Address for Correspondence
|
|
- Alvin Lambert
- 5 years ago
- Views:
Transcription
1 Research Paper DYNAMIC ANALYSIS OF KASWATI EARTH DAM 1 Patel Samir K., 2 Prof. C.S.Sanghavi Address for Correspondence 1 Applied Mechanics Department, 2 Professor, L. D. College of Engineering, Gujarat Technological University, Ahmedabad, Gujarat (India) ABSTRACT A large number of water-retaining earthen dams were affected by the earthquake. This paper examines dynamic analysis with time history methods of kaswati dam are located in Bhuj region by using of geo-studio The consequences of these problems were the dams performed reasonably in spite of being shaken by free-field horizontal peak ground acceleration (PGA) as high as 0.28g. The liquefaction occurred in upstream slope, downstream slope and foundation of dam due to cohesion-less soil in foundation. The procedure for assessing liquefaction potential uses the Cyclic Stress Ratio (CSR) as the measure for earthquake load. The procedure for assessing liquefaction potential typically uses the Cyclic Resistance Ratio (CRR) as a measure of the liquefaction resistance of soils and the Cyclic Stress Ratio (CSR) as a measure of earthquake load. For cohesion-less soils, CRR has been related to normalized SPT blow count, (N1)60, through correlations that depend on the fines content of the soil from field performance observations from past earthquakes. Factor of safety is obtained by ratio of Cyclic stress ratio to the critical stress ratio. For prevention of liquefaction replace liquefied soil with well graded soil in foundation and get factor of safety above 1 which indicate non liquefied soil. KEYWORDS Dynamic analysis, Time history method, Kaswati dam, Cyclic stress ratio, Critical stress ratio, Factor of safety, Liquefaction potential INTRODUCTION A Magnitude 7.6 (Mw 7.6) earthquake occurred in Gujarat state, India on 26 January 2001.The epicenter of the main shock of the event was near Bachau at N and E with a focal depth of about 23.6 km. The event, commonly referred to as the Bhuj Earthquake, was among the most destructive earthquakes that affected India. A large number of small-to moderate-size earthen dams and reservoirs, constructed to fulfill the water demand of the area, were affected by Bhuj Earthquake. Most of these dams are embankment dams constructed across discontinuous ephemeral streams. Although many of these dams were within 150 km of the epicenter (Figure 1), the consequences of the damage caused by the earthquake to these facilities were relatively light primarily because the reservoirs were nearly empty during the earthquake. Fig1. Location of kaswati dam KASWATI DAM Kaswati Dam, constructed in 1973, is an earth dam with a maximum height of 8.8 m and crest length of 1455 m. The dam is underlain by loose to mediumdense, alluvial, silt-sand mixtures. Limited amount of subsurface exploration data indicate that the site is underlain by 2 to 5 m thick granular soils characterized with an SPT blow count between 13 and 19, below which relatively dense granular soils with an SPT blow count typically above 25 is found (Krinitzsky and Hynes 2002). Like the other impoundments, Kaswati Reservoir was nearly empty during Bhuj Earthquake. However the alluvium soils underneath the upstream portion of the dam was saturated during the earthquake. Bhuj Earthquake triggered shallow sliding near the bottom portion of upstream slope, and bulging of ground surface near the upstream toe. Such distress may have been due to localized liquefaction near the upstream toe of the dam. EERI also report relatively narrow, longitudinal cracks along the crest of the dam running the length of the dam over which the lower portion of the upstream slope exhibited distress. It appears that the problem of development of longitudinal cracks along the crest was indirectly due to localized liquefaction of upstream foundation soils. The downstream slope, on the other hand, remained largely unaffected. ASSESSMENT OF LIQUEFACTION POTENTIAL The procedure for assessing liquefaction potential typically uses the Cyclic Resistance Ratio (CRR) as a measure of the liquefaction resistance of soils and the Critical Stress Ratio (CSR) as a measure of earthquake load. For cohesion-less soils, CRR has been related to normalized SPT blow count, (N1)60, through correlations that depend on the fines content of the soil from field performance observations from past earthquakes. The normalized SPT blow count is given by (N 1 ) 60 = N (P a / σ vo ) 0.5 ER where N is the raw SPT blow count, Pa is the atmospheric pressure ( 100 kp a), σ vo is the effective vertical stress at the depth of testing, and ER is the energy ratio ( 0.92 in a typical Indian SPT setup). Fig2. CRR - (N1)60 Correlations (from Youd et al. 2001)
2 Available SPT data from Kaswati Dam however indicates that the shallow foundation soils underneath the dam body were characterized with a blow count between 13 and 19. For assessing liquefaction potential of foundation soils we assumed that the fines content of these shallow alluvium layers were 15% or less. The procedure for assessing liquefaction potential uses the Cyclic Stress Ratio (CSR) as the measure for earthquake load, where CSR = 0.65 (a max / g) ( σ vo / σ vo ) r d K -1 m K -1 α K -1 σ CRR = CRR 7.5 K m K α Kσ σ is the total vertical stress, rd is a correction factor to account for the flexibility of the soil column, and Km, Kα and Kσ are correction factors to account for the Magnitude of the earthquake, the presence of initial static shear (i.e., whether the layers are in a slope) and the depth of the layer (i.e., the level of initial overburden pressure), respectively. We estimated the value of rd for a given depth from Seed et al. (2003) median relationship. Correction factors Km, Kα and Kσ were obtained from the relationships recommended by Youd et al. (2001) using estimates of relative density obtained from (Olson and Stark 2003b): D r = ( ( N 1 ) 60 / 44) 1/2 Fig6: Relationship between CRR and (N1)60 for sand for Mw, 7.5 earthquakes Factor of safety against liquefaction FS = CRR/ CSR Table 1 Soil property of kaswati dam Fig3: Magnitude Correction factor Km Cross-section of kaswati dam with material property Fig4: Stress correction factor Fig5: Correction for initial static shear Definition of liquefaction of soil Liquefaction is a phenomenon wherein a mass of soil losses a large percentage of its shear resistance when subjected to monotonic, cyclic or shock loading and flows in a manner resembling a liquid until the shear stresses acting on the mass are as low as the reduced shear resistance.
