A parabolic model and an iterative algorithm for the slab-cushion interface and the application in simulating the dynamic separation between the face slabs and cushion layer

Zhu, Sheng; Ning, Zhiyuan

doi:10.1080/19648189.2020.1854127

Cited by 2 publications

(3 citation statements)

References 26 publications

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“…Under the current model parameters, the maximum dam settlement during the impoundment period is approximately 1.8 m, 0.77% of the dam height, with the extreme value located at approximately 1/2 of the dam height. For 200‐meter‐high CFRDs built with modern rolling technology, the statistical dam settlements during the first impoundment period are listed in Table 9 60,64,67–72 . Except for the Tianshengqiao‐I dam, the dam settlement ratio (maximum settlement to dam height) is between 0.5% and 1.2%.…”

Section: Resultsmentioning

confidence: 99%

“…For 200-meter-high CFRDs built with modern rolling technology, the statistical dam settlements during the first impoundment period are listed in Table 9. 60,64,[67][68][69][70][71][72] Except for the Tianshengqiao-I dam, the dam settlement ratio (maximum settlement to dam height) is between 0.5% and 1.2%. The static FE results are within the generally acknowledged range.…”

Section: Dam Deformationmentioning

confidence: 99%

“…In the current study, the interaction between the slab and the cushion is simulated by inserting the traditional zero‐thickness Goodman interface elements, which are widely used in numerical simulations. The Duncan hyperbolic model and the parabolic model by Zhu and Ning 64 are employed in this paper to describe the tangential and normal constitutive relations of the interface element, respectively.

\begin{equation}\left\{ { \def\eqcellsep{&}\begin{array}{@{}*{1}{c}@{}} {\ {k}_s = {k}_1\ \cdot{p}_a\cdot{{\left( {\frac{{{\sigma }_n}}{{{p}_a}}} \right)}}^n\cdot{{\left( {1 - \frac{{{R}_f\cdot{\tau }_s}}{{{\sigma }_n\cdot\tan \varphi + c}}} \right)}}^2\ for\ tangential}\\[8pt] {\ {k}_n = \frac{\Delta }{{4{k}_2\cdot{{\cos }}^2{k}_3}}\ \cdot{\sigma }_n^2 + \sqrt \Delta \cdot\tan {k}_3\cdot{\sigma }_n + {k}_2\ for\ normal} \end{array} } \right.\end{equation}

…”

Section: Application Of the New Model To A Cfrdmentioning

confidence: 99%

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A novel constitutive model for the concrete face slab of a CFRD and the numerical simulation of its seismic behavior

Xu,

Ning,

Wang

et al. 2024

Num Anal Meth Geomechanics

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With the rising demand for hydropower energy, China has built numerous concrete‐faced rockfill dams (CFRDs) with considerable heights. The potential failure pattern of the concrete face slab is the key to the safety of the anti‐seepage system. However, engineers commonly employ an elastic relationship to model the concrete face slab for simplicity, which induces inaccurate estimation of the face slab's stresses, especially under seismic conditions. On the other hand, the existing elastoplastic models for concrete often require complex derivation of the necessary formula and thus are difficult to apply to finite element (FE) analysis. Under the comprehensive action of the upstream water, supporting rockfill, and surrounding mountains, the damage mode of the quasibrittle concrete slab is not a tensile mode but a compressive shearing mode. Therefore, it is urgent to establish an elastoplastic model that is adapted to the actual working environment of the slab and easy to apply. To this end, a generalized plasticity model is developed within the phenomenology modeling concept, which is validated at both the experimental level and application level. The results indicate that three‐dimensional stress‒strain behaviors, such as the strength nonlinearity, prepeak dilatancy, and postpeak softening, can be effectively captured. In addition, the seismic characteristics of a 200‐m high CFRD are numerically investigated. The findings show that the slab's stress accumulation can be reflected during the earthquake and that the final stress distribution conforms to the field observations. The conclusions of this paper provide a reliable reference for the seismic resistance design of CFRDs.

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Section: Resultsmentioning

confidence: 99%