International Journal of Civil Engineering 1735-0522 2283-3874 11 2 2013 11 1 Use of centrifuge experiments and discrete element analysis To model the reverse fault slip 79 89 EN Y.Y. Chang Department of Civil Engineering. National Central University,Taiwan. 93332004@ncu.edu.tw N C.J. Lee Department of Civil Engineering. National Central University,Taiwan. cjleeciv@ncu.edu.tw Y W.C. Huang Department of Civil Engineering. National Central University,Taiwan. wenchaoh@ncu.edi.tw N W.J. Huang Department of Applied Geology Engineering. National Central University, Taiwan huang22@ncu.edu.tw N M.L. Lin Department of Civil Engineering. National Taiwan University,Taiwan. mlin@ntu.edu.tw N W.Y. Hung National Center for Research on Earthquake Engineering, Taiwan wyhung@ncree.narl.org.tw N Y. H. Lin Central Geological Survey, MOEA, Taiwan party@moeacgs.gov.tw N This study presents a series of physical model tests and numerical simulations using PFC2D (both with a dip slip angle=60° and a soil bed thickness of 0.2 m in model scale)at the acceleration conditions of 1g, 40g, and 80 g to model reverse faulting. The soil deposits in prototype scale have thicknesses of 0.2 m, 8 m, and 16 m, respectively. This study also investigates the evolution of a surface deformation profile and the propagation of subsurface rupture traces through overlying sand. This study proposes a methodology for calibrating the micromechanical material parameters used in the numerical simulation based on the measured surface settlements of the tested sand bed in the self-weight consolidation stage. The test results show that steeper surface slope on the surface deformation profile, a wider shear band on the major faulting-induced distortion zone, and more faulting appeared in the shallower depths in the 1-g reverse faulting model test than in the tests involving higher-g levels. The surface deformation profile measured from the higher-g physical modeling and that calculated from numerical modeling show good agreement. The width of the shear band obtained from the numerical simulation was slightly wider than that from the physical modeling at the same g-levels and the position of the shear band moved an offset of 15 mm in model scale to the footwall compared with the results of physical modeling. Reverse fault, Surface deformation profile, Subsurface rupture trace, Centrifuge modeling, Discrete element method http://ijce.iust.ac.ir/article-1-853-en.html http://ijce.iust.ac.ir/article-1-853-en.docx

International Journal of Civil Engineering 1735-0522 2283-3874 11 2 2013 11 1 Feasibility study of fault rupture deviation by slurry wall 90 99 EN M. Fadaee PhD Student, International Institute of Earthquake Engineering and Seismology (IIEES) m.fadaie@iiees.ac.ir N M.K. Jafari Professor of Geotechnical Engineering Research Center, International Institute of Earthquake Engineering and Seismology (IIEES) jafari@iiees.ac.ir Y M. Kamalian Associate Professor of Geotechnical Engineering Research Center, International Institute of Earthquake Engineering and Seismology (IIEES) kamalian@iiees.ac.ir N M. Moosavi , Assistant Professor , Mazandaran University smojtabamosavi@yahoo.com N A. Shafiee Assistant Professor of Geotechnical Engineering Research Center, International Institute of Earthquake Engineering and Seismology (IIEES) ali_shafiee_iiees@yahoo.com N During past earthquakes, many instances of building damage as a result of earthquake surface fault rupture have been observed. The results of investigating a potential mitigation scheme are presented in this paper. Such plan provides a wall in the soil with the aim of surface displacement localization in the narrow pre-determined location. This may reduce the risk of the future rupture downstream the wall. To evaluate the efficiency of the method, this paper (i) provides validation through successful class “A” predictions of 1g model tests for fault deviation by weak wall and (ii) conducts sensitivity analyses on fault position, fault offset and wall shear strength. It is shown that wall can be designed to deviate rupture path even downstream of the wall can be protected. Reverse fault rupture, Soil bentonite wall, Fault deviation http://ijce.iust.ac.ir/article-1-814-en.html http://ijce.iust.ac.ir/article-1-814-en.doc

International Journal of Civil Engineering 1735-0522 2283-3874 11 2 2013 11 1 Evaluation of lateral spreading utilizing artificial neural network and genetic programming 100 111 EN M. H. Baziar 1Professor, Center of Excellence for Fundamental Studies in Structural Engineering, School of Civil Engineering, Iran University of Science and Technology, Tehran, Iran baziar@iust.ac.ir Y A. Saeedi Azizkandi PhD. Candidate, School of Civil Engineering, Iran University of Science and Technology, Tehran, Iran asaeedia@yahoo.com N Due to its critical impact and significant destructive nature during and after seismic events, soil liquefaction and liquefactioninduced lateral ground spreading have been increasingly important topics in the geotechnical earthquake engineering field during the past four decades. The aim of this research is to develop an empirical model for the assessment of liquefaction-induced lateral ground spreading. This study includes three main stages: compilation of liquefaction-induced lateral ground spreading data from available earthquake case histories (the total number of 525 data points), detecting importance level of seismological, topographical and geotechnical parameters for the resulted deformations, and proposing an empirical relation to predict horizontal ground displacement in both ground slope and free face conditions. The statistical parameters and parametric study presented for this model indicate the superiority of the current relation over the already introduced relations and its applicability for engineers. Lateral spreading, Artificial neural network and genetic programming http://ijce.iust.ac.ir/article-1-820-en.html http://ijce.iust.ac.ir/article-1-820-en.doc

