Academic literature on the topic 'Surcharge load'
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Journal articles on the topic "Surcharge load"
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Zhang, Hao, Minglei Shi, Lei Yang, and Yuancheng Guo. "A Semianalytical Solution for Passively Loaded Piles Adjacent to Surcharge Load." Advances in Civil Engineering 2020 (June 10, 2020): 1–19. http://dx.doi.org/10.1155/2020/2398389.
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Piles adjacent to a surcharge load commonly support not only active loads from superstructures but also the passive loads caused by soil lateral movement. To investigate the influence of passive load and the response along pile shafts of existing actively loaded piles, a load transfer model for analyzing the soil-pile interaction was developed based on plastic deformation theory and the triparameter soil model. An analytical solution for the deformation and internal force of such piles was proposed using the transfer matrix method, in which the transfer matrix coefficients for piles in free, plastic, and elastic zones were analytically obtained by considering the second-order axial force effect caused by lateral loading and soil yielding based on the triparameter soil model. The proposed methodology was validated by comparing its predictions with field measurements and previously published results. A good match between model predictions, field measurements, and previously published results implies that the proposed method can be used to evaluate the response of passive piles adjacent to a surcharge load. Parametric studies were also carried out to investigate the influence of surcharge pressure, soil resistance, and boundary conditions on the behavior of passively loaded piles adjacent to a surcharge load.
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Rujikiatkamjorn, Cholachat, Buddhima Indraratna, and Jian Chu. "Numerical modelling of soft soil stabilized by vertical drains, combining surcharge and vacuum preloading for a storage yard." Canadian Geotechnical Journal 44, no. 3 (March 1, 2007): 326–42. http://dx.doi.org/10.1139/t06-124.
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This paper presents a finite element analysis of a case study of a combined vacuum and surcharge load through prefabricated vertical drains (PVD) at a storage yard at Port of Tianjin, China. The top 15 m of soil at this site was very soft to soft and needed to be improved using preloading surcharges of more than 140 kPa. To avoid any stability problems associated with a high surcharge embankment, 80 kPa vacuum pressure combined with fill surcharge was applied (40 and 58 kPa for sections I and II, respectively). A plane strain analysis was performed using equivalent permeability and transformed unit-cell geometry. The converted (equivalent) parameters were incorporated in the finite element code ABAQUS, using the modified Cam-Clay theory. The performance of a trial embankment at the site of the storage yard is predicted on the basis of a constant vacuum pressure applied on the soil surface and distributed along the length of the drain. The predictions of settlement, pore-water pressure, and lateral displacement were compared with the available field data, and an acceptable agreement was found based on this numerical approach. The combination of vacuum and surcharge load can effectively shorten the preloading period, reduce the height of the embankment, and counterbalance excessive lateral displacements.Key words: consolidation, finite element analysis, plane strain method, soil improvement, vertical drains.
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Shi, Ming Lei, Rui Kun Zhang, and Hao Zhang. "On Ground Settlement Rate Approach of Preloading Method." Applied Mechanics and Materials 353-356 (August 2013): 258–64. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.258.
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Based on the theory of the Terzaghi 1-D consolidation and the linear compressibility of soil, a rational method for regionalization of recompression and compression in the distribution of the excess pore-water pressure under overloading-unloading was presented. A simple generalized expression of the ground settlement rate applied to insufficient-load preloading, equal-load preloading, surcharge preloading and a time expression of insufficient-load preloading, surcharge preloading relative to equal-load preloading were further derived. The relationship mechanism of settlement rate and time of insufficient-load preloading, surcharge preloading relative to equal-load preloading are discussed based on the same allowed post-construction settlement.
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Krabbenhoft, Sven, Lars Damkilde, and Kristian Krabbenhoft. "Lower-bound calculations of the bearing capacity of eccentrically loaded footings in cohesionless soil." Canadian Geotechnical Journal 49, no. 3 (March 2012): 298–310. http://dx.doi.org/10.1139/t11-103.
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Lower-bound calculations based on the finite element method are used to determine the bearing capacity of a strip foundation subjected to a vertical, eccentric load on cohesionless soil with varying surcharges. The soil is assumed perfectly plastic following the Mohr–Coulomb failure criterion. The results are reported as tables and graphs showing the bearing capacity as a function of the eccentricity and surcharge. Normalised interaction diagrams in the vertical force versus moment plane have been produced. The results from the analysis are in reasonable agreement with existing methods for smaller eccentricities, whereas for greater eccentricities (e > 0.25B–0.3B, where B is the width of the foundation), the lower-bound values in general — and especially for greater surcharges — are considerably smaller than the bearing capacities predicted by existing methods. For the special case of no surcharge, the results are in very good agreement with results obtained by the effective-width approach originally proposed by Meyerhof.
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Laba, J. T., and J. B. Kennedy. "Reinforced earth retaining wall analysis and design." Canadian Geotechnical Journal 23, no. 3 (August 1, 1986): 317–26. http://dx.doi.org/10.1139/t86-045.
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An experimental and theoretical study was conducted to assess the maximum tensile forces mobilized in a reinforced earth retaining wall, subjected to a vertical surcharge strip load or the combined action of vertical and horizontal surcharge strip loads. A simple design method for determining the maximum magnitude of the tensile force and its distribution with depth of the reinforced earth backfill was developed. The design method takes into consideration the ability of the reinforced earth wall system to retain its internl equilibrium by stress transfer from overstressed regions to those regions where the reinforcing elements have not yet reached their full frictional or strength capacity. The effect of the magnitude and location of the strip load on this phenomenon of stress transfer is shown. Favourable comparisons were obtained between the results given by the proposed design method and those from model tests. Key words: reinforced earth, vertical and horizontal surcharge strip load, reinforcing elements, internal stability, stress transfer.
