Study of deep foundation performances by frustum confining vessel (FCV) 2 2 Physical modeling for study of deep foundations can be performed in simple chambers (1g), calibration chambers (CC), and centrifuge apparatus (ng). These common apparatus face certain limitations and difficulties. Recently, Frustum Confining Vessels (FCV) have been evolved for physical modeling of deep foundations and penetrometers. Shaped as the frustum of a cone, this device applies steady pressure on its bottom and creates a linear stress distribution along its vertical central core. This paper presents the key findings in FCV, as developed in AUT. The FCV has a height of 1200 mm, with top and bottom diameters of 300 and 1300 mm, respectively. By applying bottom pressure up to 600 kPa, the in-situ overburden stress conditions, equivalent up to 40 m soil deposits, become consistent with the embedment depth of commonly used piles. Observations indicated that a linear trend of stress distribution exists, and this device can create overburden stress in the desired control volume along the central core. Moreover, a couple of compressive and tensile load tests were performed on steel model piles driven in sand with a length of 750 mm, and different length to diameter (L/D) ratios between 8-15. Comparison between measured and predicted ultimate capacity of model piles performed in FCV demonstrate a suitable conformity for similar confinement conditions in the field. Therefore, the FCV can be considered as an appropriate approach for the investigation of piling geotechnical behavior, and the examination of construction effects. 271 280 2013/06/13 1392/3/23 2014/06/24 1393/4/3 M. Zare M. Zare Ph.D. candidate, Department of Civil Engineering and Environmental, Amirkabir University of Technology (AUT), Tehran, Iran Iran zaremasoud@aut.ac.ir A. Eslami A. Eslami Associate Professor, Department of Civil Engineering and Environmental, Amirkabir University of Technology (AUT), Tehran, Iran Iran afeslami@yahoo.com Deep foundation Axial capacity Physical modeling Frustum confining vessel (FCV) [1] Fellenius BH. Unified design of piles and pile groups, Transportation Research Board, Washington, TRB Record 1169, 1989, pp. 75-82.##[2] Eslami Kenarsari A. Jamshidi R, Eslami A. Characterization of the correlation structure of residual CPT profiles in sand deposits, International Journal of Civil Engineering (IJCE), 2013, No. 1, Vol, 11. pp. 29-37.##[3] Meyerhof GG. Bearing capacity and settlement of pile foundations, ASCE Journal of the Geotechnical Engineering Division, 1976, No. GT3, Vol. 102, pp. 197-228.##[4] Van Impe W, DeBeer EE, Louisberg E. Prediction of single pile bearing capacity in granular soils from CPT results, Proceedings of the 1st International Symposium on Penetration Testing, ISOPT-1, Specialty Session, Orlando, Fla, 1988.##[5] O\'Neill Michael W, Richard A Hawkins, Larry J Mahar. Field study of pile group action, No. FHWA-RD-81-2 Final Rpt, 1981.##[6] Eslami A, Veiskarami M, Eslami MM. Study on optimized piled-raft foundations (PRF) performance with connected and non-connected piles- three case histories, International Journal of Civil Engineering, 2012, No. 2, Vol. 10, pp. 100-111.##[7] Randolph MF. Design methods for pile groups and piled rafts, State-of-the-Art Report, 13th International Conference of Soil Mechanics and Foundation Engineerign, New Delhi, 1994, Vol. 5, pp. 61-82.##[8] Eslami A, Fellenius BH. Pile capacity by direct CPT and CPTU methods applied to 102 case histories, Canadian Geotechnical Journal, 1997, Vol. 34, pp. 886-904.##[9] Hettler A, Gudehus G. A pressure-dependent correction for displacement results from lg model tests with sand, Geotechnique, 1985, No. 4, Vol. 35, pp. 497-510.##[10] Franke E, Muth G. Scale effect in 1g model tests on horizontally loaded piles, Proceedings of the XI International Conference of Soil Mechanics and Foundation Engineering, San Francisco, USA, 1985, Vol. 2, pp. 1011-1014.##[11] White DJ, Take WA, Bolton MD. Measuring soil deformation in geotechnical models using digital images and PIV analysis, 10th International Conference on Computer Methods and Advances in Geomechanics, Tucson, Arizona. 2001, pp 997-1002.##[12] Askarinejad A, Shahnazari H, Salehzadeh H, Zare M. Failure surface determination using image processing in geotechnical centrifuge tests, Second BGA International Conference on Foundations, ICOF2008, 2008, pp. 653-662.##[13] Ovesen NK. The use of physical models in design, Proccedings of the 7th European Conference of Soil Mechanics and Foundation Engineering, Brighton. 1980, Vol. 4, pp. 319-323.##[14] Al-Douri RH, Hull T, Poulos H. Influence of test chamber boundary conditions on sand bed response, ASTM Geotechnical Testing Journal, 1993, No. 4, Vol. 16, pp. 550-562.##[15] Schnaid F, Houlsby GT. An assessment of chamber size effects in the calibration of in situ tests in sand, Geotechnique, 1991, No. 3, Vol. 41, pp. 437-445.##[16] Sedran G. Experimental and Analytical Study of a Frustum Confining Vessel, Doctoral Thesis, McMaster University, 1999.##[17] CFEM, Canadian Foundation Engineering Manual, Britech Publishers Ltd, British Columbia, 2006.##[18] Eslami A, Tajvidi I, Karimian pour M. Efficiency of methods for determining pile axial capacity-applied to 70 cases histories in Persain Gulf Northern Shore, International Journal Of Civil Engineering (IJCE), 2013, No. 1, Vol .12, pp. 45-54.## ##

Active earth pressure induced by strip loads on a backfill 2 2 Presented is a method of two-dimensional analysis of the active earth pressure due to simultaneous effect of both soil weight and surcharge of strip foundation. The study’s aim is to provide a rigorous solution to the problem in the framework of upper-bound theorem of limit analysis method in order to produce some design charts for calculating the lateral active earth pressure of backfill when loaded by a strip foundation. A kinematically admissible collapse mechanism consisting of several rigid blocks with translational movement is considered in which energy dissipation takes place along planar velocity discontinuities. Comparing the lateral earth forces given by the present analysis with those of other researchers, it is shown that the results of present analysis are higher (better) than other researchers’ results. It was found that with the increase in , the proportion of the strip load (q) which is transmitted to the wall decreases. Moreover, Increasing the friction between soil and wall ( ) will result in the increase of effective distance ( ). Finally, these results are presented in the form of dimensionless design charts relating the mechanical characteristics of the soil, strip load conditions and active earth pressure. 