EvaluationMethodfortheLiquefactionPotentialUsingthe ...2018/11/18 · Buildings(GB50011-2010).efollowingaretheconcrete stepsusedinthisstudy.First,calculatethevalueofN 63.5 usingequation(9),andthencompareN

Research ArticleEvaluation Method for the Liquefaction Potential Using theStandard Penetration Test Value Based on the CPTU SoilBehavior Type Index

Guangyin Du1 Changhui Gao 2 Songyu Liu 2 Qian Guo2 and Tao Luo3

1Institute of Geotechnical Engineering Southeast UniversityJiangsu Key Laboratory of Urban Underground Engineering amp Environmental Safety Nanjing Jiangsu 211189 China2Institute of Geotechnical Engineering Southeast University Nanjing Jiangsu 211189 China3China Design Group Co Ltd Nanjing Jiangsu 210005 China

Correspondence should be addressed to Changhui Gao 230189660seueducn

Received 18 November 2018 Revised 31 January 2019 Accepted 20 February 2019 Published 12 March 2019

Academic Editor Zahid Hossain

Copyright copy 2019 Guangyin Du et al +is is an open access article distributed under the Creative Commons AttributionLicense which permits unrestricted use distribution and reproduction in any medium provided the original work isproperly cited

Taking the project of the Su-xin highway treated by using the resonant compaction method as the reference a new method for theevaluation of liquefaction potential is proposed based on the piezocone penetration test (CPTU) and the standard penetration test(SPT)+e soil behavior type index (Ic) obtained fromCPTUs and the standard penetration test index (N635) obtained from SPTsare analyzed for saturated silty sand and silt +e analysis result reveals a linear relationship between N635 and Ic given byN635 minus188Ic + 520 +e larger the value of Ic is the greater the viscosity of soil is and the smaller the value of N635 isAccording to themethod liquefaction assessment of saturated silty sand and silt foundation can be conducted by usingN635 basedon the Code of Seismic Design of Building N635 is expressed by a single Ic which is calculated from the CPTU data Comparedwith existing evaluation methods this method can provide continuous standard penetration test values moreover this methodinvolves a simple calculation and the results obtained using the method are reliable

1 Introduction

Liquefaction-induced failure of earth structures such asroad embankments and earth dams is identified as one ofthe most dramatic threats of earthquakes [1ndash3] Liquefactionevaluation is essential in potentially liquefiable sites [4 5]However liquefaction evaluation is a complex geotechnicalengineering task because liquefaction occurrence dependson a large number of factors such as the mechanicalcharacteristics of the soil layers in the site and the depth ofthe water table [6] +erefore the evaluation of liquefactionpotential has attracted widespread attention of geotechnicalresearchers in the past four decades

At present there are two major methods for the eval-uation of liquefaction potential namely laboratory test andin situ test +e in situ test method is widely used because itinvolves a small disturbance and is relatively good at

representing the liquefaction potential +e typical methodsof liquefaction evaluation are based on in situ tests such asthe cone penetration test (CPT) and the standard pene-tration test (SPT) which are preferred by geotechnicalengineers to assess liquefaction potential of soils [7 8]However the method for liquefaction evaluation based onthe SPT cannot provide continuous parameters of the blowcount of the SPT because the measurement is performedevery 15m +e evaluation method for liquefaction po-tential using the CPT is becoming preferable because itprovides standardized and reliable data [9] +rough severalstages of modification by Seed et al and others [10ndash13] moremature and complete implementation of the CPT has beenachieved In this method liquefaction ldquoloadingrdquo is expressedby the CSR (cyclic stress ratio which represents the cyclicloading on the soil) and the liquefaction ldquoresistancerdquo isexpressed by the CRR (cyclic resistance ratio which is the

HindawiAdvances in Civil EngineeringVolume 2019 Article ID 5612857 8 pageshttpsdoiorg10115520195612857

capacity of a soil layer to resist liquefaction) [14 15] In thistheory liquefaction is predicted to occur if CSRgeCRR andno liquefaction is predicted if CRRgtCSR However thecalculation of CSR and CRR is complex and inconvenient toapply in the field

Piezocone penetration test (CPTU) technology basedon the traditional static CPT technology is a standard andadvanced in situ test method utilized in the geotechnicalproject site and has widely been used in geotechnicalengineering because of its high accuracy good re-peatability and low cost [16 17] +e CPTU can providethree types of data namely the pore pressure (u2) the conetip resistance (qc) and the sleeve frictional resistance (fs)and the CPTU gives near continuous parameters of acontinuous geological section At present the soil behaviortype index (Ic) calculated by using CPTU data is mainlyused to classify soil Liu et al [18] established the Chinesesoil classification method based on CPTU soil behaviortype index by analyzing the CPTU test data of severalsample sites in Jiangsu province Ku and Juang [19] foundthat while significant changes in qc fs and u2 were ob-served after the dynamic compaction the soil behaviortype determined with these CPTU parameters largelyremained unchanged Others have done similar researchesabout Ic [20ndash22] In addition the abovementioned ldquoCRRrdquobased on the modified cone tip resistance of CPTU test andthe soil characteristic of the site is complex for calculationAnd there is no method for liquefaction evaluation directlyusing CPTU parameters in the Chinese National Standard+us some researchers tried to evaluate the soil lique-faction by combining Ic with other parameters Howeverliquefaction evaluation using only Ic based on CPTU hasrarely been reported and none of the existing methods candirectly calculate the standard penetration value (N635) byusing Ic

