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Vol. 16 [2011], Bund. Q 1316 By determining an optimal depth for piles, the distance between trench and vibration source can be avoided. The optimal distance for L is 0.08 Bf and by going far from this value (L=0.08 Bf) the trench will be useless. For passive screening in the case of H≈D the trench location 4< �� 2 pile length variations could have an important effect on the open trench function. Open trench screening with constant depth is more effective in collapsible soils than stiff soils and this can be as the result of Rayleigh wavelength reduction in collapsible soils. REFERENCES 1. Aboudi J. (1973) “Elastic waves in half-space with thin barrier”. J EngMech (ASCE); 99(1):69–83. 2. Ahmad S, Al-Hussaini T.M. “Simplified design for vibration screening by open and in filled trenches”. Journal of Geotechnical Engineering. ASCE 1991; 117(1): 67-88. 3. ANSYS User’s manual, ANSYS Inc.,Canonsburg, Pa. 4. Al-Hussaini, T.M. and Ahmad, S. (1991) “Design of wave barriers for reduction of horizontal ground vibration”, Journal of Geotechnical Engineering, ASCE, Vol. 117, No. 4, pp. 616-636. 5. Ahmad S, Al-Hussaini T.M. “Active isolation of machine foundation by in-filled Trench barriers”. Journal of Geotechnical Engineering. ASCE 1996; 122(4): 288-94. 6. Ahmad S, Al-Hussaini T.M. “An Investigation on active isolation of machine foundation by open trench”. Journal of Geotechnical Engineering. ASCE 1996; 122(6): 454-61. 7. Amick H and Gendreau M (2000) “Construction Vibrations and Their Impact on Vibration-Sensitive Facilities”. , ASCE Construction Congress 6 Orlando, Florida, February 22, 2000. 8. Al-Hussaini T.M, and Ahmad, S. (2000) “Numerical and experimental studies on vibration screening by open and in-filled trench barriers”. International Workshop on Wave Propagation, Moving Load and Vibration Reduction, (WAVE2000) Rotterdam: Balkema , 241–250. 9. Adam M, Estorff.O (2005) “Reduction of train-induced building vibrations by using open and filled trenches”. Computers and Structures, 83, 11–24. 10. Adam M, Estorff.O (2005) “Reduction of train-induced building vibrations by using open and filled trenches”. Computers and Structures, 83, 11–24. 11. Bornitz G. Uber die Ausberiting der von GroszkolbenmaschinenerzengtenBondenschwingungen in die Tiefe . Berlin: 1931. 12. Barkan, D. D. (1962) “Dynamics of Bases and Foundation”. McGraw-Hill, New York. 13. Beskos, D., Dasgupta, G., and Vardoulakis, I.G. 1985. “Vibration isolation of machine foundations.” In Vibration problems in geotechnical engineering. ASCE, NY. 138–151. 14. Beskos, D.E., Dasgupta, G., and Vardoulakis, I.G. (1986a) “Vibration isolation using open or filled trenches, Part 1: 2-D homogeneous soil.” Computational Mechanics, 1(1), 43–63.
