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A Study of Liquefaction Potential inChiang Rai Province Northern
Thailand
Lindung Zalbuin Mase, Ph.D. 1)2)*
Prof. Suched Likitlersuang, D.Phil. 2)
Associate. Prof. Tetsuo Tobita, Ph.D. 3)
1)
2)
3)
*

(University of Bengkulu, Indonesia)(Chulongkorn University, Thailand)(Kansai University, Japan)
Presenter

UNESCO-JASTIP JOINT SYMPOSIUM
MANILA, PHILIPPINES
15-16 November 2017

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Outline• Introduction• Study Area
• Methodology• Results and Discussion• Concluding remarks

Introductionwww.eng.chula.ac.th• Earthquake on 24 March 2011
(Magnitude of 6.8 Mw)• Earthquake on 5 May 2014
(Magnitude of 6.1 Mw)• Hit The Northern Thailand• Liquefactions
and
other
geotechnical hazards near theborder were found as reported
by Ruangrassamee et al.
(2012),
Soralump
andFeungaugsorn(2013),
Soralump et al. (2014)• Intensive study of earthquake(liquefaction site response)
was performed• This study was focused on thefirst earthquake event (Tarlay

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Impacts of the earthquakes in Northern Thailand

Liquefaction site response
was performed toinvestigate soil behaviour
during earthquakewww.eng.chula.ac.th

Study Area

Acceleration (g)0.3
PGA = 0.207g

0.2

Mae Sai District

0.10-0.1-0.2-0.30102030405060

Mueang District

Time (sec)Wiang Pa Pao District

Performing Site Investigation including
SPT-N (boring log test) and Seismic
Downhole (to generate shear wavevelocity) in CR-1, CR-2, CR-3

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Site Investigation Results
Site Investigation
Results
Briefly explanation of
the site investigation
results
Sandy soils were dominant
in the Northern Thailand.
Loose to Medium Sands
were found on depth of 0
to 15 m. Shallow groundwater level at 1 to 3 m
depth. Low Soil Resistanceat the shallow depth (N1)60
less than 15. Site Class ofthe sites are classified as
Class D (Stiff Soil) basedon NEHRP (1998)

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Methodology

Start
Literature Review

Data Collection• Site Investigation Data (SPT-N, Soil Profile, and Shear Wave
Velocity Data)• Earthquake event data from TMD (2015)
One dimensional seismic ground response
analysis using effective stress model (Cyclic1D) proposed by Elgamal et al. (2006)
Results• Soil behaviour during earthquake• Liquefaction time stages (initial time, pore pressure dissipation, liquefaction duration• Prediction of impacted depthConclusion

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One-dimensional modeling ofsite response analysis

Ilustration of effective stress paht on granular material(After Elgamal et al. (2006)

Modelling assumption for seismic response analysis through toliquefiable layer

Multi-yield surface of kinematic hardening yield locus
in principal stress plane and deviatoric plane (AfterParra, 1996)

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Table 1 Input material in this study.
BH

Material

Thickness
(m)
2.0
3.0
5.5
19.5
9.0
7.5
2.5
1.5
3.0
6.0
0.5
3.0
12.0
15.0c
(kN/m3) (kPa) (°)
1.3
18
1.7
0.3 282.0
0.3 292.1
0.3 30
1.7
0.3 0
1.7
0.3 29
2.0
0.3 9
2.0
3 29
2.0
0.5 19
2.0
3 30
1.4
20
1.7
0.3 282.0
0.32 292.1
0.25 30

FCkVs(ave) Ko(%) (m/s) (m/s) (-)
80 1.1x10-9 99 0.67
8 6.6x10-5 237 0.53
8 6.6x10-5 421 0.52
11 6.6x10-5 472 0.50
21 6.6x10-5 195 1.00
26 6.6x10-5 259 0.52
19 6.6x10-5 266 0.84
18 6.7x10-5 273 0.52
16 6.9x10-5 600 0.67
21 7.1x10-5 634 0.50
94 1.1x10-9 728 0.68
7 6.6x10-5 140 0.53
9 6.9x10-5 324 0.52
9 7.0x10-5 736 0.50