3 Behavior of saturated, cohesion-less soils in undrained shear During earthquake, the upward propagation of shear waves through the ground generates shear stresses and strains that are cyclic in nature. If cohesion-less soil is saturated, excess pore pressure may accumulate during seismic shearing and lead to liquefaction. The behaviour of a saturated soil under both monotonic and cyclic shear is depicted in fig. The response of the same soil loose (contractive) and dense (dilative) states is indicates part(a) and part(b) respectively of this fig. A loose soil tends to compact when sheared and without drainage, pore water pressure increases As indicate fig (a), a contractive soil sheared monotonically reaches a peak shear strength and then soften, eventually achieving a residual shear resistance. If the residual shear strength is less than the static driving shear, a liquefaction flow failure results. If the same soil sheared cyclically, also depicted in fig (a), excess pore pressures are generated with each cycle of load without drainage, pore pressure accumulate and effective stress path moves towards failures. If the shear strength falls below the static driving stresses a flow failure results and deformation continue after cyclic loading stops. Shearing of dense, dilative soils will also produce some excess pore pressure at small strains. However at larger strains, the pore pressure decrease and can become negative as the soil grains, moving up and over one another, tend to cause an increase in soil volume (dilation). Consequently as shown in fig (b). monotonic shearing of a dilative soil results in an increasing effective stress and shear resistance. Fig (b) also shows the response of the same dilative soils to dynamic loading. In this case pore pressures are generated in each shear cycle resulting in an accumulation of excess pore pressure and deformation. However beyond some points the tendency to dilate and develop negative pore pressure limits further straining in additional load cycles. As indicated in the bottom of fig (b), the effective stress path moves to the left but never reaches the failure surface. Liquefaction is most commonly observed in shallow, loose, saturated deposits of cohesion-less soils subjected to strong ground motions in large magnitudes earthquakes. Unsaturated soils are not subjected to liquefaction because volume compression dose not generate excess pore pressure. Liquefaction and contractive soils while cyclic softening and limited deformation are associated with dilative soils. Flow liquefaction Flow liquefaction can occur when the static shear stresses in a liquefiable soil deposit is grater the steady-state strength of the soil. In can produce devastating flow slide failures during and after an earthquake shaking. Flow liquefaction can occur only in loose soil. Cyclic mobility Cyclic mobility can occur when the static shear stress is less than the steady-state(residual) shear strength and the cyclic shear stress large enough that the steady-state strength is exceeded momentarily. Deformations produced by cyclic mobility develop incrementally but become substantial at the end of a strong and/ or long-duration earthquake. Cyclic mobility can occur in both loose and dense soils but deformation decreases markedly with increased density. In the contractive region, an un-drained stress path will tend to move to the left as the tendency for contraction causes pore pressure to increase and p to decrease. As the stress path approaches the PTL(Phase transformation line), the tendency for contraction reduces and the stress path become more vertical. When the stress path reaches the PTL, there is no tendency for contraction or dilation, hence p is constant and the stress path is vertical. After the stress path crosses the PTL, the tendency for dilation causes the pore pressure to decrease and p to increase, and the stress path moves to the right. Note that, because the stiffness of soil depends on p, the stiffness decreases (While the stress path is below the PTL) but then increases (when the stress path moves above the PTL). q/p stress ratio under earthquake shaking Figure shows contours of q/p stress ratios under the initial static stresses. A point of significance is the high q/p ratios in the central part of the hydraulic fill. This means that there is a zone where the initial q/p points are above the collapse surface. The soil strength in this zone could easily fall down to the steady-state strength with a small amount of shaking. The yellow shaded area in Figure is the zone where the stress ratios are initially above or on the collapse surface. In QUAKE/W this is flagged as a liquefied zone. Fig 7 : Response of (a) contdractive and (b) dilative saturated sand to undrained shear Susceptibility of soils to liquefaction in earthquakes Fig 8. Zone of liquefaction based at the end of shaking cohesion-less soil in foundation
4 Fig 9. Zone of liquefaction based at the end of shaking well graded compacted soil in foundation Fig 10. Excess pore water pressure contour
