Numerical analysis on seismic behavior of railway earth embankment: A case study

Abstract

A numerical case study on the seismic behavior of embankment was carried out based on a prototype of earth embankment in Yun−Gui Railway (from Kunming City to Nanning City) in southwest of China. A full-scale model of earth embankment was established by means of numerical simulation with FLAC^3D code. The numerical results were verified by shaking table test. The seismic behaviors of earth embankment were studied, including the horizontal acceleration response, the vertical acceleration response, the dynamic displacement response, and the block state of earth embankment. Results show that the acceleration magnification near the embankment slope is larger than that in internal earth embankment body. With the increase of input peak acceleration, the horizontal acceleration magnification presents a decreasing trend. The horizontal acceleration response at the top of embankment is more sensitive to the intensity of ground motion than that at the bottom of embankment. The embankment presents an obvious nonlinear-plastic characteristic when the input horizontal peak acceleration is larger than 0.3 g. The maximum residual deformation occurs in the middle of embankment slope surface instead of at the top of embankment. The upper part of embankment experiences tension failure without shear failure, and area at the bottom of embankment around the symmetry-axis of embankment mainly presents shear failure under the earthquake loading. The tension failure and shear failure repeatedly occur along the slope surface of earth embankment.

Keywords

earth embankment / numerical analysis / seismic behavior / earthquake

References

[1] ChigiraM, YagiH. Geological and geomorphological characteristics of landslides triggered by the 2004 Mid Niigta prefecture earthquake in Japan [J]. Engineering Geology, 2006, 82(4): 202-221

[2] CollinsB D, KayenR, TanakaY. Spatial distribution of landslides triggered from the 2007 Niigata Chuetsu-Oki Japan earthquake [J]. Engineering Geology, 2012, 127: 14-26

[3] ChigiraM, Wu, XY, InokuchiT, WangG H. Landslides induced by the 2008 Wenchuan Earthquake, Sichuan, China [J]. Geomorphology, 2010, 118(3/4): 225-238

[4] DaiF C, XuC, YaoX, XuL, TuX B, GongQ M. Spatial distribution of landslides triggered by the 2008 Ms 8.0 Wenchuan earthquake, China [J]. Journal of Asian Earth Sciences, 2011, 40(4): 883-895

[5] GorumT, FanX M, WestenC J, HuangR Q, XuQ, TangC, WangG. Distribution pattern of earthquake-induced landslides triggered by the 12 May 2008 Wenchuan Earthquake [J]. Geomorphology, 2011, 133(3/4): 152-167

[6] LiY, ZhouR J, ZhaoG H, LiH B, SuD C, DingH R, YanZ K, YanL, YunK, MaC. Tectonic uplift and landslides triggered by the Wenchuan earthquake and constraints on orogenic growth: A case study from Hongchun Gully, Longmen Mountains, Sichuan, China [J]. Quaternary International, 2014, 349: 142-152

[7] WangG H, HuangR Q, LourencoS D N, KamaiT. A large landslide triggered by the 2008 Wenchuan (M8.0) earthquake in Donghekou area: Phenomena and mechanisms [J]. Engineering Geology, 2014, 182: 148-157

[8] XuC, XuX W, YaoX, DaiF C. Three (nearly) complete inventories of landslides triggered by the May 12, 2008 Wenchuan Mw 7.9 earthquake of China and their spatial distribution statistical analysis [J]. Landslides, 2014, 11(3): 441-461

[9] XuC, XuX W. Statistical analysis of landslides caused by the Mw 6.9 Yushu, China, earthquake of April 14, 2010 [J]. Natural Hazards, 2014, 72(2): 871-893

[10] LinY-l, LengW-m, YangG-l, ZhaoL-h, LiL, YangJ-sheng. Seismic active earth pressure of cohesive-frictional soil on retaining wall based on a slice analysis method [J]. Soil Dynamics and Earthquake Engineering, 2015, 70: 133-147

[11] ShukhaR, BakerR. Design implications of the vertical pseudo-static coefficient in slope analysis [J]. Computers and Geotechnics, 2008, 35(1): 86-96

[12] LiuR S, ShiH B. An improved pseudo-static method for seismic resistant design of underground structures [J]. Earthquake Engineering and Engineering Vibration, 2006, 5(2): 189-193

[13] BaoX H, MorikawaY, KondoY, NakamuraK, ZhangF. Shaking table test on reinforcement effect of partial ground improvement for group-pile foundation and its numerical simulation [J]. Soils and Foundations, 2012, 52(6): 1043-1061

[14] LinY-liang. Deformation behavior of reinforced embankment slopes under seismic excitation [J]. Disaster Advances, 2013, 6(7): 12-19

[15] LinY-liang. Shaking table modeling of embankment slope response to earthquake loading[J]. Disaster Advances, 2013, 6(12): 69-77

[16] ZhuangH Y, YuX, ZhuC, JinD D. Shaking table tests for the seismic response of a base-isolated structure with the SSI effect [J]. Soil Dynamics and Earthquake Engineering, 2014, 67: 208-218

