An analytycal method for calculating the natural frequency of retaining walls 2 2 For calculating the natural frequency of structures such as buildings, chimneys, bridges and silos appropriate analytical formulas exist. However, in the case of retaining walls undergoing the soil pressure at one side, calculating the natural frequency is not a straightforward task and requires the effects of soil-structure interactions to be considered. By modeling the soil as series of linear springs, a new formulation is presented in this article, to calculate the natural frequency of retaining walls. This formula considers the vertical cross sectional width change, and hence, enables us to calculating the natural frequency of retaining walls with different types of backfill. The geometrical properties of the retaining walls and its bending rigidity together with the soil’s modulus of elasticity and its Poisson’s ratio are the most important parameters to calculate. A comparison of the results for retaining walls with constant cross section obtained from the suggested method with those of the software analyses was carried out and good agreement was detected. A second comparison of the results with those of other researchers revealed that the natural frequency of flexible retaining wall is an upper bound for natural frequency of rigid walls. The Selected shape function is also very close to the real shape mode. 1 9 2011/06/29 1390/4/8 2013/04/17 1392/1/28 A. Ghanbari A. Ghanbari Associate Professor, Faculty of Engineering, Kharazmi University,Tehran, I.R. Iran Iran aqanbari@yahoo.com E. Hoomaan E. Hoomaan Research Student, Faculty of Engineering, Kharazmi University,Tehran, I.R. Iran Iran e_hoomaan@rail.iust.ac.ir M. Mojallal M. Mojallal Research Student, Faculty of Engineering, Kharazmi University,Tehran, I.R. Iran Iran mohammad.mojallal@yahoo.com Retaining wall Analytical method Soil structure interaction Shape function Natural frequency Matsuo, H., and Ohara, S.: 1960, Lateral earth pressure and stability of quay walls during earthquakes, Proceedings of the 2nd World Conference on Earthquake,Tokyo-Kyoto, Japan,vol.1, 165-81.##Wood, J.H.,: 1973, Earthquake-induced earth pressures on structures, ReportNo. EERL 73-05, California Institute of Technology, Pasadena, California.##Scott, R.F.: 1973, Earthquake-induced earth pressures on retaining walls, Proceedings of the 5th World Conference on Earthquak Engineering,Rome, Italy, vol. II, 1611–20.##Wu, G.: 1994, Dynamic soil-structure interaction: pile foundations and retaining structures, PhD thesis, University of British Columbia, Vancouver, Canada.##Yeh, C.S.: 1976, Dynamic response of retaining walls during earthquake, Proc. International Symposium on Earthquake Structural Engineering, St. Louis, Mo., U.S.A, 387 - 92.##Jain, S.K and Scott, R.F.: 1989, Seismic analysis of cantilever retaining walls, Transactions of the 10th International Conference on Structural Mechanics in Reactor Technology,Anaheim, USA, 241 - 246.##Elgamal, A.W., Alampalli, S. and Laak, P.V.: 1996, Forced vibration of full-scale wall-backfill system, Journal of Geotechnical Engineering, ASCE; 122(10): 849-857.##Hatami, K., and Bathurst, R.J.: 2000, Effect of structural design on fundamental frequency of reinforced soil retaining walls.Soil Dynamics and Earthquake Engineering; 19: 137–157.##Whitman, R.V.: 1990. Seismic design and behavior of gravity retaining walls. Proceedings of Specialty Conference on Design and Performance of Earth-Retaining Structures, ASCE Special Publication No. 25, 817–842.##Hatami, K., and Bathurst R.J.: 1999, Frequency response analysis of reinforcedsoilretaining walls, Proceedings of the 8th Canadian conference onEarthquake Engineering, Vancouver,341–346.##Li, X., and Aguilar, O.: 2000, Elastic earth pressures on rigid walls under earthquake loading, Journal of Earthquake Engineering, 4(4), 415-35.##Gazetas, G., Psarropoulos, P.N., Anastasopoulos, I., and Gerolymos, N.: 2004, Seismic behavior of flexible retaining systems subjected to short-duration moderately strong excitation, Soil Dynamics and Earthquake Engineering; 24:537-550.##Lanzoni, L., Radi, E. and Tralli, A.: 2007, On the seismic response of a flexible wall retaining a viscose proelastic soil,Soil Dynamics and Earthquake Engineering: 27, 818-842.##Chen, J.Z. and Kianoush, M.R.: 2009, Generalized SDOF system for seismic analysis of concrete rectangular liquid storage tanks, Engineering Structures: 31: 2426-2435.##Tang, Y. and Yeh, C-H.: 2011, A note on the seismic response of rigid cantilever retaining walls, Nuclure Engineering and Design, 1-7.##Bashaa, B.M. and Babub, G.L.S.: 2010, Optimum design of bridge abutments under high seismic loading using modified pseudo-static method, Journal of Earthquake Engineering,14(6), 874 - 897.##Menona, A. and Magenesa, G.: 2011, Definition of seismic input for out-of-plane response of masonry walls: I. Parametric Study.Journal of Earthquake Engineering; 15(2): 165 - 194.##Temple, G. and Bickley, W. G.: 1933, Rayleigh’s Principle,Oxford University press,.##Meirovitch, L.: 2001, Fundamentals of Vibrations. International Edition. MacGraw-Hill.##Galin, L.A.: 1943, On the Winkler-Zimmermann hypothesis for beams. Prikl. Mat. Mekh, 7(4): 293-300 (in Russian)##Vesic, A.B. and Johnson, W.H.: 1963, Model studies of beams resting on a silt subgrade, Proceeding of ASCE. Journal of Soil Mechanic and Foundation, 89,1-31##Barden, L.: 1963, The Winkler model and its application to soil.Structure Engineering, 41, 279-280.##Vlazov, V.Z. and Leontiev, U.N.: 1966, Beams, plates and shells on elastic foundation, Israel program for scientific translations,Jerusalem (translated from Russian).##Makris, N. and Gazetas, G.: 1992, Dynamic Pile-Soil-Pile Interaction, Part 11: Lateral and seismic response. Earthquake Engineering and Structural Dynamics; 21, 145-62.##Richards, Jr. R., Huang, C. and Fishman, K.L.: 1999, Seismic earth pressure on retaining structures, Journal of Geotechnical and Geoenvironmental Engineering, ASCE; 125(9), 771-778.##ABAQUS 6.10. 2010, Documentation, Dassault Systèmes Simulia Corp., Providence, RI, USA.##Ghanbari, A., Ahmadabadi, M.: 2010, Active earth pressure on inclined retaining walls in static and seismic conditions,International Journal of Civil Engineering, 8 (2), 159-173.##Moghaddas Tafreshi, S.N., Asakereh, A.: 2007, Strength evaluation of wet reinforced silty sand by triaxial test,International Journal of Civil Engineering, 5(4), 274-283.##Asakereh, A., Moghaddas Tafreshi, S.N., Ghazavi, M.: 2012,Strip footing behavior on reinforced sand with void subjected to repeated loading, International Journal of Civil Engineering, 10 (2), 139-152.## ##

