The performance of buildings adjacent to excavation supported by inclined struts 2 2 Limitations in the design method used for the support systems of urban buildings make them vulnerable to damage by adjacent excavations. This paper examines a traditional system used to support excavation sites and adjacent buildings in which inclined struts are connected to the wall or foundation of the adjacent building. This method can be considered to be a type of shoring or underpinning. The performance of buildings and the criteria for deformation control during excavation are introduced. Next, a 2D finite element analysis is presented in which an excavation is modeled considering the parameters from the adjacent building and the inclined struts. The numerical model is capable of simulating the overall excavation and installation of the support system. The soil is modeled using an elastic perfectly-plastic constitutive relation based on the Mohr-Coulomb criterion. The finite element model is validated using Rankine earth pressure and in situ data was measured during an excavation. The effect of different variables on performance and acceptable limits for the inclined strut are discussed. The model used for the parametric study shows the influence of the characteristics of the adjacent building, soil parameters, geometry of excavation, type of excavation and effect of strut installation. It was found that one type of strut arrangement produced the best possible result. The results can be used as a primary approximation of small-to-medium depth excavations in which struts are used to reduce the deflections. 1 13 2013/10/29 1392/8/7 2014/10/20 1393/7/28 Z. Sabzi Z. Sabzi PhD student, School of Civil Engineering, Faculty of Engineering, University of Tehran, Iran Sabzi@ut.ac.ir A. Fakher A. Fakher Associate Professor, School of Civil Engineering, Faculty of Engineering, University of Tehran, Iran afakher@ut.ac.ir Excavation adjacent to buildings performance base design 2D FEM building deflections inclined strut Fakher A. Recommendations to develop traditional methods in excavation, Second Seminar on Constructions in Tehran, University of Tehran, Iran, 2008.##Sadeghian S, Fakher A. An investigation into a shoring method to support buildings adjacent to excavations, The 17th Southeast Asian Geotechnical Conference Taipei, Taiwan May 10-13, 2010, pp. 207-210.##Sabzi Z, Fakher A. Acceptable limits in using inclined struts in urban excavations, 6th National Congress on Civil Engineering, Semnan Iran (in Farsi), April 26-27, 2011, pp. 181-189.##Sabzi Z, Fakher A. The effect of confining stress on the analysis of excavations adjacent to existing buildings, International Conference on Geotechnique, Construction Materials and Environment, Malaysia, Kuala Lumpur, Nov 14-16, 2012, pp. 162-166.##Wang J, Xu Z, Wang W. Wall and ground movements due to deep excavations in Shanghai soft soils, Journal of Geotechnical and Geoenvironmental Engineering, 2010, No. 7, Vol. 136, pp. 985-994.##Chau KW. Reliability and performance-based design by artificial neural network, Advances in Engineering Software, 2007, Vol. 38, pp. 145-149.##Pan P, Ohsaki M, Kinoshita T. Constraint approach to performance-based design of steel moment-resisting frames, Engineering Structures, 2007, Vol. 29, pp. 186-194.##Burland JB, Broms BB, DeMello VFB. Behaviour of foundations and structures: state-of-the-art report, Proceedings of the 9th International Conference on Soil Mechanics and Foundation Engineering, Japanese Geotechnical Society, Tokyo, Japan, 1979, pp. 495-546.##Schuster MJ. Framework for the fully probabilistic analysis of excavation-induced serviceability damage to buildings in soft clays, Ph.D. thesis, Clemson University, 2008.##Boscardin MD, Cording EG. Building response to excavation-induced settlement, Journal of Geotechnical Engineering, 1989, No. 1, Vol. 115, pp. 1-21.##Burland JB. Assessment of risk of damage to building due to tunneling and excavation, Proceedings of 1st International Conference on Earthquake Geotechnical Engineering, IS-Tokyo, 1995.##Boone SJ. Design of deep excavation in urban environments, PhD thesis, University of Toronto, 2003.##Devriendt ME, Banfield S, Lawrence A. A ‘Transatlantic’ comparison of building damage assessment methods, Proceedings of the second BGA international conference on foundations, ICOF 2008, pp. 997-1012.##Potts DM, Zdravkovic L Finite element analysis in geotechnical engineering (Theory)”, Imperial College of Science, Technology and Medicine, Thomson Telford, 1999.##Ghahreman B. Analysis of ground and building response around deep excavation in sand, PhD thesis, University of Illinois Urbana Champaign, 2004.##Hibbit Karlsson, Sorensen Inc. ABAQUS/Standard User’s Manual, Version 6.10. Pawtucket, RI, USA, 2010.##Sabzi Z, Fakher A. The experience of setup a complete monitoring system in excavations, 7th National Congress on Civil Engineering, Zahedan Iran (in Farsi), May 7-8, 2013.##Son M, Cording J. Estimation of building damage due to excavation-induced ground movements, Journal of Geotechnical and Geoenvironmental Engineering, 2005, No. 2, Vol. 131, pp. 162-177.##Fakher A, Cheshomi A, Khamechian M. The addition of geotechnical properties to a geological classification of coarse grain alluvium in a pediment zone, Quarterly Journal of Engineering Geology and Hydrogeology, 2007, Vol. 40, pp. 163-174.##Shahnazari H, Shahin M, Tutunchian M. Evolutionary-based approaches for settlement prediction of shallow foundations on cohesionless soils, IJCE, 2014, No. 1, Vol. 12, pp. 55-64.## ##