In view of the shortcomings existing in the two afore-mentioned methods for liquefaction evaluation and theadvantage of the CPTU this paper gives the relationshipbetween N635 and Ic and then presents a new and moreconvenient method to evaluate the liquefaction of the sat-urated silty sand and silt in the Su-xin highway by com-bining with the SPT-based method

2 In Situ Piezocone Penetration Test

21 Site Description +e Su-xin highway was constructedin eastern China and its site location is shown in Figure 1+e intensity of earthquake is 8 degrees in the area and thedesign value of seismic acceleration is 020 g+e landformsof test site are mainly flood plain and undulating plain onthe Yellow River and denudation monadnock is oftenscattered in the site +e test site lies in the quaternarycoastal plain of the abandoned Yellow River +e topsoil ofthe site is artificial backfill and Qpd and the lower soils aresilt and silty sand (Figure 2) According to Guidelines forthe Seismic Design of Highway Bridges (JTGT B02-01-2008) the problem of liquefaction is widespread in thisarea

22 Improving the Foundation Using the Resonance Method+e liquefiable foundation was improved using a resonancedevice which involves walking machinery a vibratoryhammer and a cross-shaped vibration wing developed byInstitute of Geotechnical Engineering of SEU+e resonancedevice and the field of foundation improvement are shownin Figure 3

23 CPTUDesign +e size of test region is 100mtimes 40m asshown in Figure 4 According to the shape of the vibratorthe excitation force and the spacing of the vibrant points 5test regions were divided With 2 test holes of the CPTU foreach region 10 holes in total were produced (1sim10) +edepth of each hole is 20m +e test design is shown inTable 1

CPTUs were conducted in winter (dry season) afterground improvement using the vibrocompaction method Atypical result of the CPTU is shown in Figure 5 it can be seenthat two phases are divided for pore water pressure using 9mas the dividing line above is negative pore water pressureand below is positive pore water pressure So 9m can beregarded as the groundwater table Parabola relationshipsare found between the depth and the cone tip resistance (qt)the side friction (fs) and the standard penetration test value(N60) All the maximum values of qt fs and N60 are obtainednear 9m Taking 9m as the demarcation depth above thisdepth is unsaturated soil and below this depth are saturatedsilty sand and silt In this paper the method for liquefactionevaluation is studied based on the saturated silty sand andsilt below 9m

3 Liquefaction Assessment Using the StandardPenetration Test Value Based on the CPTUSoil Behavior Type Index

31 Correlation between the Standard Penetration Test Valueand the Soil Behavior Type Index According to the surveyresults of the code compilation group in China the lique-faction phenomenon does not exist when the soil depth ismore than 20m And according to the Code for SeismicDesign of Buildings (GB 50011-2010 (Standardization Ad-ministration of China)) the SPT-based method should beadopted for the soil within 20m from ground when the

Xin-yi

Su-qian

Shandong Province

Jiangsu Province

Yellow Sea

Figure 1 Location of the project

2 Advances in Civil Engineering

Engineering geological profile 1ndash1prime H 1600 V 1200

K7 + 6452378

K7 + 6652381

K7 + 6952404

K7 + 7152399

1 Plain fill

2 Silt

3 Silty sand

4 Silt

E (m

)25

20

15

10

5

(09~22m)

(32~56m)

(61~105m)

(42~74m)

1 Slightly wet soft plasticstate

2 Slightly less dense softplastic state

3 Slightly lessdense~medium dense softplastic~hard plastic statemix with silty-fine sand

4 Medium dense hardplastic state mix with silty-fine sand

2000 3000 2000Horizontalspacing

K7 + 645 K7 + 665 K7 + 695 K7 + 715

Figure 2 Engineering geological conditions

Cross-shaped vibration wing

Unreinforced foundation

Improved foundation

Figure 3 +e resonance device and the field of foundation improvement

K7 + 630 K7 + 650 K7 + 665 K7 + 680 K7 + 710 K7 + 730

10m

10m

10m

10m 1

2

3

4

5

6

7

8

9

10

Su-qian Xi-yiA B-1 B-2 C D

Su-qian

Figure 4 +e holes position of the CPTU

Advances in Civil Engineering 3

degree of saturated sand or silt needs further liquidationevaluation So the maximum depth of calculation in thispaper is set to 20m +e critical value of the SPT (Ncr) forliquidation evaluation can be calculated using the followingequation