A CBR based study evaluating subgrade strength of flexible pavements having soil flyash interfaces 2 2 Owing to the proximity of certain locations to the thermal power stations, it has always been efforts of Engineers to enhance the flyash utilization rate in various Civil Engineering Constructions adopting suitable strategies. In the present study, a soilflyash interface mechanism has been evolved using different soil-flyash ratios to upgrade significantly stabilization of supporting medium based on CBR tests. The study confirms soundness of approach when a particular interface arrangement gives high flyash utilization rate along with many fold increase CBR values. A study was carried out to investigate the interface effect of soil-flyash layered system in terms of CBR values so that an optimum arrangement can be achieved by using flyash in combination with soil. In this study, 18 samples of different ratios of soil and flyash (1:0.5, 1:1, 1:1.5, 1:2, 1:2.5, 1:3) with three sets of interfaces N = 2, 4 and 6 were tested to arrive at the most optimized combination of soil and flyash. The results indicate that the CBR value optimized at soil-flyash ratio 1:2.5 and number of interface N = 4. The present study reveals that soil with flyash when used in layered system with various numbers of interfaces gives considerable improvement in CBR values. In the above arrangement about 71 % of flyash and 29 % of soil thus contributing significantly in utilization of flyash in subgrade of flexible pavements. In the overall study, three equations for number of interfaces N = 2, 4 and 6 have also been developed in terms of soil-flyash ratio and CBR value, so that CBR value can directly be obtained by substituting the value of soil-flyash ratio at a particular number of interfaces. 10 18 2011/06/292010/09/7 1389/6/16 2013/04/172013/04/17 1392/1/28 M. A. Khan M. A. Khan Associate Professor, Department of Civil Engineering, Aligarh Muslim University, Aligarh, India Iran mehboobcivil@yahoo.co.in Construction materials Clayey soil Flyash 1. Misra, A.: 2000, Stabilization Characteristics of Clays Using Class C Flyash, Transportation Research Record, Transportation Research Board, National Research Council, Washington, D.C, 1611, 46-54.##2. Kaniraj, S.R. and Havanagi, V.G.: 2001, Behavior of Cement-Stabilized Fiber-Reinforced Fly ash-Soil Mixtures, Journal of Geotechnical and Geoenvironmental Engineering, 127, 574-584. ##3. Pandian, N.S., Krishna, K.C. and Leelavathamma B.: 2002, Effect of Flyash on the, CBR Behaviour of Soils, Indian Geotechnical Conference, Allahabad, 1, 183-186.##4. Senol, A., Bin-Shafique, M. S., Edil, T. B. and Benson, C. H.: 2002, Use of Class C Flyash for Stabilization of Soft Subgrade, Fifth International Congress on Advances in Civil Engineering, Istanbul Technical University, Turkey.## 5 Phanikumar B.R. and Radhey S.S.:2004, Effect of flyash on Engineering properties of Expansive Soil, Journal of Geotechnical and Geoenvironmental Engineering, 130 (7),764-767. ##6. Arora, S. and Aydilek, A. H.: 2005, Class F Fly-Ash-Amended Soils as Highway Base Materials, ASCE Journals of Materials, 17 (6), 640-649.##7. Yetimoglu, T., Inanir, M. and Inanir, O.E.: 2005, A Study on Bearing Capacity of Randomly Distributed Fiber-Reinforced Sand Fills Overlying Soft Clay, Geotextiles and Geomembranes, 23, 174-184.##8. Choudhary, A.K. and Verma, B.P.: 2005, Behaviour of Reinforced Flyash Subgrades, Journal of Institution of Engineers (India) Civil Engineering Division, 86, 19-21.##9. Dutta, R.K. and Sarda, V.K.: 2006, CBR Behaviour of Waste Plastic Strip-reinforced Stone dust/Flyash Overlying Saturated Clay, Journal of Turkish Engineering Environmental Science, 31, 760-767. ##10. Edil, T. B. Acosta, H. and Benson, C. H.: 2006, Stabilizing Soft Fine Grained Soil with Flyash, ASCE Journal of Materials in Civil Engineering, 18 (2), 283-294. ##11. Prasad, Prasada, R. and Ramana, M.: 2008, Use of Waste Plastic and Tyre in Pavement Systems, IE(I) Journal-CV, 89, 31-35.##12. Khan, M. A., Usmani, A. Shah, S. S. and Abbas, H.: 2008, A study of multilayer soil-fly ash layered system under cyclic loading, International Journal of Civil Engineering, 6 (2), 73-89##13. Brooks, R. M.: 2009, Soil Stabilization with Flyash and Rice Husk Ash, International Journal of Research and Reviews in Applied Sciences, 1 (3), 209-213.##14. Mollamahmutoglu, M., Yilmaz, Y. and Gungor, A. G.: 2009, Effect of a Class C Flyash on the, Geotechnical Properties of an Expansive Soil, International Journal of Engineering, Research and Development, 1(1), 1-6.## ##

Effect of multi support excitation on seismic response of embankment dams 2 2 Spatial Variation of Earthquake Ground Motion (SVEGM) is clearly indicated in data recorded at dense seismographic arrays The main purpose of this paper is to study the influence of SVEGM on the seismic response of large embankment dams. To this end, the Masjed Soleyman embankment dam, constructed in Iran is selected as a numerical example. The spatially varying ground motion time histories are generated using spectral representation method. According to this methodology, the generated time histories are compatible with prescribed response spectra and reflect the wave passage and loss of coherence effects. To investigate the sensitivity of the dam responses to the degree of incoherency, three different coherency models are used to simulate spatially variable seismic ground motions. Finally, the seismic response of the dam under multi-support excitation is analyzed and compared to that due to uniform ground motion. Also, the Newmark;#39s method is used to estimate seismic-induced permanent displacements of the embankment dam. The analysis results reveal that the dam responses can be sensitive to the assumed spatial variation of ground motion along its base. As a general trend, it is concluded that the use of multi-support excitation, which is more realistic assumption, results in lower acceleration and displacement responses than those due to uniform excitation. 19 28 2011/06/292010/09/72010/10/30 1389/8/8 2013/04/172013/04/172013/04/17 1392/1/28 M. Davoodii M. Davoodii Assistant professor of International Institute of Earthquake Engineering and Seismology, Tehran, I.R.Iran Iran m-davood@iiees.ac.ir M. K. Jafari M. K. Jafari Professor of International Institute of Earthquake Engineering and Seismology, Tehran, I.R.Iran Iran jafari@iiees.ac.ir S. M. A. Sadrolddini S. M. A. Sadrolddini Research Assistant in International Institute of Earthquake Engineering and Seismology, Assistant professor, Department of Civil Engineering, Islamshahr Branch, Islamic Azad University,Islamshahr, I.R. Iran Iran Ali_civil75@yahoo.com Seismic response Embankment dam Spatial variability Coherency loss Wave passage Shinozuka M., Saxena V. Deodatis G.:2000, Effect of Spatial Variation of Ground Motion on Highway Structures. MCEER-00-0013.##Zerva A, Zervas V.: 2002, Spatial variation of seismic ground motions: an overview, Applied Mechanics Review, ASME, Vol.55 (3): 271-297.##Calciati, F. et al: 1979, Experiences Gained During In-Situ Artificial and Natural Dynamic Excitation of Large Concrete Dams in Italy, Int. Congress on Large Dams (ICOLD), New Delhi, References 4, R32.##Dumanoglu, A.A. and Severn, R.T.:1982, Multiple-Support Base Excitation of Structures, Proceedings 7th European Conference on Earthquake Engineering, Athens##Dumanoglu, A.A. and Severn, R. T.: 1984, Dynamic Response of Dams and Other Structures to Differential Ground Motions,Proc. Inst. Civ.Engrs., Part 2,77, 333-352##Dumanoglu A.A., Severn, R.T., and Taylor, C.A.: 1984, Effect of Asynchronous Input on the Response of Dams, Proceedings of 8th World Conference on Earthquake Engineering, 6(127),SanFrancisco.