5 5. Olson, S.M. and Stark, T.D. 2003b. Use of laboratory data to confirm yield and liquefied strength ratio concepts. Canadian Geotechnical Journal, 40, Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian, J.T., Dobry, R., Finn,W.D.L., Harder, L.F., Jr., Hynes, M.E., Ishihara, K., Koester, J.P., Liao, S.S.C.,Marcuson, W.F., III, Martin G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson,P.K., Seed, R.B. and Stokoe, K.H., II Liquefaction resistance of soils CONCLUSION:- Damaging effects of Bhuj Earthquake on embankment dams have been considered in this paper. This paper present dynamic analysis by time history method of Kaswati Dam. Under earthquake shaking earthen dam subjected cyclic motion. Due to Saturated cohesion-less soil under oscillatory motion during earthquake, loses all its shear strength due to pore water pressure increased and q/p ratio increased and cyclic stress ratio increased so that soil behave as a liquid. In this analysis factor of safety below 1, which indicate liquefaction occur in given earthen dam. For prevention of liquefaction potential replace liquefied soil with well graded compacted soil so that pore water pressure, q/p ratio and cyclic stress ratio decreased while mean effective stress increased and get factor of safety above 1 which indicate non-liquefied soil in earthen. REFERENCES:- 1. Adalier, K., and Sharp, M. K. (2002b). Embankment dam on liquefiablefoundation Dynamic behavior and ensification remediation. J.Geotech. Eng., in press. 2. Beaty, M.H. (2003). A Synthesized Approach for imating Liquefaction-Induced Displacements of Geotechnical Structures. Ph.D. Dissertation. University of British Columbia, Vancouver, Canada. 3. Idriss I.M Response of soft soil sites during earthquakes. Proceedings, H. Bolton Seed Memorial Symposium, BiTech Publishers, Vancouver, 2, Lee, K.L., Idriss, I.M. and Makadisi, F.I. (1975). The Slides in the San Fernando Damsduring the Earthquake of February 9, 1971 ASCE, J of the Geotechnical Engineering Division, GT7, pp Lee, K.L.,
Investigation of Liquefaction Failure in Earthen Dams during Bhuj Earthquake
Investigation of Liquefaction Failure in Earthen Dams during Bhuj Earthquake Raghvendra Singh QIP Scholar, Department of Civil Engineering, Indian Institute of Technology, Kharagpur 721302, WB. Email:
More informationSeismic Stability of Tailings Dams, an Overview
Seismic Stability of Tailings Dams, an Overview BY Gonzalo Castro, Ph.D., P.E. Principal International Workshop on Seismic Stability of Tailings Dams Case Western Reserve University, November 2003 Small
More informationNumerical analysis of effect of mitigation measures on seismic performance of a liquefiable tailings dam foundation
Numerical analysis of effect of mitigation measures on seismic performance of a liquefiable tailings dam foundation Yong-Beom Lee, Jorge Castillo Ausenco, USA Aurelian C. Trandafir Fugro GeoConsulting
More informationLATERAL CAPACITY OF PILES IN LIQUEFIABLE SOILS
IGC 9, Guntur, INDIA LATERAL CAPACITY OF PILES IN LIQUEFIABLE SOILS A.S. Kiran M. Tech. (Geotech), Dept. of Civil Engineering, IIT Roorkee, Roorkee 77, India. E-mail: kiran.nta@gmail.com G. Ramasamy Professor,
More informationUse of Numerical Simulation in the Development of Empirical Predictions of Liquefaction Behavior
Use of Numerical Simulation in the Development of Empirical Predictions of Liquefaction Behavior Steven L. Kramer and David A. Baska University of Washington ABSTRACT Soil liquefaction has been an interesting
More informationLiquefaction and Foundations
Liquefaction and Foundations Amit Prashant Indian Institute of Technology Gandhinagar Short Course on Seismic Design of Reinforced Concrete Buildings 26 30 November, 2012 What is Liquefaction? Liquefaction
More informationLiquefaction Potential Variations Influenced by Building Constructions
Earth Science Research; Vol. 1, No. 2; 2012 ISSN 1927-0542 E-ISSN 1927-0550 Published by Canadian Center of Science and Education Liquefaction Potential Variations Influenced by Building Constructions
More informationLIQUEFACTION OF EARTH EMBANKMENT DAMS TWO CASE HISTORIES: (1) LIQUEFACTION OF THE EMBANKMENT SOILS, AND (2) LIQUEFACTION OF THE FOUNDATIONS SOILS
LIQUEFACTION OF EARTH EMBANKMENT DAMS TWO CASE HISTORIES: (1) LIQUEFACTION OF THE EMBANKMENT SOILS, AND (2) LIQUEFACTION OF THE FOUNDATIONS SOILS Antonio Fernandez, Ph.D. 1 ABSTRACT Paul C. Rizzo Associates,
More informationCPT Applications - Liquefaction 2
CPT Applications - Liquefaction 2 Peter K. Robertson CPT in Geotechnical Practice Santiago, Chile July, 2014 Definitions of Liquefaction Cyclic (seismic) Liquefaction Zero effective stress (during cyclic
More informationSOME OBSERVATIONS RELATED TO LIQUEFACTION SUSCEPTIBILITY OF SILTY SOILS
SOME OBSERVATIONS RELATED TO LIQUEFACTION SUSCEPTIBILITY OF SILTY SOILS Upul ATUKORALA 1, Dharma WIJEWICKREME 2 And Norman MCCAMMON 3 SUMMARY The liquefaction susceptibility of silty soils has not received
More informationEvaluation of soil liquefaction using the CPT Part 2
Evaluation of soil liquefaction using the CPT Part 2 P.K. Robertson 2013 Definitions of Liquefaction Cyclic (seismic) Liquefaction Zero effective stress (during cyclic loading) Flow (static) Liquefaction
More informationNumerical model comparison on deformation behavior of a TSF embankment subjected to earthquake loading
Numerical model comparison on deformation behavior of a TSF embankment subjected to earthquake loading Jorge Castillo, Yong-Beom Lee Ausenco, USA Aurelian C. Trandafir Fugro GeoConsulting Inc., USA ABSTRACT
