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Experimental Investigation of Reverse Fault Rupture – Rigid Shallow Foundation Interaction 2 2 Ground differential movements due to faulting have been observed to cause damage to engineered structures and facilities. Although surface fault rupture is not a new problem, there are only a few building codes in the world containing some type of provisions for reducing the risks. Fault setbacks or avoidance of construction in the proximity to seismically active faults, are usually supposed as the first priority. In this paper, based on some 1-g physical modelling tests, clear perspectives of surface fault rupture propagation and its interaction with shallow rigid foundations are presented. It is observed that the surface fault rupture could be diverted by massive structures seated on thick soil deposits. Where possible the fault has been deviated by the presence of the rigid foundation, which remained undisturbed on the footwall. It is shown that the setback provision does not give generally enough assurance that future faulting would not threaten the existing structures. 85 98 2009/11/24 1388/9/3 2015/11/20 1394/8/29 S.M. Moosavi S.M. Moosavi International Institute of Earthquake Engineering and Seismology (IIEES) Iran M.K. Jafari M.K. Jafari International Institute of Earthquake Engineering and Seismology (IIEES) Iran jafari@iiees.ac.ir M. Kamalian M. Kamalian International Institute of Earthquake Engineering and Seismology (IIEES) Iran A. Shafiee A. Shafiee International Institute of Earthquake Engineering and Seismology (IIEES) Iran reverse fault rupture interaction rigid shallow foundation [1] Ulusay, R., O. Aydan and M. Hamada [2001]“The behaviour of structures built on active fault zones: examples from the recent earthquakes of Turkey”, in Seismic Fault-##Induced Failures-Possible Remedies for Damage to Urban Facilities, (edited by K.Konagai, University of Tokyo) Japan Soc.Prom. Sci., Japan, pp. 1-26##[2] Bray, J.D. ,2001, "Developing Mitigation Measures for the Hazards Associated with Earthquake Surface Fault Rupture," Seismic Fault-Induced Failures Workshop, Japan## Society for the Promotion of Science,University of Tokyo, Japan, pp. 55-79. [Invited Paper].##[3] Kelson, K.I., Kang, K.-H., Page, W.D., Lee, C.-T., and Cluff, L.S., 2001, Representative styles of deformation along the Chelungpu fault from the 1999 Chi-Chi (Taiwan) earthquake:Geomorphic characteristics and responses of man-made structures: Bulletin of Seismological Society America, v. 91, no. 5, p. 930-952 ##[4] Faccioli E., Anastasopoulos I., Callerio A., and Gazetas G. , 2008 ,"Case histories of faultfoundation interaction", Bulletin of Earthquake Engineering, 6(4),557–583##DOI10.1007/s10518-008-9089-y##[5] Bray, J. D., R. B. Seed, L. S. Cluff and H. B.Seed [1994]a “Earthquake Fault Rupture Propagation through Soil,” Journal of Geotechnical Engineering, ASCE, 120(3), 543-561.##[6] Lazarte, C. A, J. D. Bray, A. M. Johnson and R.E. Lemmer [1994] “Surface Breakage of the 1992 Landers Earthquake and Its Effects on Structures,” Bull. Seismol. Soc. Am., Vol. 84,No. 3, pp. 547-561.##[7] Bray, J. D., and K. I. Kelson [2006].“Observations of Surface Fault Rupture from the 1906 Earthquake in the Context of Current Practice”, Earthquake Spectra, Vol. 22, No. S2,pp. S69-S89.##[8] Anastasopoulos, I. & G. Gazetas [2007].“Foundation-structure systems over a rupturing normal fault: Part I. Observations after the Kocaeli 1999 earthquake”, Bull. Earthquake Eng., Vol. 5, No. 5, pp. 253-275.##[9] Jafari M.K., Moosavi S.M., 2008, Lessons to be learned from Surface Fault Ruptures in Iran Earthquakes, Sixth International Conference on Case Histories in Geotechnical Engineering and Symposium in Honor of Professor James K.Mitchell , Arlington, VA (USA)##[10] Cole, D. A., Jr. and Lade, P.V. [1984] “Influence Zones in Alluvium Over Dip-Slip Faults,”Journal of Geotechnical Engineering, ASCE,110(5), 599-615.##[11] Stone, K. J. L. and Wood, D. M. [ 1992] :Effects of dilatancy and particle size observed in model tests on sand, Soils and Foundations,JSSMFE, Vol. 32, No 4., pp. 43-57.##[12] Tani,K., Ueta K. and N.Onizuka,[ 1996],Discussion on "Earthquake fault rupture propagation through soil" by J.D.Bray,R.B.Seed, L.S.Cluff and H.B.Seed, J. of Geotechnical Engineering, ASCE, Vol.122,No.1, pp.80-82.##[13] Lee, Jea Woo; Hamada, Masanori; [2005], "An Experimental Study On Earthquake Fault Rupture Propagation Through A Sandy Soil Deposit", Structural Engineering / Earthquake Engineering Vol. 22, No. 1 pp.1s-13s##[14] Bransby, M.F., Davies, M.C.R., El Nahas, A.,Nagaoka, S.,2008,Centrifuge modelling of reverse fault-foundation interaction. Bulletin of Earthquake Engineering, 6(4), 607-628##[15] Bray, J. D., R. B. Seed and H. B. Seed [1994]b “Analysis of Earthquake Fault Rupture Propagation through Cohesive Soil,” Journal of Geotechnical Engineering, ASCE, 120(3), 562-580.##[16] Anastasopoulos I., Gazetas G., Bransby F., Davies M.C.R., and Nahas El. A. , 2007, “Fault Rupture Propagation through Sand : Finite – Element Analysis and Validation through Centrifuge Experiments”, Journal of Geotechnical and Geoenvironmental Engineering, American Society of Civil Engineers , (ASCE), Vol. 133, No 8, pp. 943-958##[17] Berill JB., 1983,” Two-dimensional analysis of the effect of fault rupture on buildings with shallow foundations”, Soil Dyn Earthquake Eng 2(3):156–160. doi:10.1016/0261-##7277(83)90012-8##[18] Yilmaz MT., Paolucci R., 2007,”Earthquake fault rupture–shallow foundation interaction in undrained soils: a simplified analytical approach”, Earthquake Eng Struct Dyn##,36(1):101–118##[19] Berberian M. and Yeats R. S., 1999, Patterns of historical earthquake rupture in the Iranian Plateau. Bulletin of Seismological Society of America. v89. 120-139.##[20] Hessami, K., and Jamali, F., 1996. Active Faulting in Iran, Journal of Earthquake Prediction Research, 5 (3), 403-412##[21] PLAXIS [2008], Finite Element Code,Copyright 1997-2008 Plaxis BV.##[22] Shahnazari H. , Salehzadeh H. and Askarinejad A. [2008], “Determination of virtual cohesion in unsaturated sand trenches, using geotechnical centrifuge”, International Journal of Civil Engineering, 6(1), 1-9##[23] Baziar M.H., Ghorbani A., Katzenbach R.,2009,” Small-Scale Model Test and Three-Dimensional Analysis of Pile-Raft Foundation on Medium-Dense sand”, International Journal of Civil Engineering, 7(3), 170-175##[24] Langen HV and Vermeer PA. [1991], “Interface elements for singular plasticity points”,International Journal for Numerical and Analytical Methods in Geomechanics, 15, 301-##315##[25] Lazarte, C.A. [1996], “ The response of earth structures to surface fault rupture,” PhD Thesis,University of California at Berkeley## ##