##Haroun, M.A. and Abdel-Hafiz, E.A.: 1987,Seismic Response Analysis of Earth Dams Under Differential Ground Motion ,Bul. Seism. Soc.Am., 77(5), 1514-1529.##Ramadan O. and Novak M.: 1993, Response of long gravity dams to incoherent seismic ground motions, Transactions on the Built Environment, Vol 3, WIT Press, ISSN 1743-3509##Bilici, Y., Bayraktar, A., Soyluk, K., Haciefendioglu, K., Ates,S. and Adanur, S.: 2009, Stochastic Dynamic Response of Dam-Reservoir-Foundation Systems to Spatially Varying Earthquake Ground Motions, Soil dynamics and Earthquake Engineering,29: 444-458.##Chen MT, Harichandran RS.: 2001, Response of an earth dam to spatially varying earthquake ground motion, Journal of Engineering Mechanics, 127(9):932–9.##Chen M. and Harichandran R. S.: 1998, Sensitivity of earth dam seismic response to ground motion coherency, Geotechnical Earthquake Engineering of Soil Dynamics, vol.2, N75, 914-925##M. Davoodi and Javaheri A.: 2008, Evaluating the Stability of Masjed Soleiman Dam Sliding Surfaces in Uniform and SVEGM Excitations Journal of Seismology and Earthquake Engineering 9(4), (in Persian)##Berrah MK, Kausel E.: 1992, Response spectrum analysis of structures subjected to spatially varying motions, Earthquake Engineering and Structural Dynamics, 21:461–70.##Der Kiureghian A, Neuenhofer A.: 1992, Response spectrum method for the multi-support seismic excitation, Earthquake Engineering and Structural Dynamics, 21:713–40.##Itasca Consulting Group. FLAC, 2005, Fast Lagrangian Analysis of Continua, Version 5.0, Itasca Consulting Group, Minneapolis, Minnesota##Nippon Koei, Moshanir, Lahmeyer: 1999, Masjed-E-Soleiman HEEP Report on Dynamic Analysis for the Masjed-E-Soleiman Dam##Davoodi, M.: 2003, Dynamic characteristic evaluation of embankment dams by forced and ambient vibration tests Ph.D. Thesis, International Earthquake Engineering and Seismology (IIEES), Tehran, I.R. Iran, (in Persian)##Jafari, M.K. and Davoodi, M.: 2006, Dynamic Characteristics Evaluation of Masjed Soleiman Dam Using In-situ Dynamic Tests, Canadian Geotechnical Journal, 43(10), 997~1014##Sawada, Y. and Takahashi, T.: 1975, Study on the material properties and the earthquake behaviors of rockfill dam, Proc.of 4th Japan Earthquake Engineering Symposium, pp.695-702,1975.##Deodatis G.: 1996, Non-stationary stochastic vector processes:seismic ground motion applications, Probab. Eng. Mech. 11,149–168.##Harichandran RS. And Vanmarcke E.H.: 1986, Stochastic variation of earthquake ground motion in space and time,Journal of Engineering Mechanics, 112:154–74##Harichandran, R. S. and Wang, W.: 1990, Effect of Spatially Varying Seismic Excitation on Surface Lifelines, Proceedings of Fourth U.S. National Conference on Earthquake Engineering,Vol. 1, pp. 885~894##Abrahamson, N. A.: 1993, Spatial variation of multiple support inputs. Proceedings, 1st U. S. Seminar on Seismic Evaluation and Retrofit of Steel Bridges, Department of Civil Engineering and California Department of Transportation, University of California at Berkeley, San Francisco, California##Hindy A, Novak M.: 1980, Pipeline response to random ground motions, Journal of Engineering Mechanics, 106:339–60.##Jennings PC. Housner GW, Tsai NC.: 1968, Simulated earthquake motions, Techinal report, Earthquake Eng. Research Laboratory, California Institute of Technology, Pasadena,CA,##Idriss IM, Sun JI. A.: 1992, Computer program for conducting equivalent linear seismic response analyses of horizontally layered soil deposits. Davis: Center for Geotechnical Modeling,Department of Civil and Environmental Engineering,University of California##Kuhlemeyer RL, Lysmer J.: 1973, Finite element method accuracy for wave propagation problems. J Soil Mech Found.99(5):421–7.##Itasca Consulting Group, Inc: FLAC: 2006, Fast Lagrangian Analysis of Continua, Ver. 5.0 User’s Manual, Itasca,Minneapolis,##Lysmer J, Kuhlemeyer RL.: 1996, Finite dynamic model for infinite media, J Eng Mech ASCE; 95(4):859–77.##Ohmachi T, Kuwano J.:1994, Dynamic safety of earth and rock fill dams. Rotterdam: A.A. Balkema.##Özkan M, Özyazicioglu M, Aksar U D.:2006, An evaluation of Güldürcek dam response during 6 June 2000 Orta earthquake.Soil Dynamics and Earthquake Engineering, 26(5): 405–419.##Newmark, N. M.: 1965, Effects of earthquakes on Dams and Embankments. Geotechnique, 15, 140-158.##Makdisi, FI. And Seed H.B.: 1987, Simplified Procedure For Estimating Dam And Embankment Earthquake-Induced Deformation, Journal of Geotechnical Engineering, ASCE, Vol.104, NO.GT7, P :849-867##Lin JS, Whitman RV.: 1983, Decoupling approximation to the evaluation of earthquake-induced plastic slip in earth dams,Earthq Engng Struct Dyn;11:667–78.##GEO-SLOPE OFFICE,: 2003, SLOPE/W for slope stability analysis (version 5)## ##

Characterization of the correlation structure of residual CPT profiles in sand deposits 2 2 Among the different ways of in-situ soil investigation, cone penetration test data are selected to evaluate the spatial variability of geomaterials and the scale of fluctuations is chosen to evaluate the correlation structure of CPT data. In this regard six case studies in sandy materials from Australia, U.S.A. and Iraq are selected. Various techniques for the calculation of the scale of fluctuation of geotechnical parameters are suggested in literature e.g. VXP, SAI, AMF, BLM and VRF without any preference or privilege for any specific procedure. In order to isolate the stochastic portion of cone tip resistance, deterministic trend was first removed by regression analysis. This study suggests that quadratic trend removal is more suitable for selected CPT data soundings. The closeness of the estimated scale of fluctuation using different approaches is assessed too. Mean value of the scale of fluctuation by five established methods ranges between 0.44 to 1.52 meter for six different cases and the coefficient of variation for the scale of fluctuation calculated by these methods varies between 12 to 27 % showing that available established methods produce almost compatible and comparable results. 29 37 2011/06/292010/09/72010/10/302011/02/23 1389/12/4 2013/04/172013/04/172013/04/172013/04/17 1392/1/28 A. Eslami Kenarsari A. Eslami Kenarsari Instructor, Lahijan Branch, Islamic Azad University, Lahijan, Iran Iran eslami.amene@gmail.com R. Jamshidi Chenari R. Jamshidi Chenari Assistant Professor, University of Guilan, Rasht, Iran Iran jamshidi_reza@guilan.ac.ir A. Eslami A. Eslami Associate Professor, AmirKabir University of Technology, Tehran,Iran Iran afeslami@aut.ac.ir Spatial variability Cone tip resistance Correlation structure Scale of fluctuation Baecher, G. B.:1999, Discussion of ‘Inaccuracies associated with estimating random measurement errors’ by M. B. Jaksa, P.I. Brooker, and W. S. Kaggwa, J. Geotech. Geoenviron. Eng.,125(1), 79-80.##Vanmarcke, E. H.: 1977, Probabilistic modeling of soil profiles, J. of the Geotech. Eng. Div., ASCE, 103 (11), 1227-1246.##Vanmarcke, E. H.: 1983, Random field: Analysis and synthesis, MIT Press, Cambridge, Mass.