More informationEvaluating the Seismic Coefficient for Slope Stability Analyses
Evaluating the Seismic Coefficient for Slope Stability Analyses by Edward Kavazanjian, Jr., Ph.D., P.E.,D.GE., NAE Ira A. Fulton Professor of Geotechnical Engineering School of Sustainable Engineering
More informationA comparison between two field methods of evaluation of liquefaction potential in the Bandar Abbas City
American Journal of Civil Engineering 2015; 3(2-2): 1-5 Published online January 16, 2015 (http://www.sciencepublishinggroup.com/j/ajce) doi: 10.11648/j.ajce.s.2015030202.11 ISSN: 2330-8729 (Print); ISSN:
More informationEARTHQUAKE-INDUCED SETTLEMENTS IN SATURATED SANDY SOILS
VOL., NO., AUGUST 7 ISSN 119- -7 Asian Research Publishing Network (ARPN). All rights reserved. EARTHQUAKE-INDUCED SETTLEMENTS IN SATURATED SANDY SOILS C. Y. Lee Department of Civil Engineering, College
More informationLiquefaction Evaluation
Liquefaction Evaluation Ahmed Elgamal and Zhaohui Yang University of California, San Diego Acknowledgements The Liquefaction Evaluation section is prepared mainly following: Kramer, S. L. (1996). Geotechnical
More informationCHARACTERISTICS OF LIQUEFIED SILTY SANDS FROM MEIZOSEISMAL REGION OF SHILLONG PLATEAU, ASSAM AND BHUJ IN INDIA
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 2375 CHARACTERISTICS OF LIQUEFIED SILTY SANDS FROM MEIZOSEISMAL REGION OF SHILLONG PLATEAU, ASSAM AND BHUJ
More informationDetermination of Liquefaction Potential By Sub-Surface Exploration Using Standard Penetration Test
Determination of Liquefaction Potential By Sub-Surface Exploration Using Standard Penetration Test 1 Sabih Ahmad, 2 M.Z.Khan, 3 Abdullah Anwar and 4 Syed Mohd. Ashraf Husain 1 Associate Professor and Head,
More informationSeismic Evaluation of Tailing Storage Facility
Australian Earthquake Engineering Society 2010 Conference, Perth, Western Australia Seismic Evaluation of Tailing Storage Facility Jonathan Z. Liang 1, David Elias 2 1 Senior Geotechnical Engineer, GHD
More informationEFFECT OF SILT CONTENT ON THE UNDRAINED ANISOTROPIC BEHAVIOUR OF SAND IN CYCLIC LOADING
4 th International Conference on Earthquake Geotechnical Engineering June 25-28, 2007 Paper No. 1506 EFFECT OF SILT CONTENT ON THE UNDRAINED ANISOTROPIC BEHAVIOUR OF SAND IN CYCLIC LOADING Hadi BAHADORI
More informationCYCLIC AND MONOTONIC UNDRAINED SHEAR RESPONSE OF SILTY SAND FROM BHUJ REGION IN INDIA
ISET Journal of Earthquake Technology, Paper No. 45, Vol. 41, No. 2-4, June-December 24, pp. 249-26 CYCLIC AND MONOTONIC UNDRAINED SHEAR RESPONSE OF SILTY SAND FROM BHUJ REGION IN INDIA T.G. Sitharam,
More informationLIQUEFACTION ASSESSMENT OF INDUS SANDS USING SHEAR WAVE VELOCITY
Pakistan Engineering Congress, 69th Annual Session Proceedings 219 LIQUEFACTION ASSESSMENT OF INDUS SANDS USING SHEAR WAVE VELOCITY Sohail Kibria 1, M. Javed 2, Muhammad Ali 3 ABSTRACT A host of procedures
More informationLiquefaction: Additional issues. This presentation consists of two parts: Section 1
Liquefaction: Additional issues Ahmed Elgamal This presentation consists of two parts: Section 1 Liquefaction of fine grained soils and cyclic softening in silts and clays Section 2 Empirical relationship
More informationLiquefaction. Ajanta Sachan. Assistant Professor Civil Engineering IIT Gandhinagar. Why does the Liquefaction occur?
Liquefaction Ajanta Sachan Assistant Professor Civil Engineering IIT Gandhinagar Liquefaction What is Liquefaction? Why does the Liquefaction occur? When has Liquefaction occurred in the past? Where does
More informationSTUDY OF THE BEHAVIOR OF PILE GROUPS IN LIQUEFIED SOILS
STUDY OF THE BEHAVIOR OF PILE GROUPS IN LIQUEFIED SOILS Shin-Tower Wang 1, Luis Vasquez 2, and Lymon C. Reese 3, Honorary Member,, ASCE ABSTRACT : 1&2 President & Project Manager, Ensoft, Inc. Email: ensoft@ensoftinc.com
More informationDynamic Analysis of Stability and Liquefaction in Dams in Unsaturated Soil Mode
Dynamic Analysis of Stability and Liquefaction in Dams in Unsaturated Soil Mode Samad Nazari Ph.D. Student, Department of Civil Engineering Isfahan (Khorasgan) Branch, Islamic Azad University, Isfahan,
More informationCyclic Behavior of Soils
Cyclic Behavior of Soils Antonios Vytiniotis Cyclic Shearing of Sands Dry Sand 1 Triaxial Undrained Monotonic Shearing CIUC tests Ishihara Critical State Toyoura Sand Ishihara 2 Critical State Ishihara
More informationEARTHQUAKE-INDUCED SETTLEMENT AS A RESULT OF DENSIFICATION, MEASURED IN LABORATORY TESTS
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3291 EARTHQUAKE-INDUCED SETTLEMENT AS A RESULT OF DENSIFICATION, MEASURED IN LABORATORY TESTS Constantine
More informationEvaluation of Earthquake Liquefaction Hazard of Kutch Region
Journal of Geotechnical and Transportation Engineering Volume 3 Issue 2 Evaluation of Earthquake Liquefaction Hazard of Kutch Region Hussain and Sachan Received 6/7/2017 Accepted 10/4/2017 Published 12/1/2017
More informationLiquefaction assessments of tailings facilities in low-seismic areas
Page 1 Liquefaction assessments of tailings facilities in low-seismic areas Holly Rourke SRK Consulting, Perth, WA, Australia Caroline Holmes SRK Consulting, Perth, WA, Australia This paper was first presented
