1) (University of Bengkulu, Indonesia) 2) (Chulongkorn University, Thailand) 3) (Kansai University, Japan) * Presenter UNESCO-JASTIP JOINT SYMPOSIUM MANILA, PHILIPPINES 15-16 November 217 A Study of Liquefaction Potential in Chiang Rai Province Northern Thailand Lindung Zalbuin Mase, Ph.D. 1)2)* Prof. Suched Likitlersuang, D.Phil. 2) Associate. Prof. Tetsuo Tobita, Ph.D. 3)
Outline Introduction Study Area Methodology Results and Discussion Concluding remarks
Introduction www.eng.chula.ac.th Earthquake on 24 March 211 (Magnitude of 6.8 M w ) Earthquake on 5 May 214 (Magnitude of 6.1 M w ) Hit The Northern Thailand Liquefactions and other geotechnical hazards near the border were found as reported by Ruangrassamee et al. (212), Soralump and Feungaugsorn (213), Soralump et al. (214) Intensive study of earthquake (liquefaction site response) was performed This study was focused on the first earthquake event (Tarlay
Impacts of the earthquakes in Northern Thailand Liquefaction site response was performed to investigate soil behaviour during earthquake
Acceleration (g) www.eng.chula.ac.th Study Area.3.2.1 -.1 -.2 -.3 PGA =.27g 1 2 3 4 5 6 Time (sec) Mae Sai District Mueang District Wiang Pa Pao District Performing Site Investigation including SPT-N (boring log test) and Seismic Downhole (to generate shear wave velocity) in CR-1, CR-2, CR-3
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 to 15 m. Shallow ground water level at 1 to 3 m depth. Low Soil Resistance at the shallow depth (N 1 ) 6 less than 15. Site Class of the sites are classified as Class D (Stiff Soil) based on NEHRP (1998)
Methodology Start Literature Review Data Collection Site Investigation Data (SPT-N, Soil Profile, and Shear Wave Velocity Data) Earthquake event data from TMD (215) One dimensional seismic ground response analysis using effective stress model (Cyclic 1D) proposed by Elgamal et al. (26) Results Soil behaviour during earthquake Liquefaction time stages (initial time, pore pressure dissipation, liquefaction duration Prediction of impacted depth Conclusion Finish
One-dimensional modeling of site response analysis Ilustration of effective stress paht on granular material (After Elgamal et al. (26) Modelling assumption for seismic response analysis through to liquefiable layer Multi-yield surface of kinematic hardening yield locus in principal stress plane and deviatoric plane (After Parra, 1996)
Table 1 Input material in this study. BH Material Thickness c FC k Vs(ave) Ko p' ref max Liq c1 c2 d1 d2 (m) (kn/m 3 ) (kpa) ( ) (%) (m/s) (m/s) (-) (kpa) (%) (-) (-) (-) (-) (-) CL 2. 1.3 18-8 1.1x1-9 99.67 5 5 - - - - - R-1 SP-SM 3. 1.7.3 28 8 6.6x1-5 237.53 8 5.25.3.2. 1 SP-SM 5.5 2..3 29 8 6.6x1-5 421.52 8 5.1.6.5.4 1 SM, SP-SM, SM-GM 19.5 2.1.3 3 11 6.6x1-5 472.5 8 5.3.1.6.6 1 SP-SM 9. 1.7.3 21 6.6x1-5 195 1. 8 5.25.3.2. 1 SP-SM 7.5 1.7.3 29 26 6.6x1-5 259.52 8 5.25.3.2. 1 SM-GM,GP 2.5 2..3 9 19 6.6x1-5 266.84 8 5.1.6.5.4 1 R-2 SC 1.5 2. 3 29 18 6.7x1-5 273.52 8 5.1.6.5.4 1 SM 3. 2..5 19 16 6.9x1-5 6.67 8 5.1.6.5.4 1 SC 6. 2. 3 3 21 7.1x1-5 634.5 8 5.1.6.5.4 1 CL.5 1.4 2-94 1.1x1-9 728.68 5 5 - - - - - SP-SM 3. 1.7.3 28 7 6.6x1-5 14.53 8 5.25.3.2. 1 R-3 SP-SM 12. 2..32 29 9 6.9x1-5 324.52 8 5.1.6.5.4 1 SP-SM,SM-GM 15. 2.1.25 3 9 7.x1-5 736.5 8 5.3.1.6.6 1 Note and FC is saturated soil density and fines content, respectively p ref is effective confinement pressure reference c and are soil cohesion and internal friction angle, respectively max is peak shear strain k is permeability coefficient Liq is liquefaction parameter V s(ave) is the average shear wave velocity of soil layer c1 and c2 are contractive parameter K o is lateral earth pressure at rest d1 and d2 dilative parameter
Cyclic Stress Ratio.5.4.3.2.1. 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) 1 1 1 N (cycles) Liqufaction Resistance for SP-SM and SC-SM Layers in Chiang Rai First and second layers vulnerable to undergo liquefaction
Depth (m) www.eng.chula.ac.th Result and Discussion Depth (m) -1 Pressure (kpa) 1 2 3 4 Maximum excess pore water pressure during the excitation Initial vertical effective stress of soil Pore water pressure 1s after the completion of excitation -1 Settlement due to liquefaction (cm) 1 2 3 4 5 CR-1-2 -2-3 -3