Cyclic Behavior of Mixed Clayey Soils 2 2 Mixed clayey soils occur as mixtures of sand (or gravel) and clay in widely varying proportions. Their engineering behavior has not been comprehensively studied yet. An experimental program, comprising monotonic, cyclic, and post-cyclic triaxial tests was undertaken on compacted clay-granular material mixtures, having different proportions of clay and sand or gravel. This paper presents the results of cyclic triaxial tests and explains the behavior of the mixtures based on number of loading cycles, cyclic strain amplitude, granular material content, grain size, and effective confining pressure. The results indicate an increase in degree of degradation and cyclic loading-induced pore water pressure as the number of loading cycles, cyclic strain and granular material content increase. Also the results show that the grain size has no significant effect on the degree of degradation and cyclic loading-induced pore water pressure in the specimens. The effect of granular material content on pore water pressure during cyclic loading in equal-stress-level was also examined. The pore water pressure increases with the increase of granular material content. 99 106 2009/11/242010/06/19 1389/3/29 2015/11/202014/01/11 1392/10/21 H. Soltani-Jigheh H. Soltani-Jigheh Amirkabir University of Technology Iran A. Soroush A. Soroush Amirkabir University of Technology Iran soroush@aut.ac.ir mixed clayey soils cyclic triaxial test degradation pore water pressure [1] Nakase, A., Nakanodo, H. and Kusakabe, O.:1978, Influence of soil type on pore pressure response to cyclic loading, Proc. 5th Japan Earthquake Engrg. Symp., pp. 593-600.##[2] Kimura, T., Takemura, J., Hiro-Oka, A. and Okamara, M.: 1994, Mechanical behavior of intermediate soils, Proc. Int. Conf. Centrifuge,A.A. Balkema, Rotterdam.##[3] Kuwano, J., Imura, H., Takahara, K. and Nakagawa, H.: 1995, Undrained cyclic and monotonic shear behavior of sand-kaolin mixed, Proc. First Int. Conf. Earthquake##Geotech. Engrg, A.A. Balkema, Rotterdam, 1,pp. 165-170.##[4] Jafari, M.K. and Shafiee, A.: 2004, Mechanical behavior of compacted composite clays, Can.Geotech. J., 41, 1152-1167.##[5] Soltani-Jigheh, H. and Soroush, A.: 2006, Postcyclic behavior of compacted clay-sand mixtures, Int. J. Civil Engrg, Iran University of Science and Technology, 4, 226-243.##[6] Soltani-Jigheh, H. and Soroush, A.: 2007,Behavior of mixed clayey soils under monotonic loading, Int. J. Science and Technology Amirkabir, 18 (67), 21-29.##[7] Soroush, A. and Soltani-Jigheh, H.: 2009, Preand post-cyclic behavior of mixed clayey soils, Can. Geotech. J., 46, 115-128.##[8] ASTM standard D698: 1997, Standard test method for laboratory compaction characteristics of soil using standard effort, American Society for Testing and Materials,##West Conshohocken, Pa.##[9] ASTM standard D3999: 1997, Standard test methods for the determination of the modulus and damping properties of soils using the cyclic triaxial apparatus, American Society for Testing and Materials, West Conshohocken, Pa.##[10] Zergoun, M. and Vaid, Y.P.: 1995, Effective stress response of clay to undrained cyclic loading, Int. J. Rock Mechs. and Mining Sciences and Geomechs. Abs., 32, 265A-##265A(1)##[11] Matsui, T., Bahr, M.A. and Abe, N.: 1992,Estimation of shear characteristics degradation and stress-strain relation of saturated clays after cyclic loading, Soils and Foundations, 32, 161-172.##[12] Yasuhara, K., Hiro., K. and Hyde, A.F.L.: 1992,Effects of cyclic loading on strength and compressibility of clays, Soils and Foundations,32, 100-116.##[13] Yasuhara, K., Murakami, S., Song, B. W.,Yokokawa, S. and Hyde, A. F. L.: 2003, Postcyclic degradation of strength and stiffness for low plasticity silt, J. Geotech. and Geoenvir.Engrg., ASCE, 129, 756-769.##[14] Moses, G.G., Rao, S.N. and Rao, P.N.: 2003,Undrained strength behavior of a cemented marine clay under monotonic and cyclic loading, Ocean Engrg., 30, 1765-1789.##[15] Idriss, I.M., Dobry, R. and Singh, R.D.: 1978,Nonlinear behavior of clay soils during cyclic loading, J. Geotech. Engrg. Div., ASCE, 104,1427-1447.## ##

Investigating Dynamic Response of a Buried Pipeline in Sandy Soil Layer by 1G Shaking Table Test 2 2 Investigating the parameters influencing the behavior of buried pipelines under dynamic loading is of great importance. In this study the soil structure interaction of the pipelines with the surrounding soil was addressed using shaking table tests. Wave propagation along the soil layers was also included in the study. The semi infinite nature of the field was simulated using a laminar shear box. The soil used in the experiments was Babolsar coastal sand (Iran). PVC pipes were used due to their analogy with the field. Eight models were constructed with the first four models having uniform base. In the next models, the non-uniformities of real ground were simulated using a concrete pedestal installed at the very bottom of the shear box. Pipe deformations under dynamic loading, acceleration distribution in height, soil settlement and horizontal displacements were measured by strain gauges, acceleratometers and displacement meters. Analyzing the obtained data, influence of different parameters of dynamic loading such as acceleration, frequency, soil density, base conditions and shaking direction to pipe axis on the acceleration amplification ratio and pipe deformation were investigated. Also in order to study the effect of dynamic loading on two different materials, soil and pipe, the horizontal strains were compared 107 124 2009/11/242010/06/192010/06/19 1389/3/29 2015/11/202014/01/112014/01/11 1392/10/21 F. Jafarzadeh F. Jafarzadeh Sharif University of Technology Iran Fardin@sharif.ir H. Farahi Jahromi H. Farahi Jahromi Sharif University of Technology Iran E. Abazari Torghabeh E. Abazari Torghabeh the University of Alberta Canada Buried pipe Shaking table test Laminar shear box Sand Strain [1] Ariman T., Lee.: 1991, Tension/Bending Behavior of Buried Pipeline under Large Ground Deformation in Active Faults, NCEER Reports, 91-0001, p489.