Relevant bibliographies by topics / Shallow foundations

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Shallow foundations'

Author: Grafiati
Published: 4 June 2021
Last updated: 11 September 2023

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Journal articles on the topic "Shallow foundations"

1

Domaschuk, L., S. Rizkalla, and R. Kwok. "Inadequate shallow foundations." Batiment International, Building Research and Practice 15, no. 1-6 (January 1987): 224–30. http://dx.doi.org/10.1080/09613218708726821.

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Sorochan, E. A. "Improving shallow foundations." Soil Mechanics and Foundation Engineering 24, no. 6 (November 1987): 244–48. http://dx.doi.org/10.1007/bf01707271.

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Aytekin, Mustafa. "Modification of Schmertmann-Hartman-Brown method to estimate immediate (elastic) settlement of shallow foundations." Challenge Journal of Structural Mechanics 8, no. 2 (June 6, 2022): 57. http://dx.doi.org/10.20528/cjsmec.2022.02.003.

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One of the methods intensively employed in many practical projects to estimate the immediate (elastic) settlement of shallow foundations is the Schmertmann-Hartman-Brown method (1978). In the method, two approaches are given as a function of type of the shallow foundation either a square/circular (axisymmetric condition) or a strip (plain strain condition) foundation. Thus, two sets of equations are provided to estimate the settlements for these types of shallow foundations. If a shallow foundation has a shape of rectangular, some approximations are suggested in the technical literature to estimate the elastic settlement of rectangular based shallow foundations. These approximations are tedious and time consuming. In this study, the Schmertmann – Hartman – Brown method (1978) is modified and only one set of equations used for any type (square, circular, rectangular, and strip) of shallow foundations is introduced. The modified method estimates the immediate settlement as precise as the original form of the method that is more complicated. Also, some hypothetical cases are considered to figure out the effect of width and length/width ratios of foundations on elastic settlement.
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Liu, Run, Meng-meng Liu, Ying-hui Tian, and Xinli Wu. "Effect of perforations on the bearing capacity of shallow foundation on clay." Canadian Geotechnical Journal 56, no. 5 (May 2019): 746–52. http://dx.doi.org/10.1139/cgj-2017-0647.

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As a type of shallow foundation, a mudmat serves as the seabed support structure for subsea wells, pipeline manifolds, and pipeline terminations. The shallow foundations are usually designed with perforations to facilitate installation and removal, but the influence of these perforations has not been fully understood. This paper presents a method to analyze the bearing capacities of both two-dimensional (2D) and three-dimensional (3D) perforated shallow foundations using finite element analysis. The soil was idealized as a Tresca material, with the undrained strength increasing linearly with depth. The outcome indicates that perforations have nonnegligible effects on the bearing capacity of shallow foundations. The bearing capacity decreases with increasing perforation ratio, R, and the degree of reduction increases with the increase of the dimensionless ratio kB/Suo, where k is the shear strength gradient, B is the width of the foundation, and Suo is the shear strength at the mudline. For 2D shallow foundations, there exists a critical perforation ratio, Rc; when the perforation ratio is lower than the critical perforation ratio, the perforated foundation does not lose its bearing capacity. For 3D shallow foundations, the bearing capacity decreases directly with the increase of perforation ratio, R.
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Shaldykova, Assel, Sung-Woo Moon, Jong Kim, Deuckhang Lee, Taeseo Ku, and Askar Zhussupbekov. "Comparative Analysis of Kazakhstani and European Approaches for the Design of Shallow Foundations." Applied Sciences 10, no. 8 (April 23, 2020): 2920. http://dx.doi.org/10.3390/app10082920.

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The design of shallow foundations is performed in accordance with different building regulations depending on geotechnical and geological conditions. This paper involves the design calculations applying Kazakhstani and European approaches. The design of shallow foundations in Nur-Sultan city in Kazakhstan was implemented by the calculation of bearing capacity and elastic settlement in accordance with the design procedures provided in SP RK 5.01-102-2013: Foundations of buildings and structures, and Eurocode 7: Geotechnical design. The calculated results of bearing capacity and elastic settlement for two types of shallow foundations, such as pad foundation and strip foundation, adhering to Kazakhstani and European approaches are relatively comparable. However, the European approach provided higher values of bearing capacity and elastic settlement for the designed shallow foundation compared to the Kazakhstani approach. The difference in the results is explained by the application of different values of partial factors of safety for the determination of bearing capacity and different methods for the calculation of the elastic settlement of shallow foundations (i.e., elasticity theory and layer summation method).
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Wang, Bin, Tianqing Qin, Changfeng Yuan, Liang Li, Minghui Yuan, and Ying Li. "Analysis of Bearing Performance of Monopile and Single Suction Bucket Foundation for Offshore Wind Power under Horizontal Load." Geofluids 2022 (June 8, 2022): 1–15. http://dx.doi.org/10.1155/2022/4163240.