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Nian, Ting Kai, Ke Li Zhang, Run Qiu Huang, and Guang Qi Chen. "Stability Analysis of a 3D Vertical Slope with Transverse Earthquake Load and Surcharge." Applied Mechanics and Materials 90-93 (September 2011): 676–79. http://dx.doi.org/10.4028/www.scientific.net/amm.90-93.676.
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The stability and failure mode for a 3D vertical slope with transverse earthquake load and surcharge have been an interesting issue, especially in building excavation and wharf engineering. In order to further reveal the seismic and surcharge effect, a three-dimensional elasto-plastic finite element(FE) code combined with a strength reduction procedure is used to yield a factor of safety and failure mode for a vertical slopes under two horizontal direction pseudo-static(PS) coefficient and surcharge on the slope top, respectively. Comparative studies are carried out to investigate the effect of seismic coefficient, surcharge intensity and location on the stability and the failure mechanism for a 3D vertical slope including an inclined weak layer. Several important findings are also achieved.
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Gu, Meixiang, Xiaocong Cai, Qiang Fu, Haibo Li, Xi Wang, and Binbing Mao. "Numerical Analysis of Passive Piles under Surcharge Load in Extensively Deep Soft Soil." Buildings 12, no. 11 (November 16, 2022): 1988. http://dx.doi.org/10.3390/buildings12111988.
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The three-dimensional finite difference method was used in this study to analyze the deformation and stresses of a passive pile under surcharge load in extensively deep soft soil. A three-dimensional numerical model was proposed and verified by a field test. The horizontal displacements of the pile agreed well with the field results. This study investigated the pile-foundation soil interaction, the load transfer mechanism, the excess pore water pressure (EPWP), and the horizontal resistance of the foundation soil. The results show that the soil in the corner of the loading area developed a large uplift deformation, while the center of the loading area developed a large settlement. The lateral displacement of the pile decreased sharply with the increase of the depth and increased with the surcharge load. The lateral displacement of the soil was negligible when the depth exceeded 30 m. The EPWP increased in a nonlinear way with the increase of the surcharge load and accumulated with the placement of the new lift. The distribution of the lateral earth pressure in the shallow soil layer was complex, and the negative value was observed under a high surcharge load due to the suction effect. The proportion coefficient of the horizontal resistance coefficient showed much smaller value in the situation of large lateral deformation and high surcharge load. The design code overestimated the horizontal resistance of the shallow foundation soil, which should be given attention for the design and analysis of the laterally loaded structures in extensively soft soil.
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Jeong, Sangseom, Donghee Seo, Jinhyung Lee, and Joogbai Park. "Time-dependent behavior of pile groups by staged construction of an adjacent embankment on soft clay." Canadian Geotechnical Journal 41, no. 4 (August 1, 2004): 644–56. http://dx.doi.org/10.1139/t04-024.
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A series of centrifuge model tests were performed to investigate the behavior of pile groups subjected to lateral soil movements by surcharge loading from approach embankments. The emphasis was on quantifying the time-dependent response in terms of deflections, bending moments, and earth pressures acting on pile groups during embankment construction and over short- and long-term periods after embankment construction. A variety of instruments were used to examine the soilpile interaction for pile groups adjacent to surcharge loads. Through these studies, it is found that pile cap deflections and bending moments developed to their maximum values under the short-term surcharge loading and decreased gradually to minimum values under the long-term loading. The ground settlement reached its maximum value under long-term loading, however, due to the consolidation of soft clay. It is also found that the lateral mean pressure acting on the pile is about 0.75 and 0.35 times the surcharge load q (= γH, where γ is the unit weight of the soil and H is the height of the embankment) under short- and long-term loading, respectively.Key words: time-dependent response, lateral soil movements, pile groups, centrifuge model tests, surcharge loads, soft clay.
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Lv, Guangdong, Yi He, and Bingsi Wei. "Dynamic Stability Analysis of Slope Subjected to Surcharge Load considering Tensile Strength Cut-Off." Mathematical Problems in Engineering 2020 (October 12, 2020): 1–17. http://dx.doi.org/10.1155/2020/5196303.
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Surcharge slopes are more vulnerable to instability under the effects of earthquake ground shaking, especially considering the tensile stress. In order to account for the adverse factors of seismic forces and tensile stress, the theory of soil with tensile strength cut-off is deduced and analyzed using the upper bound limit analysis method in this paper. Combined with the quasistatic analysis, the equation of critical acceleration expression for surcharge slope subjected to the dynamic conditions has been evaluated. By using the improved Newmark method, permanent displacements have been analyzed in the case of the classical earthquake ground motions. In addition, optimization algorithm has been undertaken, in which several influencing factors such as slope inclination, internal friction angle, surcharge factor, seismic load, and tension cut-off coefficient have been taken into account, and some results are verified with the classical solutions and FEM results. The results concluded the following: (1) The outcomes of verification results are accurate. (2) The critical acceleration of the slope is significantly affected by tension cut-off with the increasing of surcharge factor and seismic effects. (3) The permanent displacements of surcharge slope considering the tensile strength cut-off can be even 2 times of the traditional analysis; meanwhile, with more reduction of tensile strength, the cumulative displacements increase rapidly. Therefore, considering the influence of tensile strength cut-off is fundamental to the dynamic stability design of surcharge conditions.
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Wei, Zheng, and Yusheng Jiang. "A Simplified Analysis Method for the Deformation Response of an Existing Tunnel to Ground Surcharge Based on the Pasternak Model." Applied Sciences 11, no. 7 (April 5, 2021): 3255. http://dx.doi.org/10.3390/app11073255.