##[2] Tohada J., Le L., Hamada T., Law H., Ko H.:1995, Measurement of Strain Distribution Along a Buried Pipeline under Seismic Loading in Centrifuge Models, Proceeding of##Earthquake Geotechnical Engineering,Balkema, Rotterdam.##[3] Miyajima M., Yashida M., Kitaura M.:1992,Small Scale Test on Countermeasure against Liquefaction for Pipeline Using Gravel Drain System, NCEER Reports,92-0019, p381.##[4] Towhata I., W.Vargas-Monge, Orense R., YaoM.: 1999, Shaking Table Tests on Subgrade Reaction of Pipe Embedded in Sandy Liquefied Subsoil, Journal of Soil dynamics and Earthquake Engineering 18, pp.347-361. ##[5] Kiku , Yasuda S. , Nagase H.:1995, Shaking table tests and several analyses on the behavior of buried pipes during liquefaction , Proceeding of Earthquake Geotechnical Engineering,Balkema, Rotterdam.##[6] Yanagimoto H., Ono T., Yasuda S., Kiko H.: 1992,Several Simulation of Buried Pipeline During Liquefaction, NCEER Reports,92-0019, p453. ##[7] Yasuda S., Nagase H., Itafuji S., Sawada H., MineK.: 1994, Shaking Table Test on Floatation of Buried Pipes Due to Liquefaction of Backfill Sands, NCEER Reports, 94-0026, p665.##[8] J.P. Bardet, C.A. Davis.: 1999, Response of Large Diameter Buried Pipe to Earthquakes,Proceeding of Earthquake Geotechnical Engineering, Balkema, Rotterdam.##[9] O\'Rourke T.D., Palmer M.C.: 1994, Earthquake Performance of Gas Transmission Pipelines,NCEER Reports, 94-0026, p679.##[10] Hamada M..: 1991, Estimation of Earthquake Damage to Lifeline Systems in Japan, NCEER Reports, 91-0001, p5.##[11] Y. Mohri,A. Yasuda,T. Kawabata,H.I. Ling.:1999, Simulation Analyses on Countermeasure Testing for Underground Pipeline” Proceeding of Earthquake Geotechnical Engineering,Balkema, Rotterdam.##[12] Michael J.O’Rourke , Xuejieb Liu.: 1994,Failure Criterion for Buried Pipe Subjected To Longitudinal PGD: Benchmark Case History,NCEER Reports, 94-0026, p639.##[13] Jourabchian, A.: 2002, Designing the laminar shear box for shaking table test, MSc. Thesis,Sharif University of Technology.## ##

Simulating the Effects of Projectile Explosion on a Jointed Rock Mass Using 2D DEM: A Case Study of Ardebil-Mianeh Railway Tunnel 2 2 Considerations on the explosion resistant design of special infrastructures have increased in the recent years. Amongst the various types of infrastructures, road and railway tunnels have a unique importance due to their vital role in connection routes in emergency conditions. In this study, the explosion effects of a projectile impacting on a railway tunnel located in a jointed rock medium has been simulated using 2D DEM code. Primarily, a GP2000 projectile has been considered as a usual projectile and its penetration depth plus its crater diameter were calculated in rock mass. The blast pressure was, then, calculated via empirical formula and applied on the boundary of crater as input load. Finally, the wave pressure propagation through the jointed rock medium was investigated. In part of the study a sensitivity analysis has been carried out on jointed rock parameters such as joint orientation, dynamic modulus and damping ratio. Their effects on tunnel lining axial force as well as bending moment have also been investigated. 125 133 2009/11/242010/06/192010/06/192010/06/19 1389/3/29 2015/11/202014/01/112014/01/112014/01/11 1392/10/21 H. Shahnazari H. Shahnazari Iran University of Science and Technology Iran hshahnazari@iust.ac.ir M. Esmaeili M. Esmaeili Iran University of Science and Technology Iran H. Hosseini Ranjbar H. Hosseini Ranjbar Iran University of Science and Technology Iran Jointed rock medium Projectile Blast pressure DEM [1] Gui M.W., Chien M.C (2006), “Blast resistant analysis for a tunnel passing beneath Taipei Shongsan airport – a parametric study”,Geotechnical and Geological Engineering, Vol.24, 227-248.##[2] Ma G.W., Hao H., Zhou Y.X. (1998), “Modeling of wave propagation induced by underground explosion”, Computer Geotech. J., Vol. 22 (3/4),283-303.##[3] Chen S.G., Zhao J. (1998), “A study of UDEC modeling for blast wave propagation in jointed rock masses”, Int. J. Rock Mech. Min. Sci., Vol.35, No.1, 93-99.##[4] Fan S.C., Jiao Y.Y., Zhao J. (2004), “On modelling of incident boundary for wave propagation in jointed rock masses using discrete element method”, Computers and##Geotechnics, Vol. 31, 57-66.##[5] Morris J.P., Rubin M.B., Blair S.C., Glenn L.A.,Heuze F.E. (2004), “Simulations of underground structures subjected to dynamic loading using the distinct element method”,##Engineering computations, Vol. 21, pp. 384-408.##[6] Lu Y. (2005), “Underground blast induced ground shock and its modeling using artificial neural network”, J. Computers and Geotechnics, Vol. 32, 164–178. ##[7] Heuze F.E., Morris J.P. (2006), “Insights into ground shock in jointed rocks and the response of structures there-in”, Int. J. Rock Mech. & Mining Sci., Vol. 44, 647-676.##[8] Jiao Y.Y., Zhang X.L., Zhao J., Q.S. Liu Q.S. (2007), “Viscous boundary of DDA for modeling stress wave propagation in jointed rock”, Int. J. Rock Mech. & Mining Sci., 44,##1070–1076 ##[9] Wang Z., Li Y., Wang J.G. (2008), “Numerical analysis of blast-induced wave propagation and spalling damage in a rock plate”, Int. J. Rock Mech. Min. Sci., Vol. 45, 600-608.##[10] Iran Ministry of Road and Transportation,Technical report 13-02-348, Parsabad-Ardebil-Nianeh Railway, Second phase study of tunnels.##[11] ITASCA Consulting Group Inc. (2004), UDEC:Universal Distinct Element Code User\'s Manual, Version 4.0.##[12] Department of the US Army Technical Manual TM 5-855-1, “Fundamentals of Protective Design for Conventional Weapons”, 1986.##[13] Bulson P.S., “Explosive loading of engineering structures”, E & FN Spon press, 1997.##[14] Bangash M.Y.H., “Shock, impact and explosion- structural analysis and design”,Springer, 2009.