Nonlinear deformation analyses of an embankment dam on a spatially variable liquefiable deposit

Boulanger, Ross W.; Montgomery, Jack

doi:10.1016/j.soildyn.2016.07.027

Cited by 48 publications

(11 citation statements)

References 10 publications

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“…Of these dams, the one with the largest capacity, The Synrude Tailings Dam, was built in Canada with a 5.40 billion m 3 reservoir capacity. But after that, a new dam was constructed in China, the Three Gorges Dam; it has the largest reservoir, with 39.3 billion m 3 greater than the Synrude Tailings Dam, and 22.500 MWs of hydroelectric power production capacity (Behr et al 1998;Li and Wang 2011;Boulanger and Montgomery 2016).…”

Section: Introductionmentioning

confidence: 99%

Monitoring the deformation and strain analysis on the Ataturk Dam, Turkey

Yavaşoğlu

Kalkan

Tiryakioğlu

et al. 2017

Geomatics, Natural Hazards and Risk

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Every man-made structure creates certain risks -dams are no exception. Most failures in man-made structures that have occurred could have been avoided if the structures' behaviour had been inspected, monitored, and analyzed continuously, and if proper corrective measures had been taken in a timely fashion. The DSI (The General Directorate of State Hydraulic Works), which is the institution responsible for dam safety, has long used surveying methods to measure the displacements of geodetic points as a part of dam monitoring policy. In this study, we focus on the dam's mechanical behaviour throughout a time period of more than 10 years. These study results have been derived from a separate, ongoing project that has monitored deformation on the Ataturk Dam and is now determining the water level of the reservoir. The project results show that although the dam body has become more stable and the water load behind the dam has increased, the rate of displacement of the dam has declined significantly. From these results, it can be seen that the reservoir water level can be increased evenly over time and that 542 m is the maximum water level of the dam's reservoir.

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Section: Introductionmentioning

confidence: 99%

Monitoring the deformation and strain analysis on the Ataturk Dam, Turkey

Yavaşoğlu

Kalkan

Tiryakioğlu

et al. 2017

Geomatics, Natural Hazards and Risk

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“…In this case, the bedrock deformability is directly modeled in the simulation. The usual practice suggests assigning a thickness of the bedrock of the same order of magnitude as the overlying deformable layer [50,54,55]. In the specific case, the analysis domain in FLAC has dimensions of 1 × 40 m and consists of 20 m of soil resting on 20 m of bedrock.…”

Section: Rayleigh Damping Formulationmentioning

confidence: 99%

Defining the Boundary Conditions for Seismic Response Analysis—A Practical Review of Some Widely-Used Codes

Chiaradonna

2022

Geosciences

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The first step for learning any calculation code for seismic response analysis is an adequate understanding of how to properly set the boundary conditions and the properties of the soil model at the initial stage, i.e., before the shaking event. To pursue this aim, nine different computer codes suitable for seismic response analyses of soil profiles have been reviewed. An ideal twenty-meter soil column with visco-elastic linear behavior, subjected to a pulse-like input motion, has been reproduced with the different codes with the scope to practically show the differences and peculiarities of each of them. In the definition of the soil properties in the small-strain range, special attention has been devoted to the definition of the damping ratio, usually defined in non-linear codes as viscous damping according to the Rayleigh formulation. This simple one-dimensional exercise has been considered as a useful benchmark for verifying the rightness of the application of the boundary conditions and setting the initial soil properties. The same analysis can be easily reproduced by beginner users and, therefore, constitutes a starting point in the learning phase of new and/or more sophisticated 2D and 3D calculation codes for seismic site response analysis.

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“…Both the PM4Sand and PM4Silt plasticity models are based on the framework of the stress-ratio controlled, critical state compatible, bounding-surface plasticity model for sand developed by Dafalias and Manzari (Dafalias and Manzari, 2004). PM4Sand and PM4Silt have been successfully used to simulate both sandy materials (Ziotopoulou and Montgomery, 2017;Ziotopoulou and Boulanger, 2016) and alluvial silty deposits (Boulanger et al, 2019;Boulanger, 2019;Boulanger and Montgomery, 2016). Field and laboratory testing by Salam et al (Salam et al, 2019) showed that the cyclic behavior of CT is complex and transitions from sand-like to clay-like, because the composition of CT is a mixture of sand and silt.…”

Section: Introductionmentioning

confidence: 99%