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Surface surcharge changes the existing equilibrium stress field of the stratum and adversely affects the existing tunnel. This paper presents a simplified analytical solution for calculating the longitudinal displacement of existing tunnels that are subjected to adjacent surcharge loading. Based on the Boussinesq solution, the distribution of the additional load matrix caused by the surface surcharge on the existing tunnel was obtained. A Euler–Bernoulli beam with a Pasternak foundation was used as a simplified model for tunnel stress analysis. Using the corrected reaction coefficient of the foundation bed, the differential equation of tunnel deformation was established, and the solution matrix of the longitudinal displacement of the tunnel was obtained by using the finite difference method. The reliability and applicability of the proposed method were verified by comparing the results with finite element simulation results, field test data, and the calculation results of three simplified elastic analysis methods with different foundation bed coefficients. On this basis, the parameters of the load–tunnel model were analyzed, and the effects of the buried depth, the size of the load, the relative positions of the load and the tunnel, and the relative stiffness of the tunnel soil on the maximum displacement of the existing tunnel were calculated. An empirical formula is proposed for calculating the maximum longitudinal displacement of the existing tunnel subjected to surface surcharge. The findings of this research can provide a basis for the theoretical verification of the deformation response of an existing tunnel subjected to adjacent surface surcharge.
Dissertations / Theses on the topic "Surcharge load"
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Zetková, Simona. "Design of Offshore Cofferdam Loaded by Vertical Surcharge." Master's thesis, Vysoké učení technické v Brně. Fakulta stavební, 2017. http://www.nusl.cz/ntk/nusl-265262.
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The aim of this thesis is to undertake simplified design and assessment of cofferdam under vertical surcharge in the form of virtual project. Cofferdam constructed on the sea shore must be able to withstand all loads to enable construction of cut and cover tunnel. As a part of the design it is required to assess ground conditions and it is necessary to review feasibility of the structure on the sea. The construction will be described in construction phases and graphically demonstrated in construction sequence drawing. Because the structure is designed for life time of five years, temperature load on struts is studied in the thesis and further considered in structural analysis. Furthermore, it is required to compare analytical models from GEO5 and PLAXIS. Horizontal frame is analysed separately in Scia Engineer. Structural members – cofferdam wall, waler beam and strut are checked in this thesis. For the design of the cofferdam wall second order theory is considered. All mentioned requirements were accomplished with help of corresponding Eurocodes, books and technical advice. Results of this work are feasible and it was possible to design all members to enable construction of the cut and cover tunnel. The phasing was designed such that deformation of the cofferdam is minimalized and use of machinery is limited to machines on temporary platforms. Comparison of two different analytical models showed that different soil modelling has great effect on internal forces, even though the shape of the bending curve is very similar, values obtained from PLAXIS software are much higher. Assessment of the structural members is done according to Eurocode 3, and horizontal frame is checked also against disproportionate collapse.
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Bransby, Mark Fraser. "Piled foundations adjacent to surcharge loads." Thesis, University of Cambridge, 1995. https://www.repository.cam.ac.uk/handle/1810/251968.
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Delmas, Hugues. "Expressions faciales et mensonges factuels : évaluation des croyances et identification des expressions produites lors d’un mensonge à forte charge cognitive." Thesis, Paris 8, 2018. http://www.theses.fr/2018PA080036.
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Deux facteurs permettent d’augmenter la performance de détection du mensonge : (a)identifier les croyances erronées et lutter contre elles et (b) accroître les différences decomportements entre les menteurs et les personnes qui disent la vérité. Ce travail de thèse aétudié ces facteurs en lien avec les expressions faciales du mensonge. Pour ce faire, nous avonsinvestigué les croyances via l’utilisation d’un questionnaire photographique et utilisé un récitantéchronologique (narration à rebours) pour amplifier les différences de comportements(approche de la charge cognitive).Notre démarche expérimentale a questionné : (a) Les croyances les plus prégnantesrelatives aux expressions faciales du mensonge. (b) L’influence de l’expérience professionnelle,de l’enjeu du mensonge (grave ou anodin) et du comportement mensonger évalué (le sien oucelui d’autrui). (c) La pertinence de l’intensité des expressions faciales pour déceler lesmensonges lors d’un récit antéchronologique.L’ensemble de nos résultats ont mis au jour de nombreuses nouvelles croyances. Septd’entre elles étaient très partagées par les individus et cohérentes avec la vision stéréotypée dumenteur. L’expérience professionnelle, l’enjeu du mensonge et le comportement mensongerévalué ont peu modifié les croyances. Le récit antéchronologique a amplifié les différences entrementeurs et sincères ; et l’intensité des mouvements faciaux a été une mesure pertinente pourdéceler le mensonge. L’application de nos travaux est discutéeTwo factors increase the lie detection performance: (a) identify and decrease false beliefsand (b) increase behavioral differences between liars and truth-tellers. These factors were studiedin relation to facial expressions of deception in this doctoral dissertation.The present work questioned (a) The most important beliefs about facial expressions ofdeception throught the use of a photographic questionnaire (b) The influence of professionalexperience, stakes of lie (serious or trivial) and the lying behavior evaluated (his own or that ofothers) (c) The relevance of facial expressions’ intensity to detect lies in an reverse orderinstruction which was used to magnify behavioral differences (cognitive load approach).Our results highlighted many new beliefs. Seven of them were very shared by people andconsistent with the stereotypical view of the liar. Beliefs were little infuenced by professionalexperience, the stakes of lie and the evaluated behavior. The reverse order instruction amplifieddifferences between liars and truth-tellers; and the intensity of facial movements was a relevantmeasure for detecting deception. Application of our research is discussed
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Kou, Yan. "Wedge failure analysis of anchored rock slopes subjected to surcharge and seismic loads." Thesis, Edith Cowan University, Research Online, Perth, Western Australia, 2015. https://ro.ecu.edu.au/theses/1736.
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Slope stability in mining and civil engineering projects is always a problem of great concern. Because the rock mass behavior is significantly governed by the presence of joints or other discontinuities, several types of slope failure, such as plane failure, wedge failure, toppling failure, buckling failure and circular failure, are often observed. The present work focuses on the study of the wedge failure, which occurs as sliding of a mass of rock on two intersecting planes, generally discontinuity planes.