Ncr N0β ln 06ds + 15( 1113857minus 01dw1113858 1113859

3ρc

1113971

ds lt 20( 1113857

(1)

where N0 is the reference value of the SPT for liquidationevaluation (Table 2) ds is the penetration depth (m) dw isthe depth of the groundwater level (m) ρc is the percentageof clay () and β is the regulation factor If the measuredvalue of the standard penetration test (N) is greater than Ncrthen no liquefaction occurs liquidation occurs if N is lessthan Ncr

+e soil behavior type index (Ic) used in this workfollows the generalized definition given by Robertson 2009this index has been widely applied in the geotechnical lit-erature +e calculation formula of Ic is as follows

Ic

347minus lgQt( 11138572

+ 122 + lgFr( 11138572

1113969(2)

Qt qt minus σv0( 1113857

σv0prime (3)

Fr fs

qt minus σv0( 1113857times 100 (4)

where Qt is the normalized cone tip resistance Fr is thenormalized sleeve frictional resistance in percentage qt is thetotal cone tip resistance after correction σv0 and σv0prime are thetotal and effective overburden pressure respectively and fsis the measured side friction

+e classification of the soil behavior type index aftercorrection is shown in Table 3

Robertson determined the relationship between the ratioof the normalized cone tip resistance (qcpa) and standardpenetration test value N60((qcpa)N60) and the averageparticle size D50 (0001sim1mm) where N60 is the standardpenetration test value with 60 of the energy (actualhammering energytotal hammering energy) SubsequentlyRobertson calculated the ((qcpa)N60) value of varioustypes of soils and determined the relationship between Icand (qcpa)N60 as follows

qcpa( 1113857

N60 85

1minus Ic( 1113857

46 (5)

After 62 SPTs were performed using a drill pipe of 42mmin diameter by Liao et al [23] the result showed the energyratio of the SPT is approximately 85 with a lower variationcoefficient of 003 Because the weight of the hammer in the

Table 1 Test design

Section Vibratorshape

Vibrationhammer

Area(m)2

Spacing(m)

Vibration frequency(Hz)

Vibration time(min)

Depth(m)

Stationingform

A Cross DZ60KS 20times 40 15 165 20 20 Regular triangleB-1 Cross DZ60 15times 40 18 165 20 20 Regular triangleB-2 Cross DZ60KS 15times 40 18 165 20 20 Regular triangleC Cross DZ60KS 30times 40 20 165 20 20 Regular triangleD Swedish wing DZ60KS 20times 40 18 165 20 20 Regular triangle

20

18

16

14

12

10

8

6

4

2

00 100 200 0 10 20 0 100 200 0 20 40 0 1 2 3

Plain fill

Silt

Silt

Silty sand

(e)(d) (c)(b)(a)

Dep

th (m

)

Figure 5 +e typical result of CPTU


SPT is 635 kg the standard penetration test value obtainedusing the SPT is remembered as N635 +us the mathe-matical relation between N635 and N60 can be obtainedaccording CPTU data and equation (5) +e mathematicalexpression is as follows

N635 times 085 N60 times 060 (6)

+erefore

N635 071N60 (7)

32CorrelationbetweenN60 and Ic CPTU data are collectedfrom 4 test regions A (1 2) B-1 (3 4) B-2 (5 6) andC (7 8) with each test regions having 50 51 51 and 45sets of data respectively Each set of data includes soil depthcone tip resistance side friction and standard penetrationtest value N60 Ic can be calculated using equations (2)ndash(4)the relationship between Ic and N60 is shown in Figure 6

After fitting a negative linear relationship with a highergoodness of fit can be found between Ic and N60 Based oncomprehensive analysis of the four groups of data (shown inFigure 7) the following mathematical relation between Icand N60 can be obtained

N60 minus265Ic + 733

R2

092(8)

Equation (8) is suitable for saturated silty sand and siltfor which the range of Ic is 15lt Ic lt 25 It can be concludedfrom equation (8) that Ic and N60 are inversely related thatis the larger the Ic value the greater the viscosity of soil andthe smaller the N60 value +e result is in accordance withactual engineering properties of saturated silty sand and silt

33 Correlation between N635 and Ic By simultaneouslysolving equations (7) and (8) the following mathematicalrelation between Ic and N635 can be obtained

N635 minus188Ic + 520 (9)

In this paper the standard penetration test value isreplaced by N635 and the liquefaction estimation is

conducted according to the Code for Seismic Design ofBuildings (GB 50011-2010) +e following are the concretesteps used in this study First calculate the value of N635using equation (9) and then compare N635 with the criticalvalue of the SPT (Ncr) calculated using equation (1) If thecalculated value of N635 is greater than Ncr then no liq-uefaction occurs Otherwise the soil is considered to beliquefied

34 Method Validation To verify the reliability of themethod presented in this paper 49 sets of data from the Dregion (9 10) are selected for validation calculation +econcrete steps are as follows

(1) With the data of soil depth cone tip resistance andside friction the Ic value can be calculated usingequations (2)ndash(4)

(2) N60 is calculated using equation (8) and comparedwith its original value (as shown in Figure 8(a))