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In conjunction with the geological conditions of the East China Sea, the bearing performance of monopile and single-suction bucket foundations is compared and analyzed in shallow and deep-sea conditions under static horizontal loads. Furthermore, the statistical data of wind and wave from 2010 to 2020 in the East China Sea were tabulated into amplitude curves applied to the two foundations in the form of dynamic loads, and the bearing performances of the two foundations under dynamic loads were analyzed. The results show that the typical suction bucket foundation for a wind turbine currently designed in the shallow sea is destabilized under static horizontal loads, while the pile foundation is more stable; both foundations are stable in the deep-sea area. However, the suction bucket foundation displacement is less than the pile foundation. Under dynamic loading, the maximum displacement of monopile in the shallow sea was 127 mm. The maximum displacement of the suction bucket foundation was 434 mm, and the foundation was unstable. Both foundations are stable in deep-sea conditions, and the maximum displacement of the pile foundation is 1.4 times the maximum displacement of the suction bucket. Considering the difficulty construction in the deep sea, it is recommended to use suction bucket foundations.
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Magomedov, Marsel A. "Structural optimisation of shallow foundations for overhead power line." Journal «Izvestiya vuzov. Investitsiyi. Stroyitelstvo. Nedvizhimost»N 10, no. 2 (2020): 242–49. http://dx.doi.org/10.21285/2227-2917-2020-2-242-249.

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The present work is aimed at studying the design of shallow foundations for overhead power line the towers under complex engineering and geological conditions. The study investigates existing designs and reveals their main shortcomings. In order to increase structural stability in complex soil conditions, the experience of constructing overhead power line towers using a shallow foundation is considered. The proposed shallow foundation option demonstrates increased strength and structural reliability. The shallow foundation design was carried out using the SCAD design software analysing the finite element model of static and dynamic loaded computation schemes, monitoring the structures for stability, checking metal systems for reliability and selecting disadvantageous combinations of forcing. The finite element method on which the software is based uses the movements and rotations of the structural nodes in the computation scheme as the main unknown variables. Two shallow foundation options are considered under equally complex soil conditions with the same loads, but a different arrangement of collar beams. Under complex engineering and geological conditions and the action of maximum loads, the calculation showed the greatest difference in the foundation settlement between the two options to increase by 2 times. The significance of the difficulties involved in increasing security of supply established by the development strategies of the electric power industry in Russia is presented. A design models for towers having shallow foundations, operated as beams of complex geometry, was selected. Experimental and analytical studies demonstrated the practical effectiveness of using the identified shallow foundation approach.
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Ashtiani, Mehdi, Abbas Ghalandarzadeh, and Ikuo Towhata. "Centrifuge modeling of shallow embedded foundations subjected to reverse fault rupture." Canadian Geotechnical Journal 53, no. 3 (March 2016): 505–19. http://dx.doi.org/10.1139/cgj-2014-0444.

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Although the performance of surface, piled, and caisson foundations has been investigated against a large tectonic dislocation from a dip-slip fault, to date, the embedment depth has not been clearly considered on the behavior of shallow foundations subjected to dip-slip faulting. This paper presents a series of centrifuge model tests to investigate the effects of foundation embedment depth and contact pressure on the interaction of reverse faults and shallow foundations embedded at a depth of D. The effect of embedment depth on the behavior of a foundation was observed by comparing the results of the embedded foundation tests with those of surface foundation tests. The depth of the embedment, acting as a kinematic constraint, prevents the occurrence of sliding at the foundation–soil interface and consequently leads to significant foundation rotation and translation. Moreover, embedding the foundation causes the mechanism of the fault rupture – foundation interaction to change. The effect of contact pressure on the interaction of the fault rupture and the embedded foundations depends on the foundation position relative to the fault. In addition to the propagation of fault ruptures through the soil layer, passive failure wedges primarily occurred on both sides of the embedded foundations because of their translation and rotation, thereby imposing unfavorable effects on the adjacent structures.
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Perau, Eugen W. "Bearing Capacity of Shallow Foundations." Soils and Foundations 37, no. 4 (December 1997): 77–83. http://dx.doi.org/10.3208/sandf.37.4_77.