##Spry, M. J., Kulhawy, F. H. and Grigoriu, M. D.: 1988,Reliability-Based Foundation Design for Transmission Line Structures: Geotechnical Site Characterization Strategy, Electric Power Research Institute Rpt. EL-5507(1), EPRI, Palo Alto.##Fenton, G. A.: 1999, Estimation for Stochastic Soil Models, J.Geotech. Geoenviron. Eng., ASCE, 125(6), 470-485.Wickremesinghe, D., and Campanella, R. G.: 1993, Scale of fluctuation as a descriptor of soil variability, Probabilistic methods in geotechnical engineering, Li and Lo eds., Balkema,Rotterdam, The Netherlands, 233–239.##Cafaro, F. and Cherubini, C.: 2002, Large Sample Spacing in Evaluation of Vertical Strength Variability of Clayey Soil, J.Geotech. Geoenviron. En., 128(7), pp. 558-568.##Jaksa, M. B.: 1995, The influence of spatial variability on the geotechnical design properties of a stiff, overconsolidated clay,Ph.D. Thesis, University of Adelaide, Australia.##Eslami, A. and Fellenius, B. H.: 1997, Pile capacity by direct CPT and CPTU methods applied to 102 case histories, Can.Geotech. J., 34, pp. 886–904.##Altae, A., Fellenius, B. H. and Evgin, E.: 1992a, Axial load transfer for piles in sand. I. Tests on an instrumented precast pile, Can. Geotech. J., 29(1), 11-20.##Altae, A., Fellenius, B. H. and Evgin, E.: 1992b, Axial load transfer for piles in sand. I. Numerical Analysis, Can. Geotech.J., 29(1), 21-30.##Briaud, J. L., Moore, B. H. and Mitchell, G., B.: 1989, Analysis of pile loading tests at Lock and Dam 26. In ASCE Proceedings of the Foundation Eng. Con.: Current Principles and Practices,Evanston, III., June 25-29, Edited by F.H. Kulhawy, American Society of Civil Engineers, Geotech. Special Publication 22,Vol. 2, 925-942.##Haustorfer, I. J. and Plesiotis, S.: 1988, Instrumented dynamic and static pile load testing at two bridges, In Proceeding of the 5th Australia-new Zealand Conference on geomechanics,Prediction versus performance, Sydney, August 22-28, 1988,514-520.##Nottingham, L. C.: 1975, Use of quasi-static friction cone penetrometer data to estimate capacity of displacement piles,Ph.D. thesis, Department of Civil Engineering, University of Florida, Gainesville.##Horviz, G., Stettler, D. R. and Crowser, J. C.: 1981, Comparison of predicted and observed pile capacity, In Proceeding of American Society of Civil Engineers Symposium on Cone Penetration Testing and Experience, St. Louis, October 26-30,1981, 413-433.##Zuidberg, H. M.: 1982, A Penetrometer for simultaneously measuring of cone resistance, sleeve friction and dynamic pore pressure, Proc., 2nd ESOPT, Amsterdam, The Netherlands, 963–970.##Baecher, G.B.: 1986, Geotechnical Error Analysis,Transportation Research Record No. 1105, 23-31.##Orchant, C.J., Kulhawy, F.H. and Trautmann, C. H.: 1988,Reliability-Based Foundation Design for Transmission Line Structures: Critical Evaluation of In-Situ Test Methods, Report EL-5507(2), Electric Power Research Institute, Palo Alto,California, U.S.A., 207 p.##Phoon, K.-K. and Kulhawy, F. H.: 1999, Characterization of Geotechnical Variability, Can. Geotech. J., 36(4), 612-624.##Phoon, K.-K. and Kulhawy, F. H.: 1999, Evaluation of Geotechnical Property Variability, Can. Geotech. J., 36(4), 625-639.##Yen, T. L., Lin, H., Chin, C. T. and wrong, R. F.: 1989,Interpretation of instrumented driven steel pipe piles, In ASCE Proceedings of the Foundation Eng. Con., Current Principles and Practices, Evanston, III., June 25-29, 1989, Edited by F.H.Kulhawy, American Society of Civil Engineers, Geotech.Special Publication 22, 1293-1308.##Priestley, M. B.: 1981, Spectral analysis and time series. I:Univariate seris,. Academic Press, New York.##Parzen, E.: 1961, Mathematical considerations in the estimation of spectra, Technometrics, Vol. 3, 167-190.##Brockwell, P. J. and Davis, R. A.: 1991, ITSM: An interactive time series modeling package for the PC, Springer-Verlag, New York, 104 p.##Jaksa, M. B., Brooker, P. I. and Kaggwa, W. S.: 1997,Inaccuracies associated with estimating random measurement errors, J. Geotech. Geoenviron. Eng., 123(5), 393–401.##Phoon, K.-K., Quek, S.-T. and An, P.: 2003, Identification of statistically homogeneous soil layers using modified Bartlett statistics, J. Geotech. Geoenviron. Eng., 129(7), 649-659.##Box, G. E. P. and Jenkins, G. M.: 1970, Time series analysis:forecasting and control, Holden-Day, San Francisco, CA, USA.##Degroot, D. J. and Baecher, G. B.: 1993, Estimating Autocovariances of In-Situ Soil Properties, J. Geotec. Eng.,119(1), 147-166.##Lacasse, S. and Nadim, F.: 1996, Uncertainties in Characterizing Soil Properties, Uncertainty in the Geologic Environment: From Theory to Practice, ed. C.D. Shackleford,P.P. Nelson and M.J.S. Roth, ASCE Geotech. Special Publication No. 58, Madison, WI, U.S.A., 49-75.##Lumb, P.: 1975, Spatial variability of soil properties, Proc., 2nd Int. Conf. on Application of Statistics and Probability in Soil and Structural Engineering, Aachen, Germany, 397–421.##Vanmarcke, E. H.: 1978, Probabilistic characterization of soil profiles, Proc., NSF Specialty Workshop on Site Characterization and Exploration, Evanston, Ill., 199–219.##Uzielli, M.: 2004, Variability of stress-normalized CPT Parameters and application to seismic liquefaction initiation analysis, Ph.D. dissertation, University of Florence, Italy.##Campanella, R. G., Wickremesinghe, D. S. and Robertson, P. K.:1987, Statistical treatment of cone penetrometer test data,Proceedings of the 5th International Conference on Applications of Statistics and Probability in Soil and Structural Engineering,Vancouver, BC, Canada, Vol. 2, 1011-1019.##Wickremesinghe, D. S.: 1989, statistical characterization of soil profiles using in-situ tests, Ph.D. dissertation, Department of Civil Engineering, University of British Columbia.##Jones, A. L., Kramer, S. L., Arduino, P.: 2002, Estimation of Uncertainty in geotechnical properties for performance-based earthquake engineering, Peer Report 2002/16, Pacific Earthquake Engineering Research Center, College of Engineering University of California, Berkeley, December 2002.##Lumb, P.: 1974, Application of statistics in soil mechanics, Soil mechanics—new horizons, I. K. Lee, ed., Elsevier Science,New York, 44 –111.##Brockwell, P. J., and Davis, R. A.: 1987, Time series: theory and methods, Springer, New York.##Li, K. S.: 1991, Discussion of ‘Probabilistic potentiometric surface mapping’ by P. H. S. W. Kulatilake, J. Geotech. Eng.,117(9), 1457–1458.##Ripley, B. D.: 1981, Spatial statistics, Wiley, New York.##Baecher, G.B.: 1987, Statistical analysis of geotechnical data,Report No. GL-87-1, U.S. Army Engineer Waterways Experiment Station, Vicksburg, VA.## ##