Recently, the factor of safety of rock slopes against the wedge failure has been studied in a number of investigations under static and/or dynamic conditions by different methods such as the limit equilibrium method, numerical modeling method, reliability method and stereographic method. However, the anchored rock slope against the wedge failure subjected to surcharge and seismic load has not yet been studied in detail in earlier studies. In this thesis, the rock slope subjected to the generalized loads such as surcharge and seismic/dynamic loads is analyzed against the wedge failure by the limit equilibrium method. The expression for the factor of safety was derived for the cases with anchors and without anchors separately. In addition, a parametric study is carried out to demonstrate the effects of the most relevant governing parameters on the stability of rock slope. The parameters include geometrical parameters, joint material properties, unit weight of rock, anchor inclination and hydraulic parameters. Several special cases of the developed generalized expression result in the expressions for the factor of safety for simplified field situations as reported in the literature.
The parametric study shows that most parameters as mentioned above affect the factor of safety ( FS ) of the rock slope against the wedge failure significantly. In order to find an easy way to work on the parametric analysis, the “ * ” indicates dimensionless parameters. It is observed that the surcharge would always be a destabilizing force when the cohesion (c* ) is not zero; the FS decreases with an increase in surcharge. However, when c* = 0, the FS increases slightly with an increase in surcharge. The anchor forces (T* ) would always be a stabilizing force that makes the FS increase with an increase in T*. As the angle of inclination of the joint plane/failure plane to the horizontal ( p y ) increases, the FS increases nonlinearly; it increase sharply by 60% from 42° to 45° while it deceases nonlinearly by 67% with an increase in the slope angle (yf ) from 40° to 60°. It is also observed that the FS decreases with an increase in horizontal seismic acceleration coefficient (k h ) and the vertical seismic acceleration coefficient (k v ), separately, while it increases linearly with an increase in the following parameters: the cohesion (c* ) and the angle of shearing resistance ( f ), separately. The FS increases with an increase in inclination of stabilizing force to the normal at the failure plane (a ); it becomes maximum when a increases to 80°. However, the unit weight of rock (g* ) does not affect the FS significantly.
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Hossain, Md M. "Stability analysis of anchored rock slopes against plane failure subjected to surcharge and seismic loads." Thesis, Edith Cowan University, Research Online, Perth, Western Australia, 2011. https://ro.ecu.edu.au/theses/139.
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The stability analysis of rock slopes has been a challenging task for engineers
because the rock mass constituting the slope often has discontinuities in various
forms, resulting in different types of slope failures. The plane failure is one of the
rock slope failures observed in field situations when the discontinuity is in the form
of joint planes. There are several parameters including surcharge and seismic loads
that govern the stability of the rock slope against plane failure in field projects. The
limit equilibrium approach for the estimation of the factor of safety of the rock slope
against plane failure has been well accepted by the engineers in the past. Very
recently, attempts have been made to present analytical expressions for the factor of
safety of the of the rock slopes against plane failure, which are not in a generalised
form because they do incorporate most field parameters. Therefore, in the present
work, the analytical expression for the factor of safety of a single-directional
anchored rock slope (SDARS) is derived, along with a discussion of its special cases
in view of different practical situations. Parametric studies and design charts for the
stability of the SDARS are presented, and an illustrative example is included to
explain the calculation steps for the factor of safety. In order to investigate the effect
of multi-directional rock anchors on the factor of safety, an analytical expression for
a multi-directional anchored rock slope (MDARS) is also presented.
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Nesterova, Mariia. "Reliability of structures exposed to traffic and environmental loads." Thesis, Paris Est, 2019. http://www.theses.fr/2019PESC2056.
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Cette thèse est consacrée à l’analyse de la fiabilité du tablier du viaduc de Millau, un pont à haubans situé dans le sud de la France. Le but principal est d’extrapoler dans le temps les charges et les effets de charges sur le pont afin d’observer la fiabilité de différentes parties de la structure pendant sa durée de vie. Le viaduc de Millau est une infrastructure routière française, complexe et unique, qui est en début de vie. Il est important de pouvoir prévoir les charges extrêmes possibles sur le tablier du pont en raison de l’augmentation du volume ou du poids des véhicules. De telles prévisions nécessitent des données mesurées sur l’ouvrage, soit les charges ou actions, soit les effets de celles-ci. Les structures à grande échelle ont besoin d’une grande quantité de données, qu’il est difficile d’obtenir, de stocker et d’analyser. Cela pose un autre défi : les prévisions basées sur un temps limité et des données de surveillance accessibles. Les prévisions de charges de trafic dans ce travail sont effectuées à l’aide des données fournies par la surveillance du trafic du système BWIM pour le cas d’état limite ultime. Pour l’extrapolation de charge dans le temps, plusieurs méthodes de la théorie des valeurs extrêmes (EVT) sont comparées, une attention particulière étant accordée à l’approche POT. De plus, une contribution aux méthodes existantes pour le choix du seuil, en tant que principal défi de l’approche de POT, est apportée. Dans les grands ponts à haubans, le trafic n’est pas nécessairement l’action principale, mais les charges climatiques peuvent avoir un effet similaire ou supérieur. Le centre de ce travail est le tablier du viaduc de Millau. Par conséquent, la charge de vent statique obtenue à partir du système de surveillance de la santé structurelle du viaduc est considérée en combinaison avec les files de camions de circulation. Un modèle probabiliste est créé pour observer les probabilités de cas extrêmes pour les actions et leur combinaison. De même, l’influence de la durée de surveillance sur les intervalles de confiance pour les niveaux de retour de charges est