119903lt 4 119865

119903lt 02 which




4 Conclusion



119903 and







Acknowledgments



References



















CeramicsJournal of







Biomaterials




Journal of


Journal of





CoatingsJournal of

Advances in








MaterialsJournal of


Nano

materials




References



















CeramicsJournal of







Biomaterials




Journal of


Journal of





CoatingsJournal of

Advances in








MaterialsJournal of


Nano

materials










CeramicsJournal of







Biomaterials




Journal of


Journal of





CoatingsJournal of

Advances in








MaterialsJournal of


Nano

materials



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