(3) N635 is calculated using equation (9) and comparedwith its measured value obtained using the SPT (asshown in Figure 8(b))

(4) Ncr is calculated using equation (1) and comparedwith the measured value of N635 obtained using theSPT (as shown in Figure 8(c))

(5) +e calculated value of N635 is compared with Ncr(as shown in Figure 8(d))

Figure 8 shows that the calculated value of N60 is ba-sically in line with its original value +e calculated value ofN635 is also consistent with its measured value Because theresults of liquefaction estimation through this method is thesame as those estimated using the SPT the proposed methodis a reliable for performing liquefaction prediction of sat-urated silty sand and silt

35 Practical Significance of theMethod Compared with theoriginal methods this new method has the following ad-vantages (1) +is method can provide a continuous pa-rameter of the standard penetration test value via CPTUcompared with that via SPT method and increases the re-liability of liquefaction estimation (2) this method involves asimpler calculation compared with the corrected seedmethod and (3) this method is easy to use and apply inengineering practice

4 Conclusions

Taking the foundation reinforced project using the reso-nance compaction method in Su-xin highway as the back-ground a new and convenient and reliable method forliquefaction estimation based on CPTU data was presented

Table 3 +e classification of Ic after correction

Range of Ic Classification of the soil in China

Ic＞ 345 Muck and mucky soil300lt Ic lt 345 Clay280lt Ic lt 300 Silty clay clay260lt Ic lt 280 Silt silty clay240lt Ic lt 260 Silt210lt Ic lt 240 Silty sand silt187lt Ic lt 210 Fine sandIc lt 187 Medium sand

Table 2 Reference value of the SPT for liquidation evaluation (N0)

Design value of seismic acceleration 010 g 015 g 020 g 030 g 040 gN0 7 10 12 16 19


+e main conclusions regarding the efficacy of this methodare as follows

(1) +e CPTU is an advanced in situ test method thatcan obtain continuous parameters of a geologicalsection As a result more reliable and comprehensive

information can be used to identify and evaluate thesoil liquefaction

(2) +e mathematical relation between standard pene-tration test value (N635) and soil behavior type index(Ic) established for the saturated silty sand and silt is

0

10

20

30

40

50

N60 = ndash259Ic + 720n = 50 R2 = 092

N60

Ic

125 150 175 200 225 250 275

(a)

N60 = ndash268Ic + 738n = 51 R2 = 092

Ic

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

(b)

0

10

20

30

40

50

N60 = ndash268Ic + 739n = 51 R2 = 091

N60

Ic

125 150 175 200 225 250 275

(c)

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

N60 = ndash265Ic + 733n = 45 R2 = 091

Ic

(d)

Figure 6 +e relationship between Ic and N60 (a) A region (b) B-1 region (c) B-2 region (d) C region

125 150 175 200 225 250 2750

10

20

30

40

50

N60

Ic

Figure 7 +e fitting curve of Ic and N60


a linear function of N635 minus188Ic + 520 Usingthis relationship by calculating Ic through CPTUdata N635 is obtained

(3) +e method for liquefaction potential in this paperis estimated through the N635 value calculated fromIc this method has sufficient reliability and prac-ticability and involves a simple calculation +ismethod is suitable for the saturated silty sand andsilt for which the range of Ic is 15lt Ic lt 25 +ismethod must be checked further in engineeringpractice

Data Availability

All data used to support the findings of this study areavailable from the corresponding author upon request

Conflicts of Interest

+e authors declare that they have no conflicts of interest

Acknowledgments

+is work was supported by the National Natural ScienceFoundation of China (41372308) and the FundamentalResearch Funds for the Central Universities (SJLX15_0060)

and this support is gratefully acknowledged We would alsolike to acknowledge the assistance of the teachers and stu-dents at the Institute of Geotechnical Engineering of SEU

References

[1] E Karakan T Eskisar and S Altum ldquo+e liquefaction be-havior of poorly graded sands reinforced with fibersrdquo Ad-vances in Civil Engineering vol 2018 Article ID 473862814 pages 2018

[2] Y-F Lee Y-Y Chi D-H Lee C H Juang and J-H WuldquoSimplified models for assessing annual liquefaction proba-bilitymdasha case study of the Yuanlin area Taiwanrdquo EngineeringGeology vol 90 no 1-2 pp 71ndash88 2007

[3] H W Huang J Zhang and L M Zhang ldquoBayesian networkfor characterizing model uncertainty of liquefaction potentialevaluation modelsrdquoKSCE Journal of Civil Engineering vol 16no 5 pp 714ndash722 2012

[4] S-Y Lai W-J Chang and P-S Lin ldquoLogistic regressionmodel for evaluating soil liquefaction probability using CPTdatardquo Journal of Geotechnical and Geoenvironmental Engi-neering vol 132 no 6 pp 694ndash704 2006

[5] Y Kim B Hwang and W Cho ldquoDevelopment of groundfreezing system for undisturbed sampling of granular soilsrdquoAdvances in Civil Engineering vol 2018 Article ID 154174713 pages 2018

