Dynamic Slope Stability Research Articles

Reliability analysis of three-dimensional dynamic slope stability and earthquake-induced permanent displacement

Different models were developed for evaluating the probabilistic three-dimensional (3D) stability analysis of earth slopes and embankments under earthquake loading using both the safety factor and the displacement criteria of slope failure. In the 3D analysis, the critical and total slope widths become two new and important parameters. The probabilistic models evaluate the probability of failure under seismic loading considering the different sources of uncertainties involved in the problem, i.e. uncertainties stemming from the discrepancies between laboratory-measured and in-situ values of shear strength parameters, randomness of earthquake occurrence, and earthquake-induced acceleration. The models also takes into consideration the spatial variabilities and correlations of soil properties. Five probabilistic models of earthquake-induced displacement were developed based on the non-exceedance of a limited value criterion. Moreover, a probabilistic model for dynamic slope stability analysis was developed based on 3D dynamic safety factor. These models are formulated and incorporated within a computer program (PTDDSSA). A sensitivity analysis was conducted on the different parameters involved in the developed models by applying those models to a well-known landslides (Selset landslide) under different levels of seismic hazard. The parametric study was conducted to evaluate the effect of different input parameters on the resulting critical failure width, 3D dynamic safety factor, earthquake-induced displacement and the probability of failure. Input parameters include: average values and coefficients of variations of water table, cohesion and angle of friction for effective stress analysis, scales of fluctuations in both distance and time, hypocentral distance, earthquake magnitude, earthquake strong shaking period, etc. The hypocentral distance and earthquake magnitude were found to have major influence on the earthquake-induced displacement, probability of failure (i.e. probability of allowable displacement exceedance), and dynamic 2D and 3D safety factors.

Analysis of the origin of landslides in the New Madrid seismic zone: R. W. Jibson & D. K. Keefer, US Geological Survey Professional Paper, 1538(D), 1994, 23 pp

Dl Introduction 1 Geologic Setting 2 Seismic History 3 Description of Landslides in the Area 3 Previous Work 4 Analysis of the Stewart and Campbell Landslides 5 Geotechnical Investigation 7 Static (Aseismic) Slope Stability Analysis 8 Idealized Pre-Landslide Bluff Model 8 Ground-Water Conditions 8 Method of Stability Analysis 9 Results of Static Slope Stability Analysis 10 Dynamic (Seismic) Slope Stability Analysis 11 Factor of Safety 12 Thrust Angle 14 Earthquake Acceleration-Time History 15 Calculation of the Newmark Landslide Displacement 17 Results of Dynamic Analysis of Stewart Landslide 18 Results of Dynamic Analysis of Campbell Landslide 18 Summary of Stability Analyses 18 What if Seismic Conditions Are Unknown? 18 Discussion 20 Summary and Conclusions 21 References Cited 22

Modeling and Analysis of the 1949 Narrows Landslide, Tacoma, Washington

A large landslide failed catastrophically along steep, 90-m (300-ft) high bluffs overlooking the waters of Puget Sound at Tacoma, Washington, in April of 1949, three days after the region was struck by a magnitude 7.1 earthquake. The area of failure was investigated to estimate the static and seismic stability of the pre-earthquake slope and to identify factors that contributed to the failure. Results of static analyses suggest that the slope was marginally stable and that high ground-water conditions would have significantly reduced slope stability. The Newmark analysis of dynamic (seismic) slope stability was used to calculate predicted inertial displacements for the landslide for a range of possible material property and ground-water conditions. Comparison of predicted displacements with a reported displacement suggests that the ground motion could have initiated the large-scale failure. Results of the study provide a basis for discussion and comparison of similar bluffs in the Puget Sound region that may be susceptible to catastrophic, earthquake-induced slope failure.

Dynamic stability of rock slopes : Korotkov, P F Proc International Conference on Mechanics of Jointed and Faulted Rock, Vienna, 18–20 April 1990P945–949. Publ Rotterdam: A A Balkema, 1990

Dynamic stability of rock slopes : Korotkov, P F Proc International Conference on Mechanics of Jointed and Faulted Rock, Vienna, 18–20 April 1990P945–949. Publ Rotterdam: A A Balkema, 1990

Analysis of the Seismic Origin of a Landslide in the New Madrid Seismic Zone

Abstract The New Madrid earthquakes of 1811–12 reportedly triggered many landslides from the bluffs east of the Mississippi River. We use static and dynamic slope stability analyses to determine if landslides currently visible in this area were triggered by seismic shaking or if failure could have occurred in aseismic conditions. We apply this approach to a translational block slide representative of a group of old landslides that previous investigations showed probably were triggered in 1811–12. Slope-stability modeling of aseismic conditions shows that the slide could not have formed aseismically even in unrealistically high ground-water conditions. Dynamic stability analysis using Newmark’s method shows that the landslide would have experienced large displacements – sufficient to cause catastrophic failure – during earthquake shaking similar to that which occurred in 1811–12.