More informationMicro Seismic Hazard Analysis
Micro Seismic Hazard Analysis Mark van der Meijde INTERNATIONAL INSTITUTE FOR GEO-INFORMATION SCIENCE AND EARTH OBSERVATION Overview Site effects Soft ground effect Topographic effect Liquefaction Methods
More informationCyclic Behavior of Sand and Cyclic Triaxial Tests. Hsin-yu Shan Dept. of Civil Engineering National Chiao Tung University
Cyclic Behavior of Sand and Cyclic Triaxial Tests Hsin-yu Shan Dept. of Civil Engineering National Chiao Tung University Causes of Pore Pressure Buildup due to Cyclic Stress Application Stress are due
More informationGeo-Seismic Environmental Aspects Affecting Tailings Dams Failures
American Journal of Environmental Sciences 4 (3): 212-222, 28 ISSN 1553-345X 28 Science Publications Geo-Seismic Environmental Aspects Affecting Tailings Dams Failures Juan M. Mayoral and Miguel P. Romo
More informationSEEPAGE ANALYSIS AND SEISMIC BEHAVIOUR OF EARTH FILL DAM USING GEO-STUDIO
SEEPAGE ANALYSIS AND SEISMIC BEHAVIOUR OF EARTH FILL DAM USING GEO-STUDIO Mr. PAVAN N¹, Mrs. BARNALI GHOSH², Dr.S.K.PRASAD³ 1 P.G STUDENT, East Point College Of Engineering & Technology 2 ASSOCIATE PROFESSOR,
More informationDynamic Analysis Contents - 1
Dynamic Analysis Contents - 1 TABLE OF CONTENTS 1 DYNAMIC ANALYSIS 1.1 Overview... 1-1 1.2 Relation to Equivalent-Linear Methods... 1-2 1.2.1 Characteristics of the Equivalent-Linear Method... 1-2 1.2.2
More information(THIS IS ONLY A SAMPLE REPORT OR APPENDIX OFFERED TO THE USERS OF THE COMPUTER PROGRAM
C A U T I O N!! (THIS IS ONLY A SAMPLE REPORT OR APPENDIX OFFERED TO THE USERS OF THE COMPUTER PROGRAM EQLique&Settle2. THE AUTHOR IS HEREBY RELEASED OF ANY LIABILITY FOR ANY INCORRECT USE OF THIS SAMPLE
More informationBack Analysis of the Lower San Fernando Dam Slide Using a Multi-block Model
Proceedings Geohazards Engineering Conferences International Year 2006 Back Analysis of the Lower San Fernando Dam Slide Using a Multi-block Model C. A. Stamatopoulos P. Petridis Stamatopoulos and Associates
More informationEvaluation of soil liquefaction using the CPT Part 1
Evaluation of soil liquefaction using the CPT Part 1 Dr. Peter K. Robertson Webinar #7 2013 CPT Guide 5 th Edition Download FREE copy from: Robertson & Cabal (Robertson) 5 th Edition 2012 www.greggdrilling.com
More informationEffect of Fines on Liquefaction Resistance in Fine Sand and Silty Sand
RESEARCH ARTICLE OPEN ACCESS Effect of Fines on Liquefaction Resistance in Fine Sand and Silty Sand Meraj Ahmad Khan 1, Dr M. Z. Khan 2 Mohd Bilal Khan 3 1 Research Scholar, Civil Engg Department, integral
More informationA CASE STUDY OF LIQUEFACTION ASSESSMENT USING SWEDISH WEIGHT SOUNDING
4th International Conference on Earthquake Engineering Taipei, Taiwan October 12-13, 2006 Paper No. 038 A CASE STUDY OF LIQUEFACTION ASSESSMENT USING SWEDISH WEIGHT SOUNDING Mahdi Habibi 1, Akbar Cheshomi
More informationEvaluation of the Liquefaction Potential by In-situ Tests and Laboratory Experiments In Complex Geological Conditions
Evaluation of the Liquefaction Potential by In-situ Tests and Laboratory Experiments In Complex Geological Conditions V. Sesov, K. Edip & J. Cvetanovska University Ss. Cyril and Methodius, Institute of
More informationThe Role of Slope Geometry on Flowslide Occurrence
American Journal of Environmental Sciences 3 (3): 93-97, 27 ISSN 1553-345X 27 Science Publications Corresponding Author: The Role of Slope Geometry on Flowslide Occurrence Chiara Deangeli DITAG, Politecnico
More informationEvaluation of Flow Liquefaction: influence of high stresses
Evaluation of Flow Liquefaction: influence of high stresses P.K. Robertson Gregg Drilling & Testing Inc., California, USA ABSTRACT Flow liquefaction can be triggered by either cyclic or static loading
More informationInvestigation of Liquefaction Behaviour for Cohesive Soils
Proceedings of the 3 rd World Congress on Civil, Structural, and Environmental Engineering (CSEE 18) Budapest, Hungary April 8-10, 2018 Paper No. ICGRE 134 DOI: 10.11159/icgre18.134 Investigation of Liquefaction
More informationAssessing effects of Liquefaction. Peter K. Robertson 2016
Assessing effects of Liquefaction Peter K. Robertson 2016 1964 1995 2010 Flow (static) Liquefaction After Olson & Stark, 2003 Case histories flow liquefaction Common soil features: Very young age Non-plastic
More informationEffect of Plastic Fines on Liquefaction Characteristics of Gravelly Soil
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Effect of Plastic Fines on Liquefaction Characteristics of Gravelly Soil W. Qi 1, C. Guoxing
More informationLiquefaction Induced Ground Deformation of Slopes using Geostudio2007 Software Program Baydaa Hussain Maula a, Ling Zhang b
dvanced Materials Research Online: 2-5-3 ISSN: 662-8985, Vols. 26-263, pp 33-38 doi:28/www.scientific.net/mr.26-263.33 2 Trans Tech Publications, Switzerland Liquefaction Induced Ground Deformation of
More informationSensitivity of predicted liquefaction-induced lateral displacements from the 2010 Darfield and 2011 Christchurch Earthquakes
Sensitivity of predicted liquefaction-induced lateral displacements from the 2010 Darfield and 2011 Christchurch Earthquakes K. Robinson, M. Cubrinovski, B.A. Bradley Department of Civil and Natural Resources