Use of line segments slip surface for optimized design of piles in stabilization of the earth slopes 2 2 Stabilization of earth slopes with various proposed methods is one of the important concerns of geotechnical engineering. In this practice, despite numerous developments, design conservativeness and high costs of stabilization are the issues yet to be addressed. This paper not only deals with pile location optimization but also studies the effects of the pile length by using line segments slip surface (non-circular). Taking into account the line segments slip surface in stabilization of earth slopes is a new topic which has been addressed in this paper. The line segments slip surface is actual slip surface and for determining the pile location it can lead to the actual length of the pile. The line segments critical slip surface is obtained by using the Alternating Variable Local Gradient (AVLG) optimization method. AVLG is an approach in optimization process and it is based on the Univariate method. The line segments form the initial and critical slip surface. Pile improper installation and inadequate length not only fails to increase the factor of safety, but also reduces it. The analyses are performed using the limit equilibrium (LE) method. Results of these analyses are acceptable and are properly consistent with the results obtained by other researchers. 14 27 2013/10/292014/03/25 1393/1/5 2014/10/202014/11/9 1393/8/18 M. hajiazizi M. hajiazizi Department of Civil Engineering, Razi University, Taghe Bostan, Kermanshah, Iran mhazizi@razi.ac.ir A. R. Mazaheri A. R. Mazaheri Department of Civil Engineering, Ph.D Student, Razi University, Taghe Bostan, Kermanshah, Iran a.mazaheri@pgs.razi.ac.ir Stabilization of earth slopes Line segments slip surface Pile length Pile location optimization Zeng S, Liang RY. Stability analysis of drilled shafts reinforced slope, Soils and Foundations, 2002, No. 2, Vol. 42, pp. 93-102.##Liang RY, Yamin MM. Three-dimensional finite element study of arching behavior in slope/drilled shafts system, International Journal for Numerical and Analytical Methods in Geomechanics, 2009, No. 11, Vol. 34, pp. 1157-1168.##Kim J, Salgado R, Lee J. Stability analysis of complex soil slopes using limit analysis, Journal of Geotechnical and Geoenvironmental Engineering, 2002, No. 7, Vol. 128, pp. 546-557.##Oakland MW, Chameau JLA. Finite-element analysis of drilled piers used for slope stabilization, Laterally loaded deep foundations, ASTM, West Conshohoken, PA, 1984, pp. 182–193.##Ito T, Matsui T. Methods to estimate lateral force acting on stabilizing piles, Soils and Foundations, 1975, No. 4, Vol. 15, pp. 43-60.##Poulos HG. Design of reinforcing piles to increase slope stability, Canadian Geotechnical Journal, 1995, No. 5, Vol. 32, pp. 808-818.##Jeong S, Kim B, Won J, Lee J. Uncoupled analysis of stabilizing piles in weathered slopes, Computers and Geotechnics, 2003, No. 8, Vol. 30, pp. 671-682.##Hassiotis S, Chameau JL, Gunaratne M. Design method for stabilization of slopes with piles, Journal of Geotechnical and Geoenvironmental Engineering, 1997, No. 4, Vol. 123, pp. 314-323.##Chow YK. Analysis of piles used for slope stabilization, International Journal for Numerical and Analytical Methods in Geomechanics, 1996, No. 9, Vol. 20, pp. 635-646.##Cai F, Ugai K. Numerical analysis of the stability of a slope reinforced with piles, Soils and Foundations, 2000, No. 1, Vol. 40, pp. 73-84.##Kourkoulis R, Gelagoti F, Anastasopoulos I, Gazetas G. Slope stabilizing piles and pile-groups: Parametric study and design insights, Journal of Geotechnical and Geoenvironmental Engineering, 2011, No. 7, Vol. 137, pp. 663-678.##Kourkoulis1 R, Gelagoti F, Anastasopoulos I, Gazetas G. Hybrid method for analysis and design of slope stabilizing piles, Journal of Geotechnical and Geoenvironmental Engineering, 2012, No. 1, Vol. 138, pp. 1-14.##Ausilio E, Conte E, Dente G. Stability analysis of slopes reinforced with piles, Computers and Geotechnics, 2001, Vol. 28, pp. 591-611.##Ito T, Matsui T, Hong WP. Extended design method for multi-row stabilizing piles against landslide, Soils and Foundations, 1982, No. 1, Vol. 22, pp. 1-13.##Xinpo Li, Xiangjun Pei, Marte Gutierrez, Siming He. Optimal location of piles in slope stabilization by limit analysis, Acta Geotechnica, 2012, Vol. 7, pp. 253-259.##Heidarzadeh M, Mirghasemi AA, Sadr Lahijani SM. Application of cement grouting for stabilization of coarse materials, International Journla of Civil Engineering, 2013, No. 1, Vol. 11, pp. 71-77.##Nazari Afshar J, Ghazavi M. a simple analytical method for calculation of bearing capacity of stone-column, International Journla of Civil Engineering, 2014, No. 1, Vol. 12, pp. 15-25. ##Chen LT, Poulos HG, Hull TS. Model tests on pile groups subjected to lateral soil movement, Soils and Foundations, 1997, No. 1, Vol. 37, pp. 1-12.##Chen CY, Martin GR. Soil-structure interaction for landslide stabilizing piles, Computers and Geotechnics, 2002, No. 5, Vol. 29, pp. 363-386.##Liang R, Zeng S. Numerical study of soil arching mechanism in drilled shafts for slope stabilization, Soils and Foundations, 2002, No. 2, Vol. 42, pp. 83-92.##Poulos HG. Design of reinforcing piles to increase slope stability, Canadian Geotechnical Journal, 1995, No. 5, Vol. 32, pp. 808-818.##Won J, You K, Jeong S, Kim S. Coupled effects in stability analysis of pile-slope systems, Computers and Geotechnics, 2005, Vol. 32, pp. 304-315##Lee CY, Hull TS, Poulos HG. Simplified pile-slope stability analysis, Computers and Geotechnics, 1995, Vol. 17, pp. 1-16.