281 291 2013/06/132013/07/13 1392/4/22 2014/06/242013/11/12 1392/8/21 O. Farzaneh O. Farzaneh School of Civil Engineering, Faculty of Engineerin/g, University of Tehran, Shanzdah Azar Avenue, Enghelab Street, P.O. Box: 14155-6457, Tehran, Iran Iran ofarzane@ut.ac.ir F. Askari F. Askari University of Tehran Iran askari@iiees.ac.ir J. Fatemi J. Fatemi School of Civil Engineering, Faculty of Engineerin/g, University of Tehran, Shanzdah Azar Avenue, Enghelab Street, P.O. Box: 14155-6457, Tehran, Iran Iran jfatemi@ut.ac.ir Retaining wall Active lateral earth pressure Limit analysis Upper-bound Strip load [1] Ghanbari A, Hoomaan E, Mojallal M. An analytical method for calculating the natural frequency of retaining walls, International Journal of Civil Engineering, 2013, No. 1, Vol. 11, pp. 1-9.##[2] Ghanbari A, Ahmadabadi M. Active earth pressure on inclined retaining walls in static and seismic conditions, International Journal of Civil Engineering, 2010, No. 2, Vol. 8, pp. 159-173.##[3] Kaveh A, Shakouri Mahmud Abadi A. Harmony search based algorithm for the optimum cost design of reinforced concrete cantilever retaining walls, International Journal of Civil Engineering, 2011, No. 1, Vol. 9, pp. 1-8.##[4] Greco VR. Lateral earth pressure due to backfill subject to a strip of surcharge, Geotechnical and Geological Engineering, 2006, Vol. 24, pp. 615-636.##[5] Coulomb CA. Sur une application des re `gles de maximis et minimis a ` quelques proble `mes de statique relatifs a `l’architecture, Me´moires de savants e´trangers de l’Acade´mie des Sciences de Paris, 1773, Vol. 7, pp. 343-382 (in French).##[6] Rankine WJM. On the mathematical theory of the stability of earthwork and masonry, Proceedings of Royal Society, 1857, Vol. 8.##[7] Mueller Breslau H. Erddruck auf Stu¨tzmauern, Kroener, Stuttgart, Germany, 1906, (in German).##[8] Blum H. Beitrag zur berechnung von bohlwerken unter beruchsichtigung der wandverformung, Verlag von Wilhelm Ernst and Sohn, Munich, Germany, 1951.##[9] Cernia JN. Geotechnical Engineering: foundation design, John Wiley & Sons, Inc, New York, 1995.##[10] Georgiadis M, Anagnostopoulos C. Lateral pressure on sheet pile walls due to strip load, Journal of Geotechnical and Geoenvironmental Engineering, 1998, No. 1, Vol. 124, pp. 95-98.##[11] Jarquio R. Total lateral surcharge pressure due to strip load, Journal of the Geotechnical Engineering Division, 1981, No. 10, Vol. 107, pp. 1424-1428.##[12] Misra B. Lateral pressures on retaining walls due to loads of surface of granular backﬁll, Soils Found, 1980, No. 2, Vol. 20, pp. 31-44.##[13] Steenfelt JS, Hansen B. Discussion of ‘Total lateral surcharge pressure due to strip load,’ by R. Jarquio, Journal of Geotechnical Engineering, 1983, No. 2, Vol. 109, pp. 271-273.##[14] Motta E. Generalized Coulomb active-earth pressure for distanced surcharge, Journal of Geotechnical Engineering, 1994, No. 6, Vol. 120, pp. 1072-1079.##[15] Kim J, Barker M. Effect of live load surcharge on retaining walls and abutments, Journal of Geotechnical and Geoenvironmental Engineering, 2002, No. 10, Vol. 128, pp. 808-813.##[16] Esmaeili M, Fatollahzadeh A. Effect of train live load on railway bridge abutments, Journal of Bridge Engineering, 2013, No. 4, Vol. 18, pp. 576-583. ##[17] Greco VR. Active thrust due to backfill subject to lines of surcharge, Journal of Geotechnical and Geoenvironmental Engineering, 2006, No. 2, Vol. 132, pp. 269-271.##[18] Greco VR. Active earth thrust by backfills subject to a line surcharge, Canadian Geotechnical Journal, 2005, No. 5, Vol. 42, pp. 1255-1263.##[19] Ghanbari A, Taheri M. An analytical method for calculating active earth pressure in reinforced retaining walls subject to a line surcharge, Geotextiles and Geomembranes, 2012, Vol. 34, pp. 1-10.##[20] Caltabiano S, Cascone E, Maugeri M. Seismic stability of retaining walls with surcharge, Soil Dynamics and Earthquake Engineering, 2000, Nos. 5-8, Vol. 20, pp. 469-476.##[21] Mojallal M, Ghanbari A, Askari F. A new analytical method for calculating seismic displacements in reinforced retaining walls, Geosynthetics International, 2012, No. 3, Vol. 19, pp. 212-231.##[22] Yildiz E. Lateral pressures on rigid retaining walls: a neural network approach, MS thesis, The Middle East Technical University, Ankara, 2003.##[23] Michalowski, R. L., Three dimensional analysis of locally loaded slopes, Geotechnique, 1989; 391, 27–38.##[24] Soubra AH, Regenass P. Three-dimensional passive earth pressures by kinematical approach, Journal of Geotechnical and Geoenvironmental Engineering, 2000, No. 11, Vol. 126, pp. 969-78.##[25] Farzaneh O, Askari F. 3D analysis of nonhomogeneous slopes, Journal of Geotechnical and Geoenvironmental Engineering, 2003, Vol. 1292, pp. 137-145.##[26] Beton Kalender. Verlag von Wilhelm Ernst and Sohn, Munich, Germany, 1983.##[27] Hill R. A variational principle of maximum plastic work in classical plasticity, The Quarterly Journal of Mechanics and Applied Mathematics, 1948, Vol. 1, pp. 18-28.##[28] Drucker DC, Prager W, Greenberg HJ. Extended limit design theorems for continuous media, Quarterly of Applied Mathematics, 1952, Vol. 94, pp. 381-389## ##

An experimental investigation on the mechanical behavior of MSW 2 2 Due to the existence of fibrous materials such as plastic fragments, the strength anisotropy of Municipal Solid Waste (MSW) materials is the main source of differences between their mechanical response in direct shear and triaxial apparatus. As an extension of earlier research on the mechanical behavior of MSW using a large traixail apparatus, results presented in Shariatmadari et al. [1] and Karimpour-Fard et al. [2], the current study was programmed and executed. MSW samples were tested using a computer controlled large shear box apparatus with normal stress levels ranging between 20 to 200 kPa. The effect of fiber content, fiber orientation, aging and shearing rate on the response of MSW were addressed. The results showed that shear strength of MSW increases with normal stress, although, in spite of the presence of reinforcement elements in MSW and unlike the results from triaxial tests, no strain hardening could be observed in their mechanical response. An increase in the shear strength of MSW was observed with increasing the shearing rate. Increasing the shearing rate from 0.8 to 19 mm/min, enhanced the shear strength of samples from 16 to 27% depending on the shear displacement level. Although, the same trend was investigated in traixial tests, but lower rate-sensitivity in the mechanical response of MSW in direct shear tests were observed. Unlike the results of triaxial tests with aging process, mobilized shear strength level of MSW samples tested under direct shearing decreased comparing fresh samples. It was also observed that altering the fiber content and their orientation could affect the mechanical response and shear strength of the MSW. Additionally, there is an optimum fiber angle in MSW which yields the highest level of shearing strength. 