Dynamic slope stability analysis using the finite element method : Koutsabeloulis, N C; Griffiths, D V Proc International Symposium on Computer and Physical Modelling in Geotechnical Engineering, Bangkok, 3–6 December 1986P89–96. Publ Rotterdam: A A Balkema, 1989

Dynamic slope stability analysis using the finite element method : Koutsabeloulis, N C; Griffiths, D V Proc International Symposium on Computer and Physical Modelling in Geotechnical Engineering, Bangkok, 3–6 December 1986P89–96. Publ Rotterdam: A A Balkema, 1989

Dynamic slope stability analysis using the finite element method : Koutsabeloulis, N C; Griffiths, D V Proc Symposium on Computer Aided Design and Monitoring in Geotechnical Engineering, Bangkok, 3–6 December 1986P247–262. Publ Bangkok: AIT, 1986

Dynamic slope stability analysis using the finite element method : Koutsabeloulis, N C; Griffiths, D V Proc Symposium on Computer Aided Design and Monitoring in Geotechnical Engineering, Bangkok, 3–6 December 1986P247–262. Publ Bangkok: AIT, 1986

Dynamic stability of rock slopes and high frequency traveling waves

Dynamic stability of rock slopes and high frequency traveling waves

Dynamic Stability of Rock Slopes and High Frequency Traveling Waves

An investigation of high frequency, traveling wave excitation of a two‐dimensional, multiple block, rock slope was conducted with a discrete element model to quantify the effects of variable frequency blasting vibrations. The investigation involved a responding upper rigid block and multiple lower rigid blocks that were excited so as to represent a wave propagating through the rock mass. At constant particle velocity or acceleration, increasing dominant excitation frequency significantly decreases shear displacement. Other propagating wave factors such as propagation velocity, wave type, and joint stiffnesses affect calculated shear displacements to a lesser extent than the frequency.

Discussion of “ Nonlinear Dynamic Slope Stability Analysis ” by Raymond P. Daddazio, Mohammed M. Ettouney, and Ivan S. Sandler (April, 1987, Vol. 113, No. 4)

Discussion of “ <i>Nonlinear Dynamic Slope Stability Analysis</i> ” by Raymond P. Daddazio, Mohammed M. Ettouney, and Ivan S. Sandler (April, 1987, Vol. 113, No. 4)

Nonlinear dynamic slope stability analysis

Nonlinear dynamic slope stability analysis

Nonlinear Dynamic Slope Stability Analysis

A procedure is described for performing nonlinear dynamic slope stability analysis. The method combines updated Lagrangian kinematic relations with a cap‐type, strain‐hardening soil plasticity model in an explicit nonlinear dynamic finite element formulation. A detailed analysis of the progressive failure of an embankment is performed and comparisons with conventional methods for seismic slope stability analysis are presented. The results presented indicated the applicability and accuracy of the proposed method.

Dynamic slope stability analyses with a non-linear finite element method : Toki, K; Miura, F; Oguni, Y Earthq Engng Struct DynamV13, N2, March–April 1985, P151–171

Dynamic slope stability analyses with a non-linear finite element method : Toki, K; Miura, F; Oguni, Y Earthq Engng Struct DynamV13, N2, March–April 1985, P151–171

Dynamic slope stability analyses with a non‐linear finite element method

AbstractA new technique is presented with which to investigate slope stability during strong earthquake motion. This technique is based on a non‐linear finite element method that uses a joint element to express non‐linear behaviour and the progressive failure of a slope. Joint elements are arranged at every interface between soil elements. Accordingly, each soil element is allowed to move in directions parallel, perpendicular and rotational to neighbouring elements; consequently, they express the sliding and separation at any interface between the soil elements.The method was used to investigate the stability of an existing slope during strong earthquake motions. Preliminary static analyses were made, and their results were compared with results obtained with Janbu's method in order to check the validity of our proposed method.The dynamic analyses also took into account the material non‐linearity of the soil. The process of progressive failure was examined for a slope whose material constants are known. The influence of input excitations on slope stability is discussed in detail. The method also has been used to assess the effectiveness of a countermeasure used to prevent slope failure.

Experimental studies of the dynamic stability of slopes composed of soils prone to slump-type settlement

Experimental studies of the dynamic stability of slopes composed of soils prone to slump-type settlement

Some research results of dynamic stability of slopes formed of collapsible soils

The report gives an account of the procedure and some results of investigations of dynamic stability of preliminarily wetted collapsible loess soils. The investigations were carried out on two sites having equal geometric parameters of the slopes and similar soil conditions with respect to seismo-explosive effects of different intensity. The analysis of data obtained permits to recommend new values for a seismicity factor when calculating slope stability.