étudiée. Dans le détail du tablier orthotrope en acier, les effets locaux causés par le passage de véhicules et les effets globaux contribuent à la valeur des contraintes. Les effets globaux proviennent des files des véhicules sur les deux voies de tablier et du vent statique dans une direction perpendiculaire. Dans cette thèse, un modèle d’éléments finis du pont est créé afin d’évaluer les contraintes dans le pont. Cela offre également la possibilité de prévoir l’état limite de fatigue. Habituellement, les dommages de fatigue accumulées dans un détail pendant la période de surveillance sont extrapolées linéairement. Le travail actuel propose une méthodologie pour extrapoler le nombre de cycles de fatigue dans le temps avec l’approche POT, qui prend en compte une variation du trafic en volume et en poids avec le temps. Une comparaison de l’approche proposée avec la méthode classique est effectuée et utilisée dans l’analyse de fiabilité en raison de fatigue. Une analyse de fiabilité est également effectuée pour l’état limite ultime afin de comparer les résultats obtenus avec plusieurs approches de EVT, d’observer l’importance des actions du vent sur la fiabilité du tablier et de comparer les prévisions basées sur EVT avec les modèles de charge de calcul des normes Européennes pour le trafic et le ventThe Thesis is dedicated to reliability analysis of the deck of Millau viaduct, a cable-stayed bridge located in Southern France. The main interest is the extrapolation in time of loads and load effects affecting the bridge in order to observe the reliability of chosen elements during the operational life of the structure. Millau viaduct is a complex unique bridge of French road infrastructure in the early stage of its life. It is important to be able to predict possible extreme loads on the deck of the bridge due to traffic growing in volume or weight. Such predictions require data from monitored actions or load effects in elements of the bridge. Large-scale structures need an enormous amount of data, that is not easy to obtain, to store and to analyze. It leads to another challenge - predictions based on limited time and accessible monitoring data.In the current work, predictions for traffic loads are done using provided data from bridge Weigh-in-Motion (BWIM) traffic monitoring for the case of the the ultimate limit state (ULS). For load extrapolation in time, several methods of Extreme Value Theory (EVT) are compared, with the most attention to the Peaks Over Threshold (POT) approach. Moreover, a contribution to existing methods for threshold choice, as the main challenge of POT approach, is made.In large cable-stayed bridges, not necessarily traffic is the leading action, but environment loads can have similar or superior effect. The focus of this work is on the deck of Millau viaduct, therefore, static wind loads obtained from structural health monitoring (SHM) of the viaduct are considered in combination with queues of traffic lorries. A probabilistic model is made to observe probabilities of extreme cases for both actions and their combination. As well, the influence of monitoring duration on confidence intervals for return levels of loads is studied.For the steel orthotropic deck of the bridge, both, local effects caused by passing vehicles and global effects, contribute to values of stresses. Global effects are coming from traffic queues on both lanes and static wind in a perpendicular direction. In this Thesis, finite element model (FEM) of the deck is performed in order to assess stresses in the deck. That brings a possibility to make predictions for the fatigue limit state too. Usually, fatigue damage accumulated in a chosen part of the deck during a monitoring period is extrapolated in time linearly. The current work proposes a methodology to extrapolate numbers of fatigue cycles in time with the POT approach, which accounts for a change in traffic in volume and weight with time. Comparison of the proposed approach with the classical method is made and used in the fatigue reliability analysis. Reliability analysis is made as well for the ULS in order to compare the results obtained from several EVT approaches, to observe the importance of wind actions on the reliability of the deck, and to compare EVT-based predictions with design load models of European Norms (EN) for traffic and wind
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Boerez, Julien. "Analyse et modélisation de l'effet des marées sur les réseaux de nivellement hydrostatiques du CERN." Phd thesis, Université de Strasbourg, 2013. http://tel.archives-ouvertes.fr/tel-00862557.
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Les géomètres de la section Survey de l'Organisation Européenne pour la Recherche Nucléaire (CERN) utilisent le nivellement hydrostatique HLS pour effectuer des alignements verticaux précis. Le HLS atteint des précisions micrométriques, ce qui lui permet d'être utilisé pour les expériences à but de physique fondamentale comme le Large Hadron Collider (LHC). HLS mesure certes des déformations qui ont pour conséquence de désaligner tout accélérateur de particules lié au sol, mais il mesure également d'autres phénomènes aux caractéristiques bien particulières. Parmi ces phénomènes mesurés, les marées terrestres représentent une part très largement majoritaire du signal. Leur effet sur les mesures HLS est périodique et engendre une inclinaison longue base qui n'aboutit pas au désalignement relatif des aimants constitutifs d'un accélérateur. Les objectifs de ce doctorat sont de pouvoir prédire les effets ne perturbant pas l'alignement relatif d'un accélérateur de particules et ainsi corriger les mesures HLS de ces signaux. En effet, les tolérances planimétrique et altimétrique à respecter dans le domaine des accélérateurs de particules sont de plus en plus serrées. Par exemple, le Compact Linear Collider (CLIC), aujourd'hui à l'étude de faisabilité, nécessite une précision d'alignement à 3σ de 10 μm dans une fenêtre glissante de 200 m selon les directions transversale et verticale. Le HLS est candidat pour assurer cet alignement vertical mais l'amplitude de marée est d'environ +/-20 μm à 200 m, rendant nécessaire la prise en compte de ce phénomène longue base pour que l'instrumentation réponde aux besoins du CLIC. Ce doctorat est inspiré des travaux déjà réalisés sur les inclinomètres longue base et décrit les effets mesurés par HLS afin de classer ces phénomènes selon qu'ils désalignent ou non un accélérateur de particules. Enfin, les outils et modèles pour prédire les effets maitrisables sont utilisés pour anticiper les différents signaux mesurés par les HLS installés au CERN.
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Wilson, Daniel William. "The stability of shallow tunnels using limit analysis." Thesis, 2013. http://hdl.handle.net/1959.13/1043137.