##Sun SW, Zhu BZ, Wang JC. Design method for stabilization of earth slopes with micropiles, Soils and Foundations, 2013, Issue 4, Vol. 53, pp. 487–497.##Hajiazizi M, Tavana H. Determining three-dimensional non-spherical critical slip surface in earth slopes using an optimization method, Engineering Geology, 2013, Vol. 153, pp. 114-124.##DOSS program, Software of Determination of Optimal Slip Surface, Razi University, Iran, 2010.##Rao SS. Optimization Theory and Applications, Wiley Eastern Limited, India, 1991, pp. 70-100.##Cauchy AL. Method general pour la resolution des system d’ equations simultanees, CR Acad. Science, Paris, 1847, Vol. 25, pp. 536-538.##Harr ME. Foundations of Theoretical Soil Mechanics, McGrw Hill, 1996.##Ashour M, Ardalan H. Analysis of pile stabilized slopes based on soil–pile interaction, Computers and Geotechnics, 2012, Vol. 39, pp. 85-97.## ##

Mechanics of projectile penetration into non-cohesive soil targets 2 2 Investigation of projectiles penetration phenomenon has been carried out in non-cohesive soil (Sand) targets under dry, saturated and compacted conditions. Analytical studies have been performed on the linear and non-linear soil models to obtain penetration depth formulae for ogival nose projectile and the results are verified by experimental studies. In present work, three ogival nose projectiles each having weight of 1.0 kg and nose angle of 15o, 30o and 45o are dropped from a height of 10.0 m in rectangular tank filled up by non-cohesive soil target. The rigid projectiles made an impact on a uniform target material at normal incidence with striking velocity of 14 m/s and proceeded to penetrate at rigid-body velocity. The models require geometrical parameters of the projectile types, velocity and target shear strength for the overall penetration depth of projectile. In addition, some parametric studies have been also carried out for academic and field interest. 28 39 2013/10/292014/03/252014/05/26 1393/3/5 2014/10/202014/11/92015/02/24 1393/12/5 M. Anwer Khan M. Anwer Khan Associate Professor, Department of Civil Engineering, Aligarh Muslim University, Aligarh, -202 002, (U. P) India India mehboobcivil@yahoo.co.in Projectile penetration Projectile Non-cohesive soil target Caliber radius head Abbas H, Paul DK, Godbole PN, Nayak GC. Soft projectile impact on rigid target, International Journal of Impact Engineering, 1995, Nos. 5-6, Vol. 16, pp. 727-37.##Allen WA. Dynamics of projectile penetrating sand, Journal of Applied Physics, 1957, Vol. 28.##Boguslavskii Yu, Drabkin S, Salman A. Analysis of vertical projectile penetration in granular soils, Journal of Physics, D: Applied Physics, 1996, No. 3, Vol. 29, pp. 905-916.##Corbett CG, Reid SR, Johnson W. Impact loading of plates and shells by free flying projectiles: a review, International Journal of Impact Engineering, 1996, pp. 141-230.##Danziger BR, Costa AM, Lopes FR, Pacheco MP. Back analysis of offshore pile driving with an improved soil model, geotechnique, The Institution of Civil Engineers, London, 1999, No. 6, Vol. 49.##Euler L. Neue Grunds atze der Artillerie, Berlin (Reprinted Euler’s Opera Omnia Vol. 14, Series II (Teubner), 1745.##Forrestal MJ, Longscope DB, Norwood FR. A model to estimate forces on conical penetrates into dry porous rock, Journal of Applied Mechanics, ASME, 1981, Vol. 48, pp. 25-29.##Forrestal MJ, Lee LM, Jenrette LM. Laboratory-scale penetration experiments into geological targets to impact velocities of 2.1 km/s, ASME Journal of Applied Mechanics, 1986, Vol. 53, pp. 317-320.##Forrestal MJ, Luk VK. Penetration into Soil Targets, International Journal of Impact Engineering, 1992, No. 3, Vol. 12, pp. 427-444.##Forrestal MJ, Hanchak SJ. Penetration limits velocity for ogive nose projectiles and limestone targets, ASME Journal of Applied Mechanics, 2002, Vol. 69, pp. 853-854.##Hearst JR, Lynch CS. Measurement of in-situ strength using projectile penetration, International Journal of Rock Mechanics, Mining Science Geomechanics, 1994, Vol. 31, pp. 243-251.##Norwood FR, Sears MP. A nonlinear model for the dynamics of penetration into geological targets, Transactions of ASCE, 1982, Vol. 49, pp. 26-30.##Robins B. New Principles of Gunnery, London, 1742.##Seguin, A, Bertho Y, Gondret P. Penetration of a Projectile by Impact into a Granular Medium, Traffic and Granular Flow, 2009, Vol. 7, pp. 647-652.##Taylor T, Fragaszy RJ, Ho CL. Projectile penetration in granular soils, Journal of Geotechnical Engineering, 1991, No. 4, Vol. 117, pp. 658-672.##Thompson JB. Low-Velocity Impact Penetration of Low-Cohesion Soil Deposits, Dissertation for the Degree of Doctor of Philosophy in Engineering University of California, Berkeley, 1975.##Yankelevsky DZ. Analysis of impact and penetration to geomaterials using engineering models, Journal of Applied Mechanics, ASME, 1988, pp. 67-81.##Yu HS, Mictchell JK. Analysis of cone resistance: review of methods, Journal of Geotechnical and Geo-environmental Engineering, ASCE, 1998, No. 2, Vol. 124, pp. 140-149.##Zukas JA, Nicholas T, Swift HF, Greszczuk LB, Curran DR. Impact Dynamics, John Wiley & Sons, Inc, USA, 1982.## ##