CL
SP-SM
CR-1
SP-SM
SM, SP-SM, SM-GM
SP-SM
SP-SM
SM-GM,GPCR-2
SCSMSC
CLSP-SM
CR-3
SP-SM
SP-SM,SM-GM
Note  and FC is saturated soil density and fines content , respectively
 c and  are soil cohesion and internal friction angle, respectively
 k is permeability coefficient Vs(ave) is the average shear wave velocity of soil layer
 Ko is lateral earth pressure at rest

p' ref max(kPa) (%)
50
580
580
580
580
580
580
580
580
580
550
580
580
580
5Liq

c1

c2

d1

d2

(-)
0.025
0.010
0.003
0.025
0.025
0.010
0.010
0.010
0.010
0.025
0.010
0.003

(-)
0.30
0.06
0.01
0.30
0.30
0.06
0.06
0.06
0.06
0.30
0.06
0.01

(-)
0.2
0.5
0.6
0.2
0.2
0.50.50.5
0.5
0.2
0.50.6(-)
0.0
0.4
0.6
0.0
0.0
0.4
0.4
0.4
0.4
0.00.40.6(-)
101010101010101010101010

 pref is effective confinement pressure reference max is peak shear strain
 Liq is liquefaction parameter c1 and c2 are contractive parameter d1 and d2 dilative parameter

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0.5

Cyclic Stress Ratio

0.4

0.3

0.2

Liquefaction resistance curve (Laboratory Test)
CR-1 (SC-SM Sand Layer 1) (Calculated)
CR-1 (SP-SM Sand Layer 2) (Calculated)
CR-2 (SP-SM Sand Layer 1) (Calculated)
CR-2 (SP-SM Sand Layer 2) (Calculated)
CR-3 (SP-SM Sand Layer 1) (Calculated)
CR-3(SP-SM Sand Layer 2) (Calculated)

0.1

0.0
1

10100

N (cycles)

Liqufaction Resistance for SP-SM and SC-SM Layers in Chiang Rai“First and second layers vulnerable to undergo liquefaction”

Result and Discussionwww.eng.chula.ac.th0Pressure (kPa)
100200300

0400

Settlement due to liquefaction (cm)1234500

CR-1

Maximum excess pore waterpressure during the excitation
Initial vertical effective stressof soil
Pore water pressure 10s after
the completion of excitation

Depth (m)-10Depth (m)-10-20-20-30-30

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2ru 

6u

Shear Stress (kPa)

8'vru  1

4G
1


0-1

Excess Pore Water Pressure

2

Initial Effective Stress-200102030Time (s)

40

50

60

-1.0-0.5

0.00.5
Shear Strain (%)

6

Shear Stress (kPa)

Pressure (kPa)10420

 v'-2

u-4-602
46Effective Confinement Pressure (kPa)

8Soil behaviour at CR-1 (SC-SM Layer) (3.5 m)

1.0

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Pressure (kPa)
0100

2003000400

Settlement due to liquefaction (cm)1234
500
Maximum excess pore waterpressure during excitation

CR-2

Initial vertical effective stress ofsoil
Pore water pressure 10s after thecompletion of excitation-10

Depth (m)Depth (m)-10-20-20-30-30

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Shear Stress (kPa)

630
2010

Excess Pore Water Pressure

Initial Effective Stress04
20-2-4-60

102030Time (s)405060-0.8-0.4

0.00.4Shear Strain (%)

253010

Shear Stress (kPa)

Pressure (kPa)

4062-2-6-1005101520

Effective Confinement Pressure (kPa)

Soil behaviour at CR-2 (SP-SM Layer) (4.5 m)

0.8

158010

Shear Stress (kPa)

10060
40
Excess Pore Water Pressure

20102030Time (s)0-5-15005-10

Initial Effective Stress-0.4-0.2

1530456075
Effective Confinement Pressure (kPa)

90405060-0.60.00.2
Shear Strain (%)

20

Shear Stress (kPa)

Pressure (kPa)www.eng.chula.ac.th

100-10-200

Soil behaviour at CR-2 (SP-SM Layer) (12.75 m)

0.40.6

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Settlement due to liquefaction (cm)Pressure (kPa)
0100200300

0400

Maximum excess pore waterpressure during the excitation

34CR-3

Initial vertical effective stress ofsoil
Pore water pressure 10s after thecompletion of excitation-10

Depth (m)Depth (m)200-101-20-20-30-30

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122Shear Stress (kPa)864
Excess Pore Water Pressure

2Initial Effective Stress010-1-20102030
Time (s)405060-0.8-0.40.0
Shear Strain (%)

6Shear Stress (kPa)

Pressure (kPa)