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Research Doctorate - Doctor of Philosophy (PhD)Tunnelling is generally associated with underground mining or in the construction of rail tracks and roadways. The evolution of mass transit systems within large cities has made ever increasing use of relatively shallow tunnels to by-pass urbanised areas, provide detours around obstacles such as rivers, or simply ot preserve the environment. The engineering design of tunnels in soil must consider the stability of the tunnel or, more accurately, the stability of the soil surrounding the tunnel to ensure that it does not collapse during and after construction. In this Thesis, advanced computational and numerical techniques are used to investigate the stability of tunnels in soil. A range of tunnelling scenarios are studied to determine the influence of soil strength and tunnel geometry on tunnel stability. Rigorous upper and lower bounds on the magnitude of loads required to cause collapse of the tunnel are computed using Finite Element Limit Analysis. The failure mechanisms associated with the collapse of tunnels are also investigated using rigid-block upper bound methods. The first scenario to be investigated is the undrained stability of a tunnel through a soil profile in which the soil strength varies linearly with depth. Such conditions are encountered in geotechnical engineering as normally consolidated layers of clay often display this form of heterogeneity. This work extends the study of Assadi and Sloan (1991), and applies finite element techniques to more accurately bound the magnitude of the loads that may cause tunnel collapse. In addition, simple closed-form expressions for computing the tunnel stability have been developed for use by practitioners. The stability of pairs of parallel square and circular tunnels, positioned side-by-side, is also investigated. Stability charts are generated for a variety of tunnel depths, material properties and tunnel geometries. It is found that the stability of dual tunnels does not necessarily increase with increasing spacing between the tunnels. In fact, for tunnels which are very close together, the stability may decrease as the inter-shaft distance is increased and that the tunnel is least stable when the distance between the tunnels is approximately equal to the tunnel width. As the distance between the tunnels is increased beyond the point of minimum stability, the stability increases until there is no interaction between them. This occurs when the distance between the tunnels is six to fourteen times the tunnel size, depending upon the depth of cover. The stability of wide rectangular tunnels is also investigated. The effect of the aspect ratio on tunnel stability is found to be very small compared to the influence of the material properties and cover depth. A closed-form expression that accurately estimates the stability of rectangular tunnels is developed for used by engineers. Results from this study are used to show that the stability of parallel square tunnels, with a spacing of less than approximately one tunnel width, is approximately equal to that of a rectangular tunnel that envelops the dual square tunnels. Finally, square and circular tunnels in cohesive frictional soils are studied to examine the influence of surcharge loads applied to the ground surface on stability. This situation is important in the design of new tunnels to be constructed beneath existing urban infrastructure, or in the engineering assessment of tunnels beneath new urban developments. A range of soil parameters and tunnel depths are investigated, and the results obtained are presented in the form of dimensionless stability charts. An expression that approximates that ultimate surcharge load permitted above a tunnel is also derived.
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Delmas, Hugues. "Expressions faciales et mensonges factuels : Evaluation des croyances et identification des expressions produites lors d’un mensonge à forte charge cognitive." Thesis, 2018. http://www.theses.fr/2018PA080036.
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Deux facteurs permettent d’augmenter la performance de détection du mensonge : (a)identifier les croyances erronées et lutter contre elles et (b) accroître les différences decomportements entre les menteurs et les personnes qui disent la vérité. Ce travail de thèse aétudié ces facteurs en lien avec les expressions faciales du mensonge. Pour ce faire, nous avonsinvestigué les croyances via l’utilisation d’un questionnaire photographique et utilisé un récitantéchronologique (narration à rebours) pour amplifier les différences de comportements(approche de la charge cognitive).Notre démarche expérimentale a questionné : (a) Les croyances les plus prégnantesrelatives aux expressions faciales du mensonge. (b) L’influence de l’expérience professionnelle,de l’enjeu du mensonge (grave ou anodin) et du comportement mensonger évalué (le sien oucelui d’autrui). (c) La pertinence de l’intensité des expressions faciales pour déceler lesmensonges lors d’un récit antéchronologique.L’ensemble de nos résultats ont mis au jour de nombreuses nouvelles croyances. Septd’entre elles étaient très partagées par les individus et cohérentes avec la vision stéréotypée dumenteur. L’expérience professionnelle, l’enjeu du mensonge et le comportement mensongerévalué ont peu modifié les croyances. Le récit antéchronologique a amplifié les différences entrementeurs et sincères ; et l’intensité des mouvements faciaux a été une mesure pertinente pourdéceler le mensonge. L’application de nos travaux est discutéeTwo factors increase the lie detection performance: (a) identify and decrease false beliefsand (b) increase behavioral differences between liars and truth-tellers. These factors were studiedin relation to facial expressions of deception in this doctoral dissertation.The present work questioned (a) The most important beliefs about facial expressions ofdeception throught the use of a photographic questionnaire (b) The influence of professionalexperience, stakes of lie (serious or trivial) and the lying behavior evaluated (his own or that ofothers) (c) The relevance of facial expressions’ intensity to detect lies in an reverse orderinstruction which was used to magnify behavioral differences (cognitive load approach).Our results highlighted many new beliefs. Seven of them were very shared by people andconsistent with the stereotypical view of the liar. Beliefs were little infuenced by professionalexperience, the stakes of lie and the evaluated behavior. The reverse order instruction amplifieddifferences between liars and truth-tellers; and the intensity of facial movements was a relevantmeasure for detecting deception. Application of our research is discussed
Books on the topic "Surcharge load"
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New Jersey. Legislature. Senate. Environment Committee. Committee meeting before Senate Environment Committee and Assembly Energy and Hazardous Waste Committee: Senate bill no. 1070 and Assembly bill no. 1727 (make various changes to ECRA and to other hazardous site remediation programs, impose a surcharge on remediations, establish a loan and grant fund for remediation activities, appropriate bond moneys). Trenton, N.J: The Committees, 1992.
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New Jersey. Legislature. Senate. Environment Committee. Committee meeting before Senate Environment Committee and Assembly Energy and Hazardous Waste Committee: Senate bill no. 1070 and Assembly bill no. 1727 (make various changes to ECRA and to other hazardous site remediation programs, impose a surcharge on remediations, establish a loan and grant fund for remediation activities, appropriate bond moneys). Trenton, N.J: The Committees, 1992.