Experimental evaluation of collpase deformation behavior of a rockfill material 2 2 To investigate the saturation induced collapse deformation behavior of rockfill material, a set of large-scale triaxial tests were conducted in saturated and dry-saturated conditions. Specimens were tested under various confining pressures. For dry-saturated tests, specimens were sheared in various stress levels. Results of all dry saturated tests indicate a sudden reduction in the specimen volume during the submerging process. The ratio of the minimum axial strength of a submerged specimen (at the end of the saturation process) to the shear strength of the specimen before saturation is defined as the coefficient of stress recovery, Csr. Results show that this ratio increases as the confining pressure increases, and decreases as the shear stress level increases. According to the results of dry-saturated tests, reduction values of the internal friction angle caused by saturation (c), the ratio of the elasticity modulus of the material after saturation to its elasticity modulus in dry condition, i.e., Ewet/Edry, and the saturation induced sudden volumetric strain (vc) decrease as the confining pressures increase. However the shear stress level does not have any meaningful effect on the variation of c, Ewet/Edry and (vc). 40 53 2013/10/292014/03/252014/05/262013/12/1 1392/9/10 2014/10/202014/11/92015/02/242015/03/4 1393/12/13 A.A. Heshmati A.A. Heshmati Assistant professor, School of Civil Engineering, Iran University of Science and Technology Iran heshmati@iust.ac.ir A.R. Tabibnejad A.R. Tabibnejad Ph.D. Student, School of Civil Engineering, Iran University of Science and Technology Iran artabib@yahoo.com H. Salehzadeh H. Salehzadeh Assistant professor, School of Civil Engineering, Iran University of Science and Technology Iran salehzadeh@iust.ac.ir S. Hashemi Tabatabaei S. Hashemi Tabatabaei Assistant professor, Department of Geotechnical Engineering, Road, Housing & Urban Development Research Center Iran hatabatabaei@bhrc.ac.ir large-scale triaxial test rockfill material collapse deformation confining pressure shear stress level strength and deformability parameters. Alonso E. Exploring the limits of unsaturated soil mechanics: The behavior of coarse granular soil and rockfill, The 11th Spencer J. Buchanan lecture, College station Hilton, Texas, T.X, 2003.##Alonso E, Oldecop LA. Fundamentals of rockfill collapse, Proceeding of the Asian Conference on Unsaturated Soils, UNSAT-ASIA, Singapore, 2000, pp. 3-13.##Alonso E, Cardoso R. Behavior of materials for earth and rockfill dams: Perspective from unsaturated soil mechanics, Proceeding of t he 2nd International Conference of Long Term Behavior of Dams, Graz, Austria, 2009.##Soroush A, Aghaei Araei A. Analysis of behavior of a high rockfill dam, Proceeding of the Institution of Civil Engineering, Geotechnical engineering, 159(GEI), 2006, pp. 49-59.##Oldecop LA, Alonso E. Theoretical investigation of the time-dependent behavior of rockfill, Geotechnique, 2007, No. 3, Vol. 57, pp. 289-301.##Pourjafar A, Mahin roosta R. Evaluation of the collapse settlement behavior of sandy material using triaxial shear tests, Proceeding of the 6th National Congress of Civil Engineering, Semnan, Iran, 2011.##Soroush A, Aghaei Araei A. Uncertanities in mechanical behavior of rockfills during first impounding of rockfill dams, Proceeding of the 73rd Annual metting of ICLOD, Tehan, Iran, No. 186-S5, 2005.##Silvani C, Bonelli S, Philippe P, Desoyer T. Buoyancy and local friction effects on rockfill settlement: A discrete modeling, Journal of Computers and Mathematics with Applications, 2008, Vol. 55, pp. 208-217. ##Houston SL, Houston WN, Zapata CE. Lawrence C. Geotechnical engineering practice for collapsible soils, Journal of Geotechnical and Geological Engineering, 2001, Vol. 19, pp. 333-355.##Tabibnejad AR, Mahin Roosta R. Evaluation of Marun Rockfill dam behavior during the construction and operation period using instrumentation system data, Modares Civil Engineering Journal (M.C.E.L), 2011, No. 1, Vol. 11, pp. 99-115.##Ohta H, Ishiguro T, Mori Y, Uchita Y, Tsuruta S, Takahashi A. Uncertanities in safety evaluation of large rockfill dmas during first filiing, Proceeding of the 73rd Annual metting of ICLOD, Tehan, Iran, 2005, No. 082-S5.##Touileb BN, Bonelli S, Anthiniac P, Carrere A, Debordes O, LA Berbera G, Bani A, Mazza G. Settlement by wetting of the upstream rockfills of large dams, Proceeding of the 53rd Canadian Geotechnical Conference, Montreal, 2000, pp. 263-270.##Soriano A, Sanchez FJ. Settlement of railroad high embankment, Proceedings of the 12th European Conference on Soil Mechanics and Geotechnical Engineering, Amsterdam, 1999, pp. 1885-1890.##Varadarajan A, Sharma K, Venkatachalam K, Gupta A. Testing and modeling two rockfill materials, Journal of Geotechnical and Geoenvironmental Engineering, No. 3, Vol. 129, pp. 206-218. ##Indraratna B, Ionescu D, Christie HD. Shear behavior of railway ballast based on large-scale triaxial tests, Journal of Geotechnical and Geoenvironmental Eineering, 1998, No. 5, Vol. 124, pp. 439-449.##Aghamajidi M. Laboratory investigation of creep in rockfill Material, MSc thesis, Tarbiat Modarres University, Tehran, Iran, 2004, (in Persian).##Eshtaghi V, Mahin roosta R. Changes in the stress and strain conditions of dry gravelly material caused by saturation, Proceedings of the 4th International Conference of Soil Mechanics and Geotechnical Engineering of Iran, Tehran, Iran, 2010, No. & Code: 190-TVTMAH. ##Aghaei Araei A, Razeghi H, Ghalandarzadeh A, Hashemi Tabatabaei S. Effects of loading rate and initial stress state on stress–strain behavior of rock fill materials under monotonic and cyclic loading conditions, Scientia Iranica, 2012. No. 5, Vol. 19, pp. 1220-1235. ##Naylor DJ, Maranha Das Neves E, Veiga Pinto AA. A back analysis of Beliche dam, Geotechnique, 1997, No. 2, Vol. 47, pp. 221-233.