International Journal of Civil Engineering 1735-0522 2283-3874 11 2 2013 11 1 Influence of soil setup on shaft resistance variations of driven piles: Case study 112 121 EN I. Hosseinzadeh Attar Ph.D. candidate, Department of Civil & Environmental Engineering, Amirkabir University of Technology, Iran ih_attar@yahoo.com N K. Fakharian Assistant Professor, Department of Civil & Environmental Engineering, Amirkabir University of Technology, Iran kfakhari@yahoo.com Y Pile foundations are frequently used in industrial projects in southwest lowlands of Iran. Although high setup of shaft resistance is usually reported in the area, no reliable formulation or guidelines are available for considering the increased capacity in design applications. Therefore, the pile design practices are usually not optimized. The main objective of this paper is presenting a site specific formulation for setup effects of a utility plant in southwest Iran in which a good database of prestressed concrete driven piles is available. Fajr-II Petrochemical site in PetZone of Mahshahr accommodating a utility plant is selected as the database of the current study. The setup factor (A) and the reference time (t0) are evaluated through processing of a relatively large database of this well-supervised piling project. As the main portion of variations of driven piles capacity with time is related to shaft, only shaft resistance variations are considered in this research. The shaft capacity variations are derived from signal matching analysis on PDA tests. Reliability of PDA tests has been confirmed through comparing with the static load test results. Influence of driving the surrounding piles on setup factor is also investigated. The results show that the average setup factor (A) and the reference time (t0) of 0.30 and 0.01 day, respectively, are proper values for estimating the long term capacity in this region. Evaluation of the results indicates that driving 8 piles around the test pile has increased the “A” factor average of 40% resultingin increase of the shaft capacity about 19% in one month and 22% in one year, in comparison with the tested piles with no surrounding piles driven. Driven pile, PDA test, Static load test, Signal matching analysis, Soil setup, Surrounding piles http://ijce.iust.ac.ir/article-1-836-en.html http://ijce.iust.ac.ir/article-1-836-en.docx

International Journal of Civil Engineering 1735-0522 2283-3874 11 2 2013 11 1 Numerical modeling of reverse fault rupture propagation through clayey embankments 122 132 EN M. Mortazavi Zanjani Department of Civil and Environmental Engineering, Amirkabir University of Technology, Tehran, Iran mortazavim@aut.ac.ir N A. Soroush Department of Civil and Environmental Engineering, Amirkabir University of Technology, Tehran, Iran soroush@aut.ac.ir Y This paper presents results of a thorough study on the phenomenon of rupture propagation of reverse faults from the bedrock foundation through homogeneous clayey embankments, mainly at the end of construction, with complementary analyses for the steady state seepage through the embankment. The study is performed by means of numerical analyses with a nonlinear Finite Element Method, verified beforehand through simulating fault propagations in an existing horizontal soil layer experiment. Multiple cases considering three slopes & three clayey soils for the embankment and five fault dip angles, activated in several locations of base of the embankment, are analyzed. The results show that ruptures in the embankment follow optimal paths to reach the surface and their near-surface directions are predictable with respect to corresponding theories of classical soil mechanics. Various types of rupture in the embankment are produced on the basis of the rupture types, the embankment base is divided into three distinguishable zones, which can be used for interpretation of fault ruptures behavior. The effects of materials and slope of the embankment, fault dip angle, and fault’s point of application in the bedrock-soil interface on the rupture paths are studied in depth. Fault rupture propagation, Numerical modeling, Embankment http://ijce.iust.ac.ir/article-1-752-en.html http://ijce.iust.ac.ir/article-1-752-en.docx