More informationDYNAMIC RESPONSE APPROACH AND METHODOLOGY
DYNAMIC RESPONSE APPROACH AND METHODOLOGY Traditional seismic stability procedures vs coupled effective-stress approach. Traditional seismic stability procedures: Empirical and laboratory corrections and
More informationSeismic Design of a Hydraulic Fill Dam by Nonlinear Time History Method
Seismic Design of a Hydraulic Fill Dam by Nonlinear Time History Method E. Yıldız & A.F. Gürdil Temelsu International Engineering Services Inc., Ankara, Turkey SUMMARY: Time history analyses conducted
More informationSome Observations on the Effect of Initial Static Shear Stress on Cyclic Response of Natural Silt from Lower Mainland of British Columbia
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 215 Christchurch, New Zealand Some Observations on the Effect of Initial Static Shear Stress on Cyclic Response of Natural
More informationTransactions on the Built Environment vol 3, 1993 WIT Press, ISSN
Resonant column and cyclic triaxial testing of tailing dam material S.A. Savidis*, C. Vrettos", T. Richter^ "Technical University of Berlin, Geotechnical Engineering Institute, 1000 Berlin 12, Germany
More informationEvaluation of the Effective Components in the Survey of Types of Liquefaction
Current World Environment Vol. 10(Special Issue 1), 326-332 (2015) Evaluation of the Effective Components in the Survey of Types of Liquefaction Hadi Shahrokhifard 1 * and Seyed Jamal Poursalehan 2 1 Master
More informationLIQUEFACTION ASSESSMENT BY THE ENERGY METHOD THROUGH CENTRIFUGE MODELING
LIQUEFACTION ASSESSMENT BY THE ENERGY METHOD THROUGH CENTRIFUGE MODELING Hesham M. Dief, Associate Professor, Civil Engineering Department, Zagazig University, Zagazig, Egypt J. Ludwig Figueroa, Professor
More informationSoil Properties - II
Soil Properties - II Amit Prashant Indian Institute of Technology andhinagar Short Course on eotechnical Aspects of Earthquake Engineering 04 08 March, 2013 Seismic Waves Earthquake Rock Near the ground
More informationEARTHQUAKE INDUCED EXCESS PORE WATER PRESSURES IN THE UPPER SAN FERNANDO DAM DURING THE 1971 SAN FERNANDO EARTHQUAKE
EARTHQUAKE INDUCED EXCESS PORE WATER PRESSURES IN THE UPPER SAN FERNANDO DAM DURING THE 1971 SAN FERNANDO EARTHQUAKE Abouzar Sadrekarimi Timothy D. Stark Golder Associates Ltd. University of Illinois at
More informationEvaluation of Pore Water Pressure Characteristics in Embankment Model.
Evaluation of Pore Water Pressure Characteristics in Embankment Model. Abdoullah Namdar and Mehdi Khodashenas Pelkoo Mysore University, Mysore, India. 76. Amirkabir University, Department of Mining Engineering,
More informationModule 6 LIQUEFACTION (Lectures 27 to 32)
Module 6 LIQUEFACTION (Lectures 27 to 32) Lecture 31 Topics 6.6 EFFECTS OF LIQUEFACTION 6.6.1 Alteration of Ground Motion 6.6.2 Development of Sand Boils 6.6.3 Settlement 6.6.4 Settlement of Dry Sands
More informationEarthquake Induced Excess Pore Water Pressures in the Upper San Fernando Dam During the 1971 San Fernando Earthquake
Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics 2010 - Fifth International Conference
More informationGround Motions and Liquefaction Potential
Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics 2010 - Fifth International Conference
More informationShort Review on Liquefaction Susceptibility
Short Review on Liquefaction Susceptibility Aminaton Marto*, Tan Choy Soon** *Professor, Faculty of Civil Engineering, Universiti Teknologi Malaysi, Skudai, Johor, Malaysia ** PhD Candidate, Faculty of
More information2-D Liquefaction Evaluation with Q4Mesh
2005 Tri-Service Infrastructure Systems Conference and Exhibition 2-D Liquefaction Evaluation with Q4Mesh -David C. Serafini, M.S., P.E. US Army Corps, Sacramento, CA 3 August 2005 2005 Tri-Service ISC
More informationEvaluation of Geotechnical Hazards
Evaluation of Geotechnical Hazards by Geoffrey R. Martin Appendix B: Evaluation of Geotechnical Hazards Describes Evaluation Procedures Soil Liquefaction Soil Settlement Surface Fault Rupture Flooding
More informationLIQUEFACTION CHARACTERISTICS EVALUATION THROUGH DIFFERENT STRESS-BASED MODELS: A COMPARATIVE STUDY
Journal of Engineering Research and Studies E-ISSN976-7916 Research Article LIQUEFACTION CHARACTERISTICS EVALUATION THROUGH DIFFERENT STRESS-BASED MODELS: A COMPARATIVE STUDY P. Raychowdhury 1* and P.
More informationLIQUEFACTION ANALYSIS OF ASH EMBANKMENTS USING SPT AND DATA
LIQUEFACTION ANALYSIS OF ASH EMBANKMENTS USING SPT AND CPT DATA A THESIS SUBMITTED IN PARTIAL FULLFILMENT OF THE REQUIREMENTS FOR THE DEGREEE OF Bachelors of Technology In CIVIL ENGINEERING By RAJ KUMAR
More informationPrediction of liquefaction potential and pore water pressure beneath machine foundations
Cent. Eur. J. Eng. 4(3) 2014 226-249 DOI: 10.2478/s13531-013-0165-y Central European Journal of Engineering Prediction of liquefaction potential and pore water pressure beneath machine foundations Research
More informationEvaluation of Undrained Shear Strength of Loose Silty Sands Using CPT Results
Evaluation of Undrained Shear Strength of Loose Silty Sands Using CPT Results Downloaded from ijce.iust.ac.ir at 3:55 IRST on Thursday October 18th 2018 S. A. Naeini 1, R. Ziaie_Moayed 2 1 Department of
More information1.1 Calculation methods of the liquefaction hazard.