##Escuder I, Andreu J, Rechea M. An analysis of stress-strain behavior and wetting effects on quarried rock shells, Canadian Geotechnical Journal, 2005, Vol. 42, pp. 51-60.##Salehi D, Tabibnejad AR, Feizi Khankandi S. Evaluation of strength and deformability parameters of the rockfill shell material of Gotvand dam, Proceeding of the 2nd National Conference on Dam and Hydropower (NCDH), Tehan, Iran, 2008, pp. 77-86.##Xu M, Song E, Chen J. A large triaxial investigation of the stress-path-dependent behavior of compacted rockfill, Acta Geotechnica, 2012, No. 3, Vol. 7, pp. 167-175. ##Charles JA, Watts KS. The influence of confining pressure on the shear strengrh of compacted rockfill, Geotechnique, 1980, No. 4, Vol. 30, pp. 353-367.##Lowe J. Shear strength of coarse embankment dam materials, Proceeding of the 8th International Congress on Large Dams, 1964, pp. 745-761.##Marsal RJ. Large scale testing of rockfill materials, Journal of the Soil Mechanics and Foundation Division, ASCE, 1967, No. 2, Vol. 93, pp. 27-43.##Asadzadeh M, Soroush A. Direct shear testing on a rockfill material, The Arabian Journal for Science and Engineering, 2009, No. 2B, Vol. 34, pp. 379-396.##Naylor DJ, Maranha Das Neves E, Mattar D, Veiga Pinto AA. Prediction of construction performance of Beliche dam, Geotechnique, 1986, No. 3, Vol. 36, pp. 359-376.##Mahinroosta R, Oshtaghi V. Evaluation of the effects of saturation on strength and collapse settlement of course materials using direct shear tests, Sharif Civil Engineering Journal, 2011, No. 1, Vol. 29-2, pp. 103-114.##Aghaei Araei A, Soroush A, Rayhani M. Large-Scale triaxial testing and numerical modeling of rounded and angular rockfill materials, Sientia Iranica Journal, Transaction A: Civil Engineering, 2010, No. 3, Vol. 17, pp. 169-183.##Bazazzadeh H, Kalantary F, Asakereh A. An investigation on the effect of particle breakage on rockfill constitutive parameters, EJGE, Bund. J, 2011, Vol. 15, pp. 847-864.##Indraratna B, Nimbalkar S, Christie D. The performance of rail track incorporating the effects of ballast breakage, confining pressure and geosynthetic reinforcement, 8th International Conference on the Bearing Capacity of Roads, Railways, and Airfields, London, UK, 2009, pp. 5-24.##Ghanbari A, Hamidi A, Abdolahzadeh N. A study of the rockfill material behavior in large-scale tests, Civil Engineering Infrastructures Journal, 2013, No. 2, Vol. 46, pp. 125-143.## ##

On the compressive strength and geo-environmental properties of MC-clay soil treated with recycled bassanite 2 2 The use of recycled bassanite, produced from gypsum wastes, in ground improvement projects is initiated recently in Japan to eliminate the huge quantities of gypsum wastes. Meanwhile the use of recycled bassanite has a positive effect on the environment and economy, it has many challenges. These challenges are related to the release of fluorine more than the standard limits results in contaminated fluorine soil. This research investigates the effect of the amount of bassanite, and water content on the release of fluorine from MC-clay soil stabilized with bassanite, taking in consideration their effect on the compressive strength. Recycled bassanite was mixed with furnace cement with a ratio of 1:1 to prevent the solubility of bassanite. Different amounts of this admixture were mixed with the tested soil at different water contents. Unconfined compression test was used to determine the compressive strength while the solubility of fluorine was used to represent the geo-environmental properties in term of the release of fluorine. Scan electron microscopic (SEM) test was done to identify the development of cementation compounds in the matrix of treated-bassanite soil. Test results showed that, the addition of bassanite had a significant effect on the improvement of compressive strength by increasing the amount of bassanite. Curing time had a significant effect on the increase of compressive strength, the strength increases with the increase of curing time, especially in the later curing time. The release of fluorine increases with increasing the amount of bassanite in soil mixture. The increase of water content had an indirect effect on the release of fluorine while it had a negative effect on the improvement of strength and consuming the amount of admixture. The increase of strength is associated with the decrease of the release of fluorine. Recycled bassanite, produced from gypsum wastes, had a potential to be used as a stabilizer material for MC-clay soil and meet the standards of environment. 54 61 2013/10/292014/03/252014/05/262013/12/12013/06/19 1392/3/29 2014/10/202014/11/92015/02/242015/03/42014/09/1 1393/6/10 M. Kobayashi M. Kobayashi Manager, Environmental Business Department, DC Cement CO, Ltd, Tokyo, Japan Japan kobayashi_masaki@dccorp.jp U. H. Issa U. H. Issa Assistant Professor, Civil Engineering Department, Faculty of Engineering, El-Minia University, El-Minia, Egypt Egypt A. Ahmed A. Ahmed Professor, Civil Engineering Department, Beni-Suef University, Beni-Suef, Egypt Egypt aly_76@hotmail.com Recycled bassanite Soil stabilization Geo-environment Compressive strength MC-clay soil Kamei T, Horai H. Development of solidification technology for fluorine contaminated Bassanite using Portland blast-furnace (B) cement, Japanese Geotechnical Journal, 2008, No. 1, Vol. 4, pp. 91-98. (In Japanese).