[6] M Rezania A A Javadi and O Giustolisi ldquoEvaluation ofliquefaction potential based on CPTresults using evolutionary

20

18

16

14

12

10

8

Dep

th (m

)

Calculated valueOriginal value

0 8 16 24 32 40

(a)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28 32

Calculated valueMeasured value

(b)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28

NcrN635

(c)

20

18

16

14

12

10

8

Dep

th (m

)

0 8 16 24 32

N635

Ncr

(d)

Figure 8 Verifying the results (a) calculated value and original value of N60 (b) calculated value and measured value of N635 (c)liquefaction estimation by the measured value (mv) of N635 (N635(mv) vs Ncr) (d) liquefaction estimation by the calculated value (cv) ofN635 (N635(cv) vs Ncr)


polynomial regressionrdquo Computers and Geotechnics vol 37no 1-2 pp 82ndash92 2010

[7] C-S Ku D-H Lee and J-H Wu ldquoEvaluation of soil liq-uefaction in the Chi-Chi Taiwan earthquake using CPTrdquo SoilDynamics and Earthquake Engineering vol 24 no 9-10pp 659ndash673 2004

[8] C H Juang C J Chen W H Tang and D V RosowskyldquoCPT-based liquefaction analysis part 1 determination oflimit state functionrdquoGeotechnique vol 50 no 5 pp 583ndash5922000

[9] C-N Liu and C-H Chen ldquoMapping liquefaction potentialconsidering spatial correlations of CPT measurementsrdquoJournal of Geotechnical and Geoenvironmental Engineeringvol 132 no 9 pp 1178ndash1187 2006

[10] H B Seed K Tokimatsu L F Harder and R M ChungldquoInfluence of SPT procedures in soil liquefaction resistanceevaluationsrdquo Journal of Geotechnical Engineering vol 111no 12 pp 1425ndash1445 1985

[11] T L Youd I M Idriss R D Andrus et al ldquoLiquefactionresistance of soils summary report from the 1996 NCEER and1998 NCEERNSF workshops on evaluation of liquefactionresistance of soilsrdquo Journal of Geotechnical and Geo-environmental Engineering vol 127 no 10 pp 817ndash833 2001

[12] I M Idriss and R W Boulanger ldquoSemi-empirical proceduresfor evaluating liquefaction potential during earthquakesrdquo inProceedings of the Joint 11th International Conference on SoilDynamics amp Earthquake Engineering and the 3rd In-ternational Conference on Earthquake Geotechnical Engi-neering pp 32ndash56 Berkeley California January 2004

[13] K O Cetin R B Seed A Der Kiureghian et al ldquoStandardpenetration test-based probabilistic and deterministic as-sessment of seismic soil liquefaction potentialrdquo Journal ofGeotechnical and Geoenvironmental Engineering vol 130no 12 pp 1314ndash1340 2004

[14] C H Juang S Y Fang and E H Khor ldquoFirst-order reliabilitymethod for probabilistic liquefaction triggering analysis usingCPTrdquo Journal of Geotechnical and Geoenvironmental Engi-neering vol 132 no 3 pp 337ndash350 2006

[15] C H Juang C Lu and J Hwang ldquoAssessing probability ofsurface manifestation of liquefaction at a given site in a givenexposure time using CPTUrdquo Engineering Geology vol 104no 3-4 pp 223ndash231 2009

[16] G Cai J Lin S Liu and A J Puppala ldquoCharacterization ofspatial variability of CPTU data in a liquefaction site im-proved by vibro-compaction methodrdquo KSCE Journal of CivilEngineering vol 21 no 1 pp 209ndash219 2017

[17] G Cai H Zou S Liu and A J Puppala ldquoRandom fieldcharacterization of CPTU soil behavior type index of Jiangsuquaternary soil depositsrdquo Bulletin of Engineering Geology andthe Environment vol 76 no 1 pp 353ndash369 2017

[18] S Y Liu G J Cai and H F Zou ldquoPractical soil classificationmethods in China based on piezocone penetration testsrdquoChinese Journal of Geotechnical Engineering vol 35 no 10pp 1765ndash1776 2013

[19] C S Ku and C H Juang ldquoVariation of CPTU parameters andliquefaction potential at a reclaimed land induced by dynamiccompactionrdquo Journal of GeoEngineeing vol 6 no 2pp 89ndash98 2011

[20] A Eslami M Alimirzaei E Aflaki andHMolaabasi ldquoDeltaicsoil behavior classification using CPTu records-proposedapproach and applied to fifty-four case historiesrdquo MarineGeoresources amp Geotechnology vol 35 no 1 pp 62ndash79 2017

[21] A O Mohammed and El F O Ahmed ldquoEvaluation of the usestatic cone penetration test (CPT) for the classification of

some local soilsrdquo Journal of Architecture and Building Sciencevol 125 no 5 pp 385ndash389 2003

[22] P K Robertson ldquoCone penetration test (CPT)-based soilbehaviour type (SBT) classification systemmdashan updaterdquoCanadian Geotechnical Journal vol 53 no 12 pp 1910ndash19272016