A continuum fluid particle coupled piping model based on solute transport 2 2 The occurrence of piping failures in earth structures demonstrates the urgency and importance of studying piping. With this intention, a new piping model was developed in the framework of continuum mixture theory. Assuming that porous media are comprised of solid skeleton phase, fluid phase and fluidized fine particles phase, the fluidized fine particles phase is considered to be a special solute migrating with the fluid phase. The three phases interact while being constrained by the mass conservation equations of the three phases, and a sink term was introduced into the mass conservation equation of the solid skeleton phase to describe the erosion of fluidized fine particles, then a new continuum fluid-particle coupled piping model was established and validated. The validation indicates that the proposed model can predict the piping development of complicated structures under complex boundary and flow conditions, and reflect the dynamic changes of porosity, permeability and pore pressure in the evolution of piping. 38 44 2011/06/292010/09/72010/10/302011/02/232011/05/10 1390/2/20 2013/04/172013/04/172013/04/172013/04/172013/04/17 1392/1/28 Y. L. Luo Y. L. Luo College of Water Conservancy and Hydropower Engineering, Hohai University, Nanjing 210098, China China lyl8766@hhu.edu.cn Piping Fluid particle interaction Solute transport Continuum mixture theory Foster, M., Fell, R. and Spannagle, M.: 2000, Statistics of Embankment Dam Failures and Accidents, Canadian Geotechnical Journal, 37(5), 1000-1024.##U.S. Bureau of Reclamation (USBR): 1999, A Procedure forEstimating Loss of Life Caused by Dam Failure, Publication No. DSO-99-06, U.S. Bureau of Reclamation, Denver.##Fell, R., Wan, C.F. and Foster, M.A.: 2004, Methods forEstimating the Probability of Failure of Embankment Dams by Internal Erosion and Piping-Piping Through the Embankment,UNICIV Report No R-428, University of New South Wales,Sydeney.##Fell, R., Wan, C.F., Cyganiewicz, J., et al.: 2003, Time for Development of Internal Erosion and Piping in Embankment Dams, Journal of Geotechnical and Geoenvironmental Engineering, 129(4), 307-314.##Goodarzi, E., Shui, L.T., Ziaei, M., et al.: 2010, Estimating Probability of Failure due to Internal Erosion with Event Tree Analysis, Electronic Journal of Geotechnical Engineering,15(10), 935-948.##Sterpi, D.: 2003, Effects of the Erosion and Transport of Fine Particles due to Seepage Flow, International Journal of Geomechanics, 3(1), 111-122.##Cividini, A., Gioda, G.: 2004, Finite Element Approach to the Erosion and Transport of Fine Particles in Granular Soils,International Journal of Geomechanics, 4(3), 191-198.##Bonelli, S., Brivois, O., Borghi, R., et al.: 2006, On theModeling of Piping Erosion, Comptes Rendus Mécanique,334(8-9), 556-559.##Bonelli, S., Brivois, O.: 2008, The Scaling Law in the HoleErosion Test with A Constant Pressure Drop. International Journal for Numerical and Analytical Methods in Geomechanics, 32(13), 1573-1595.##Lachouette, D., Golay, F. and Bonelli, S.: 2008, Onedimensional Modeling of Piping Flow Erosion. Comptes Rendus Mécanique, 336(9), 731-736.##El Shamy, U., Zeghal, M.: 2005, Coupled Continuum-DiscreteModel for Saturated Granular Soils, Journal of Engineering Mechanics, 131(4), 413-426.##El Shamy, U., Aydin, F.: 2008, Multiscale Modeling of Flood-Induced Piping in River Levees, Journal of Geotechnical and Geoenvironmental Engineering, 134(9), 1385-1398.##Maeda, K., Sakai, H. and Sakai, M.: 2006, Development of Seepage Failure Analysis Method of Ground with Smoothed Particle Hydrodynamics, Structural Engineering/Earthquake Engineering, 23(2), 307-319.##Sakai, H., Maeda, K.: 2009, Seepage Failure and Erosion Mechanism of Granular Material With Evolution of Air Bubbles Using SPH, Proceedings of the 6th International Conference on Micromechanics of Granular Media, Golden, Colorado, 1001-1004.##Bear, J.: 1972, Dynamics of Fluids in Porous Media, New York:American Elsevier.##Vardoulakis, I., Stavropoulou, M. and Papanastasiou, P.: 1996,Hydro-Mechanical Aspects of the Sand Production Problem,Transport in Porous Media, 22(2), 225-244.##Yousef, S.: 2000, Iterative Methods for Sparse Linear Systems, Philadelphia: Society for Industrial and Applied Mathematics.##Vogel, J. A.: 2007, Flexible BICG and Flexible Bi-CGSTAB forNonsymmetric Linear System, Applied Mathematics and Computation, 188(1), 226-233.##Smith, I.M., Griffiths, D.V.: 2004, Programming the Finite Element Method. 4th ed, New York: John Wiley & Sons.##Stavropoulou, M., Papanastasiou, P. and Vardoulakis, I.: 1998,Coupled Wellbore Erosion and Stability Analysis, International Journal for Numerical and Analytical Methods in##Geomechanics, 22(9), 749-769.##Richards, K.S., Reddy, K.R.: 2007, Critical Appraisal of Piping Phenomena in Earth Dams, Bulletin of Engineering Geology and the Environment, 66(4), 381-402.## ##

Applying a time-domain boundary element method for study of seismic ground response in the vicinity of embedded cylindrical cavity 2 2 In this paper, an advanced formulation of a time-domain two-dimensional boundary element method (BEM) is presented and applied to calculate the response of a buried, unlined, and infinitely long cylindrical cavity with a circular cross-section subjected to SV and P waves. The applicability and efficiency of the algorithm are verified with frequency-domain BEM examples of the effect of cylindrical cavities on the site response analysis. The analysis results show that acceptable agreements exist between results of this research and presented examples. For a shallow cavity, the numerical results demonstrate that vertically incident SV wave reduces the horizontal components of the motion on the ground surface above the cavity, while it significantly increases the vertical component for a dimensionless frequency (;eta) of 0.5 and h/a=1.5. The maximum values of normalized displacements in vertical component of P waves are larger than horizontal component of SV waves for ;eta=1.0. For a deeply embedded cavity, the effect of the cavity on the surface ground motion is negligible for incident SV wave, but it increases the vertical component of the displacement for incident P wave. Additionally, far and near distances from the center of the cavity show different amplitude patterns of response due to the cavity effect. Increasing the distance from the center of the cavity, the amplitude of displacement and the effect of the cavity attenuates significantly. 45 54 2011/06/292010/09/72010/10/302011/02/232011/05/102011/12/19 1390/9/28 2013/04/172013/04/172013/04/172013/04/172013/04/172013/04/17 1392/1/28 H. Alielahi H. Alielahi PhD Candidate, Department of Civil Engineering, Science and Research Branch, Islamic Azad University, Tehran, IRAN Iran H.Alielahi@azu.ac.ir M. Kamalian M. Kamalian Associate Professor, Department of Civil Engineering, Science and Research Branch, Islamic Azad University, Tehran, IRAN Iran Kamalian@iiees.ac.ir J. Asgari Marnani J. Asgari Marnani Assistant Professor, Civil Engineering Department, Technical and Engineering Faculty, Central Tehran Branch, Islamic Azad University, Tehran, IRAN Iran j_asgari@iauctb.ac.ir M. K. Jafari M. K. Jafari Professor, Geotechnical Engineering Research Centre, International Institute of Earthquake Engineering and Seismology (IIEES), Tehran, IRAN Iran jafari@iiees.ac.ir M. Panji M. Panji PhD Candidate, Department of Civil Engineering, Science and Research Branch, Islamic Azad University, Tehran, IRAN Iran m.panji@srbiau.ac.ir Boundary element method BEM Time domain Embedded cavity Two dimensional transient elastodynamic kernels Scattering Dynamic displacement [1] Beskos, D.E.:1987, Boundary Element Methods in Dynamic Analysis, Appl. Mech. Rev., 40(1), 1-23.