Find full textBook chapters on the topic "Surcharge load"
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Simelane, N., M. Ferentinou, and M. Grobler. "Experimental Investigation of Reinforced Slopes’ Response, to Increased Surcharge Load, with the Use of Optic Fibre Sensors." In Information Technology in Geo-Engineering, 662–73. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-32029-4_56.
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Manohara, K. N. "Numerical Analysis of Effect of Width and Location of Surcharge Load on the Geosynthetic Reinforced Soil Walls." In Lecture Notes in Civil Engineering, 255–64. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6466-0_23.
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Boompandi, Jegatheeswaran, K. Muthukkumaran, and R. Manjula. "Behavior of Pile in Sloped Grounds Under the Influence of Surcharge Loads." In Lecture Notes in Civil Engineering, 165–75. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-19-6359-9_17.
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Vo-Minh, Thien. "Stability Analysis of Circular Tunnels in Cohesive-Frictional Soil Using the Node-Based Smoothed Finite Element Method (NS-FEM)." In Theory and Practice of Tunnel Engineering. IntechOpen, 2022. http://dx.doi.org/10.5772/intechopen.97202.
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In this chapter, the stability of a circular tunnel and dual circular tunnels in cohesive-frictional soils subjected to surcharge loading is investigated by using the node-based smoothed finite element method (NS-FEM). In the NS-FEM, the smoothing strain is calculated over smoothing domains associated with the elements’ nodes. The soil is assumed as a uniform Mohr-Coulomb material, and it obeys an associated flow rule. By using the second-order cone programming (SOCP) for solving the optimization problems, the ultimate load and failure mechanisms of the circular tunnel are considered. This chapter discusses the influence of the soil weight γD/c, the tunnel diameter ratio to its depth H/D, the vertical and horizontal spacing ratio (L/D, S/D) of two tunnels and soil internal friction angle ϕ on the stability numbers σs/c are calculated. The stability numbers obtained from the present approach are compared with the available literature for tunnels.
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Georgiadis, K. "The effect of surcharge load on the lateral resistance of a row of piles in clay." In Numerical Methods in Geotechnical Engineering, 657–62. CRC Press, 2014. http://dx.doi.org/10.1201/b17017-118.
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"Rain-On-Snow Surcharge Loads." In Snow Loads, 89–94. Reston, VA: American Society of Civil Engineers, 2004. http://dx.doi.org/10.1061/9780784407257.ch10.
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"Rain-On-Snow Surcharge Loads." In Snow Loads, 89–95. Reston, VA: American Society of Civil Engineers, 2007. http://dx.doi.org/10.1061/9780784408575.ch10.
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"Rain-On-Snow Surcharge Loads." In Snow Loads, 93–98. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/9780784411117.ch10.
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"Rain-on-Snow Surcharge Loads." In Snow Loads, 99–104. Reston, VA: American Society of Civil Engineers, 2017. http://dx.doi.org/10.1061/9780784414569.ch10.
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"Assessment of Surcharge Loads." In Cut-and-Cover Metro Structures, 305–22. CRC Press, 2010. http://dx.doi.org/10.1201/9781482266399-24.
Full textConference papers on the topic "Surcharge load"
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Al Bodour, Wassel M., and Robert Y. Liang. "Field Study of Drilled Shafts Behavior during Surcharge Load Induced Slope Movement." In GeoFlorida 2010. Reston, VA: American Society of Civil Engineers, 2010. http://dx.doi.org/10.1061/41095(365)186.
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Nie, Ru-song, Wu-ming Leng, Li-min Wei, and Y. Frank Chen. "Prediction of Lateral Behavior of Existing Bridge Pile Foundations due to Surcharge Load." In Geo-Shanghai 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413449.045.
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Xu, Binbin. "Finite Element Analysis of Surcharge Preloading on Soft Ground Using Equivalent-load Method." In 2017 3rd International Forum on Energy, Environment Science and Materials (IFEESM 2017). Paris, France: Atlantis Press, 2018. http://dx.doi.org/10.2991/ifeesm-17.2018.98.
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Zhu, Mingxing, Ruxia Zhou, and Weiming Gong. "Experimental Study on Factors Influencing Isolation Effects of Isolation Piles Subjected to Surcharge Load." In Geo-Shanghai 2014. Reston, VA: American Society of Civil Engineers, 2014. http://dx.doi.org/10.1061/9780784413425.026.
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Shi, Jianfeng, Yuhua Cao, Di Jiao, Fa Yu, Yu Li, Jiayin Jiang, and Jinyang Zheng. "Comparison of Technical Standards Between Buried and Above Ground Polyethylene Pipe in the Application of Nuclear Power Plant." In ASME 2022 Pressure Vessels & Piping Conference. American Society of Mechanical Engineers, 2022. http://dx.doi.org/10.1115/pvp2022-84477.
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Abstract High-density polyethylene (HDPE) pipes have been used in essential service water (ESW) systems of nuclear power plants (NPP) for years. Some NPPs use buried HDPE pipes, while some others use above ground (gallery-installed) HDPE pipes, and this paper will discuss the differences in the design methods of these two construction methods in related technical standards. The design requirements and related load types of buried and above ground HDPE pipes in safety-related Class 3 service water or cooling water piping systems are compared. Pipeline models under different load types are introduced, including model assumption, material simplification, boundary conditions, interactions, etc. The differences in design loads are summarized, i.e., soil and surcharge load, negative internal pressure, flotation due to flood of buried HDPE pipe, and axial forces due to different supporting or fixing methods of above ground HDPE pipe. The design methods of buried and above ground HDPE pipeline are discussed and compared, i.e., design of mechanical load, temperature load, non-repeated anchor movements and seismic load. A case study is presented by using different technical standards of buried and above ground HDPE pipes. This work can provide a reference for the selection of HDPE pipes for safety-related Class 3 service water or cooling water piping systems in different NPPs.