##[15] Ngo T., Mendis P., Gupta A., Ramsay J. (2007),“Blast loading and blast effects on structures –An overview”, EJSE special issue: loading on structures.##[16] Jiao Y.Y., Zaho J., Caio J.G. (2003),“Consideration for 2-D and 3-D modelling of shock wave propagation in jointed rock masses”, ISRM 2003 – Technology roadmap for##rock mechanics, South Africa Institute of Mining and Metallurgy.##[17] Dowding C.H., Belytschko T.B., Yen H.J.(1983), “Dynamic computational analysis of openings in jointed rock”, J. Geotech. Eng., ASCE, Vol. 109, 1551-1566.##[18] Cundall P.A. (1980), “UDEC- a generalized distinct element program for modelling jointed rock. Peter Cundall Associates, Report PCAR-1-80, U.S. Army, European Research office,London.##[19] Hart R.D. (1992), “An introduction to distinct element modeling for rock engineering. In comprehensive rock engineering, Vol. 2, ed.J.A. Hudson, pp. 245-261.##[20] Liu Y.Q., Li H.B., Li J.R., Zhou Q.C. (2004),“UDEC simulation for dynamic response of a rock slop subject to explosions”, Int. J. Rock Mech. Min. Sci., Vol. 41, No. 3.##[21] Hoek E., Kaiser P. K., Bawden W. F., “Support of underground excavations in hard rock”, A. A.Balkema/Rotterdam/Brookfield, 1998.##[22] Cundall P.A., Hart R.D. (1993), “Numerical modelling of discontinues”, comprehensive Rock Engineering: Principles, Practices, & Projects, Vol. 2, Hudson (ed.), Pergamon Press.##[23] Gran J.K., Senseny P.E., Groethe M.A., Chitty D., Trulio J. (1998), “Dynamic response of an opening in jointed rock”, Int. J. of Rock Mech.& Mining Sci., Vol. 35(8), 1021-1035.## ##

The Validity Assesment of Laboratory Shear Modolus Using In-Situ Seismic Piezocone Test Results 2 2 Seismic piezocone device (SCPTu) together with Resonant Column and Cyclic Triaxial test apparatus are employed to measure small strain shear modulus (G0) of carbonate sandy and clayey soils of southern coasts of Iran. A large area of southern regions of Iran is formed from clay, silt and sand. In this study, maximum shear modulus that is derived from both field (by seismic piezocone) and laboratory (by Resonant Column and Cyclic Triaxial) tests on soil samples from the southern region, indicated a meaningful effect of sample disturbance. Results show that in laboratory tests, loose samples tend to become denser and therefore exhibit greater stiffness whereas dense samples tend to become looser, showing a reduction in stiffness. According to the results of the present study, there are narrow limits of soils shear moduli for which the laboratory tests and the field measurements yield approximately the same amounts. This limit of shear moduli is about 30-50(MPa) for clay deposits and 70-100 (MPa) for sandy deposits. Since the shear moduli of soils in small strains can also be computed from the shear wave velocity, also correlations based on parameters derived from SCPTu test for shear wave velocity determination of sandy and clayey soils of the studied area are presented. This study shows that shear wave velocity can be related to both corrected tip resistance and total normal stress. The measurements of the damping ratio and shear module, because of a great disturbance of stiff deposits during the sampling process and also due to considerable differences between the laboratory and field results, by the laboratory approaches are not reliable and advised. 134 142 2009/11/242010/06/192010/06/192010/06/192010/06/19 1389/3/29 2015/11/202014/01/112014/01/112014/01/112014/01/11 1392/10/21 S.M. Mir Mohammad Hosseini S.M. Mir Mohammad Hosseini Amirkabir University of Technology Iran mirh53@yahoo.com A.A. Hajimohammadi A.A. Hajimohammadi Amirkabir University of Technology Iran A. R. Hajimohammadi A. R. Hajimohammadi University of Tabriz Iran Maximum Shear Modulus Shear Wave Velocity (Vs) Seismic Piezocone Test (SCPTu) Resonant Column Test [1] Baziar, M.H .and Ziaie-Moayed, R.,2006,"Evaluation of Cone Penetration Resistance in Loose Silty Sand Using Calibration Chamber", International Journal of Civil Engineering, No.2, Vol.4##[2] Naeini, S.A. and Ziaie-Moayed, R., 2007,“Evaluation of Undrained Shear Strength of Loose Silty Sands Using CPT Results”,International Journal of Civil Engineering,No.2, Vol.5##[3] Lunne, T., Robertson, P.K. and Powell, J.J.M.,2002, "Cone Penetration Testing in Geotechnical Practice", Spon Press ##[4] Burns, S.E. and Mayne, P.W., 1999, “Pore Pressure Dissipation Behavior Surrounding Driven Piles and Cone Penetrometers”,Transportation Research Record, No. 1675,##National Academy Press, Washington D.C., 17-23##[5] Liao, T. and Mayne, P.W., 2005, “Cone Penetrometer Measurements During Mississippi Embayment Seismic Excitation Experiment”, Proceeding, GeoFrontiers, ASCE##GSP, Austin, TX, Jan. 24-26##[6] Liao, T., Mayne, P.W., Tuttle, M.P., Schweig,E.S. and Van Arsdale, R.B., 2002, “CPT Site Characterization for Seismic Hazards in the New Madrid Seismic Zone”, Soil Dynamics and Earthquake Engineering, Vol. 22, 943-950##[7] Lin C.P., Chang, C.J., and Lin, J.E., 2002, “The Application of Shear Wave Velocity to the Liquefaction Assessment in Central Taiwan”,Proceeding of Conference on the Liquefaction Potential of Central Taiwan, 2002##[8] Gomberg, J., Waldron, B., Schweig, E., Hwang,H., Webbers, A., VanArsdale, R., Tucker, K.,Williams, R., Street, R., Mayne, P.W.,Stephenson, W., Odum, J., Cramer, C., Updike,R., Hutson, S. and Bradley, M.,2003,“Lithology and Shear Wave Velocity in Memphis, Tennessee”, Bulletin of the Seismological Society of America, Vol. 93, No.3, 986-991##[9] Mayne, P.W. and Rix, G.J., 1995, “Correlations Between Shear Wave Velocity and Cone Tip Resistance in Natural Clays”, Soils and Foundations, Vol. 35, No. 2, 107-110##[10] Hardin, B.O., 1978, “The Nature of Stress-Strain Behavior for Soils”, Proceedings,Earthquake Engineering and Soil Dynamics,Vol. 1, ASCE Conference, Pasadana, CA, 3-90##[11] Crooks, J.H.A., Been, K., Becker, D.E. and Jefferies, M.G., 1988, “CPT Interpretation in Clays”, Penetration Testing, 1988, Vol. 2 (ISOPT-1), Balkema, Rotterdam, 715-722##[12] ASTM D2487, 1990, “Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System)”##[13] ASTM D422, 1990, “Standard Test Method for Particle-Size Analysis of Soils” ##[14] ASTM D4373, 1984, “Standard Test Method for