## [2] Mansur WJ.:1983, A Time-stepping Technique to Solve Wave Propagation Problems Using the Boundary Element Method, Ph.D. Dissertation, Southampton University.##[3] Antes H.:1985, A Boundary Element Procedure for Transient Wave Propagation in Two-dimensional Isotropic Elastic Media, Journal of Finite Elem. Anal. and Des., 1, 313-322.##[4] Israil ASM, Banerjee PK.:1990, Advanced Time Domain Formulation of BEM for Two-dimensional Transient Elastodynamics, Int. Journal for Numerical Methods in Eng., 29, 1421-1440.##[5] Israil ASM, Banerjee PK.:1990, Two- dimensional Transient Wave Propagation by Time Domain BEM, Int. Journal of. Solids and Structures, 26, 851-864.## [6] Israil ASM, Banerjee PK.:1992, Advanced Development of Boundary Element Method for Two-dimensional Dynamic Elasto-plasticity, Int. Journal of Solids and Structures, 29, 1433-1451.##[7] Kamalian, M., Gatmiri, B., Sohrabi-Bidar, A.: 2003a, On Time-Domain Two-Dimensional Site Response Analysis of Topographic Structures by BEM, Journal of Seismology and Earthquake Engineering, 5, 35-45.##[8] Kamalian, M., Jafari, M. K., Dehghan, K., Sohrabi-Bidar, A., Razmkhah, A.: 2003b, Two-##Dimensional Hybrid Response Analysis of Trapezoidal Shaped Hills In Time Domain, Advances in Boundary Element Techniques IV, Ed. Gallego R and Aliabadi MH, pp. 231-236.## [9] Kamalian, M., Sohrabi-Bidar, A.: 2006, Transient Site Response Analysis of Nonhomogeneous Two-dimensional Topographic Features Using BEM, Esteghlal, Journal of Engineering. Isfahan University of Technology. (in Persian)##[10] Kamalian, M., Gatmiri, B., Sohrabi-Bidar, A. and Khalaj, A.: 2007a, Amplification Pattern of 2D Semi-sine Shaped Valleys Subjected to Vertically Propagating Incident Waves, Commun. Numer. Methods Eng., 23, 871– 887.##[11] Kamalian, M., Jafari, M.K., Sohrabi-Bidar, A. and Razmkhah, A.: 2008a, Seismic Response of 2D Semi-sine Shaped Hills to Vertically Propagating Incident Waves: Amplification Patterns and Engineering Applications, Earthq. Spectra, 24(2), 405–430.##[12] Kamalian, M., Sohrabi-Bidar, A., Razmkhah, A., Taghavi, A. and Rahmani, I.: 2008b, Considerations on Seismic Microzonation in Areas with Two-dimensional Hills, J. Earth Syst. Sci., 117, 783–796.##[13] Pow YH, Mow CC.:1973, Diffraction of Elastic Waves and Dynamic Stress Concentrations. Rand Corp., Crane Russak and Co. Publishers Inc: New York.## [14] Lee, V. W., Trifunac, M. D.:1979, Response of Tunnels to Incident SH Waves, J. Eng. Mech. Div., Am. Soc. Civ. Eng., 105(4), 643–659.##[15] Crichlow, Joel M.:1982, The Effect of Underground Structure on Seismic Motions of the Ground Surface, Geophys. J. R. astr. SOC, 70, 563-575.##[16] Dravinski, M.: 1983, Ground Motion Amplification due to Elastic Inclusions in a Half-space, Journal of Earthquake Engineering and Structural Dynamics, 11, 313-335.##[17] Lee, V. W., Karl, J.:1992, Diffraction of SV Waves by Underground, Circular, Cylindrical Cavities, Journal of Soil Dynamics and Earthquake Engineering, 11, 445-456.## [18] Luco, JE, De Barros, FCP.:1994, Dynamic Displacements and Stresses in the Vicinity of a Cylindrical Cavity Embedded in a Half-space, Earthquake Engineering and Structural Dynamics, 23, 321-340. ##[19] Manoogian, M. E. and Lee,V. W.:1996, Diffraction of SH-Waves by Subsurface Inclusions of Arbitrary Shape, Journal of Engineering Mechanics, 122(2), 123-129.##[20] Manoogian, M. E.:2000, Scattering and Diffraction of SH Waves Above an Arbitrarily Shaped Tunnel, SET Journal of Earthquake Technology, 37(399), 11-26.##[21] Davis, C. A., Lee, V. W. and Bardet, J. P.: 2001, Transverse Response of Underground Cavities and Pipes to Incident SV Waves, Earthquake Engineering and Structural Dynamics, 30, 383-410.##[22] Jianwel, Liang., Hao, Zhang., Lee, Vincent W.: 2003, A Series Solution for Surface Motion Amplification Due to Underground Twin Tunnels Incident SV Waves, Earthquake Engineering and Engineering Vibration, 2(2), 289-298.##[23] Jianwel, Liang., Hao, Zhang., Lee, Vincent W.: 2004, A Series Solution for Surface Motion Amplification due to Underground Group Cavities: Incident P Waves, Acta Seismologica Sinica, 17(3), 296-307.## [24] Rodriguez-Castellanos, A., Sanchez-Sesma, F. J. Luzon, F. and Martin R.: 2006, Multiple Scattering of Elastic Waves by Subsurface Fractures and Cavities, Bulletin of the Seismological Society of America, 96(4A), 1359–1374.##[25] Smerzini, C., Aviles, J., Sanchez-Sesma, F. J and R. Paolucci.: 2009, Effect of Underground Cavities on Surface Earthquake Ground Motion under SH Wave Propagation, Earthquake Engineering and Structural Dynamics. 32(12), 1441-1460.##[26] Yu, C.W., Dravinski, M.: 2009, Scattering of Plane Harmonic SH Wave by a Completely Embedded Corrugated Scatterer, Int. J. Num. Meth. Engng. 78, 196–214. ## [27] Yu, C.W., Dravinski, M.: 2009, Scattering of Plane Harmonic P, SV and Rayleigh Waves by a Completely Embedded Corrugated Cavity, Geophys J Int. 178, 479–487.##[28] Yu, C.W., Dravinski, M.: 2010, Scattering of Plane Harmonic P, SV and Rayleigh Waves by a Completely Corrugated elastic inclusion, Wave Motion. 47, 156–167.##[29] Katsikadelis, J.T.: 2002, Boundary Elements: Theory and Applications, Elsevier Science Ltd. ##[30] Brebbia, CA., Dominguez, J.:1989, Boundary Elements, an Introductory Course, Southampton: Computational Mechanics Publication.##[31] Ahmad, S., and Banerjee, P. K.: 1988, Multi-domain BEM for Two-dimensional Problems of Elastodynamics, Int. J. Numer. Methods Eng. 26, 891–911.## ##

Fault and damage pro elasticity model in multi plane framework for rocks 2 2 An important concern in rock mechanics is non-homogeneity as joints or fault. This noticeable feature of failures in rock is appearance of slip surfaces or shear bands, the characteristics of that are associated with deformation being concentrated in a narrow zones and the surrounding material remaining intact. Adopting the joints as fractures, fractures are well known for their effects on the mechanical and transport properties of rock. A damaged pro-elasticity multi-plane based model has been developed and presented to predict rock behavior. In this multi-plane model, the stress–strain behavior of a material is obtained by integrating the mechanical response of an infinite number of predefined oriented planes passing through a material point. Essential features such as the pro-elasticity hypothesis and multi-plane model are discussed. The methodology to be discussed here is modeling of slip on the local and global levels due to the deformation procedure of the existing/probable joints of rock and this method has a potential of using different parameters on different sampling planes to predict inherent anisotropy of rocks. Upon the presented methodology, more attention has been given to slip initiation and propagation through these joints. In particular, softening in non-linear behavior of joints in going from the peak to residual strengths imparts a behavior often associated with progressive failure. The predictions of the derived stress–strain model are compared to experimental results for marble, sandstone, Quartz mica schist and anisotropic schist. The comparisons demonstrate the capability of this model to reproduce accurately the mechanical behavior of rocks. 