##Ahmed A, Ugai K, Kamei T. Environmental evaluation for clayey soil stabilized with gypsum waste plasterboard in Japan, In the Proceeding of the International Geo-Hunan 2011 Conference, June 9-11, Hunan, China, Geotechnical Special Publication, ASCE, 2011, Vol. 217, pp. 9-17.##Ahmed A, Ugai K, Kamei T. Laboratory and field evaluations of recycled gypsum as a stabilizer agent in embankment construction, Journal of Soils and Foundations, 2011, No. 6, Vol. 51, pp. 975-990.##Ahmed A, Ugai K, Kamei T. Assessment of recycled gypsum for organic soft clay soil improvement, In the Proceedings of the 2012 Geo-Congress, March 25-29th, Oakland, California, USA, Geotechnical Special Publication, ASCE, 2012, Vol. 225, pp. 1026-1035.##World Health Organization (WHO). Fluoride in drinking-water. Background document for development of WHO Guidelines for Drinking-water Quality, 2004, 17 p.##World Health Organization (WHO). Fluorine and Fluorides-Environmental health Criteria, Geneva, 1984, No. 36. ##Ministry of the Environment Government of Japan (MOE). Soil Contamination Countermeasures. Soil Environment Management Division, Environmental Management Bureau Ministry of the Environment, Government of Japan, 2012. ##SATA Construction Company Ltd. Technical Report: Construction of road projects in Kiryu and Tomioka sites, SATA Const, CO. Ltd., Maebashi city, Gunma, Japan, 2011, 26 p.##Ahmed A, Ugai K, Taira J. Soaking effect on strength and performance of fine grained soil stabilized with recycled gypsum, In the Proceedings of the First International Conference on Geotechnique, Construction Materials and Environment, GEOMAT, Nov. 21-23, Tsu City, Mie, Japan, 2011, No. 84, Vol. 1, pp. 343-348.##Ahmed A., Ugai K. 2011. Environmental effects on durability of soil stabilized with recycled gypsum. Journal of Cold Regions Science and Technology 2011; 66(2-3): 84-92.##Kamei T, Ahmed A, Shibi T. Effect of freeze-thaw cycles on durability and strength of very soft clay soil stabilised with recycled bassanite, Journal of Cold Regions Science and Technology, 2012, Vol. 82, pp. 124-129.##Kamei T, Ahmed A, Shibi T. The use of recycled bassanite and coal ash to enhance the strength of very soft clay, Journal of Construction and Building Materials, 2013, No. 1, Vol. 38, pp. 224-235.##Kamei T, Ahmed A, Ugai K. Durability of soft clay soil stabilized with recycled bassanite and furnace cement mixture, Journal of Soils and Foundations, 2013, No. 1, Vol. 53, pp. 155-165.##Ahmed A, Ugai K, Kamei T. Investigation of recycled gypsum in conjunction with waste plastic trays for ground improvement, Journal of Construction and Building Materials, 2011, No. 1, Vol. 25, pp. 208-217.##Kamei T, Kato T, Shuku T. Effective use for bassanite as soil improvement materials -Recycling of waste plasterboard, Japanese Geotechnical Society Electronic Journal, 2007, No. 3, Vol. 2, pp. 245-252 (In Japanese).##Ahmed A, Kobayashi M, Ugai K. Performance assessment of clay soil stabilized with recycled gypsum based on SEM and XRD, In the Proceeding of the 2nd International Conference on Advances in Transportation Geotechnics II, -IS-Hokkaido 2012, 9-12th September, Sapporo, University of Hokkaido, Japan, No. 37, pp. 272-280.##Ministry of Land, Infrastructure, Transport and Tourism of Japan, (MLIT). Environmental Testing Measurements: Tank Leaching Test Method for fluorine, 2001 (In Japanese).##Kamei T, Shuku T. Unconfined compressive strength of cement-stabilized soils containing Bassanite produced from waste plasterboard, Japanese Geotechnical Society Electronic Journal, 2007, No. 3, Vol. 2, pp. 237-244. (In Japanese)##ASTM 2166-66. Unconfined compression testing. Annual Book of American Society for Testing and Materials Standards, ASTM, USA, 2007.##Solem-Tishmack JK, McCarthy GJ. High-calcium coal combustion by-products: engineering properties, ettringite formation and potential in solidification and stabilization of selenium and boron, Cement and Concrete Research, 1995, No. 3, Vol. 25, pp. 658-670.##Chrysochoou M, Dermatas D. Evaluation of ettringite and hydrocalumite formation for heavy metal immobilization: Literature review and experimental study, Journal of Hazadous Materials, 2006, No. 1, Vol. 136, pp. 20-33.## ##

Importance of mode detection in ambient noise array application for shear wave velocity profile determination 2 2 In this paper we are going to show the importance of mode identification in microtremor array analysis. The idea come from four concentric ambient noise array recordings with aperture 100 to 1000 meters, performed in southern urban area of Tehran near the shrine of Imam Khomeini. These measurements were part of a comprehensive research project with the aim of determination of deep shear wave velocity model of Tehran alluvial deposits. Using appropriate signal processing techniques, including array processing methods as well as classical and time-frequency horizontal/vertical spectral ratio, the dispersion curves of surface waves, fundamental resonance frequency and Ellipticity of Rayleigh waves, were extracted. In the final step, the shear wave velocity profile of the site was determined by joint inversion of all of these attributes. The results show 2 different energetic trends in dispersion curves, for arrays of aperture 200 and 400 meters that one of them is coincide with 100m aperture array. For array with aperture 1000m any clear trend of energy could be observed because of deficiency of energy in low frequency. The inversion of data obtained by 100m aperture array alone, assuming the dispersion curve as fundamental mode (a common procedure in urban area) result in shear wave velocity that is not match with existing geological information. Performing the inversion, assuming 2 energetic trends, observed for larger arrays one as fundamental mode and another as mode 1 of Rayleigh waves, can modify significantly the shear wave velocity profile in accordance with existing geological and geotechnical information. This study show the importance of extracting of correct dispersion curves with detecting fundamental and higher modes, using array measurement with various aperture at one place to obtain more realistic shear wave velocity profile. 