Pressure (kpa) www.eng.chula.ac.th Shear Stress (kpa) Shear Stress (kpa) 1 8 6 4 2 Excess Pore Water Pressure Initial Effective Stress 1 2 3 4 5 6 Time (s) r r u u 1 u ' v 2 1 G -1-2 -1. -.5..5 1. Shear Strain (%) 6 4 2-2 ' v -4-6 u 2 4 6 8 Effective Confinement Pressure (kpa) Soil behaviour at CR-1 (SC-SM Layer) (3.5 m)
Depth (m) www.eng.chula.ac.th Depth (m) Pressure (kpa) 1 2 3 4 Maximum excess pore water pressure during excitation Initial vertical effective stress of soil Pore water pressure 1s after the completion of excitation Settlement due to liquefaction (cm) 1 2 3 4 5 CR-2-1 -1-2 -2-3 -3
Pressure (kpa) www.eng.chula.ac.th Shear Stress (kpa) Shear Stress (kpa) 4 3 2 1 Excess Pore Water Pressure Initial Effective Stress 1 2 3 4 5 6 Time (s) 6 4 2-2 -4-6 -.8 -.4..4.8 Shear Strain (%) 1 6 2-2 -6-1 5 1 15 2 25 3 Effective Confinement Pressure (kpa) Soil behaviour at CR-2 (SP-SM Layer) (4.5 m)
Pressure (kpa) www.eng.chula.ac.th Shear Stress (kpa) Shear Stress (kpa) 1 8 6 4 2 Excess Pore Water Pressure Initial Effective Stress 1 2 3 4 5 6 Time (s) 2 15 1 5-5 -1-15 -.6 -.4 -.2..2.4.6 Shear Strain (%) 1-1 -2 15 3 45 6 75 9 Effective Confinement Pressure (kpa) Soil behaviour at CR-2 (SP-SM Layer) (12.75 m)
Depth (m) www.eng.chula.ac.th Depth (m) Pressure (kpa) 1 2 3 4 Maximum excess pore water pressure during the excitation Initial vertical effective stress of soil Pore water pressure 1s after the completion of excitation Settlement due to liquefaction (cm) 1 2 3 4 5 CR-3-1 -1-2 -2-3 -3
Pressure (kpa) www.eng.chula.ac.th Shear Stress (kpa) Shear Stress (kpa) 12 1 8 6 4 2 Excess Pore Water Pressure Initial Effective Stress 1 2 3 4 5 6 Time (s) 6 2 1-1 -2 -.8 -.4..4.8 Shear Strain (%) 4 2-2 -4-6 2 4 6 8 1 Effective Confinement Pressure (kpa) Soil behaviour at CR-3 (SP-SM Layer) (1.5 m)
Pressure (kpa) www.eng.chula.ac.th Shear Stress (kpa) Shear Stress (kpa) 8 2 6 4 2 Excess Pore Water Pressure Initial Effective Stress 1 2 3 4 5 6 Time (s) 4 2 1-1 -2-1. -.5..5 1. Shear Strain (%) -2-4 15 3 45 6 Effective Confinement Pressure (kpa) Soil behaviour at CR-3 (SP-SM Layer) (12 m)
Excess Pore Water Pressure Ratio (r u max) www.eng.chula.ac.th Excess Pore Water Pressure Ratio (r u min) 1.2 1. 1.2 1. During the excitation 1 s after the completion of the excitation.8.8.6.6.4.4.2.2. CR-1 CR-2 CR-3 Sites. CR-1 CR-2 CR-3 Sites
r u N of mesh for ru Percentage N of total mesh 1% H impact r u Percentage H total of sand layers
Concluding remarks Loose sandy soils with low soil resistance and shallow ground water level 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 no significant 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
Acknowlegement 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., 216, Liqufaction Potential in Chiang Rai Province Northern Thailand due to the Tarlay Earthquake 211. Proceeding of the 3th JSCE symp on Earthquake Engineering, 17-19 October 216, Kanazawa, Japan Mase L.Z., Likitlersuang S., Tobita T., 217, One-dimensional Analysis of Liquefaction Potential: A case study in Chiang Rai Province, Northern Thailand, Journal of JSCE. Ser A1 (Structural Engineering/Earthquake Engineering) Vol. 73. No 4. pp. I_135-I_147.
References on this presentation Elgamal A, Yang Z, Lu J. : Cyclic 1D : A computer program of seismic ground response, Department of Structural Engineering, University of California, San Diego, La Jolla. California, USA Report No. SSRP-6/5, 26. Ruangrassamee A, Ornthammarat T, and Lukkunaprasit P. : Damage due to 24 March 211 M6.8 Tarlay Earthquake in Northern Thailand, Proceeding of 15 th World Conference of Earthquake Engineering (WCEE), Lisboa, Portugal, 212. Soralump S, Feungaugsorn J. : Probabilistic analysis of liquefaction potential the first eyewitness case in Thailand, Proceeding of 18 th National Convention of Civil Engineering (NCCE), Chiang Mai, Thailand, 213. Soralump, S., Feungausorn, J., Yangsanphu S., Jinagooliwat, M., Thongthamchart, C., Isaronarit R., 214, 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 2 th National Convention of Civil Engineering (NCCE), Chonburi, Thailand, 215. Thai Meteorological Department, 215, Earthquake Event Data on 24 March 211, Thai Meteorological Department, Bangkok, Thailand Parra E. : Numerical modeling of liquefaction and lateral ground deformation including cyclic mobility and dilation response in soil system, PhD Thesis, Department of Civil Engineering, Rensselaer Polytechnic Institute, Troy. New York, USA, 1996.