292 303 2013/06/132013/07/132013/05/23 1392/3/2 2014/06/242013/11/122013/10/2 1392/7/10 M. Karimpour Fard M. Karimpour Fard Faculty of Engineering, The University of Guilan, Rasht, Iran Iran karimpour_mehran@iust.ac.ir N. Shariatmadari N. Shariatmadari Dept. of Civil Engineering, Iran University of Science and Technology, Narmak, Teharn, Iran Iran shariatmadari@iust.ac.ir M. Keramati M. Keramati Dept. of Civil Engineering, Iran University of Science and Technology, Narmak, Teharn, Iran Iran keramati@iust.ac.ir H. Jafari Kalarijani H. Jafari Kalarijani Dept. of Civil Engineering, Iran University of Science and Technology, Narmak, Teharn, Iran Iran hjafari@civileng.iust.ac.ir Direct shear test Landfill Municipal solid waste Mechanical behavior [1] Shariatmadari N, Machado SL, Noorzad A, Karimpour-Fard M. Municipal solid waste effective stress analysis, Waste Management, 2009, No. 12, Vol. 29, pp. 2918-2930.##[2] Karimpour-Fard M, Machado SL, Shariatmadari N, Noorzad A. A laboratory study on the MSW mechanical behavior in triaxial apparatus, Waste Management, 2011, No. 8, Vol. 31, pp. 1807-1819.##[3] Landva AO, Clark JI. Geotechnical testing of wastefill, Proceedings of the 39th Canadian Geotechnical Conference Ottawa, Ontario, 1986, pp. 371-385.##[4] Landva AO, Clark JI. Geotechnics of waste fill, Theory and practice, STP 1070, Landva and Knowles (ed.), ASTM, 1990, pp. 86-103.##[5] Jessberger HL, Kockel R. Determination and assessment of the mechanical properties of waste, Waste disposal by landfill, Green \'93, RW Sarsby, 1993, pp. 313-322.##[6] Gabr MA, Valero SN. Geotechnical properties of municipal solid waste, Geotechnical Testing Journal, 1995, Vol. 18, pp. 241-254.##[7] Grisolia M, Napoleoni Q, Tangredi G. The use of triaxial tests for the mechanical characterization of municipal solid waste, Proceedings of the 5th International Landfill Symposium, Sardinia \'95, 1995, pp. 761-767.##[8] Grisolia M, Napoleoni Q. Geotechnical characterization of municipal solid waste: Choice of design parameters, Proceedings of the 2nd International Congress on Environmental Geotechnics, Osaka, Japan, 1996, pp. 641-646.##[9] Manassero M, Van Impe WF, Bouazza A. Waste disposal and containment, Proceedings of the 2nd International Congress on Environmental Geotechnics, Osaka, Japan, 1996, Vol. 2, pp. 1425-1474.##[10] Kavazanjian EJr. Seismic design of solid waste containment facilities, Proceedings of the Eighth Canadian Conference on Earthquake Engineering, Vancouver, BC, 1999, pp. 51-89.##[11] Machado SL, Carvalho MF, Vilar OM. Constitutive model for municipal solid waste, Journal of Geotechnical and Geoenvironmental Engineering, 2002, No. 11, Vol. 128, pp. 940-951.##[12] Machado SL, Vilar OM, Carvalho MF. Constitutive model for long term municipal solid waste mechanical behavior, Computers and Geotechnics, 2008, No. 5, Vol 35, pp. 775-790.##[13] Machado SL, Karimpour-Fard M, Shariatmadari N, Carvalho FM, Nascimento JCF. Evaluation of the geotechnical properties of MSW in two Brazilian landfills, Waste Management, 2010, No. 12, Vol. 30, pp. 2579-2591##[14] Vilar OM, Carvalho MF. Mechanical Properties of municipal solid waste, Journal of Testing and Evaluation, 2004, Vol. 32, pp. 1-12##[15] Zekkos DP. Evaluation of static and dynamic properties of municipal solid waste. A dissertation submitted in partial satisfaction of the requirements for the degree of Doctor of Philosophy in Geotechnical Engineering, University of California, Berekeley, 2005.##[16] Reddy KR, Hettiarachchi H, Parakalla NS, Gangathulasi J, Bogner JE. Geotechnical properties of fresh municipal solid waste at orchard hills landﬁll, USA, Waste Management, 2009, No. 2, Vol. 29, pp. 952-959.##[17] Reddy KR, Gangathulasi J, Parakalla NS, Hettiarachchi H, Bogner JE, Lagier T. Compressibility and shear strength of municipal solid waste under short-term leachate recirculation operations, Waste Management & Research, 2009, No. 6, Vol. 27, pp. 578-587.##[18] Bray JD, Zekkos DP, Kavazanjian E, Athanasopoulos G, Riemer MF. Shear strength of municipal solid waste, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, 2009, No. 6, Vol. 135, pp. 709-722.##[19] Zekkos D, Athanasopoulos GA, Bray JD, Theodoratos A, Grizi A. Large-scale direct shear testing of municipal solid waste, Waste Management Journal, 2010, Vol. 30, pp. 1544-1555.##[20] Blight GE. Slope failures in municipal solid waste dumps and landfills: a review, Waste Management & Research, No. 26, pp. 448-463.##[21] Jessberger HL. Geotechnical aspects of landfill design and construction, Part 2: Material parameters and test methods, Proceedings of the ICE - Geotechnical Engineering, 1994, Vol. 107, pp. 105-113.##[22] Jones DRV, Taylor DP, Dixon N. Shear strength of waste and its use in landfill stability analysis, Proceedings Geoenvironmental Engineering Conference, Yong RN, Thomas HR. (eds.), Thomas Telford, 1997, pp. 343-350.##[23] Kölsch F. Material values for some mechanical properties of domestic waste, Proceedings of the 5th International Landfill Symposium in Sardinia, 1995, pp. 711-729.##[24] Mahler CF, De LamareNetto A. Shear resistance of mechanical biological pre-treated domestic urban waste, Proceedings Sardinia 2003, Ninth International Waste Management and Landfill Symposium, 6-10 October 2003.##[25] Matasovic N, Kavazanjian E Jr. Cyclic characterization of OII landﬁll solid waste, ASCE, Journal of Geotechnical and Geoenvironmental Engineering, 1998, No. 3, Vol. 124, pp. 197-210.##[26] Athanasopoulos G, Grizi A, Zekkos D, Founta P, Zisimatou E. Municipal solid waste as a reinforced soil: Investigation using synthetic waste, Proceedings of the Geocongress 2008, Geotechnics of Waste Management and Remediation, Geotechnical Special Publication, 2008, No. 177, pp. 168-175.##[27] Fucale SP, Juca JFT, Munnich K, Bauer J. Study of the mechanical behavior of MBT-waste, Proceedings of the 11th International Landfill Symposium in Sardinia, 2007, pp. 1180.##[28] Fernando S, Powrie W, Watson G, Richards DJ. The impact of the reinforcing content on the shear strength of mechanically biologically treated waste, Hydro-Physico-Mechanics of Landfills, Braunschweig, Germany, 10-13 March 2009.##[29] Gray DH, Ohashi H. Mechanics of fiber reinforcement in sand, Journal of Geotechnical Engineering, 1983, No. 3, Vol. 109, pp. 335-353.##[30] Tatsuoka F, Di Benedetto H, Enomoto T, Kawabe S, Kongkitkul W. Various viscosity types of geomaterials in shear and their mathematical expression, Soil and Foundation, 2008, No.1, Vol. 48, pp. 41-60.##[31] Gabr MA, Hossain MS, Barlaz MA. Shear strength parameters of municipal solid waste with leachate recirculation, Journal of Geotechnical and Geoenvironmental Engineering, 2007, No. 4, Vol. 133, pp. 478-484.##[32] Zhan TLT, Chen YM, Ling WA. Shear strength characteristics of municipal solid waste at the Suzhou landfill, China Engineering Geology, 2008, No. 3, Vol. 97, pp. 97-111.##[33] Augello AJ, Bray JD, Seed RB, Matasovic N, Kavazanjian Jr E. Performance of solid-waste landfill during the Northridge earthquake, Proceedings of the NEHRP Conference and Workshop on Research on the Northridge, California Earthquake of January 17, 1994, California Universities for research in earthquake engineering, Los Angeles, CA, 1998, pp. 71-80.##[34] Tatsuoka F. Effects of viscous properties and ageing on the stress-strain behaviour of geomaterials. Geomechanics - Testing, Modeling and Simulation, Proceedings of the GI-JGS workshop, Boston, ASCE Geotechnical Special Publication GSP No. 143, Yamamuro&Koseki eds, 2004, pp. 1-60.## ##