62 72 2013/10/292014/03/252014/05/262013/12/12013/06/192014/04/28 1393/2/8 2014/10/202014/11/92015/02/242015/03/42014/09/12014/09/28 1393/7/6 M. Fazlavi M. Fazlavi Ph.D Candidate, International Institute of Earthquake Engineering and Seismology m.fazlavi@iiees.ac.ir E. Haghshenas E. Haghshenas Ph.D, International Institute of Earthquake Engineering and Seismology haghshen@iiees.ac.ir Shear wave velocity Microtremor array Higher modes effect Davoodi M, Haghshenas E, Mirjalili M. Using ambient array method in evaluating the shear wave velocity profile of a site in Tehran, Journal of Seismology and Earthquake Engineering, Special Farsi Issue Winter, 2009.##Davoodi M, Haghshenas E, Esfahanizadeh M, Mirjalili M, Atashband S. Evaluate reliability of f-k and SPAC methods, 14th World Conference on Earthquake Engineering, 2008.##Shabani E, et al. Estimating shear-waves velocity structure by using array methods (FK and SPAC) and inversion of ellipticity curves at a site in south of Tehran, 14th World Conference on Earthquake Engineering, 2008.##Nourozi M. Application of Microtremor for Investigation of Sedimentary Basin Using Cross-Correlation Technique, M.Sc. thesis in IIEES, 2013.##Mottaghi AA, Rezapour M, Tibuleac I. Ambient noise rayleigh wave shallow tomography in the Tehran region, Central Alborz, Iran, Seismological Research Letters, 2012, No. 3, Vol. 83, pp. 498-504.##Shirzad T, Shomali H. Shallow crustal structures of the Tehran basin in Iran resolved by ambient noise tomography, Geophysical Journal International, 2014, Vol. 196, pp. 1162-1176.##Fazlavi M, Haghshenas E, Cornou C, Bard PY. Determination of deep shear wave velocity profiles along north-south of Tehran (Iran) using join inversion of ellipticity and dispersion curves, (submitted for publication Bulletin of Earthquake Engineering in 2014). ##Haghshenas E, Fazlavi M. Deep subsurface shear wave velocity investigation in south of Tehran, using large aperture ambient noise array measurement, 15 World Conference on Earthquake Engineering, 2012, article 1117.##JICA (Japan International Cooperation Agency) & CEST (Centre for Earthquake & Environmental Studies of Tehran, Tehran Municipality), The Study on Seismic Microzoning of the Greater Tehran Area in The Islamic Republic of Iran, Final report, 2000.##SESAME group, Report on simulation for real sites – WP10 Set of noise synthetics for H/V and array studies from simulation of real sites and comparison for test sites, SESAME Deliverable D11.10 & D17.10, 2004a, available at http://sesame-fp5.obs.ujf-grenoble.fr/Deliverables/Del_D11-D17.pdf.##Tokimatsu K. Geotechnical site characterization using surface waves, Earthquake Geotechnical Engineering, 1997, pp. 1333-1368.##Lacoss RT, Kelly EJ, Toksoz MN. Estimation of seismic noise structure using arrays, Geophysics, 1969, Vol. 34, pp. 21-38.##Capon J. High- resolution frequency- wavenumber spectrum analysis, Proceedings of the IEEE, 1969, No. 8, Vol. 57, pp. 1408-1418.##Asten MW, Henstridge J. Array Estimators and the Use of Microseisms for Reconnaissance of Sedimentary Basins, 1984.##Okada H. The microtremor survey method, exploration geophysics, Geophysical monographs series, 2004, Vol. 12.##Aki K. Space and time spectra of stationary stochastic waves, with special reference to microtremors, Bulletin of the Earthquake Research Institute, 1957, Vol. 35, pp. 415-456.##Henstridge J. A signal processing method for circular arrays, GEOPHYSICS, 1979, No. 2, Vol. 44, pp. 179-184.##Bettig B, Bard PY, Scherbaum F, Riepl J, Cotton F, Cornou C, Hatzfeld D. Analysis of dense array noise measurements using the modified spatial auto-correlation method (SPAC) application to the Grenoble area, Bolletino di Geosica Teoricaed Applicata, 2001, Vol. 42, pp. 281-304.##Nakamura Y. A Method for Dynamic Characteristics Estimation of Subsurface Using Microtremor on the Ground Surface, 1989.##Bard PY. Microtremor measurements: A tool for site effect estimation?, Proceeding of the Second International Symposium on the Effects of Surface Geology on Seismic Motion, Yokohama, Japan, 1998, Vol. 3, pp. 1251-1279.##Bonnefoy-Claudet S, Cornou C, Bard PY, Cotton F, Moczo P, Kristek J, Fäh D, H/V ratio: a tool for site effects evaluation, Results from 1D noise simulations, Geophysical Journal International, 2006b, Vol. 167, pp. 827-837.##Haghshenas E, Bard PY, Theodulidis N. SESAME WP04 Team, Empirical evaluation of microtremor H/V spectral ratio, Bulletin of Earthquake Engineering, 2008, No. 1, Vol. 6, pp. 75-108. ##Najafizadeh J, Kamalian M, Jafari M, Khaji N. Seismic analysis of rectangular alluvial valleys subjected to incident sv waves by using the spectral finite element method, IJCE, 2014, No. 3, Vol. 12, pp. 251-263.