15. Beskos, D., Leung, K, Vardoulakis, I.G. (1986) “Vibration isolation of structures from surface waves in layered soil”. In Recent applications in computational mechanics. ASCE, NY. 125–140. 16. Beskos, D.E., Leung, K.L., and Vardoulakis, I.G. (1990) “Vibration isolation using open or filled trenches, Part 3: 2-D non-homogeneous soil”. Computational Mechanics, 7(1), 137–148. 17. Beskos, D.E., Leung, K.L., and Vardoulakis, I.G. (1991) “Vibration isolation by trenches in continuously nonhomogeneous soil by the BEM.” Soil Dynamics and Earthquake Engrg., 10(3), 172– 179. 18. Cook,R.D., Malkus,D.S., and Plesha,M.E.,”Concepts and Applications of Finite Element Analysis 3D ed”.,John Wiley and sons,New York,1989. 19. Celebi E., Fırat S., Cankayac I. (2006) “The effectiveness of wave barriers on the dynamic stiffness coefficients of foundations using boundary element method”. Applied Mathematics and Computation doi: 10.1016/ j.amc. 2006 .01.008. 20. Celebi, E. (2006) “Three-dimensional modelling of train-track and sub-soil analysis for surface vibrations due to moving loads.” Applied Mathematics and Computation, 1-22. 21. Das B.M. Principles of soil dynamics.USA: PWS-KENT, 1993: 243. 22. Edriss ,I.M ,and Bolton Seed ,(1974) “Seismic response by variable damping finite elements.’’J.Geo. Eng. ASCE, 100(1),1-13. 23. El Naggar, M.H., Chehab, A.G. (2005) “Vibration barriers for shock-producing equipment”. Can. Geotech. J. 42: 297–306. 24. Fuykui M, Matsumoto Y.,(1980) “Finite difference analysis of Rayleigh wave scattering at a trench.” Bull SeismolSocAmer 1980; 70(6):2051–69. 25. G. Segol, P. C. Y. Lee and J. F. Abel (1978) “Amplitude reduction of surface waves by trenches”, J. eng.mech, div. ASCE 104,621441 (1978) 26. Gao, G.Y, Li, Z.Y, Qiu, CH. ,Yue, Z.Q., “ Three dimensional analysis of piles as passive barriers for ground vibration isolation”. Soil Dynamics and earthquake eng. 26 (2006): pp.1015-1027. 27. Haupt WA. (1977) “Isolation of vibrations by concrete core walls.” In: Proceedings of the ninth international conference on soil mechanics and foundation engineering, vol. 2. Tokyo, Japan, 1 p. 251–6. 28. Haupt (1977) “Surface waves in no homogeneous half space”, Proc. DMSR77 Karlsruhe 1, 355-367. 29. Hirokazu Takemiya ,Xue Cheng Bian (2006) “Shinkansen high-speed train induced ground vibration in view of viaduct-ground interaction” Soil Dynamic and Earthquake Engineering 27(2006)506-520. 30. Ishihara, k.(1996) “Soil behavior in earthquake geotechnics.” USA by Oxford University, Press Inc, NewYork. 31. Jesmani et.al (2008) "Finite Element Analysis of Active Isolation of Deep Foundation in Clayey Soil by Rectangular Trenches". Vol. 13, Bund. E, 1-16. 32. Kattis, S.E., Polyzos, D., and Beskos, D.E. (1999a) “Modelling of pile barriers by effective trenches and their screening effectiveness”. Soil Dynamics and Earthquake Engrg, 18(1), 1–10. 33. Kattis, S.E., Polyzos, D., and Beskos, D.E. (1999b) “Vibration isolation by a row of piles using a 3-D frequency domain BEM.” International J. for Numerical Methods in Engrg, 46: 713–728. 34. Karlstrom, A., A. Bostrom, “Efficiency of trenches along railways for trains moving at sub or supersonic speeds”, Soil Dynamics and Earthquake Engineering, 27 (2007): 625–641. 35. Lamb, H.(1904) “On the Propagation of Tremors over the Surface of an Elastic Solid”, Philos. Trans.R.S. London, Ser .A, Vol.203, pp1-42. - 1317 -
Page 1 and 2: Study of Passive Isolation of Deep
Page 3 and 4: conducted a numerical research usin
Page 5 and 6: Young’s Modulus Table 2: Static p
Page 7 and 8: Figure 3 : Soil behavior models in
Page 9 and 10: The vertical and horizontal axes il
Page 11 and 12: Average amplitude reduction ratio 1
Page 13 and 14: passive screening in the case of H
Page 15 and 16: Average amplitude reduction ratio F
Page 17 and 18: Average amplitude reduction ratio 0
Page 19: Average amplitude reduction factor

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