Study on behavior of soil reinforcing pile in piled raft systems 2 2 This research examines the behavior of soil-reinforced piles and applied loads based on the analytical method and by using the numerical results of FLAC3D software for comparison with the analytical results. The analysis was based on a method called virtual retaining wall, the following into consideration: an imaginary retaining wall that passes the footing edge the bearing capacity of footing on reinforced soil with piles, which was determined by applying equilibrium between active and passive forces on virtual wall and a pile row that exists beneath the shallow foundation. To calculate the lateral pile resistance here, an analytical equation was then required. The main objective of this paper is to determine the percentage of applied load on pile. Similarly, the effect of adding pile in various positions relative to the present footing (underpinning) was studied in this research. The various parameters of this study included pile length, vertical distance of pile head to shallow footing, pile distance to center of footing and location of the pile. Finally, the findings were compared with the numerical results of FLAC3D and the formerly presented experimental results. Results show that the analytical method, while being close to other methods is more conservative. 304 315 2013/06/132013/07/132013/05/232014/04/11 1393/1/22 2014/06/242013/11/122013/10/22014/10/26 1393/8/4 M. Haghbin M. Haghbin Assistant Professor, Department of Civil Engineering, Islamshahr Branch, Islamic Azad University, Islamshahr, Iran Iran m.haghbeen@gmail.com Location Pile Applied load on pile Footing [1] Prakoso WA, Kulhawy FH. Contribution to piled-raft foundation design, Journal of Geotechnical Engineering, ASCE, 2001, No. 1, Vol. 127, pp. 17-24.##[2] Eslami A, Veiskarami M, Eslami MM. Piled-raft foundation (PRF) optimization design with connected and disconnected piles, Proceedings of the 33rd Annual and 11th Int\'l Conference on Deep Foundations, Deep Foundations Institute (DFI), New York, NY, USA, 2008, pp. 201-211.##[3] Veiskarami M, Eslami A, Ranjbar MM, Riyazi T. Geotechnical interaction of mat foundation and pile group, two case studies, Esteghlal Journal of Engineering, Isfahan University of Technology, September, 2007, No. 1, Vol. 36, pp. 93-107.##[4] Seo YK, Lee HJ, Kim TH. Numerical analysis of piled-raft foundation considering sand cushion effects, Proceedings of the 16th International Offshore and Polar Engineering Conference, San Francisco, California, USA, 2006, pp. 608-613.##[5] Reul O, Randolph MF. Design strategies for piled rafts subjected to nonuniform vertical loading, Journal of Geotechical and Geoenvironmental Engineering, ASCE, 2004, No. 1, Vol. 130, pp. 1-13.##[6] Randolph MF. Design methods for pile groups and piled rafts State-of-the-Art Report, 13th International Conference of Soil Mechanical Foundn Engng, New Delhi, 1994, Vol. 5 , pp. 61-82.##[7] Hassen G, De Buhan P. Finite element elastoplastic of a piled raft foundation based on the use of a multiphase model, Proceedings of the 8th International Conference on Computational Plasticity, COMPLAS VIII, Barcelona, Spain, 2005.##[8] Poulos HG, Davis EH. Pile Foundation Analysis and Design, 1980, Wiley, New York.##[9] Thaher MHG. and Jessberger. Investigation of The Behavior of Pile- Raft Foundation by Centrifuge Modeling, Proceedings of the 10th European Conference of Soil Mechanics and Foundation Engineering, Florence, 1991, Vol. 1, pp. 597-603.##[10] Horikoshi K, Randolph MF. Settlement of Piled Raft Foundations on Clay, Centrifuge 94, Balkema, Rotterdom, 1994, pp. 449-454.##[11] Poulos HG, David AJ. Foundation design for the emirates twin tower, Dubai, Journal of Geotechnical, 2005, Vol. 6, 42, pp. 716-730.##[12] Zhang GM, Lee IK, Zhao XH. Interactive analysis of behavior of raft- pile foundations, 1991, Proc. Geo-Coast’91.##[13] Baziar MH, Ghorbani A, Ghiassian H. Finite element and simplified analysis of piled- raft system, Proceeding of 4th International Conference on Deep Foundation Practice in Cooperating Pile Talk, Singapore, 1999, pp. 125-133.##[14] Baziar MH, Ghorbani A. Linear and non linear analysis of piled- raft foundation and comparison with other methods, International Journal of Engineering Science, IUST, Tehran, Iran, 1999, Vol. 10, pp. 93-109.##[15] Wong IH, Chang MF, Cao XD. Behavior of model rafts resting on pile-reinforced sand, Journal of Geotechnical Engineering, ASCE, 2004, No. 2, Vol. 130, pp. 129-138.##[16] Reul O, Randolph MF. Piled rafts in overconsolidated clay: comparison of in situ measurements and numerical analysis, Géotechnique, 2003, No. 3, Vol. 53, pp. 301-315.##[17] Noh EY, Huang M, Surarak C, Adamec R, Balasurbamaniam AS. Finite element modeling for piled-raft in sand, proceedings of the eleventh east asia- pacific conference on structural, Engineering & Construction (EASEC-11), Building a Sustainable Environment, Taipei, Taiwan, 2008.##[18] Moghaddas Tafreshi SN. Uncouple nonlinear modeling of seismic soil-pile-superstructure interaction in soft clay, International Journal of Civil Engineering, Iran University of Science and Technology Press, 2008, No. 4, Vol. 6.##[19] Baziar MH, Ghorbani A, Katzenbach R. Small-scale model test and three-dimensional analysis of pile-raft foundation on medium-dense sand, International Journal of Civil Engineering, Iran University of Science and Technology Press, 2009, No. 3, Vol. 7.##[20] Cooke RW. Piled raft foundations on stiff clays: a contribution to design philosophy, Geotechnique, London, England, 1986, No. 2, Vol. 36, pp. 169-203.##[21] Hemsley JA. Design applications of raft foundations, Thomas Telford Ltd, London, 2000.##[22] Cao XD, Wong MF, Chang MF. Behavior of model rafts resting on pile-reinforced sand, Journal of Geotechnical Engineering, ASCE, 2004, No. 2, Vol. 130, pp. 129-138.