Calcium Carbonate Content of Soils” ##[15] Woods, R.G., 1994, “Laboratory measurement of Dynamic Soil Properties”, Dynamic Geotechnical Testing II (STP1213), ASTM,West Conshohocken, PA., 165-190##[16] Campanella, R.G., 1994, “Field Methods for Dynamic Geotechnical Testing”, Dynamic Geotechnical Testing II (STP1213), ASTM, West Conshohochen, PA., 3-23##[17] Kramer, S.L., 1996, “Geotechnical Earthquake Engineering”, Prentice-Hall, Englewood Cliffs,NJ##[18] Ishihara, K., 1996, “Soil Behavior in Earthquake Geotechnics”, Clarendon Press ##[19] Haddad, H. and Safabakhsh, Gh., 2007, “Non-Invasive Continuous Surface Wave Measurements for In-Situ Damping Ratio Profiling of Soils”, International Journal of##Civil Engineering, No.2, Vol.5##[20] ASTM D4015, 1992, “Standard Test Method for Modulus and Damping of Soils by the Resonant-Column Method”##[21] Seed, H.B. and Idriss, I.M., 1970, “Soil Module and Damping Factors for Dynamic Analysis”, Report No. EERC 70-10, University of California, Berkeley##[22] Vucetic, M. and Dobry, R., 1991, “Effect of Soil Plasticity on Cyclic Response”, Journal of Geotechnical Engineering, Vol. 117, 89-107##[23] ASTM D3999, 1991, “Standard Test Method for the Determination of the Modulus and Damping Properties of Soils Using the Cyclic Triaxial Apparatus”##[24] ASTM D5778, 1995, “Standard Test Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of Soils” ##[25] Jamiolkowski, M., Lancellotta, R., LoPresti,D.C.F, and Pallara, O., 1994, “Stiffness of Toyoura Sand at Small and Intermediate Strain”, Proceedings, 13th International##Conference on Soil Mechanics and Foundation Engineering, Vol. 1, New Delhi, 169-172##[26] Tatsuoka, F., Jardine, R.J., LoPresti, D.C.F.,DiBenedetto, H., and Kodaka, T,1997, Theme Lecture: “Characterizing the Pre-failure Deformation Properties of Geomaterials,##Proceedings, 14th International conference on Soil Mechanics and Foundation Engineering, Vol. 4, Hamburg, 35p##[27] Mayne, P.W., 2000, “Enhanced Geotechnical Site Characterization by Seismic Piezocone Penetration Tests”, Invited Lecture, Fourth International Geotechnical Conference, Cairo University, 95-120##[28] Yasuda, S. and Yamaguchi, I., 1985, “Dynamic Shear Modulus obtained in the laboratory and in situ”, Proceeding of the Symposium on Evaluation of Deformation and Strength of Sandy Grounds. Japanese Society of Soil Mechanics and Foundation Engineering, 115-118##[29] Yokota, K. and Konno, M, 1985, “Comparison of Soil Constants Obtained from Laboratory Tests and In situ Tests”, Proceeding of the Symposium on Evaluation of Deformation and Strength of Sandy Grounds. Japanese Society of Soil Mechanics and Foundation Engineering,111-114##[30] Maher, A., Bennert, T. and Gucunski, N., 2002,"Evaluation of Geotechnical Design Parameters Using the Seismic Piezocone", Report No.: FHWA 2001-032##[31] Hajimohammadi, A., Ghalandarzadeh, A.,Cheshomi, A., Kazeminejad, S.M.,2007,“Determination of Shear Modulus (G0) of a Calcareous Soil by means of SCPTU and##Resonant Columns Tests”, 4th International Conference on Earthquake Geotechnical Engineering, Thessaloniki, Greece##[32] Hajimohammadi, A., Cheshomi, A., Habibi, M.,Mirhosseini, M., 2008, “A comparison between soil shear modulus values using seismic cone and resonant column test in a calcareous soil (a case study)”, 3rd International Soil Characterization Conference, Taiwan (China Taipei)## ##

A Simple Unconventional Plasticity Model Within the Multilaminate Framework 2 2 A semi-micromechanical multilaminate model is introduced here to predict the mechanical behavior of soils. This model is like a bridge between micro and macro scale upon the satisfaction of minimum potential energy level during any applied stress/strain increments. The concept of this model is based on a certain number of sampling planes which constitute the elastic-plastic behavior of the soil. The soil behavior presents as the summation of behavior on these planes. A simple unconventional constitutive equations are used in each of the planes to describe the behavior of these planes separately. An unconventional plasticity can predict the soil behavior as a smooth curve with considering plastic deformation due to change of stress state inside the yield surface. The model is capable of predicting softening behavior of the soil in a reasonable manner due to using unconventional plasticity. The influences of induced anisotropy are included in a rational way without any additional hypotheses owing to in-nature properties of the multilaminate framework. Results of this model are compared with test data and reasonable agreement is found. 143 158 2009/11/242010/06/192010/06/192010/06/192010/06/192010/06/19 1389/3/29 2015/11/202014/01/112014/01/112014/01/112014/01/112014/01/11 1392/10/21 S. A. Sadrnejad S. A. Sadrnejad K.N.Toosi University of Technology Iran sadrnejad@kntu.ac.ir S. A. Ghoreishian Amir S. A. Ghoreishian Amir K.N.Toosi University of Technology Iran multilaminate models unconventional plasticity anisotropy softening behavior [1] Christofferson, C., Mehrabadi, M.M., Nemat-Naser, S.A. (1981), “Micromechanical description of granular behavior”, J. Appl.Mech., ASME, Vol. 48, 339-344.##[2] Nemat-Naser, S.A., Mehrabadi, M.M (1983),“Stress and fabric in granular masses”,Mechanics of granular materials, New models and constitutive relations (Eds. J.T. Jenkins and M. Satake), Elsevier Sci. Pub., 1-8.##[3] Schwieger, H.F., Schuller, H., “New development and practical applications of the multilaminate model for soils”, Smith & Carter (eds.) Proc. Developments in theoretical##Geomechanincs. The John Booker Memorial Symposium Sydney: 329- 350. Rotterdam:Balkema.##[4] Zeinkiewicz, O.C., Pande, G.N. (1977), “Time dependent multilaminate model of rocks- a numerical study of deformation and failure of rock masses”, Int. J. Numer. Anal. Methods Geomech., Vol. 1, 219- 247.##[5] Pande, G.N., Sharma, K.G. (1983),“Multilaminate of clays- a numerical evaluation of the influence rotation of principal stress axis”, Int. J. Numer. Anal. Methods Geomech.,##Vol. 7, 397- 418.##[6] Krajewski, W. (1986), “Mathematischnumerische und experimentelle Untersuchungen zur Bestimmung der Tragfahigkeit von in Sand gegrundeten, vertikal belasteten Pfahlen”, Veroffentlichungen des Instituts fur Grundbau, Bodenmechanik, Felsmechanik, und Verkehrswasserbau der RWTH Aachen, Heft.