[23] X B Liao X Y Guo and Y Du ldquoCorrelation analysis ofstandard penetration test results on British and Chinesestandard equipmentrdquo Rock and Soil Mechanics vol 34 no 1pp 143ndash147 2013


International Journal of

AerospaceEngineeringHindawiwwwhindawicom Volume 2018

RoboticsJournal of

Hindawiwwwhindawicom Volume 2018


Active and Passive Electronic Components

VLSI Design



Shock and Vibration


Civil EngineeringAdvances in

Acoustics and VibrationAdvances in



Electrical and Computer Engineering

Journal of

Advances inOptoElectronics

Hindawiwwwhindawicom

Volume 2018

Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom

The Scientific World Journal

Volume 2018

Control Scienceand Engineering

Journal of



Journal ofEngineeringVolume 2018

SensorsJournal of



RotatingMachinery


Modelling ampSimulationin EngineeringHindawiwwwhindawicom Volume 2018


Chemical EngineeringInternational Journal of Antennas and

Propagation




Navigation and Observation


Hindawi

wwwhindawicom Volume 2018

Advances in

Multimedia

Submit your manuscripts atwwwhindawicom

capacity of a soil layer to resist liquefaction) [14 15] In thistheory liquefaction is predicted to occur if CSRgeCRR andno liquefaction is predicted if CRRgtCSR However thecalculation of CSR and CRR is complex and inconvenient toapply in the field

Piezocone penetration test (CPTU) technology basedon the traditional static CPT technology is a standard andadvanced in situ test method utilized in the geotechnicalproject site and has widely been used in geotechnicalengineering because of its high accuracy good re-peatability and low cost [16 17] +e CPTU can providethree types of data namely the pore pressure (u2) the conetip resistance (qc) and the sleeve frictional resistance (fs)and the CPTU gives near continuous parameters of acontinuous geological section At present the soil behaviortype index (Ic) calculated by using CPTU data is mainlyused to classify soil Liu et al [18] established the Chinesesoil classification method based on CPTU soil behaviortype index by analyzing the CPTU test data of severalsample sites in Jiangsu province Ku and Juang [19] foundthat while significant changes in qc fs and u2 were ob-served after the dynamic compaction the soil behaviortype determined with these CPTU parameters largelyremained unchanged Others have done similar researchesabout Ic [20ndash22] In addition the abovementioned ldquoCRRrdquobased on the modified cone tip resistance of CPTU test andthe soil characteristic of the site is complex for calculationAnd there is no method for liquefaction evaluation directlyusing CPTU parameters in the Chinese National Standard+us some researchers tried to evaluate the soil lique-faction by combining Ic with other parameters Howeverliquefaction evaluation using only Ic based on CPTU hasrarely been reported and none of the existing methods candirectly calculate the standard penetration value (N635) byusing Ic

In view of the shortcomings existing in the two afore-mentioned methods for liquefaction evaluation and theadvantage of the CPTU this paper gives the relationshipbetween N635 and Ic and then presents a new and moreconvenient method to evaluate the liquefaction of the sat-urated silty sand and silt in the Su-xin highway by com-bining with the SPT-based method

2 In Situ Piezocone Penetration Test

21 Site Description +e Su-xin highway was constructedin eastern China and its site location is shown in Figure 1+e intensity of earthquake is 8 degrees in the area and thedesign value of seismic acceleration is 020 g+e landformsof test site are mainly flood plain and undulating plain onthe Yellow River and denudation monadnock is oftenscattered in the site +e test site lies in the quaternarycoastal plain of the abandoned Yellow River +e topsoil ofthe site is artificial backfill and Qpd and the lower soils aresilt and silty sand (Figure 2) According to Guidelines forthe Seismic Design of Highway Bridges (JTGT B02-01-2008) the problem of liquefaction is widespread in thisarea

22 Improving the Foundation Using the Resonance Method+e liquefiable foundation was improved using a resonancedevice which involves walking machinery a vibratoryhammer and a cross-shaped vibration wing developed byInstitute of Geotechnical Engineering of SEU+e resonancedevice and the field of foundation improvement are shownin Figure 3

23 CPTUDesign +e size of test region is 100mtimes 40m asshown in Figure 4 According to the shape of the vibratorthe excitation force and the spacing of the vibrant points 5test regions were divided With 2 test holes of the CPTU foreach region 10 holes in total were produced (1sim10) +edepth of each hole is 20m +e test design is shown inTable 1

CPTUs were conducted in winter (dry season) afterground improvement using the vibrocompaction method Atypical result of the CPTU is shown in Figure 5 it can be seenthat two phases are divided for pore water pressure using 9mas the dividing line above is negative pore water pressureand below is positive pore water pressure So 9m can beregarded as the groundwater table Parabola relationshipsare found between the depth and the cone tip resistance (qt)the side friction (fs) and the standard penetration test value(N60) All the maximum values of qt fs and N60 are obtainednear 9m Taking 9m as the demarcation depth above thisdepth is unsaturated soil and below this depth are saturatedsilty sand and silt In this paper the method for liquefactionevaluation is studied based on the saturated silty sand andsilt below 9m