##[23] Poulos HG. Practical design procedures for piled raft foundations, Design application of raft foundations, Edited by JA Hemseley, Thomas Telford Ltd, London, 2000, pp. 393-425.##[24] Horikoshi K, Randolph MF. A contribution to optimum design of piled rafts, Geotechnique, London, England, 1998, No. 3, Vol. 48, pp. 301-317.##[25] Eslami A, Veiskarami M, Eslami MM. Study on optimized piled-raft foundations (PRF) performance with connected and non-connected piles- three case histories, International Journal of Civil Engineering, 2012, No. 2, Vol. 10, pp. 100-111.##[26] Bradbury H. The Bullivant system. In Underpinning and Retention (ed. Thorburn S, Littlejohn GS) Blackie Academic & Professional, 1993.##[27] Thorburn S. Introduction. In Underpinning and Retention (ed. Thorburn S, Littlejohn GS) Blackie Academic & Professional, 1993.##[28] Richards R, Elms DG, Badhu M. Seismic bearing capacity and settlement of foundations, Journal of Geotechnical Engineering Division, ASCE, 1993, No, 4, Vol. 119, pp. 662-674.##[29] Zhang L, Silva F, Grismala R. Ultimate lateral resistance of piles in cohesionless soils, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, No. 1, Vol. 131, 2005, pp. 78-83.##[30] Wei WB, Cheng YM. Strength reduction analysis for slope reinforced with one row of piles, Computers and Geotechnics, 2009, Vol. 36, pp. 1176-1185.##[31] Ito T, Matsui T. Methods to estimate lateral force acting on stabilizing piles, Soils and Foundations, 1975, No. 4, Vol. 18, pp. 43-59.##[32] Fattah M, Mosavi M, Zayadi M. Experimental observations on the behavior of a piled raft foundation, Journal of Engineering, 2011, No. 4, Vol. 17, pp. 807-828.## ##

Post-cyclic behavior of carbonate sand with anisotropic consolidation 2 2 In this study, a researching program is conducted by cyclic triaxial test to determine the post-cyclic behavior of Bushehr carbonate sand retrieved from the north of the Persian Gulf, under anisotropic consolidation at 200 kPa confining pressure. The article compares the post-cyclic monotonic strength and excess pore water pressures generated after the test with the pre-cyclic monotonic results. The results attest to the existence of a relationship between CSR (Cyclic Stress Ratio) and the frequency of failure cycles. The article also investigates the relationship between the amount of excess pore pressures generated during both the cyclic and post-cyclic loading, revealing an increase in the post-cyclic strength and stiffness of sand retrieved from Bushehr. Also the effect of multi stages cyclic loading, density, pore pressure and stain history in post cyclic strength and stiffness is evaluated. The increasing in post cyclic strength and stiffness depends on excess pore pressure generated during cyclic loading and stain history. This article also reveals that a distinct trend in the relation between post cyclic behavior and crushing value does not exist at lower confining pressure. 316 325 2013/06/132013/07/132013/05/232014/04/112013/02/14 1391/11/26 2014/06/242013/11/122013/10/22014/10/262014/06/24 1393/4/3 S.H.R. Kargar S.H.R. Kargar Ph.D Candidate, Iran University of Science and Technology and Islamic Azad University-Kermanshah Branch Iran SHR_kargar@yahool.com H. Shahnazari H. Shahnazari Assistant Professor, Collage of Civil Engineering, Iran University of Science and Technology Iran hshahnazari@iust.ac.ir H. Salehzadeh H. Salehzadeh Assistant Professor, Collage of Civil Engineering, Iran University of Science and Technology Iran Anisotropic consolidation Bushehr sand Carbonate sand Crushing Post-cyclic Strain history [1] Airey DW. Triaxial testing of naturally cemented carbonate sand, ASCE, 1993, No. 9, Vol. 119, pp. 1379-1398.##[2] Airey DW. Test Record No. T529: Weston-super-Mare beach project. Sydney, Australia, University of Sydney, 1998.##[3] Airey DW, Fahey M. Cyclic response of calcareous soil from the North-West Self of Australia, Geotechnique, 1990, No. 1, Vol. 41, pp. 101-121.‏##[4] Airey DW. Test Record No. T523: Sand characterization at Port Wake®eld, Sydney, Australia, University of Sydney, 1997.##[5] Arthur JRF, Menzies BK. Inherent anisotropy in a sand, Geotechnique, 1972, No. 1, Vol. 22, pp. 11528.##[6] Ashour M, Norris G. Liquefaction and undrained response evaluation of sands from drained formulation, Journal of Geotechnical Engineering, 1999, No. 8, Vol. 125, pp. 649-658.##[7] Ashour M, Norris G, Nguyen T. Assessment of the undrained response of sands under limited and complete liquefaction, Journal of Geotechnical and Geoenvironmental Engineering, 2009, No. 11, Vol. 135, pp. 1772-1776.##[8] Boulanger Ross W, Stephen P Truman. Void redistribution in sand under post-earthquake loading, Canadian geotechnical journal, 1996, No. 5, Vol. 33, pp. 829-834.‏##[9] Chern JC, Lin CC. Post-cyclic consolidation behavior of loose sands, In: Proceeding of Settlement 94, Geotechnical Special Publication, ASCE, 1994, No. 40.##[10] Coop MR. The mechanics of uncemented carbonate sands, Geotechnique, 1990, No. 4, Vol. 40, pp. 607-626.‏##[11] Wijewickreme D, Sanin MV. Post-cyclic consolidation response of a natural low plastic silt due to dissipation of cyclic excess pore water pressure, The 14th world Conference on Earthquake Engineering, Beijing, China, 2008.##[12] Daouadji A, Hicher PY. An enhanced constitutive model for crushable granular materials, International Journal for Numerical and Analytical Methods in Geomechanics, 2010, No. 6, Vol. 34, pp. 555-580.##[13] Datta M, Gulhati SK, Rao GV. Shearing and shear behavior of calcareous sands, Getechnical ’80, 1980, Vol. 1, pp. 127-222.##[14] Dehnavi Y, Shahnazari H, Salehzadeh H, Rezvani R. Compressibility and undrained behavior of hormuz calcareous sand, Electronic Journal of Geotechnical Engineering, 2011, No. O, Vol. 15, pp. 1684-1702.##[15] Dobry R, et al. Modelling of pore pressure and shear modulus in calcareous soils by strain controlled cyclic triaxial testing, Engineering in Calcareous Sediments, Jewel & Khorshid, Balkema, Rotterdam, 1988, pp. 531-539.‏##[16] Friedel R, Murray L. Cyclic and post-cyclic laboratory test results on undisturbed samples of filter pressed Mine Tailings, 2010.##[17] Hardin BO. Crushing of soil particles, Journal of Geotechnical Engineering, 1985, No. 10, Vol. 111, pp. 1177-1192.##[18] Hyde Adrian FL, Higuchi T, Yasuhara K. Liquefaction, cyclic mobility, and failure of silt, Journal of Geotechnical and Geoenvironmental Engineering, ASCE, No. 6, Vol. 132, pp. 716-735.##[19] Hyde AFL, Higuchi T, Yasuhara K. Post cyclic recompression, stiffness, and consolidated cyclic strength of silt, Journal of Geotechnical and Geoenviron-mental Engineering, 2007, No. 4, Vol. 133, pp. 416-23.##[20] Hyodo M, Murata H, Yasufuku N, Fujii T. Undrained cyclic shear strength and residual strain of saturated sand by cyclic triaxial tests, Soil and Foundations, 1991, No. 3, Vol. 31, pp. 60-76.