55 64 2011/06/292010/09/72010/10/302011/02/232011/05/102011/12/192009/12/1 1388/9/10 2013/04/172013/04/172013/04/172013/04/172013/04/172013/04/172013/04/17 1392/1/28 S.A. Sadrnejad S.A. Sadrnejad Professor of Department of Civil Engineering, K.N.Toosi University of Technology, Tehran Iran sadrnejad@kntu.ac.ir M. Nikbakhsh zati M. Nikbakhsh zati Ph.D. Candidate, Department of Civil Engineering, K.N.Toosi University of Technology, Tehran Iran M_NIKBAKHSHZATI@yahoo.com M. Memarianfard M. Memarianfard Post Doc. Student, Department of Civil Engineering, K.N.Toosi University of Technology, Tehran Iran Multi plane model Pro elasticity Damage Pre failure mechanism [1] Chang C.S, Hicher P.Y.: An elasto-plastic model for granular materials with microstructural consideration, International Journal of Solids and Structures, 2005, Vol. 42, pp. 4258–4277.##[2] Drucker D.C.: A definition of a stable inelastic material. Journal of Applied Mechanics, 1959, Vol. 26, pp. 101–106.##[3] Mroz Z.: Non-associated flow laws in plasticity. Journal de Mechanique 1963; Vol. 2, pp. 21–42.##[4] Mroz Z.: On forms of constitutive laws for elastic–plastic solids. Archiwum Mechaniki Stosowanej 1966; Vol. 18, 1–34.##[5] Mandel J.: Conditions de Stabilite et Postulat de Drucker. In: Kravichenko, J., Sirieys, P.M. (Eds.), Proceeding of the IUTAM Symposium on Rheology and Soil Mechanics. Springer-Verlag, Berlin, 1964, pp. 58–68.##[6] Maier G, Hueckel T.: Nonassociated and coupled flow rules of elastoplasticity for rock-like materials. International Journal of Rock Mechanics, Mineral Science & Geomechanics Abstract 1979, Vol. 16, pp. 77–92.##[7] Mogi, K. 1979. Flow and fracture of rocks under general triaxial compression. Proc. 4th int. Congr. on Rock Mechanics, Monlreux. Vol. 3, 123-130. Rotterdam; Balkema.##[8] Aki, K., Richards, P.G., 1980. Quantitative Seismology, Freeman and Co., New York. Backus, G., Continuum Mechanics, Samizdat Press, (http://samizdat.mines.edu)##[9] Lorig, L. J., Cundall, P. A. and Hart., R. D. (1984), “Analysis of Block Test No. 1 — Inelastic Rock Mass Behavior — Phase 3 — Hexagonal, www.winternet.com/~icg/net/rep/Cundall-rep.doc##[10] Sadrn[ejad, S. A. and Labibzadeh, M., (2005), A Continuum/discontinuum Micro Plane Damage Model for Concrete, International Journal of Civil Engineering. Oct. 2005, vol.5, No.3, paper138.##[11] Sadrnejad, S. A. (2006), Numerical Evaluation of Non-homogeneity and Anisotropy due to Joints in Rock Media, International Journal of Civil Engineerng. Vol.4 , No. 2, June 2006.##[12] Batdorf SB, Budiansky B.: A mathematical theory of plasticity based on the concept of slip. National Advisory Committee for Aeronautics, 1949, TN 1871.##[13] Calladine CR.: A microstructural view of the mechanical properties of saturated clay. G´eotechnique 1971; Vol.21, No.4, pp. 391–415.##[14] Taylor GI.: Plastic strain in metals. Journal of the Institute of Metals 1938, 62, pp. 307–324 (Reprinted in the Scientific Papers of G. I. Taylor 1. Cambridge University Press: Cambridge, U.K., 1958).##[15] Zienkiewicz OC, Pande GN.: Time-dependent multi-plane model of rocks—a numerical study of deformation and failure of rock masses. International Journal for Numerical and Analytical Methods in Geomechanics 1977, Vol.1, No.3, pp. 219–247.##[16] Pande GN, Sharma KG.: Multi-plane model of clays—a numerical evaluation of the influence of rotation of principal stress axes. International Journal for Numerical and Analytical Methods in Geomechanics 1983, Vol.7, No.4, pp. 397–418.##[17] Sadrnejad S.A, Pande GN.: A multi-plane model for sands. In Proceedings of the 3rd International Symposium on Numerical Models in Geomechanics (NUMOG), Niagara Falls, Canada, Pietruszczak S, Pande GN (eds). Elsevier: London, 1989, pp. 17–27.##[18] Brinkgreve RBJ, Broere W, Waterman D.: Plaxis, Finite Element Code for Soil and Rock Analyses, 2006; Users Manual. PLAXIS b.v. The Netherlands. ##[19] Wiltafsky Ch.: A multi-plane model for normally consolidated clay. Ph.D. Thesis, Gruppe Geotechnik Graz, Heft 18, Graz University of Technology, Austria, 2003.##[20] Scharinger F. Schweiger HF.: Undrained response of a double hardening multi-plane model for soils. In Proceedings of the 11th International Conference of the International Association of Computer Methods and Advances in Geomechanics (IACMAG), Turin, Italy, Barla G, Barla M (eds). Patron Editore: Bologna, 2005, pp. 505–512.##[21] Bazant, Z., B.Oh. "Micro plane model for progressive fracture of concrete and rock." J. E. Mech., 111, pp.559-582, 1985.## [22] Bazant, Z., P. Prat. "Micro plane model for brittle plastic material: Part I & II." J. E. Mech., 114, pp.1672-1702, 1988.## [23] Carol, I., M. Jirasek and Z. P. Bazant. "A thermodynamically consistent approach to micro plane theory. Part I: Free energy and consistent micro plane stresses." Int. J. Solids & Structures, 38, 2921-2931, 2001.## [24] , Z. P., Giovanni, D. L., 2004. Nonlocal Micro-planes Model With Strain-Softening Yield Limits. International Journal of Solids and Structures, 41, pp. 7209-7240.##[25] Varadarajan A, Sharma K.G, Hashemi M. Strain – softening behavior of a schistose rock mass under triaxial loading. ISRM 2003-Technology roadmap for rock mechanics, South Africa Institute of Mining and Metallurgy.##[26] Scharinger F.: A multi-plane model for soil incorporating small strain stiffness. Ph.D. Thesis, Gruppe Geotechnik Graz, Heft 31, Graz University of Technology, Austria 2007.##[27] Kwasniewski, M. &K- Mogi 1990. Effect of the intermediate principal stress on the failure of a foliated anisotropic rock. InH.P. Rossnianith (ed.l. Mechanics of Jowsed and Faulted Rock- 407-416, Rotterdam: Balkema.##[28] Kwasniewski, M- & K. Mogi 1996. Finding of a foliated rock in a general triaxial field of compressive stresses. Prace Naukowe UmwersyteHl glysldes0 1602:209-232.##[29] Nakata Y, Hyodo M, Murata H, Yasufuku N.: Flow deformation of sands subjected to principal stress rotation. Soils and Foundations 1998, Vol. 38, No. 2, pp. 115-128.## ##

Investigating the effect of dilation on VNL and CNL types shear strength 2 2 Geometrical profile (roughness) of joint surfaces influences the behaviour of rock joints under shear loading. With regard to the dilation, there are two models of direct shear test that may simulate the original loading condition existing in the location from where the specimens have been sampled. The first model in which the normal load is constant (CNL) and the discontinuity is free to dilate in shearing, represents typical situations such as movement of a block on a surface slope as a result of its own weight. The second model in which the dilatancy is prohibited (VNL), simulates the condition of a block confined in a rock mass in an underground opening. A shear test conducted under restricted normal displacement (dilation) will generally yield considerably higher shear strength than one conducted under constant normal stress. In this research, both types of tests were conducted on smooth and rough surfaces of specimens made from rock like material. The results of the VNL and the CNL direct shear tests on regular teeth-shaped profile discontinuities indicates that at all levels of normal load, the linear Mohr-Coulomb criterion was not valid for rough surfaces that subscribed to the power law equations. Increasing normal load emphasized the difference between the results obtained from two methods, although for lower normal loads the results were nearly similar. 