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Cao, Z. X., Y. Chen, J. Chen, and Q. Xu. "Laboratory Studies on the Characteristics of Public Fill used in Reclamation Project in the Deep-sea Area." In The HKIE Geotechnical Division 42nd Annual Seminar. AIJR Publisher, 2022. http://dx.doi.org/10.21467/proceedings.133.28.
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To reduce solid wastes and recover useful resources, an artificial island in the deep-sea area was built and it was planned to use the sorted public fill as the replacement of sand in the land reclamation. The use of the public fill as the replacement of sand not only reduced the CO2 emission, but also shortened the construction period. Although the use of public fill gives benefits to environmental sustainability, the public fill is rarely used in Hong Kong for reclamation in the deep-sea artificial island. Furthermore, the short-term and long-term post-construction settlement due to surcharge load is a key issue in the reclamation work, while limited information of the physical and mechanical properties of the public fill could be found in the past engineering projects. In addition, there are many uncertainties and influencing factors in the construction site such as the surcharge load magnitudes, modes of the loading process, and the variability of geotechnical parameters. How these factors influence the mechanical behavior of the public fill is an interesting issue. This paper gives first-hand laboratory test results accompanied by theoretical analysis to address the mentioned issues. After a comprehensive and careful measurement of several basic engineering properties, such as bulk density, particle size distribution, and Atterberg limits, large-scale oedometer tests were systematically conducted to study the compressibility of the public fill. It is found both volume compressibility and consolidation coefficient decrease with an increasing axial effective stress. An interesting finding is that an increasing fines content with a certain range will lead to an increase in the compressibility of the public fill, indicating the fines content may need to be considered in the land reclamation works. In addition, remarkable creep could be observed if the current vertical stress is lower than the preloading pressure. After obtaining design parameters and ensuring allowable settlement through both in-house laboratory tests and in-situ field tests, the project in the technical paper may be a good reference for future land reclamation design and construction cases.
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de Freitas Fagundes, Diego, Maria Cascão F. Almeida, Marcio S. S. Almeida, and Khader I. Rammah. "Physical Modelling of Offshore Structures Founded on Sea Bed." In ASME 2012 31st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/omae2012-83265.
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This work presents an experimental study using centrifuge modelling on mudmat shallow foundations which are mainly used to support offshore subsea equipment. An optimized design of these foundations requires the maximizing of the ratio between the installation and the pull-out resistance of the foundation. International standards, based on classical theories, are often limited and do not meet the complexity of the projects. The bibliography is not yet conclusive about the load capacity factors for this particular problem. In this work, physical modelling has been performed on both perforated and solid mudmats subjected to vertical load and simulating both installation and extraction scenarios. The soil used in this study is a marine clay taken from the Roncador field at Campos basin located offshore of the state of Rio de Janeiro, Brazil. The physical modelling experiments have been carried out on the mini-drum geotechnical centrifuge at COPPE/UFRJ. The technique of lumps was adopted for the preparation of the soil models and a temporary surcharge using a sand layer has been applied to develop a soil strength profile similar to the one found in the field. The results obtained in this study provided a better understanding of the soil-structure interaction problem with regard to the installation and pull-out resistance of the studied type of foundation focusing on their bearing capacity factors.
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Kavitha, Perumalsamy, and Ranganathan Sundaravadivelu. "Soil Structure Interaction Analysis of a Berthing Structure Under Lateral Loading-By Numerical Approach." In ASME 2017 36th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2017. http://dx.doi.org/10.1115/omae2017-62484.
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In coastal and offshore structures, the predominant forces leading to lateral movements are mainly due to waves, currents, winds, berthing forces, mooring forces and lateral earth pressure due to unstable slope as a result of dredging or siltation etc. Due to relative movement between the piles and the soil, the load transfer to pile is a complex soil interaction problem. It is a two way problem and should be solved by structure-soil model with appropriate load displacement characteristics of both the structure and the soil. Pile-soil interaction analysis is carried out by numerical methods based on iterative techniques of equilibrium of forces and moments, based on relative stiffness of pile-soil system. Conventionally API guidelines and Vesic equation are used to analyze the laterally loaded piles. The study of laterally loaded pile in active soil wedge requires a proper assessment of soil structure interaction phenomenon involving the interaction between pile surface and the surrounding soil. The instability of soil wedge can occur due to self-weight, surcharge load, dredging, siltation and earthquake force. The soil structure interaction problem of piles located in active soil wedge has rarely been approached. Laterally loaded piles are analyzed by methods derived from the classical beam on elastic foundation mode in which the soil support is approximated by a series of independent elastic spring. The soil spring constants estimated from API guidelines and Vesic equations are not suitable for piles located in active soil wedge. Hence in this paper, a numerical study is carried out for a berthing structure in dense sand using PLAXIS 3D and STAAD Pro, in order to study the behaviour of piles in active soil wedge.
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ZHU, BI TANG, and MIN YANG. "COLLAPSE OF A PILED INDUSTRIAL BUILDING DUE TO SURCHARGE LOADS." In Tall Buildings from Engineering to Sustainability - Sixth International Conference on Tall Buildings, Mini Symposium on Sustainable Cities, Mini Symposium on Planning, Design and Socio-Economic Aspects of Tall Residential Living Environment. WORLD SCIENTIFIC, 2005. http://dx.doi.org/10.1142/9789812701480_0118.
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Terzi, Niyazi U., Necmi Dusunceli, Ferruh Yilmazturk, S. Yildirim, A. D’Amore, Domenico Acierno, and Luigi Grassia. "Evaluation of Installation Quality on Polyethelene Pipe Performance under Surcharge Loads." In V INTERNATIONAL CONFERENCE ON TIMES OF POLYMERS (TOP) AND COMPOSITES. AIP, 2010. http://dx.doi.org/10.1063/1.3455663.
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