##[21] Hyodo M, Tanimizu H, Yasufuku N, Murata H. Undrained cyclic and monotonic triaxial behaviour of saturated loose sand, Soil and Foundations, 1994a, No. 1, Vol. 34, pp. 19-32.##[22] Ishibashi I, Sherif MA, Tsuchiya C. Pore-pressure rise mechanism and soil liquefaction, Soil and Foundations, 1977, No. 2, Vol. 17, pp. 17-27.‏##[23] Ismail MA, et al. Cementation of porous materials using calcite, Geotechnique, 2002, No. 5, Vol. 52, pp. 313-324.‏##[24] Jewell Richard J, David Clement Andrews, Khorshid MS. Engineering for calcareous sediments, Proceedings of the International Conference on Calc areous Sediments, Perth, 15-18 March 1988. AA Balkema, 1988.‏ Jian C, Deficiencies in the use of post-liquefaction strength.” 8th pacific conference on earthquake, 2007.##[25] Kaggwa WS, Poulos HG, Carter JP. Response of Carbonate Sediments under cyclic triaxial test conditions, Proceeding of 1st International Conference on Calcareous Sediments, Perth, Australia, 1988, Vol. 1, pp. 97-107.##[26] Lade PV, RB Nelson. Modeling the elastic behavior of granular materials, International Journal for Numerical and Analytical Methods in Geomech, 1987, No. 5, Vol. 11, pp. 521-542.##[27] Mohamad R, Dobry R. Undrained monotonic and cyclic triaxial strength of sand, Journal of Geotechnical Engineering, 1986, No. 10, Vol. 112, pp. 941-958.##[28] Murakami S, Yasuhara K, Murata F. Land subsidence prediction and its visualization using geographical information system, Proceedigns of the International Symposium on Groundwater, Springer, Berlin, 2000, pp. 79-84.##[29] Oda M, Koishikawa I. Anisotropic fabric of sands, Proceedings of 9th International Conference on Soil Mechanics and Geotechnical Engineering, Japanese Geotechnical Society, Tokyo, 1977, Vol. 1, pp. 235-238.##[30] Porcino D, Marciano V, Ghionna VN. Influence of cyclic pre-shearing on undrained behavior of carbonate sand in simple shear tests, Geomechanics and Geoengineering, 2009, No. 2, Vol. 4, pp. 151-61.##[31] Ross W, Boulanger and Stephan P, Truman. Void redistribution in sand under post earthquake loading, Canadian Geotechnical Journal, 1996, No. 5, Vol. 33, pp. 829-834, 1996.##[32] Salehzadeh H, Hassanlourad M, Procter DC, Merrifield CM. Compression and extension monotonic loading of a carbonate sand, International Journal of Civil Engineering, 2008, Vol. 6: pp. 266-274.##[33] Salehzadeh H, Procter DC, Merrifield CM. Medium dense non-cemented carbonate sand under reversed cyclic loading, International Journal of Civil Engineering, 2006, Vol. 4: pp. 54-63.##[34] Seed HB. Considerations in the earthquake-resistance design of earth and rockfill dams, Geotechnique, 1979, No. 3, Vol. 29, pp. 215-263.##[35] Seed HB, Idriss IM, Makdisi F, Banerjee N. Representation of Irregular Stress Time Histories by Equivalent Uniform Stress Series in Liquefaction Analyses, EERC 75-29. Earthquake Engineering Research Center, University of California, Berkeley, 1975.##[36] Semple RM. The mechanical properties of carbonate soils, Proceedings of International Conference on Calcareous Sediments, 1988, Vol. 2, pp. 807-836.##[37] Shafiee A. Cyclic resistance, pre and post-Liquefaction behavior of dry pluviated silty sands, Journal of Seismology and Earthquake Engineering, 2011, Vol. 8, No. 3.##[38] Sharma S, Fahey M. Evaluation of cyclic shear strength of two cemented calcareous soils, Journal of Geotechnical and Geoenvironmental Engineering, 2003, No. 7, Vol. 129, pp. 608-618.##[39] Shibata T, Oka F, Ozawa Y. Characteristics of ground deformation due to liquefaction, Soils and Foundations, 1996, No. 1, Vol. 36, pp. 65-79 (special issue).##[40] Singh S, Seed HB, Chan CK. Undisturbed sampling of saturated sands by freezing, Journal of Geotechnical Engineering Division, 1982, No. 2, Vol. 108, pp. 247-264.##[41] Sivathayalan S, Yazdi AM. Influence of Strain History on Postliquefaction Deformation Characteristics of Sands, Journal of Geotechnical and Geoenvironmental Engineering, 2013.##[42] Sladen JA, D’Hollander RD, Krahn J. The liquefaction of sands, a collapse surface approach, Canadian Geotechnical Journal, 1985, No. 4, Vol. 22, pp. 564-578.##[43] Soltani-Jigheh H, Soroush A. Post-cyclic behavior of compacted clay-sand mixtures, International Journal of Civil Engineerng, 2006, No. 3, Vol. 4, pp. 226-243.##[44] Song BW, Yasuhara K, Murakami S. Direct simple sheart esting for post-cyclic degradation in stiffness of non plastic silt, Geotechnical Testing Journal, 2004, No. 6, Vol. 27, pp. 1-7.##[45] Soroush A, Soltani-Jigheh H. Pre- and post-cyclic behavior of mixed clayey soils, Canadian Geotechnical Journal, 2009, Vol. 46, pp. 115-128.##[46] Vaid YP, Chern JC. Effect of static shear on resistance to liquefaction, Soils and Foundations, 1983, No. 1, Vol. 23, pp. 47-60.##[47] Vaid YP, Chern JC. Cyclic and monotonic undrained response of saturated sands, Advances in the art of testing soils under cyclic conditions, Proceedings of a Session, V Khosla, ed., ASCE, Reston, VA, 1985, pp. 120-147.##[48] Vaid YP, Thomas J. Liquefaction and post-liquefaction ofbehavior of sand, Journal of Geotechnical Engineering, 1995, No. 2, Vol. 121, pp. 163-173.##[49] Shuying W, Luna R, Yang J. Postcyclic behavior of low-plasticity silt with limited excess pore pressures, Soil Dynamics and Earthquake Engineering, 2013, Vol. 54, pp. 39-46.##[50] Wong RKS, JRF Arthur. Induced and inherent anisotropy in sand, Geotechnique, 1985, No. 4, Vol. 35, pp. 471-481.##[51] Yasuhara K, Murakami S, Song BW, Yokokawa S, Hyde AFL. Postcyclic degradation of strength and stiffness for low plasticity silt, Journal of Geotechnical and Geoenvironmental Engineering, 2003, No. 8, Vol. 129, pp. 756-69.##[52] Yasuhara K. Postcyclic undrained strength for cohesive soils, Journal of Geotechnical Engineering, 1994, No. 11, Vol. 120, pp. 1961-1979.‏##[53] Yasuhara K, Nagano M. Post-Cyclic behavior of clay in direct-shear tests, Proceedings of 10th Asian Regional Conference on Soil Mechanics and Foundation Engineering, New Delhi, India, Proceedings of 11th Asian Regional Conference on SMFE, 1996, Vol. 1, pp. 111-114.##[54] Yasuhara K, Hirao K, Hyde AFL. Effects of cyclic loading on undrained strength and compressibility of clay, Soils and Foundations, 1992, No. 1, Vol. 32, pp. 100-116.##[55] Yasuhara K, Murakami S, Toyota N. Earthquake-induced residual settlements in soft soils, Proceedings of China-Japan Joint Symp. On Recent Development of Theory and Geotechnology, Tongji Univ., Shanghai, China, 1997, pp. 165-170.##[56] Yasuhara K, Murakami S, Komine H, Saimaru A, Ajima F. Cyclic and post-cyclic instability of unsaturated non-plastic silt, Proceedings of the 14th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering, 2011.##[57] Yasuhara K, Murakami S, Komine H, Unno T. Effects of initial static shear stress and principal stress reversal on cyclic and post-cyclic undrained shear of sand, In Proceedings of The International Conference on Soil Mechanics And Geotechnical Engineering, Aa Balkema Publishers, 2005, No. 2, Vol. 16, pp. 459.## ##