3 Liquefaction Assessment Using the StandardPenetration Test Value Based on the CPTUSoil Behavior Type Index

31 Correlation between the Standard Penetration Test Valueand the Soil Behavior Type Index According to the surveyresults of the code compilation group in China the lique-faction phenomenon does not exist when the soil depth ismore than 20m And according to the Code for SeismicDesign of Buildings (GB 50011-2010 (Standardization Ad-ministration of China)) the SPT-based method should beadopted for the soil within 20m from ground when the

Xin-yi

Su-qian

Shandong Province

Jiangsu Province

Yellow Sea

Figure 1 Location of the project



K7 + 6452378

K7 + 6652381

K7 + 6952404

K7 + 7152399

1 Plain fill

2 Silt

3 Silty sand

4 Silt

E (m

)25

20

15

10

5

(09~22m)

(32~56m)

(61~105m)

(42~74m)






K7 + 645 K7 + 665 K7 + 695 K7 + 715




Improved foundation


K7 + 630 K7 + 650 K7 + 665 K7 + 680 K7 + 710 K7 + 730

10m

10m

10m

10m 1

2

3

4

5

6

7

8

9

10


Su-qian





3ρc

1113971

ds lt 20( 1113857

(1)



Ic

347minus lgQt( 11138572

+ 122 + lgFr( 11138572

1113969(2)


σv0prime (3)

Fr fs





qcpa( 1113857

N60 85

1minus Ic( 1113857

46 (5)


Table 1 Test design


Vibrationhammer

Area(m)2

Spacing(m)


Vibration time(min)

Depth(m)

Stationingform


20

18

16

14

12

10

8

6

4

2

00 100 200 0 10 20 0 100 200 0 20 40 0 1 2 3

Plain fill

Silt

Silt

Silty sand

(e)(d) (c)(b)(a)

Dep

th (m

)




N635 times 085 N60 times 060 (6)

+erefore

N635 071N60 (7)




R2

092(8)



N635 minus188Ic + 520 (9)











4 Conclusions












0

10

20

30

40

50

N60 = ndash259Ic + 720n = 50 R2 = 092

N60

Ic

125 150 175 200 225 250 275

(a)

N60 = ndash268Ic + 738n = 51 R2 = 092

Ic

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

(b)

0

10

20

30

40

50

N60 = ndash268Ic + 739n = 51 R2 = 091

N60

Ic

125 150 175 200 225 250 275

(c)

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

N60 = ndash265Ic + 733n = 45 R2 = 091

Ic

(d)


125 150 175 200 225 250 2750

10

20

30

40

50

N60

Ic





Data Availability




Acknowledgments



References







20

18

16

14

12

10

8

Dep

th (m

)


0 8 16 24 32 40

(a)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28 32


(b)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28

NcrN635

(c)

20

18

16

14

12

10

8

Dep

th (m

)

0 8 16 24 32

N635

Ncr

(d)

























RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia



K7 + 6452378

K7 + 6652381

K7 + 6952404

K7 + 7152399

1 Plain fill

2 Silt

3 Silty sand

4 Silt

E (m

)25

20

15

10

5

(09~22m)

(32~56m)

(61~105m)

(42~74m)






K7 + 645 K7 + 665 K7 + 695 K7 + 715




Improved foundation


K7 + 630 K7 + 650 K7 + 665 K7 + 680 K7 + 710 K7 + 730

10m

10m

10m

10m 1

2

3

4

5

6

7

8

9

10


Su-qian





3ρc

1113971

ds lt 20( 1113857

(1)



Ic

347minus lgQt( 11138572

+ 122 + lgFr( 11138572

1113969(2)


σv0prime (3)

Fr fs





qcpa( 1113857

N60 85

1minus Ic( 1113857

46 (5)


Table 1 Test design


Vibrationhammer

Area(m)2

Spacing(m)


Vibration time(min)

Depth(m)

Stationingform


20

18

16

14

12

10

8

6

4

2

00 100 200 0 10 20 0 100 200 0 20 40 0 1 2 3

Plain fill

Silt

Silt

Silty sand

(e)(d) (c)(b)(a)

Dep

th (m

)




N635 times 085 N60 times 060 (6)

+erefore

N635 071N60 (7)




R2

092(8)



N635 minus188Ic + 520 (9)











4 Conclusions












0

10

20

30

40

50

N60 = ndash259Ic + 720n = 50 R2 = 092

N60

Ic

125 150 175 200 225 250 275

(a)

N60 = ndash268Ic + 738n = 51 R2 = 092

Ic

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

(b)

0

10

20

30

40

50

N60 = ndash268Ic + 739n = 51 R2 = 091

N60

Ic

125 150 175 200 225 250 275

(c)

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

N60 = ndash265Ic + 733n = 45 R2 = 091

Ic

(d)