##[7] Sadrnejad, S. A., Pande, G.N. (1989), “A multilaminate model for sands”, Proceeding of 3rd International Symposium on Numerical Models in Geomechanics, NUMOG III,##Niagara Falls, Canada.##[8] Pietruszczak, S., Pande, G.N. (1987),“Multilaminate framework of soils modelsplasticity formulation”, Int. J. Numer. Anal.Methods Geomech., Vol. 11, 651- 658.##[9] Karstunen, M. (1999), “Numerical modeling of strain localization in dense sands”, Acta Polytechnica Scandinavica No. 113. Espoo. The Finnish Academy of Technology.##[10] Bazant, Z.P., Prat, P.C. (1988), “microplane model fro brittle-plastic material: I. theory”,Journal of Eng. Mechanics, Vol. 114, 1672-1688.##[11] Iwan, W.D. (1967), “On a class of models for the yielding behavior of continues and composite systems”, J. Appl. Mech., ASME,Vol. 34, 612-617.##[12] Mroz, Z. (1966), “On forms of constitutive laws for elastic-plastic solids”, Archiwum Mechaniki Stosowanej, Vol. 18, 1- 34.##[13] Mroz, Z. (1967), “On the description of anisotropic work hardening”, J. Mech. Phys.Solids, Vol. 15(2), 163- 175.##[14] Mroz, Z., Norris, V.A., Zeinkiewicz, O.C.(1981), “An anisotropic, critical state model for soils subjected to cyclic loading”,Geotechnique, Vol. 31(4), 451- 469.##[15] Dafalias, Y.F., Popov, E.P. (1975), “A model of nonlinearly hardening materials for complex loading”, Acta. Mech., Vol. 21, 173- 192.##[16] Krieg, R.D. (1975), “A practical two surface plasticity theory”, J. Appl. Mech., ASME, Vol.42(3), 641- 646.##[17] Hashiguchi, K. (1980), “Constitutive equations of elastoplastic materials with elastic-plastic transition”, J. Appl. Mech., ASME, Vol. 47(2),266- 272.##[18] Hashiguchi, K. (1989), “Subloading surface model in unconventional plasticity”, Int. J.Solids Struct.”, Vol. 25(8), 917- 945.##[19] Hashiguchi, K., Ueno, M. (1977), “elastoplastic constitutive laws of granular materials”,Constitutive equation of soils Proc. 9th Int.Conf. Soil Mech. Found. Eng., Special session 9, Tokyo, 73- 82.##[20] Hashiguchi, K. (1993a), “Fundamental requirements and formulation of elastoplasic constitutive equations with tangential plasticity”, Int. J. Plasticity, Vol. 9 (5), 525- 549.##[21] Hashiguchi, K. (1993b), “Mechanical requirements and structures of cyclic plasticity models”, Int. J. Plasticity, Vol. 9 (6), 721- 748.##[22] Hashiguchi, K. (1997), “The extended flow rule in plasticity”, Int. J. Plasticity, Vol. 13 (1), 37-58.##[23] Hashiguchi, K. (2000a), “Fundamentals in constitutive equation: continuity and smoothness conditions and loading criterion”,Soils Found., Vol. 40 (3), 155- 161.##[24] Hashiguchi, K., Chen, Z.P. (1998),“Elastoplastic constitutive equations of soils with the subloading surface and the rotational hardening”, Int. J. Numer. Anal. Methods##Geomech., Vol. 22 (3), 197- 227.##[25] Sadrnejad, S. A. (2005), “Fabric behavior of sands in post-liquefaction”, American Journal of Applied sciences, Vol. 2 (12), 1562- 1573.##[26] Abramowitz, M., Stegun, I.A. (1965),“Handbook of Mathematical Functions”, Dover Publications, Inc., New York.##[27] Schuller, H., Schweiger, H. F. (2002),“Application of multilaminate Model to Simulation of Shear Band Formation in NATMTunneling”,Computers and Geotechnics, Vol.##29(7), 501-524.##[28] Hashiguchi, K., Saitoh, K., Okayasu, T.,Tsutsumi, S. (2002), “Evaluation of Typ-ical Conventional and Unconventional Plasticity Models for Prediction of Softening Behavior of Soils”, Geotechnique, Elsevier, Vol. 52(8), 561-578.##[29] Hashiguchi, K., Collins, I.F. (2001), “Stress rate-elastic stretching relations in elastoplastic constitutive equations”, Soils Found., Vol. 41(2), 77- 87.##[30] Saada, A.S., Bianchini, G. (eds), Proc. Int. Workshop on Constitutive Equations for granular Non-cohesive soils, Cleveland,Balkema, Rotterdam, 1989.##[31] Arumoli, K., Muraleetharan, K.K., Hossein,M.M., Fruth, L.S. (1992). VELACS: verification of liquefaction analysis by centrifuge studies –laboratory testing program, soils data report.Earth Technology Corporation. Also available from university of Southern California web site,http:// rccgO1.usc.edu/eqdata/home.html.##[32] Stark, T.D., Ebeling, R.M., Vettel, J.J. (1994),“Hyperbolic stress-strain parameters for silts”,J. Geotech. Eng., ASCE, Vol. 120(2), 420- 441.##[33] Wesley, L.D. (1990), “influence of structure and composition of residual soils”, J. Geotech. Eng.ASCE, Vol. 116(4), 589- 603.[34] Bishpo,A.W., Webb, D.L., Lewin, P.I. (1965),“Undisturbed samples of London clay from the Ashford Common shaft: strenghth- effective stress relationship”, Geotechnique, Vol. 15(1),1- 31.##[34] Bishpo, A.W., Webb, D.L., Lewin, P.I. (1965),“Undisturbed samples of London clay from the Ashford Common shaft: strenghth- effective stress relationship”, Geotechnique, Vol. 15(1),1- 31.## ##

Active Earth Pressure on Inclined Retaining Walls in Static and Pseudo-Static Conditions 2 2 Inclined retaining walls with slopes less than perpendicular are appropriate candidates in several engineering problems. Yet, to the knowledge of authors, only a few analytical solution for calculation of active earth pressure on such walls, which will be usually smaller than the same pressure on vertical ones, has been presented neither in research papers nor in design codes. Considering limit equilibrium concept in current research, a new formulation is proposed for determination of active earth pressure, angle of failure wedge and application point of resultant force for inclined walls. Necessary parameters are extracted assuming the pseudo-static seismic coefficient to be valid in earthquake conditions. Moreover, based on Horizontal Slices Method (HSM) a new formulation is obtained for determining the characteristics of inclined walls in granular and or frictional cohesive soils. Findings of present analysis are then compared with results from other available methods in similar conditions and this way, the validity of proposed methods has been proved. Finally according to the results of this research, a simplified relation for considering the effect of slope in reduction of active earth pressure and change in failure wedge in inclined retaining walls has been proposed. 