Numerical analysis and monitoring of a rockfill dam at the end of construction (case study: Vanyar dam) 2 2 In this study, the mechanical behavior of Vanyar dam was evaluated at the end of construction. A two-dimensional numerical analysis was conducted based on a finite element method on the largest cross-section of the dam. The data recorded by the instruments located in the largest cross-section were compared with the results of the numerical analysis at the place of instruments. The settlement, pore water pressure, and total vertical stress were the parameters used for evaluating the dam behavior at the end of construction. The results showed that the settlements obtained from the numerical analysis were in reasonable agreement with the data recorded by the instruments, which proved that the numerical analysis was implemented based on realistic material properties. In addition, the difference between the instruments and the numerical analysis in terms of total vertical stresses was discussed by focusing on the local arching around the pressure cells. Furthermore, the arching ratios were calculated based on the results of the numerical analysis and the data recorded by the instruments. Moreover, the pore water pressures and total vertical stresses, recorded by piezometers and pressure cells, respectively, were the two parameters utilized for evaluating the hydraulic fracturing phenomena in the core. The results demonstrated that the maximum settlement obtained from the numerical analysis was 1 m, which corresponded to 46 m above the bedrock on the core axis. The recorded data in the core axis indicated that maximum settlement of 0.83 m happened 40 m above the bedrock. In addition, maximum pore water pressure ratio recorded by the instruments (Ru =0.43) was more than that obtained from the numerical analysis (Ru =0.26) this difference was due to the local arching around the pressure cells. Furthermore, the arching ratios in Vanyar dam were found to be 0.83 to 0.90. In general, the results revealed that the dam was located on a safe side in terms of critical parameters, including settlement and hydraulic fracturing. In addition, results of the numerical analysis were consistent with those provided by the monitoring system 326 337 2013/06/132013/07/132013/05/232014/04/112013/02/142013/05/7 1392/2/17 2014/06/242013/11/122013/10/22014/10/262014/06/242014/06/7 1393/3/17 M. Derakhshandi M. Derakhshandi Assistant professor, Department of Civil Engineering, Science and Research Branch, Islamic Azad University, Tehran, Iran Iran m-derakhshandi@araku.ac.ir H. R. Pourbagherian H. R. Pourbagherian M.Sc. Faculty of Engineering, Arak University, Arak, Iran Iran hamidpce@yahoo.com M. H. Baziar M. H. Baziar Professor, Department of Civil Engineering, Iran University of Science and Technology, Tehran Iran Iran baziar@iust.ac.ir N. Shariatmadari N. Shariatmadari Professor, Department of Civil Engineering, Iran University of Science and Technology, Tehran Iran Iran Shariatmadari@iust.ac.ir A. H. Sadeghpour A. H. Sadeghpour Assistant Professor, University of Kashan Iran sadeghpour@iust.ac.ir Rockfill dam 2D-numerical analysis Monitoring Back analysis Vanyar [1] Yu Y, Zhang B, Yuan H. An intelligent displacement back-analysis method for earth-rockfill dams, Computers and Geotechnics, 2007, Vol. 34, pp. 423-434.##[2] Clough RW, Woodward RJ Analysis of embankment stresses and deformations, Journal of the Soil Mechanics and Foundations Division, 1967, No. SM4, Vol. 93, pp. 529-549.##[3] Naylor D, Maranha J, Neves EMD, Pinto AV. A back-analysis of Beliche Dam, Geotechnique, 1997, Vol. 47, pp. 221-233.##[4] Hunter G, Fell R. The Deformation behaviour of embankment dams, University of New South Wales, School of Civil and Environmental Engineering UNICIV Report No. R-416, 2003.##[5] Gikas V, Sakellariou M. Settlement analysis of the Mornos earth dam (Greece): Evidence from numerical modeling and geodetic monitoring, Engineering Structures, 2008, Vol. 30, pp. 3074-3081##[6] Zhou W, Hua J, Chang X, Zhou C. Settlement analysis of the Shuibuya concrete-face rockfill dam, Computers and Geotechnics, 2011, Vol. 38, pp. 269-280.##[7] Roosta RM, Alizadeh A. Simulation of collapse settlement in rockfill material due to saturation, International Journal of Civil Engineering, 2012, Vol. 10, pp. 93-99.##[8] Dong W, Hu L, Yu YZ, Lv H. Comparison between duncan and chang\'s eb model and the generalized plasticity model in the analysis of a high earth-rockfill dam, Journal of Applied Mathematics, 2013, Vol. 2013, pp. 1-12.##[9] Ghanbari A, Shams Rad S. Development of an empirical criterion for predicting the hydraulic fracturing in the core of earth dams, Acta Geotechnica, 2013, pp. 1-12.##[10] Geo-studio for finite element analysis," in Geo-Studio User\'s Guide, ed: http://www.geo-slope.com, 2004.##[11] Duncan JM, Chang CY. Nonlinear analysis of stress and strain in soils, Journal of the Soil Mechanics and Foundations Division, 1970, Vol. 96, pp. 1629-1653.##[12] Dunnicliff J, Green G. Geotechnical Instrumentation for Monitoring Field Performance, ed: A Wiley Inter-science Publication, 1988.##[13] Jaky J. The coefficient of earth pressure at rest, Journal of the Society of Hungarian Architects and Engineers, 1944, Vol. 78, pp. 355-358.##[14] Henkel D. The shear strength of saturated remolded clays, in Proceedings of the ASCE Research Conference on Shear Strength of Cohesive Soil, Boulder, Colorado. USA, 1960, pp. 533-554.##[15] Technical reports of Vanyar dam, Ghods-Niroo consultant engineers Co, Tehran, 2011.##[16] Terzaghi K. Stress distribution in dry and in saturated sand above a yielding trap-door, in Proceeding of First International Conference on Soil Mechanics and Foundation Engineering, Cambridge, Massachusetts, 1936, pp. 307-311.##[17] Terzaghi K. Theoretical Soil Mechanics, New York, John Wiley and Sons, 1943.##[18] Lefebvre G, Duncan J, Wilson E. Three-dimensional finite element analysis of dams, Journal of the Soil Mechanics and Foundations Division, 1973, No. SM7, Vol. 99, pp. 495-507,.## ##