125 150 175 200 225 250 2750

10

20

30

40

50

N60

Ic





Data Availability




Acknowledgments



References







20

18

16

14

12

10

8

Dep

th (m

)


0 8 16 24 32 40

(a)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28 32


(b)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28

NcrN635

(c)

20

18

16

14

12

10

8

Dep

th (m

)

0 8 16 24 32

N635

Ncr

(d)

























RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia




3ρc

1113971

ds lt 20( 1113857

(1)



Ic

347minus lgQt( 11138572

+ 122 + lgFr( 11138572

1113969(2)


σv0prime (3)

Fr fs





qcpa( 1113857

N60 85

1minus Ic( 1113857

46 (5)


Table 1 Test design


Vibrationhammer

Area(m)2

Spacing(m)


Vibration time(min)

Depth(m)

Stationingform


20

18

16

14

12

10

8

6

4

2

00 100 200 0 10 20 0 100 200 0 20 40 0 1 2 3

Plain fill

Silt

Silt

Silty sand

(e)(d) (c)(b)(a)

Dep

th (m

)




N635 times 085 N60 times 060 (6)

+erefore

N635 071N60 (7)




R2

092(8)



N635 minus188Ic + 520 (9)











4 Conclusions












0

10

20

30

40

50

N60 = ndash259Ic + 720n = 50 R2 = 092

N60

Ic

125 150 175 200 225 250 275

(a)

N60 = ndash268Ic + 738n = 51 R2 = 092

Ic

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

(b)

0

10

20

30

40

50

N60 = ndash268Ic + 739n = 51 R2 = 091

N60

Ic

125 150 175 200 225 250 275

(c)

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

N60 = ndash265Ic + 733n = 45 R2 = 091

Ic

(d)


125 150 175 200 225 250 2750

10

20

30

40

50

N60

Ic





Data Availability




Acknowledgments



References







20

18

16

14

12

10

8

Dep

th (m

)


0 8 16 24 32 40

(a)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28 32


(b)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28

NcrN635

(c)

20

18

16

14

12

10

8

Dep

th (m

)

0 8 16 24 32

N635

Ncr

(d)

























RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia



N635 times 085 N60 times 060 (6)

+erefore

N635 071N60 (7)




R2

092(8)



N635 minus188Ic + 520 (9)











4 Conclusions












0

10

20

30

40

50

N60 = ndash259Ic + 720n = 50 R2 = 092

N60

Ic

125 150 175 200 225 250 275

(a)

N60 = ndash268Ic + 738n = 51 R2 = 092

Ic

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

(b)

0

10

20

30

40

50

N60 = ndash268Ic + 739n = 51 R2 = 091

N60

Ic

125 150 175 200 225 250 275

(c)

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

N60 = ndash265Ic + 733n = 45 R2 = 091

Ic

(d)


125 150 175 200 225 250 2750

10

20

30

40

50

N60

Ic





Data Availability




Acknowledgments



References







20

18

16

14

12

10

8

Dep

th (m

)


0 8 16 24 32 40

(a)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28 32


(b)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28

NcrN635

(c)

20

18

16

14

12

10

8

Dep

th (m

)

0 8 16 24 32

N635

Ncr

(d)

























RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia






0

10

20

30

40

50

N60 = ndash259Ic + 720n = 50 R2 = 092

N60

Ic

125 150 175 200 225 250 275

(a)

N60 = ndash268Ic + 738n = 51 R2 = 092

Ic

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

(b)

0

10

20

30

40

50

N60 = ndash268Ic + 739n = 51 R2 = 091

N60

Ic

125 150 175 200 225 250 275

(c)

0

10

20

30

40

50

N60

125 150 175 200 225 250 275

N60 = ndash265Ic + 733n = 45 R2 = 091

Ic

(d)


125 150 175 200 225 250 2750

10

20

30

40

50

N60

Ic





Data Availability




Acknowledgments



References







20

18

16

14

12

10

8

Dep

th (m

)


0 8 16 24 32 40

(a)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28 32


(b)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28

NcrN635

(c)

20

18

16

14

12

10

8

Dep

th (m

)

0 8 16 24 32

N635

Ncr

(d)

























RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia




Data Availability




Acknowledgments



References







20

18

16

14

12

10

8

Dep

th (m

)


0 8 16 24 32 40

(a)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28 32


(b)

20

18

16

14

12

10

8

Dep

th (m

)

8 12 16 20 24 28

NcrN635

(c)

20

18

16

14

12

10

8

Dep

th (m

)

0 8 16 24 32

N635

Ncr

(d)

























RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia
























RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia




RoboticsJournal of




VLSI Design



Shock and Vibration







Journal of



Volume 2018



Volume 2018


Journal of




SensorsJournal of



RotatingMachinery





Propagation






Hindawi


Advances in

Multimedia


Documents

EvaluationMethodfortheLiquefactionPotentialUsingthe ...2018/11/18 · Buildings(GB50011-2010).efollowingaretheconcrete stepsusedinthisstudy.First,calculatethevalueofN 63.5 usingequation(9),andthencompareN