159 173 2009/11/242010/06/192010/06/192010/06/192010/06/192010/06/192009/05/17 1388/2/27 2015/11/202014/01/112014/01/112014/01/112014/01/112014/01/112015/11/20 1394/8/29 A. Ghanbari A. Ghanbari Tarbiat Moallem University Iran ghanbari@tmu.ac.ir M. Ahmadabadi M. Ahmadabadi Tarbiat Moallem University Iran Ahmadabadi.m@gmail.com Active earth pressure inclined retaining wall Horizontal Slices Method Limit equilibrium Pseudo-static seismic coefficient [1] Nayeri, A., Fakharian, K. (2009) "Study on Pullout Behavior of Uniaxial HDPE Geogrids under Monotonic and Cyclic Loads",International Journal of Civil Engineering, Vol.7, No. 4, pp 212-223.##[2] Abdi, M. R., Sadrnejad, S. A., Arjomand, M. A.(2009) "Clay Reinforcement Using Geogrid Embedded In Thin Layers of Sand",International Journal of Civil Engineering, Vol.##7, No. 4 pp 224-235.##[3] Abdi, M. R., Parsapajouh, A., Arjomand, M. A.(2008) "Effects of Random Fiber Inclusion on Consolidation, Hydraulic Conductivity,Swelling, Shrinkage Limit and Desiccation##Cracking of Clays", International Journal of Civil Engineering, Vol. 6, No. 4 pp 284-292.##[4] Naeini, S. A., Ziaie_Moayed, R. (2009) "Effect of Plasticity Index and Reinforcement on the CBR Value of Soft Clay", International Journal of Civil Engineering, Vol. 7, No. 2, pp 124-130.##[5] Mononobe N, Matsuo H. (1929) "On the determination of earth pressure during earthquakes", In: Proceeding of the World Engineering Congress, Vol. 9, pp. 179–87.##[6] Okabe, S. (1926) "General Theory of Earth Pressures", J. Japan Soc. Civil Engineering; Vol. 12, No. 1.##[7] Zarrabi-Kashani, K. (1979) "Sliding of gravity retaining wall during earthquakes considering vertical accelerations and changing inclination of failure surface", Ms thesis, Department of Civil Engineering, Massachusetts Institute of Technology, Cambridge, MA.##[8] Morrison Jr EE, Ebeling RM. (1995) "Limit equilibrium computation of dynamic passive earth pressure", Canadian Geotechnical Journal;Vol. 32, pp. 481–487.##[9] Soubra AH. (2000) "Static and seismic passive earth pressure coefficients on rigid retaining structures", Canadian Geotechnical Journal;Vol. 37, pp 463–478.##[10] Chen Y. (2000) "Practical analysis and design of mechanically-stabilized earth walls—I. Design philosophies and procedures", Engineering Structures; Vol. 22, pp 793–808.##[11] Kumar J. (2001) "Seismic passive earth pressure coefficients for sands", Canadian Geotechnical Journal; Vol. 38, pp 876–881. ##[12] Kumar J, Chitikela S. (2002) "Seismic passive earth pressure coefficients using the method of characteristics", Canadian Geotechnical Journal; Vol. 39, pp 463–471.##[13] Cheng Y.M. (2003) "Seismic lateral earth pressure coefficients for C -ö soils by slip line method", Computers and Geotechnics; Vol. 30,pp 661-670.##[14] Yang, X.-L. and Yin, J.-H. (2006) "Estimation of seismic passive earth pressures with nonlinear failure criterion", Engineering Structures; Vol. 28, pp 342–348.##[15] Choudhury D, Nimbalkar S.S. (2006) "Pseudodynamic approach of seismic active earth pressure behindretaining wall", Geotechnical and Geological Engineering, Springer, The Netherlands; Vol. 24, No. 5, pp 1103-1113.##[16] Mylonakis G, Kloukinas P, Papatonopoulos C.(2007) "An Alternative to the Mononobe-Okabe Equation for Seismic Earth Pressures", Soil Dynamics and Earthquake Engineering; Vol. 27,No. 10, pp 957-969.##[17] Yepes V, Alcala J, Perea C, Gonzalez-Vidosa F.(2008) "A parametric study of optimum earthretaining walls by simulated annealing",Engineering Structures; Vol. 30, pp 821–830.##[18] Shahgholi M, Fakher A, Jones C.J.F.P. (2001)"Horizontal slice method of analysis",Geotechnique; Vol. 51, No. 10, pp 881-885.##[19] Nouri H, Fakher A, Jones C.J.F.P. (2006)"Development of horizontal slice method for seismic stability analysis of reinforced slopes and walls", Geotextiles and Geomembranes;Vol. 24, pp 175–187.##[20] Shekarian S, Ghanbari A, Farhadi, A. (2008)"New seismic parameters in the analysis of retaining walls with einforced backfill",Geotextiles and Geomembranes; Vol. 26, No. 4,pp 350–356.##[21] Nouri H, Fakher A, Jones C.J.F.P. (2008)"Evaluating the effects of the magnitude and amplification of pseudo-static acceleration on reinforced soil slopes and walls using the limit equilibrium horizontal slices method",Geotextiles and Geomembranes; Vol. 26, No. 3,pp 263–278.##[22] Azad A, Yasrobi S, Pak A. (2008) "Seismic active earth pressure distribution behind rigid retaining walls", Soil Dynamic and Earthquake Engineering; Vol. 28, No.5, pp 365-375.##[23] Shekarian S, Ghanbari A. (2008) "A Pseudo-Dynamic Method to Analyze Retaining Wall with Reinforced and Unreinforced Backfill ",JSEE; Vol. 10, No. 1, pp 41-47.##[24] Segrestin P. (1992) "Design of sloped reinforced fill structure", In: Proceedings of Conference on Retaining Structures", Institute of Civil Engineering, Robinson College,##Cambridge, pp 574–584.##[25] Das B.M, Puri V.K. (1996) "Static and dynamic active earth pressure. Geotechnical and Geological Engineering"; Vol. 14, pp 353-366. ##[26] Gnanapragasam G. (2000) "Active earth pressure in cohesive soils with an inclined ground surface", Canadian Geotechnical Journal; Vol. 37, pp 171-177.##[27] Liu, F.Q., and Wang, J.H. (2008) "A generalized slip line solution to the active earth pressure on circular retaining walls", Computers and Geotechnics; Vol. 35, No. 2, pp 155–164.##[28] Rankine W. J. M. (1857) "On the mathematical theory of the stability of earthwork and Masonry", Proceedings of Royal Society, Vol. 8.## ##