International Journal of Civil Engineering 1735-0522 2283-3874 11 2 2013 11 1 Shakedown method versus pseudostaic method for seismic slope stability 133 140 EN F. Askari Assistant Prof., International Institute of Earthquake Engineering and Seismology, Tehran, Iran askari@iiees.ac.ir Y M. R. Arvin Associate Prof., Fasa University, Fasa, Iran m.r.arvin@gmail.com N O. Farzaneh Assistant Prof., School of civil engineering,Tehran University, Tehran, Iran ofarzane@ut.ac.ir N Seismic stability of slopes is typically evaluated by conventional methods under the assumption that the slope is subjected to an earthquake just for one time. In general, time histories of loadings on slopes are unknown and loads are of variable repeated nature. Shakedown phenomenon can be considered as a safe state for slopes subjected to variable repeated loadings. In this study, lower bound dynamic shakedown theorem is employed for the seismic stability of slopes as a comprehensive verification. A numerical method applied previously to evaluate roads under the traffic loads was modified to make it appropriate for dynamic shakedown analysis in the present study. The numerical method is based on the combination of finite element and linear programming methods. Critical PGA is employed as a comparative parameter to compare shakedown and pseudostatic methods. Results show that, unlike pseudostaic method, shakedown approach is able to consider dynamic properties of load and slope. Also, it is indicated that contrary to pseudostaic approach, shakedown solutions are different for slopes and embankments. Shakedown and pseudostaic critical PGA versus dynamic properties of load and slope creates four distinct zones. It is shown that the forgoing zones can be used as appropriate tools for seismic zonation of slopes based on their short term and long term safety Dynamic shakedown, Pseudostatic, Seismic slope stability, Earthquake http://ijce.iust.ac.ir/article-1-547-en.html http://ijce.iust.ac.ir/article-1-547-en.docx

International Journal of Civil Engineering 1735-0522 2283-3874 11 2 2013 11 1 Evaluation of the effect of induced vibration on early age lightweinght air-trapped soil 141 149 EN Kwang-Suek Oh Associate Professor, Department of Architectural Engineering, Korea Maritime University 727 Taejong-ro, Yeongdo-Gu,Busan 606-791, Korea tecton@hhu.ac.kr N Tae-Hyung Kim Professor, Department of Civil Engineering, Korea Maritime and Ocean University, 727 Taejong-ro, Yeongdo-Gu, Busan 606-791,Korea kth673992hhu.ac.kr Y This study was conducted to determine the effect of vibration on the curing and compressive strength of lightweight air-trapped soil (ATS). ATS is manufactured by mixing cement with water and sand and injecting bubbles into the mixture. It is light as compared to regular soil, can reduce the weight on the ground, and has high fluidity. If ATS is used at construction sites with many vibration sources, such as pile driving, blasting, and construction machinery, the effect of vibration needs to be seriously considered. If a road is expanded using ATS to reduce traffic congestion, the ATS quality may decrease because of vibration generated by traffic moving on the road. In particular, because ATS contains many air bubbles and needs time for curing, the effect of vibration can be greater than expected. Therefore, the effect of vibration on ATS was evaluated during the curing process by conducting unconfined compression tests on samples prepared with different values of variables including vibration velocity, starting vibration time, and mixing ratio. Vibration velocities of 0.25 and 0.50 cm/s did not greatly affect the strength. However, vibration velocities of above 2.50 cm/s significantly affected the decrease in strength, and the starting vibration time also had a clear effect on specimens cured for less than 2 hours. Vibration, Air-trapped soil (ATS), Unconfined compressive strength, Curing, Air bubbles http://ijce.iust.ac.ir/article-1-767-en.html http://ijce.iust.ac.ir/article-1-767-en.doc

International Journal of Civil Engineering 1735-0522 2283-3874 11 2 2013 11 1 Seismic ground response analysis of unsaturated soil deposits 150 155 EN M. Biglari Assisstant Professor, Civil Engineering Department, School of Engineering, Razi University, Kermanshah, Iran mahnooshbiglari@yahoo.com Y I. Ashayeri Assisstant Professor, Civil Engineering Department, School of Engineering, Razi University, Kermanshah, Iran i.ashayeri@razi.ac.ir N Seismic ground motion is profoundly affected by geometrical and mechanical properties of soil deposits overlaying bedrock. Local seismic ground response of saturated soil deposits was studied in literature by applying the effects of soil stress state and index properties on the strain-dependent normalized shear modulus reduction, G/G0, and damping ratio, D, curves in an equivalent linear analysis. However, experimental investigations revealed that, G0, G/G0, and D of unsaturated soils are influenced by stress state as well as suction. This study presents the results of linear and equivalent linear seismic ground response analysis of unsaturated soil deposits incorporating suction effects on G/G0 and D curves. Seismic ground response analyses were done with the computer program EERA for three sets of soil profiles, which are included in saturated, constant and linearly variable suction unsaturated soil deposits. The results of current study present the magnitude of variation in natural frequency, amplification ratio and spectral acceleration of unsaturated soil deposits. Unsaturated soil, Soil dynamics, Equivalent-linear, Seismic ground response analysis, EERA http://ijce.iust.ac.ir/article-1-697-en.html http://ijce.iust.ac.ir/article-1-697-en.doc