##SESAME group, Report of the WP04 – H/V technique: Empirical evaluation Comparison of experimentally and theoretically estimated transfer functions with the (H/V) spectral ratio and evaluation of the applicability of the latter in cases of linear or/and non-linear soil behaviour, SESAME Deliverable D16.04, 2004b; available at http://sesame-fp5.obs.ujf-grenoble.fr/Deliverables/D16-04.pdf.##Haghshenas E. Geotechnical condition and local seismic hazard in Tehran, PhD Thesis, Joseph Fourier University, Grenoble-I (18/07/2005), 2005.##ISMN (Iran Strong Motion Network), annual report and catalogues, http://BHRC.ac.ir.##Hobiger M, Cornou C, Wathelet M, Di Giulio G, Knapmeyer-Endrun B, Renalier F, Bard PY, Savvaidis A, Hailemikael S, Le Bihan N, Ohrnberger M, Theodoulidis N. Ground structure imaging by inversions of Rayleigh wave ellipticity: sensitivity analysis and application to European strong-motion sites, Geophysical Journal International, 2013, No. 1, Vol. 192, pp. 207-229.##NERIES (NEtwork of Research Infrastructures for European Seismology), Using Ellipticity Information for Site Characterisation, JRA4, 2010##Sambridge M. Geophysical inversion with a neighbourhood algorithm, Geophysical Journal International, 1999, Vol. 138, I: 479-494 & II: 727-746.##Wathelet M, Jongmans D, Ohrnberger M. 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Construction of relief wells under artesian flow conditions at dam toes: engineering experiences from Karkheh earth dam, Iran 2 2 We report engineering experiences from the critical task of relief well installation under high artesian flow conditions at the downstream toe of the Karkheh earth dam, Iran. Due to the establishment of excessive uplift pressure at the downstream toe of the Karkheh dam, installation of a series of new relief wells was considered to permanently relieve part of these pressures. The mentioned uplift pressure, as high as around 30 m above the ground level, was produced in a confined conglomerate aquifer bounded above and below by relatively impervious mudstone layers which reduced the safety factor of the dam toe to below 1.0. Investigations on the shortcomings of the old relief wells installed at the dam site showed that the main problems were: insufficient well numbers, insufficient well diameters, irregular well screens causing their blockage by time passing, and insufficient total opening area. Despite engineering difficulties and associated risk of downstream toe instability, installation of new relief wells was successfully completed under high artesian flow conditions” was successfully completed. The employed technique for the construction of the new relief wells under flowing artesian conditions was based on: 1) cement grouting and casing of the well, 2) telescopic drilling, 3) application of appropriate drilling fluid, and 4) controlling the artesian flow by adding a long vertical pipe to the top of the relief wells. Numerical modeling of seepage for the Karkheh dam foundation showed that, as a result of the installation of the new relief wells, the safety factor of the downstream toe increased to the safe value of 1.3 for the normal reservoir water level. 73 80 2013/10/292014/03/252014/05/262013/12/12013/06/192014/04/282013/05/28 1392/3/7 2014/10/202014/11/92015/02/242015/03/42014/09/12014/09/282015/02/24 1393/12/5 M. Heidarzadeh M. Heidarzadeh Earthquake Research Institute, The University of Tokyo, Tokyo, Japan mheidarzadeh@geomar.de A. A. Mirghasemi A. A. Mirghasemi Professor, School of Civil Engineering, College of Engineering, University of Tehran, Tehran, Iran aghasemi@ut.ac.ir H. Niroomand H. Niroomand Senior Geotechnical Engineer, Mahab Ghodss Consulting Engineers, Tehran, Iran hn_sahand@yahoo.com Dam engineering Geotechnical engineering Karkheh embankment dam Relief well Artesian flow Confined aquifer Dam toe Drilling fluid Numerical simulations Heidarzadeh M, Mirghasemi A, Etemadzadeh SM. Experimental study of chemical grouting of conglomerate foundations, International Journal of Civil Engineering, 2007, No. 1, Vol. 5, pp. 66-83.##Heidarzadeh M, Mirghasemi A, Eslamian F, Sadr-Lahijani SM. Application of cement grouting for stabilization of coarse materials, International Journal of Civil Engineering, 2013, No. 1, Vol. 11, pp. 71-77.##Mirghasemi AA. Karkheh dam instrumentation system- some experiences, Geotechnical News, 2006, No. 1, Vol. 24, pp. 32-36.##Mirghasemi AA, Pakzad M, Tarkeshdooz N. Rehabilitation of Karkheh dam after four years of impounding, 72nd Annual Meeting of ICOLD, May 1- 6, Seoul, South Korea, 2004.##Mahab Ghodss Engineers. 3D seepage analysis of the Karkheh dam, Tehran, Iran, 2004, 213 p.##Logani KL. Piezometer installation under artesian conditions, Journal of Geotechnical Engineering, 1983, No. 8, Vol. 109, pp. 1121-1125.##Us Army Corps of Engineers. design, construction and maintenance of relief wells, Engineer Manual, No.1110-2-1914, Department of the army, Washington, DC 20314-1000, USA, 1992.##Rogers GD, Moore DR. Drilling, sampling and construction of monitoring wells under flowing artesian conditions, Environmental and Engineering Geoscience, 1997, No. 3, Vol. 3, pp. 369-373.##Interim Water Well Drilling Advisory Committee for the Province of British Columbia. Code of practice prepared for construction, testing, maintenance, alteration and closure of wells for the Province of British Columbia, October 4, 1994.##Mahab Ghodss Engineers. Kharkheh project technical report of dam body and foundation, Tehran, Iran, 1998, 138 p.##Mirghasemi AA, Pakzad M. Uncertainty in Karkheh dam foundation permeability, 73rd Annual Meeting of ICOLD, May 1- 6, Tehran, Iran, 2005.## ##