Analysis of Help Model Application in Smi-Arid Areas, Study on Tehran Test Cells 2 2 Hydrologic Evaluation of Landfill Performance (HELP) model is one of the most accepted tools to simulate the hydrological attributes of landfills. Although some major deviations from real values has been reported about the calculated results for leachate generation by HELP model but other researchers and/or engineers in practice have used it in some places to estimate amount of leachate produced in the landfills. On the Other hand this model is elaborated and mainly used in developed countries with the waste having low moisture content and also in climatic conditions with high precipitation. This research investigated the applicability of the model in arid areas, by construction of two 30m× 50m (effective horizontal length) test cells in Kahrizak landfill (longitude=51°, 20;#39, latitude= 35° 27;#39 degrees), and monitoring the real leachate generation from each one. A set of field capacity and saturated water conductivity tests were also performed to determine basic hydrologic properties of municipal waste landfilled. A comparison was made between values calculated by HELP model and recorded values, shows that a prediction of leachate on annual basis can be done by HELP model with acceptable accuracy but when the infiltration of water to waste body increases due to leachate production, the model intents to underestimate water storage capacity of the landfill, which lead to deviation of calculated values from real ones. 174 186 2009/11/242010/06/192010/06/192010/06/192010/06/192010/06/192009/05/172010/06/19 1389/3/29 2015/11/202014/01/112014/01/112014/01/112014/01/112014/01/112015/11/202014/01/11 1392/10/21 P. Alimohammadi P. Alimohammadi Iran University of Science and Technology Iran N. Shariatmadari N. Shariatmadari Iran University of Science and Technology Iran shariatmadari@iust.ac.ir M.A. Abdoli M.A. Abdoli Tehran University Iran H. Ghiasinejad H. Ghiasinejad Tehran University Iran A. Mansouri A. Mansouri Iran University of Science and Technology Iran Landfill Municipal Solid Waste Hydraulic Conductivity Field Capacity Leachate [1] Berger.K.: Proceeding of s Sardinia 2003:Validation and Enhancement of the HELP Model to simulate the Water Balance of the Surface Covers, Proceeding Sardinia 2003,##Ninth international Waste Management and Landfill Symposium, CISA, Environmental Sanitary Engineering Center, Italy.##[2] Gisbert, T., Bloquet, C., Barina, G. and Pettitpas, C.: 2003, Assessing the Quantity of Leachate: a Simple Tool for Short and Long Term Prediction and Evaluation on Real Size##Landfill Sites, Proceeding Sardinia 2003, Ninth international Waste Management and Landfill Symposium, CISA, Environmental Sanitary Engineering Center, Italy.##[3] Schroeder, P.R., Dozier, T.S., Zappi, P.A.,McEnroe, B.M., Sjostrom, J.W. and Peyton, R.L.:1994, The Hydrologic Evaluation of Landfill Performance (HELP) model: Engineering##documentation for version 3. Washington, DC:U.S. Environmental Protection Agency Office of Research and Development.##[4] Richardson, G.N., Giroud, J.P. and Zhao, A.:2000, Design of Lateral Drainage Systems for Landfills, Published article on the web, www.landfilldesign.com.##[5] Vlyssiddes, G., Israilidies, C., Loizidou, M.,Fatta, D., Karlis, P.K., Arapoglou, D. and Papadopoulos, A.:2003, Quantification of Water Balance Parameters and Characterization of Leachates for Two Municipal Landfills Sites in Athens, Greece, Proceeding Sardinia 2003, Ninth international Waste Management and Landfill Symposium, Published by CISA, Environmental Sanitary Engineering Center, Italy.##[6] Mahdipoor, A.: 2003, Seasonal statistical report for Tehran Waste Management System, Organization of Waste Recycling and Composting(OWRC) of Tehran, Iran.##[7] Safari, E. and Baronian, C.: 2002, Modeling Temporal Variations in Leachate Quantity Generated at Kahrizak Landfill, Proceedings of International Environmental Modeling##Software Society (IEMSS 2002), Switzerland.##[8] Askari, F.,Farzaneh, O.: Pore Water Pressures in Three Dimensional Slope Stability Analysis, International Journal of Civil Engineering, Vol.6, No.1, March 2008.##[9] United States Environmental Protection Agency:1994, Design, Operation and Closure of Municipal Solid Waste Landfills, EPA/625/r-94/008, Center for Environmental Research Information, Cincinati, Ohio.##[10] Abdi, M.R., Parsapajouh, A., Arjoman M.A.:Effects of Random Fiber Inclusion on Consolidation, Hydraulic, Conductivity, Swelling, Shrinkage Limit and Desiccation##Cracking of Clays, International Journal of Civil Engineering, Vol.6, No.4, December 2008.##[11] a. Ghafuri, H.R., Darabi, B.S.: Optimal Identification of Groundwater Pollution Sources, International Journal of Civil Engineering, Vol.5, No.2, June 2007.##[12] ASTM D2980-04: 2004, Standard Test Method for Volume Weights, Water-Holding Capacity, and Air Capacity of Water-Saturated Peat Materials.##[13] ASTM D2434: 2006, Standard Test Method for Permeability of Granular Soils (Constant Head).##[14] ASTM D6836: 2008, Standard Test Methods for Determination of the Soil Water Characteristic Curve for Desorption Using a Hanging Column, Pressure Extractor, Chilled##Mirror Hygrometer, and/or Centrifuge. ##[15] Ghasemzadeh, H.: Heat and Contaminant Transport in Unsaturated Soil, International Journal of Civil Engineering, Vol.6, No.2, June 2008.##[16] Parsons, R.: Water Balance Method to Predict Leachate Generation: Geohydrological Experience, Proceeding Sardinia 1995 fifth International Landfill Symposium, Published##by CISA, Environmental Sanitary Engineering Center, Italy.##[17] Zeiss, C.: a Comparison of Approaches to the Prediction of Landfill Leachate Generation, Proceeding Sardinia 1997 sixth International Landfill Symposium, Published by CISA,Environmental Sanitary Engineering Center, Italy.##[18] Ramek, H.G.: 1991, Hyraulische Beurteilung und Dimensionierung der Basisentwasserung von Deponien fester Siedlungsabfalle-Wasserhaushalt, hydraulischenennwerte,##Berechnungsverfahren, Technical University of Carlo-Wilhelmina in Braunschweig, Doctoral Thesis, Pages 48-62.##[19] Fellner, J., Huber,R.,Döberl,G. and Brunner,P.H.:Hyraulics of MSW Landfills and Its Implications for Water Flow Modelling, Proceeding Sardinia 2003, Ninth international##Waste Management and Landfill Symposium,Published by CISA, Environmental Sanitary Engineering Center, Italy.##[20] Stegmann, R., Ehrig, H.J.:1989, Leachate Production and Quality, Results of Landfill Processes and Operation, Proceeding Sardinia 1989, Second International Landfill##Symposium, Published by CISA,Environmental Sanitary Engineering Center, Italy.##[21] Schroeder, P.R., Lloyd, C.M., Zappi P.A. and Aziz, N.M.: 1997, Hydraulic Evaluation of landfill performance (HELP) Model Partial User’s Guide for Version 3, Environmental##Protection Agency Office of Research and Development.## ##