65 70 2011/06/292010/09/72010/10/302011/02/232011/05/102011/12/192009/12/12010/06/20 1389/3/30 2013/04/172013/04/172013/04/172013/04/172013/04/172013/04/172013/04/172013/04/17 1392/1/28 M. Gharouni Nik M. Gharouni Nik Assistant professor, School of Railway Engineering, Iran University of Science and Technology (IUST), Tehran, Iran Iran gharouni@doctor.com M. Fathali M. Fathali Phd Student, Civil Engineering Department, Amirkabir University of Technology, Tehran, Iran Iran Shear strength Dilation Variable normal load Constant normal load Skinas, C.A., Bandis, S.C.and Demiris C.A.: 1990,Experimental investigations and modelling of rock joints behaviour under constant stiffness, Int.Symp. on Rock Joints,pp:301-308.##Goodman, R.E.: 1989, Introduction to rock mechanics, 2nd.Edition, London: John Wiley & Sons.##Einstein, H.H., Bruhn, R.W. and Hirschfeld R.C.: 1970,Mechanics of jointed rock, experimental and theoretical studies,MIT Cambridge, Dept.Civil Eng. Report.##Barton, N.: 1973, Review of a new shear strength criterion for rock joints, Engineering Geology,Vol.(7), pp:287-332.##Dight, P.M., and Chiu H.K.: 1981, Prediction of shear behaviour of joints using profiles, Int.J.Rock Mech.Min.Sci., Vol.(18),pp:369-388.##Xu, S., and De Frietas M.H.: 1990, Kinematic mechanisms of shear deformation and the validity of Barton\'s shear model,Int.Symp. on Rock Joints, pp:767-773.##Indraratna, B., Haque, A. and Aziz, N.: 1999, Shear behavior of idealized in filled joints under constant normal stiffness,Geotechnique, Vol.(49), pp:331–355.##Haque A., Indraratna B.: 2000, Experimental and Numerical Modeling of Shear Behavior of Rock Joints, GeoEng 2000, an International Conference on Geotechnical & Geological##Engineering.##Seidel, J.P. and Haberfield, C.M.: 2002, Laboratory Testing of Concrete-Rock Joint in Constant Normal Stiffness Direct Shear,Geotechnical Testing Journal, Vol.(25), pp: 391–404.##Jafari M. K., Hosseini K. A., Pellet F.: 2003, Evaluation of shear strength of rock joints subjected to cyclic loading, Soil Dynamics and Earthquake Engineering, vol.23, pp.619-630.##Hoskins, E.R., Jaeger, J.C.and Rosengren, K.J.: 1968, A medium scale direct friction experiment, Int.J.Rock Mech.Min.Sci., Vol.(5), pp:143.## ##

Application of cement grouting for stabilization of coarse materials 2 2 In a rare engineering experience throughout the world, we successfully stabilized relatively coarse materials of drain using cement grouting. The grouting work was performed at the Karkheh earth dam, southwest Iran, and was part of the efforts to extend the dam’s cut-off wall. Since the dam was completed, the execution of the new cut-off wall from the dam crest was inevitable. Hence, one of the main difficulties associated with the development of the new cut-off wall was trenching and execution of plastic-concrete wall through the relatively coarse materials of drain in the dam body. Due to high permeability of drain, the work was associated with the possible risk of excessive slurry loss which could result in the collapse of the trench. In order to achieve an appropriate grouting plan and to determine the mix ratio for the grouting material, a full-scale test platform consisting of actual drain materials was constructed and underwent various tests. Results of the testing program revealed that a grouting plan with at least 2 grouting rows and a Water/Cement mix ratio of 1/ (1.5-2) can successfully stabilize the drain materials. After finalizing the technical characteristics of the grouting work, the method was applied on the drain materials of the Karkheh dam body. The results were satisfactory and the drain materials were stabilized successfully so that the cut-off wall was executed without any technical problem. 71 77 2011/06/292010/09/72010/10/302011/02/232011/05/102011/12/192009/12/12010/06/202012/01/2 1390/10/12 2013/04/172013/04/172013/04/172013/04/172013/04/172013/04/172013/04/172013/04/172013/04/17 1392/1/28 M. Heidarzadeh M. Heidarzadeh Assistant Professor, Faculty of Civil and Environmental Engineering, Tarbiat Modares University, Tehran, Iran Iran m.heidarzadeh@modares.ac.ir A.A. Mirghasemi A.A. Mirghasemi Professor, School of Civil Engineering, College of Engineering, University of Tehran, Tehran, Iran Iran S. M. Sadr Lahijani S. M. Sadr Lahijani Senior Geotechnical Engineer, Mahab Ghodss Consulting Engineers, Tehran, Iran Iran F. Eslamian F. Eslamian Senior Geotechnical Engineer, Mahab Ghodss Consulting Engineers, Tehran, Iran Iran Grouting Cement grouting Karkheh dam Coarse material Drain Slurry loss Cut off wall [1] US Army Corps of Engineers:1984, Grouting technology. Engineering manual, EM 1110-2-3506, Washington, USA, 159 pages.##[2] Houslby, A.C. :1990, Construction and design of cement grouting: A guide to grouting in rock foundations. Wiley publications, New York, USA, 466 pages.##[3] Heidarzadeh, M., Mirghasemi, A.A., Etemadzadeh, S.: 2007, Experimental study of chemical grouting of conglomerate foundations, International Journal of Civil Engineering 5 (1), 66-83.##[4] Nikbakhtan, B., Osanloo, M.: 2009, Effect of grout pressure and grout ﬂow on soil physical and mechanical properties in jet grouting operations, International Journal of Rock Mechanics & Mining Sciences 46, 498–505.##[5] Stille, B., Gustafson, G.: 2010, A review of the Namntall Tunnel project with regard to grouting performance, Tunnelling and Underground Space Technology 25, 346–356.##[6] Draganovic, A., Stille, H.: 2011, Filtration and penetrability of cement-based grout: Study performed with a short slot, Tunnelling and Underground Space Technology 26, 548–559.##[7] MGCE (Mahab Ghodss Consulting Engineers): 1998, Kharkheh project technical report of dam body and foundation, 138 pages, Tehran.##[8] Mirghasemi, Ali A., Pakzad,M., and Tarkeshdooz, N.: 2004, Rehabilitation of Karkheh dam foundation after four years of impounding. Proceedings, 72nd ICOLD annual meeting, Seoul, South Korea.##[9] Mirghasemi, A. A., Pakzad, M., Shadravan, B.: 2005, The World\'s Largest Cutoff Wall at Karkheh Dam, The International Journal on Hydropower & Dams, Issue 2, 90-94.##[10] Heidarzadeh, M., Eslamian, F., Mirghasemi, A.A.: 2007, Technical difficulties associated with the development of Karkheh dam complementary cut-off wall, Iran. 5th International Conference on Dam Engineering, 14-16 February 2007, LNEC, Lisbon, Portugal. ##[11] IWPDC (Iran Water and Power Resources Development Company): 2004, Technical Meeting Memorandum in Germany, 1-5 November 2004, Munich, Germany. ##[12] Heidarzadeh M, Mirghasemi A.A., Eslamian F., Niroomand F., and Etemad Zadeh S. M.: 2006, Construction of Pressure Relief wells Under Flowing Artesian Conditions, Karkheh Storage Dam-Iran. 74th Annual Meeting of ICOLD, May 2006, Barcelona, Spain. ##[13] American Society for Testing and Materials (ASTM): 1992, Annual Book of ASTM Standards, vol. 04.08, Philadelphia, Pa., 1992.## ##