10420-2-4-602468
Effective Confinement Pressure (kPa)

10

Soil behaviour at CR-3 (SP-SM Layer) (1.5 m)

0.40.8

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Shear Stress (kPa)

2060
4020

100-10

Excess Pore Water Pressure
Initial Effective Stress

0-200

102030405060-1.0-0.5Time (s)0.0Shear Strain (%)

40

Shear Stress (kPa)

Pressure (kPa)80200-20-400153045
Effective Confinement Pressure (kPa)

60

Soil behaviour at CR-3 (SP-SM Layer) (12 m)

0.5

1.0

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1.2

1.2

During the excitation
10 s after the completion of the excitation

Excess Pore Water Pressure Ratio (ru min)1.0

Excess Pore Water Pressure Ratio (ru max)

1.0

0.8

0.8

0.6

0.6

0.4

0.4

0.2

0.2

0.0

0.0
CR-1

CR-2

Sites

CR-3

CR-1

CR-2
Sites

CR-3

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www.eng.chula.ac.thru Percentage 

N of mesh for ru
 100%
N of total meshHimpact

 r Percentage  H of sand layers
utotalwww.eng.chula.ac.thConcluding remarks• Loose sandy soils with low soil resistance and shallow ground waterlevel were found• Settlement due to liquefaction is about 1.8 to 4 cm at ground surface• The first and second sand layers was possibly impacted significant
effect of liquefaction• The pore pressure after exitation was not easily drained (almost nosignificant different r u before and after excitation)• The attention to the possibility of stronger earthquake in the future(the impacted depth might be possibly deeper)• The countermeasure effort to shallow foundation should be
performed to minimise the impact of liquefaction

www.eng.chula.ac.thAcknowlegement• Assoc. Prof. Dr. Suttisak Soralump from Dept of Civil Engineering,
Kasertsart University for the relevant data and valuable suggestion• AUN/SEED-net (JICA) for the financial support• This work was performed under JASTIP (Japan ASEAN Science Technology
Innovation Platform)

Published Papers• Mase L.Z., Likitlersuang, S., Tobita, T., 2016, Liqufaction Potential in Chiang
Rai Province Northern Thailand due to the Tarlay Earthquake 2011.
Proceeding of the 30th JSCE symp on Earthquake Engineering, 17-19
October 2016, Kanazawa, Japan• Mase L.Z., Likitlersuang S., Tobita T., 2017, One-dimensional Analysis ofLiquefaction Potential: A case study in Chiang Rai Province, NorthernThailand, Journal of JSCE. Ser A1 (Structural Engineering/EarthquakeEngineering) Vol. 73. No 4. pp. I_135-I_147.

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References on this presentation••
•
•
•
•

•

Elgamal A, Yang Z, Lu J. : Cyclic 1D : A computer program of seismic ground response, Departmentof Structural Engineering, University of California, San Diego, La Jolla. California, USA Report No.
SSRP-06/05, 2006.
Ruangrassamee A, Ornthammarat T, and Lukkunaprasit P. : Damage due to 24 March 2011 M6.8
Tarlay Earthquake in Northern Thailand, Proceeding of 15th World Conference of Earthquake Engineering(WCEE), Lisboa, Portugal, 2012.
Soralump S, Feungaugsorn J. : Probabilistic analysis of liquefaction potential “the first eyewitness casein Thailand, Proceeding of 18th National Convention of Civil Engineering (NCCE), Chiang Mai, Thailand,
2013.
Soralump, S., Feungausorn, J., Yangsanphu S., Jinagooliwat, M., Thongthamchart, C., Isaronarit R.,
2014, Impact of Chiang Rai Earthquake from Geotechnical Perspectives, EIT-JSCE Joint Symp on
Human Resource Development for Disaster-Resilient Countries, 25-26 August, Bangkok, Thailand
Tanapalungkorn W, Teachavorasinskun S. : Liquefaction susceptibility due to earthquake in Northern
Parts of Thailand, Proceeding of the 20th National Convention of Civil Engineering (NCCE), Chonburi,Thailand, 2015.
Thai Meteorological Department, 2015, Earthquake Event Data on 24 March 2011, Thai
Meteorological Department, Bangkok, Thailand
Parra E. : Numerical modeling of liquefaction and lateral ground deformation including cyclic mobilityand dilation response in soil system, PhD Thesis, Department of Civil Engineering, Rensselaer
Polytechnic Institute, Troy. New York, USA, 1996.

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