[17] LeeC J, ChenH T, LienH C, WeiYC, HungW Y. Centrifuge modeling of the seismic responses of sand deposits with an intra-silt layer [J]. Soil Dynamics and Earthquake Engineering, 2014, 65: 72-88

[18] MaharjanM, TakahashiA. Centrifuge model tests on liquefaction-induced settlement and pore water migration in non-homogeneous soil deposits [J]. Soil Dynamics and Earthquake Engineering, 2013, 55: 161-169

[19] YuY-z, DengL-j, SunX, LuHe. Centrifuge modeling of dynamic behavior of pile-reinforced slopes during earthquakes [J]. Journal of Central South University of Technology, 2010, 17(5): 1070-1078

[20] YuY-z, DengL-j, SunX, LuHe. Centrifuge modeling of a dry sandy slope response to earthquake loading [J]. Bulletin of Earthquake Engineering, 2008, 6(3): 47-461

[21] DoN A, DiasD, OresteP. Three-dimensional numerical simulation of a mechanized twin tunnels in soft ground [J]. Tunnelling and Underground Space Technology, 2014, 42: 40-51

[22] HsiehP G, QuC Y, LinY L. Three-dimensional numerical analysis of deep excavations with cross walls [J]. Acta Geotechnica, 2013, 8(1): 33-48

[23] MortazaviA, AlaviF T. A numerical study of the behavior of fully grouted rockbolts under dynamic loading [J]. Soil Dynamics and Earthquake Engineering, 2013, 54: 66-72

[24] SchumacherF P, KimE. Evaluation of directional drilling implication of double layered pipe umbrella system for the coal mine roof support with composite material and beam element methods using FLAC 3D [J]. Journal of Mining Science, 2014, 50(2): 335-348

[25] ShenJ Y, KarakusM. Three-dimensional numerical analysis for rock slope stability using shear strength reduction method [J]. Canadian Geotechnical Journal, 2014, 51(2): 164-172

[26] WuA-x, HuangM-q, HanB, WangY-m, YuS-f, MiaoX-xiu. Orthogonal design and numerical simulation of room and pillar configurations in fractured stopes [J]. Journal of Central South University, 2014, 21(8): 3338-3344

[27] HuangY, YashimaA, SawadaK, ZhangF. Numerical assessment of the seismic response of an earth embankment on liquefiable soils [J]. Bulletin of Engineering Geology and the Environment, 2008, 67(1): 31-39

[28] EvangelistaA, SantoloA S, SimonelliA L. Evaluation of pseudostatic active earth pressure coefficient of cantilever retaining walls [J]. Soil Dynamics and Earthquake Engineering, 2010, 30(11): 1119-1128

[29] PitilakisD, DietzM, WoodD M, ClouteauD, ModaressiA. Numerical simulation of dynamic soil-structure interaction in shaking table testing [J]. Soil Dynamics and Earthquake Engineering, 2008, 28(6): 453-467

[30] ChopraA K, ChintanapakdeeC. Comparing response of SDF systems to near-fault and far-fault earthquake motions in the context of spectral regions [J]. Earthquake Engingeering & Structure Dynamics, 2001, 30(12): 1769-1789

[31] ChopraA K, ChintanapakdeeC. Drift spectrum versus modal analysis of structural response to near-fault ground motions [J]. Earthquake Spectra, 2001, 17(2): 221-234

[32] DavoodiM, JafariM K, HadianiN. Seismic response of embankment dams under near-fault and far-field ground motion excitation [J]. Engineering Geology, 2013, 158: 66-76

[33] Yaghmaei-SabeghaS, TsangH H. An updated study on near-fault ground motions of the 1978 Tabas, Iran, earthquake (Mw=7.4)[J]. Scientia Iranica, 2011, 18(4): 895-905

[34] KuhlemeyerR L, LysmerJ. Finite element method accuracy for wave propagation problems [J]. Journal of Soil Mechanics and Foundation Division, 1973, 99(5): 421-427

[35] GhazaviM, RavanshenasP, LavasanA A. Analytical and numerical solution for interaction between batter pile group [J]. KSCE Journal of Civil Engineering, 2014, 18(7): 2051-2063

[36] MayoralJ M, RamirezJ Z. Site response effects on an urban overpass [J]. Soil Dynamics and Earthquake Engineering, 2011, 31(5/6): 849-855

[37] ManicaM, OvandoE, BoteroE. Assessment of damping models in FLAC [J]. Computers and Geotechnics, 2014, 59: 12-20

[38] LinY-l, YangG-lin. Dynamic behavior of railway embankment slope subjected to seismic excitation [J]. Natural Hazards, 2013, 69(1): 219-235

[39] LinY-l, LengW-m, YangG-l, LiL, YangJ-sheng. Seismic response of embankment slopes with different reinforcing measures in shaking table tests [J]. Natural Hazards, 2015, 76(2): 791-810