1 Theoretical basis 1.1 Calculation methods of the liquefaction hazard. 1.1.1 Empirical methods. Empirical methods are generally used to get a rough estimate of the liquefaction hazard in saturated sandy
More informationEFFECTIVE STRESS ANALYSES OF TWO SITES WITH DIFFERENT EXTENT OF LIQUEFACTION DURING EAST JAPAN EARTHQUAKE
Proceedings of the International Symposium on Engineering Lessons Learned from the 211 Great East Japan Earthquake, March 1-4, 212, Tokyo, Japan EFFECTIVE STRESS ANALYSES OF TWO SITES WITH DIFFERENT EXTENT
More informationLiquefaction-Induced Ground Deformations Evaluation Based on Cone Penetration Tests (CPT)
World Journal of Engineering and Technology, 2014, 2, 249-259 Published Online November 2014 in SciRes. http://www.scirp.org/journal/wjet http://dx.doi.org/10.4236/wjet.2014.24026 Liquefaction-Induced
More informationEvaluating Soil Liquefaction and Post-earthquake deformations using the CPT
Evaluating Soil Liquefaction and Post-earthquake deformations using the CPT P.K. Robertson University of Alberta, Dept. of Civil and Environmental Engineering, Edmonton, Canada Keywords: Soil liquefaction,
More informationCopyright. Wen-Jong Chang
Copyright by Wen-Jong Chang 22 The Dissertation Committee for Wen-Jong Chang Certifies that this is the approved version of the following dissertation: Development of an In Situ Dynamic Liquefaction Test
More informationFinite Deformation Analysis of Dynamic Behavior of Embankment on Liquefiable Sand Deposit Considering Pore Water Flow and Migration
6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 215 Christchurch, New Zealand Finite Deformation Analysis of Dynamic Behavior of Embankment on Liquefiable Sand Deposit
More informationSoil Dynamics Prof. Deepankar Choudhury Department of Civil Engineering Indian Institute of Technology, Bombay
Soil Dynamics Prof. Deepankar Choudhury Department of Civil Engineering Indian Institute of Technology, Bombay Module - 4 Dynamic Soil Properties Lecture - 23 Cyclic Stress Ratio, Evaluation of CRR, Correction
More informationModule 6 LIQUEFACTION (Lectures 27 to 32)
Module 6 LIQUEFACTION (Lectures 27 to 32) Lecture 30 Topics 6.5.9 Cyclic-Stress Approach 6.5.10 Characterization of Earthquake Loading 6.5.11 Characterization of Liquefaction Resistance 6.5.12 Characterization
More informationEndochronic model applied to earthfill dams with impervious core: design recommendation at seismic sites
Proceedings of the 1st IASME / WSEAS International Conference on Geology and Seismology (GES'7), Portoroz, Slovenia, May 15-17, 27 51 Endochronic model applied to earthfill dams with impervious core: design
More informationComparison of the post-liquefaction behaviour of hard-grained and crushable pumice sands
Orense R.P., Asadi, M.S., Rouholamin M., Bhattacharya, S. (17) Proc. th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier Comparison of the post-liquefaction behaviour of hard-grained and
More informationPORE PRESSURE GENERATION UNDER DIFFERENT TRANSIENT LOADING HISTORIES
10NCEE Tenth U.S. National Conference on Earthquake Engineering Frontiers of Earthquake Engineering July 21-25, 2014 Anchorage, Alaska PORE PRESSURE GENERATION UNDER DIFFERENT TRANSIENT LOADING HISTORIES
More informationSEISMIC DEFORMATION ANALYSIS OF AN EARTH DAM - A COMPARISON STUDY BETWEEN EQUIVALENT-LINEAR AND NONLINEAR EFFECTIVE-STRESS APPROACHES
13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 3298 SEISMIC DEFORMATION ANALYSIS OF AN EARTH DAM - A COMPARISON STUDY BETWEEN EQUIVALENT-LINEAR AND NONLINEAR
More informationINTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING Volume 1, No 4, 2011
Undrained response of mining sand with fines contents Thian S. Y, Lee C.Y Associate Professor, Department of Civil Engineering, Universiti Tenaga Nasional, Malaysia siawyin_thian@yahoo.com ABSTRACT This
More informationGEOTECHNICAL SEISMIC HAZARDS
Chapter 13 GEOTECHNICAL SEISMIC HAZARDS FINAL SCDOT GEOTECHNICAL DESIGN MANUAL June 2010 Table of Contents Section Page 13.1 Introduction... 13-1 13.2 Geotechnical Seismic Hazard Failure Modes... 13-2
More informationSafety analyses of Srinagarind dam induced by earthquakes using dynamic response analysis method.
Safety analyses of Srinagarind dam induced by earthquakes using dynamic response analysis method. S. Soralump Assistance Professor, Faculty of Engineering, Kasetsart University, Thailand. K. Tansupo Ph.D.
More informationAn Overview of Geotechnical Earthquake Engineering
An Overview of Geotechnical Earthquake Engineering Sudhir K Jain Slide 1 Outline Introduction to Seismic Design Principle Dynamic Soil Properties Site Effects Soil Structure Interaction Issues for Foundation
More informationNEW METHOD FOR LIQUEFACTION ASSESSMENT BASED ON SOIL GRADATION AND RELATIVE DENSITY
NEW METHOD FOR LIQUEFACTION ASSESSMENT BASED ON SOIL GRADATION AND RELATIVE DENSITY Bambang Istijono 1, Abdul Hakam 2 1,2 Civil Dept. of Engineering Faculty, University of Andalas, Padang, Indonesia ABSTRACT
More informationUse of CPT in Geotechnical Earthquake Engineering
Use of CPT in Geotechnical Earthquake Engineering Prof. Scott M. Olson, PhD, PE Use of Cone Penetration Test for Foundation Analysis and Design 2006 Annual Meeting Transportation Research Board Geotechnical
More informationSEISMIC RESPONSE OF A SANDY STRATUM WITH A SILT LAYER UNDER STRONG GROUND MOTIONS
SEISMIC RESPONSE OF A SANDY STRATUM WITH A SILT LAYER UNDER STRONG GROUND MOTIONS Bakhtiar Cahyandi Ridla 1), Huei-Tsyr Chen 2), M. Ruslin Anwar 3) 1) Double Degree Program E-mail: bakhtiar.ridla@gmail.com
More informationModule 8 SEISMIC SLOPE STABILITY (Lectures 37 to 40)
Lecture 40 Topics Module 8 SEISMIC SLOPE STABILITY Lectures 37 to 40) 8.6.15 Analysis of Weakening Instability 8.6.16 Flow Failure Analysis 8.6.17 Analysis of Stability 8.6.18 Analysis of Deformation 8.6.19
More informationGround Motion Comparison of the 2011 Tohoku, Japan and Canterbury earthquakes: Implications for large events in New Zealand.
