Shaking Table Modeling of Seismically Induced Deformations in Slopes

Wartman, Joseph; Seed, Raymond B.; Bray, Jonathan D.

doi:10.1061/(asce)1090-0241(2005)131:5(610)

Cited by 170 publications

(114 citation statements)

References 25 publications

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“…Wasowski et al (2011) provided a thorough review of previous, current, and future research studies pertaining to the topic of earthquake-induced landslides. In general, the analysis of dynamic responses and deformations in slopes can be performed by numerical integration (Newmark 1965;Wilson and Keefer 1983;Chang et al 2005), numerical simulation (Wakai et al 2009;Zhang et al 2012), and physical modeling (Wartman et al 2005;Wang and Lin 2011). Analysis of earthquake-induced landslides usually requires information about shearing resistance at the sliding plane of a slope.…”

Section: Introductionmentioning

confidence: 99%

Analysis of an anti-dip landslide triggered by the 2008 Wenchuan earthquake in China

Huang

Zhao

et al. 2013

Nat Hazards

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The Guantan landslide, with a total displaced mass of about 468 9 10 4 m 3 , was triggered by the 2008 Wenchuan earthquake and succeeding rainfall in Jushui Town, Sichuan Province, China. The landslide occurred on an anti-dip hard rock slope with a weak rock founding stratum of 200 m in thickness. To investigate the failure mechanism of the Guantan landslide, dynamic behaviors of hard and soft rock slopes were investigated by means of large scale shaking table tests. The laboratory models attempted to simulate the field geological conditions of the Guantan landslide. Sinusoidal waves and actual seismic waves measured from the Wenchuan Earthquake were applied on the slope models under 37 loading configurations. The experimental results indicated that deformation mainly developed at a shallow depth in the upper part of the hard rock slope and in the upper (near the crest) and lower (near the toe) parts of the soft rock slope. An equation for predicting the depth of sliding plane was proposed based on the location of the maximum horizontal acceleration. Finally, it was concluded that the failure process of the Guantan landslide occurred in three stages: (1) toppling failure caused by compression of the underlying soft rock strata, (2) formation of crushed hard rock and sliding surface in soft rock as the result of seismic shocks, particularly in the horizontal direction, and (3) aftershock rainfall accelerates the process of mass movement along the sliding plane.

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Section: Introductionmentioning

confidence: 99%

Analysis of an anti-dip landslide triggered by the 2008 Wenchuan earthquake in China

Huang

Zhao

et al. 2013

Nat Hazards

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show abstract

“…The reason may be the limitations of small model text in laboratory under certain boundary condition. Solving (14) sliding displacement of model slope by pseudodynamic method is evaluated and compared with sliding displacement observed on model slope under shake table test. Table 7 shows the analytical and experimental Table 6: Critical angle and stability number of slope made up of soil + 10% saw dust.…”

Section: Comparisonmentioning

confidence: 99%

“…A series of shake table tests were done by Koga and Matsuo [11] to see the response of earthen embankment founded on saturated sand under earthquake loading and they observed that slumps and cracks were formed due to softening of underlying ground. Recently Wartman et al [12][13][14] conducted small scale shake table 2 Advances in Materials Science and Engineering tests to study slope deformations during seismic condition and to assess the applicability of Newmark's sliding block method of analysis and observed largest deformation due to shaking being near the toe of slopes. A 0.5 m high 30 ∘ inclined sandy slope was analysed by Lin and Wang [15] and they observed that responses of slope became nonlinear after 0.5 g loading.…”

Section: Introductionmentioning

confidence: 99%

Response of Slope Made Up of Soil and Other Waste Materials under Sinusoidal Motion

Chanda

Ghosh

Pal

2017

Advances in Materials Science and Engineering

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Performance of small scale embankment slopes under dynamic loading is experimentally evaluated in the present work conducting shake table test. Model slopes are made up of soil and soil dust mixtures at various water level conditions. Material dust types as taken in the experiment are saw dust, stone dust, brick dust, and building demolish dust. Shear strength of soil such as cohesion and internal friction angle increases on an average 25% and 23%, respectively, when soil is mixed with 30% building demolish dust at different water content. Similarly other dust materials also enhance shear strength of soil. Responses of model slope on the basis of laboratory test have been observed and presented. At base frequency 5 Hz and 6% water content condition RMSA decreases up to 57% when slope material is changed from soil to "S + 30% DD" for slope with inclination 45 ∘ and at the same condition slope shows better stability which is reflected from reduction of base displacement as well as crest deformation up to 89% and 58%, respectively. Analytical solution of slope considering planer rupture surface is done using pseudodynamic method and results are compared with experimental observation. It is seen that when soil is mixed with 30% stone dust, sliding displacement of slope with inclination 45∘ is 7.5 mm at shake table test which is very closer to the analytical result. Stability of slope is maximum when "soil and building demolish dust" mixture is used and gradually reduces when slope material changes from "soil and brick dust," "soil and stone dust," "soil and saw dust" mixture, and ultimately soil. Thus, different material dust which we treat as waste can be used at various field conditions to enhance stability of embankment slope.

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“…In view of this, a project was launched by the University of California at Berkeley [42], and six physical model slope experiments were conducted by Wartman [43]. The purpose of that project was (i) to investigate the mechanisms of seismically-induced permanent deformations in slopes and embankments, (ii) to assess the accuracy and applicability of the Newmark-type procedures for estimating deformations in slopes, and (iii) to develop a series of fully deÿned model-scale case histories for calibration of existing numerical procedures for predicting seismic slope deformations and for the future development of more advanced numerical analyses.…”

Section: Model Slope Experiments Data Analysismentioning

confidence: 99%

Tracking rapidly changing dynamical systems using a non‐parametric statistical method based on wavelets

Ching¹,

Glaser²

2003

Earthq Engng Struct Dyn

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SUMMARYA non-parametric statistical method of tracking rapidly changing dynamical systems is introduced. The method implements the non-linear wavelet thresholding estimator to estimate the evolutionary transfer function of the system. The consistency and optimality of the resulting estimate of our method on rapidly changing systems are stated, while no linear estimator can achieve the same optimality. Two examples of real data are studied using this non-parametric method, including two vertical seismic array case studies and a series of seismic slope experiments. The analysis results are consistent with previous research for the vertical seismic array data. Moreover, our estimate is superior to those from previous research in the sense that our estimate is neither over-smoothed nor under-smoothed. The analysis results are also consistent with the experimental observations for the seismic slope experimental data.

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Shaking Table Modeling of Seismically Induced Deformations in Slopes

Cited by 170 publications

References 25 publications

Analysis of an anti-dip landslide triggered by the 2008 Wenchuan earthquake in China

Analysis of an anti-dip landslide triggered by the 2008 Wenchuan earthquake in China

Response of Slope Made Up of Soil and Other Waste Materials under Sinusoidal Motion

Tracking rapidly changing dynamical systems using a non‐parametric statistical method based on wavelets

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