A comparison between the undrained shear behavior of carbonate and quartz sands 2 2 Compared to quartz sand, the shear behavior of carbonate sand differs in appearance, origin, and kind. Carbonate sand is found mainly in the northern coast of the Persian Gulf and the Oman Sea. In this research, a comparison is made between the shear behavior of carbonate sand retrieved from the eastern region of the Chabahar Port, located north of the Oman Sea, and quartz sand obtained from Firoozkooh, north of Iran. Both carbonate and quartz sands have identical and uniform particle size distributions. A total of 4 one-dimensional consolidation tests, and 16 triaxial consolidated-undrained (CU) tests under confining pressures of 100, 200, 400, and 600 kPa were performed with initial relative densities of 20%-80%. The results indicated that despite their uniform properties, including size and grading, the two types of sand can differ in other properties as inherent interlocking, compressibility, stress-strain behavior, internal friction angle, changes in pore water pressure and stress path. For instance, Chabahar carbonate sand has more compressive potential than Firoozkooh sand because of the fragility of its grains. Moreover, the internal friction angle of carbonate sand is more than that of quartz sand. Quartz sand is more affected by initial relative density, whereas, carbonate sand is influenced by inherent packing. 338 350 2013/06/132013/07/132013/05/232014/04/112013/02/142013/05/72013/05/26 1392/3/5 2014/06/242013/11/122013/10/22014/10/262014/06/242014/06/72014/06/9 1393/3/19 M. Hassanlourad M. Hassanlourad Assistant professor, Faculty of Engineering, Imam Khomeini International University, Imam Khomeini Boulevard, Qazvin, 34149-16818, Iran Iran mhassanlourad@iust.ac.ir M. R. Rasouli M. R. Rasouli Geotechnical PhD Student, Faculty of Civil Engineering, University of Tehran, Enghelab Boulevard, Tehran, Iran Iran rasoulireza@yahoo.com H. Salehzadeh H. Salehzadeh Assistant Professor, Faculty of Civil Engineering, University of Science and Technology, Tehran, Iran Iran salehzadeh@iust.ac.ir Carbonate sand Quartz sand Shear behavior Triaxial test [1] McClelland B. Calcareous sediments: an engineering enigma: 1st International congress on calcareous sediments, Perth, Australia, 1988, pp. 777-784.##[2] Chaney RC, Slonim SM, Slonim SS. Determination of calcium carbonate content in soils, In: Demars KR, Chaney RC Geotechnical properties, behavior, and performance of calcareous soils, ASTM SPT 777, American Society for Testing and Materials, USA, 1982, pp. 3-15.##[3] Fookes PG. The geology of carbonate soils and rocks and their engineering characterization and description, In: Proceeding International Conference Calcareous Sediments, Perth, Western Australia, ISSMFE, 1988, Vol. 2, pp. 787-805.##[4] Nooran I. Classiﬁcation of marine sediment, Journal of Geotechnical Engineering, 1989, No. 115, Vol. 1, pp. 23-37.##[5] Sharma SS, Ismail MA. Monotonic and cyclic behavior of two calcareous soils of different Origins, Journal of Geotechnical and Geoenvironmental Engineering, 2006, No. 12, Vol. 123, pp. 1581-1591.##[6] Poulos H, Chua E. Bearing capacity of foundation on calcareous sand, Proceeding of 11th International Conference on Soil Mechanics and Foundation Engineering, San Francisco, August, 1985, Vol. 3, pp. 1619-1622. ##[7] Angemeer J, Carlson E, Klick JH. Techniques and results of offshore pile load testing in the calcareous sands, The 5th Annual Offshore Technology Conference, Houston, Texas, 1973.##[8] Datta M, Gulhati S, Rao G. Crushing of calcareous sands during shear, 11th Offshore Technology Conference, Huston, Texas, 1979, Vol. 3, pp. 1459-1467.##[9] Celestino TB, Mitchell JK. Behavior of carbonate sands for foundations of offshore structures, In: Proceedings, Brazil offshore ’83, Rio de Janeiro, 1983, pp. 85-102.##[10] Salehzadeh H. The behavior of non-Cemented and artificially cemented carbonate sand under monotonic and reversed cyclic shearing, Ph. D. Thesis University of Manchester, UK, 2000.##[11] Grine K, Glendinning S. Creation of an artificial carbonate sand, Geotechnical and Geological Engineering, 2007, No. 4, Vol. 25, pp. 441-448.##[12] Brandes H. Simple shear behavior of calcareous and quartz sands, Geotechnical and Geological Engineering, 2012, No. 1, Vol. 29, pp. 113-126.##[13] Fioravantea V, Girettia D, Jamiolkowskib M. Small strain stiffness of carbonate Kenya Sand, Engineering Geology, 2013, Vol. 61, pp. 65-80.##[14] Shahnazari H, Rezvani R. Effective parameters for the particle breakage of calcareous sands: An experimental study, Engineering Geology, 2013, Vol. 159, pp. 91-105.##[15] Al-Douri RH, Poulos HG. Static and cyclic direct shear tests on carbonate sands, Geotech Test Journal, 1991, No. 2, Vol. 15, pp. 138-15.##[16] Semple RM. The mechanical properties of carbonate soils, In: Jewell RJ, Khorshid MS. (eds) Engineering for calcareous sediments, Proceedings of the International Conference on Calcareous Sediments, Perth, 1988, Vol. 2, pp. 807-836.##[17] Coop MR, Airey DW. Carbonate sands In: Tan TS, Phoon KK, Hight DW, Leroueil S, (eds) Characterization and engineering properties of natural soils, 2003, pp. 1049-108.##[18] Salehzadeh H, Procter DC, Merrifield CM. A carbonate sand particle crushing under monotonic loading, International Journal of Civil Engineering, 2005, No. 3, Vol. 3, pp. 140-151.##[19] Grine K, Attar A, Aoubed A, Breysse A. Using the design of experiment to model the effect of silica sand and cement on crushing properties of carbonate sand, Materials and Structures, 2011, No. 1, Vol. 44, pp. 195-203.##[20] Hassanlourad M, Salehzadeh H, Shahnazari H. Undrained triaxial shear behavior of grouted carbonate sands, International Journal of Civil Engineering, 2011, No. 4, Vol. 9, pp. 307-314.##[21] Hassanlourad M, Salehzadeh H, Shahnazari H. Dilation and particle breakage effects on shear strength of calcareous sands based on energy aspects, International Journal of Civil Engineering, 2008, No. 2, Vol. 6, pp. 108-119.##[22] Hyodo M, Tanimizu H, Yasufuku N, Murat H. Undrained cyclic and monotonic triaxial behavior of Saturated loose sand, Soils and Foundations, 1994, No. 1, Vol. 34, pp. 19-32.##[23] Bolton MD. The strength and dilitancy of the Sands, Geotechnique, 1986, No. 1, Vol. 36, pp. 65-78.##[24] Salehzadeh H, Ghazanfari E. Parametric study of Kish carbonate sand under triaxial shearing, International Journal of Civil Engineering, 2004, No. 4, Vol. 2, pp. 223-231.##[25] Salehzadeh H, Hassanloorad M, Procter DC, Merrifield CM. Compression and extension monotonic loading of carbonate sand, International Journal of Civil Engineering, 2008, No. 4, Vol. 6, pp. 266-274.##[26] Demars K, Chaney R. Geotechnical properties, behavior and performance of calcareous soils, Symposium Summary, ASTM Special Technical Publication, 1982, Vol. 777, pp. 395-404.##[27] Ueng TS, Chen TJ. Energy aspect of particle breakage in drained shear on sands, Geotechniqe, 2000, No. 1, Vol. 50, pp. 171-177.##[28] Vaid YP, Chern JC. Mechanics of deformation during cyclic loading of saturated sands, International Journal of Soil Dynamic and Earthquake Engineering, 1988, No. 3, Vol. 2, pp. 171-179.## ##