Ground Motion Comparison of the 211 Tohoku, Japan and 21-211 Canterbury earthquakes: Implications for large events in New Zealand. B. A. Bradley University of Canterbury, Christchurch, New Zealand. 212
More informationTASK FORCE REPORT GEOTECHNICAL DESIGN GUIDELINES FOR BUILDINGS ON LIQUEFIABLE SITES IN ACCORDANCE WITH NBC for GREATER VANCOUVER REGION
TASK FORCE REPORT GEOTECHNICAL DESIGN GUIDELINES FOR BUILDINGS ON LIQUEFIABLE SITES IN ACCORDANCE WITH NBC 2005 for GREATER VANCOUVER REGION MAY 8, 2007 DISCLAIMER This report reflects the general consensus
More informationLIQUEFACTION POTENTIAL OF SABARMATI-RIVER SAND
ISET Journal of Earthquake Technology, Paper No. 516, Vol. 48, No. 2-4, June-Dec. 2011, pp. 61 71 LIQUEFACTION POTENTIAL OF SABARMATI-RIVER SAND S.V. Dinesh*, G. Mahesh Kumar*, Muttana S. Balreddy* and
More informationSensitivity of predicted liquefaction-induced lateral spreading displacements from the 2010 Darfield and 2011 Christchurch earthquakes
Robinson, K., Cubrinovski, M. & Bradley, B.A. (2013) and 2011 Christchurch earthquakes Proc. 19 th NZGS Geotechnical Symposium. Ed. CY Chin, Queenstown Sensitivity of predicted liquefaction-induced lateral
More informationAssessment of Risk of Liquefaction - A Case Study
Assessment of Risk of Liquefaction - A Case Study ASHWAI JAI Deptt. of Civil Engineering ational Institute Technology Kurukshetra-136119 IDIA ashwani.jain66@yahoo.com Abstract: - Catastrophic failures
More informationIncrease in Cyclic Liquefaction Resistance of Sandy Soil Due to Installation of Drilled Displacement Piles
Presented at the Earthquake Engineering and Soil Dynamics IV Conference, Sacramento CA Increase in Cyclic Liquefaction Resistance of Sandy Soil Due to Installation of Drilled Displacement Piles Timothy
More informationComparison of different methods for evaluating the liquefaction potential of sandy soils in Bandar Abbas
Comparison of different methods for evaluating the liquefaction potential of sandy soils in Bandar Abbas M. Mosaffa¹ & M. Rafiee² 1.Geotechnical M.S. student Hormozgan University, Bandar Abbas, Iran(Email:Amestris@gmail.com).Geotechnical
More informationPresentation Outline. 1. Seismic Soil Liquefaction Explained 2. Presentation of the Software SOILLIQ 3. Illustrative Applications using SOILLIQ
Presentation Outline 1. Seismic Soil Liquefaction Explained 2. Presentation of the Software SOILLIQ 3. Illustrative Applications using SOILLIQ Foundation Failures in Residential Buildings (1964 Niigata,
More informationDEVELOPMENT OF A METHODOLOGY FOR ESTIMATING SIMPLIFIED SEISMIC SLOPE DEFORMATION OF LEVEES WITH SEEPAGE CONTROL MEASURES
Paper No. DOALI DEVELOPMENT OF A METHODOLOGY FOR ESTIMATING SIMPLIFIED SEISMIC SLOPE DEFORMATION OF LEVEES WITH SEEPAGE CONTROL MEASURES John Liao 1, Ph.D., P.E., Zia Zafir, Ph.D., P.E., G.E., Scott Anderson,
More informationOVERBURDEN CORRECTION FACTORS FOR PREDICTING LIQUEFACTION RESISTANCE UNDER EMBANKMENT DAMS
33rd Annual United States Society on Dams Conference, Phoenix, AZ, 693-709. February 2013. OVERBURDEN CORRECTION FACTORS FOR PREDICTING LIQUEFACTION RESISTANCE UNDER EMBANKMENT DAMS Jack Montgomery 1 Ross
More informationDrained Against Undrained Behaviour of Sand
Archives of Hydro-Engineering and Environmental Mechanics Vol. 54 (2007), No. 3, pp. 207 222 IBW PAN, ISSN 1231 3726 Drained Against Undrained Behaviour of Sand Andrzej Sawicki, Waldemar Świdziński Institute
More informationDate: April 2, 2014 Project No.: Prepared For: Mr. Adam Kates CLASSIC COMMUNITIES 1068 E. Meadow Circle Palo Alto, California 94303
City of Newark - 36120 Ruschin Drive Project Draft Initial Study/Mitigated Negative Declaration Appendix C: Geologic Information FirstCarbon Solutions H:\Client (PN-JN)\4554\45540001\ISMND\45540001 36120
More informationLiquefaction Assessment using Site-Specific CSR
Liquefaction Assessment using Site-Specific CSR 1. Arup, Sydney 2. Arup Fellow, Adelaide M. M. L.SO 1, T. I. MOTE 1, & J. W. PAPPIN 2 E-Mail: minly.so@arup.com ABSTRACT: Liquefaction evaluation is often
More information