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Chatzigogos, C. T., A. Pecker, and J. Salençon. "Macroelement modeling of shallow foundations." Soil Dynamics and Earthquake Engineering 29, no. 5 (May 2009): 765–81. http://dx.doi.org/10.1016/j.soildyn.2008.08.009.

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Dissertations / Theses on the topic "Shallow foundations"

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McMahon, Brendan. "Deformation mechanisms beneath shallow foundations." Thesis, University of Cambridge, 2013. https://www.repository.cam.ac.uk/handle/1810/244367.

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Shallow foundations can provide the most economical solution for supporting small-scale structures. The design approach is quite simple considering the ultimate bearing capacity and working-load settlement. Research has shown that settlement calculations, determined using a linear-elastic approach, usually govern the design but this approach is inappropriate because soil is highly non-linear, even at small strains. The result is that signifi cant discrepancies are observed between predicted and actual settlements. This uncertainty has seen the development of settlement-based approaches such as Mobilisable Strength Design (MSD). MSD uses an assumed undrained mechanism and accounts for soil non-linearity by scaling a triaxial stress-strain curve to make direct predictions of footing load-settlement behaviour. Centrifuge experiments were conducted to investigate the mechanisms governing the settlement of shallow circular foundations on clay and saturated sand models. Clay model tests were performed on soft or rm kaolin beds, depending on its pre-consolidation. Sand model tests were performed on relatively loose Hostun sand saturated with methyl-cellulose to slow consolidation. One-dimensional actuators were developed to apply footing loads through dead-weight or pneumatic loading. A Perspex window in the centrifuge package allowed digital images to be captured of a central cross-section, during and after footing loading. These were used to deduce soil displacements by Particle Image Velocimetry which were consistent with footing settlements measured directly. Deformation mechanisms are presented for undrained penetration, consolidation due to transient flow, as measured by pore pressure transducers, and creep. A technique was developed for discriminating consolidation settlements from the varying rates of short and long-term creep of clay models. Using MSD, a method for predicting the undrained penetration of a spread foundation on clay was proposed, using database results alone, which then provided estimates of creep and consolidation settlements that follow. The importance of the undrained penetration necessitated further investigation by using the observed undrained mechanism as the basis of an ellipsoidal cavity expansion model. An upper-bound energy approach was used to determine the load-settlement behaviour of circular shallow foundations on linear-elastic and non-linear clays, with yield defined using the von Mises' yield criterion. Linear-elastic soil results were consistent with those obtained from nite element analyses. The non-linear model, as described by a power-law, showed good agreement with both centrifuge experiment results and some real case histories. The single design curve developed through this model for normalised footing pressure and settlement could be used by practising engineers based on existing soil correlations or site investigations.
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Rattley, Michael James. "The uplift behaviour of shallow foundations." Thesis, University of Southampton, 2007. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.439346.

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Mangal, Jan Krishna. "Partially-drained loading of shallow foundations on sand." Thesis, University of Oxford, 1999. http://ora.ox.ac.uk/objects/uuid:205bf0bc-b801-4648-a556-8dba0d113cba.

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Wave loading on offshore structures founded on sand can result in partially drained response of the foundation soil. The characteristics of the rate of loading, the permeability of the soil, and the size of the foundation affect the degree of partial drainage. Partial drainage refers to situations where pore pressures develop in the soil, and the response of the soil is neither fully drained nor undrained. This thesis is concerned with the effects of loading rate, and consequent drainage, on the behaviour of a flat footing that is founded on the surface of a saturated sand base. The results of physical tests performed in the laboratory on a model-sized footing are reported. The footing was founded on oil-saturated fine sand and was subjected to combined loading. The effect of the vertical, horizontal, and rotational displacements are reported. The response of the footing is analysed in the context of existing drained foundation models that are based on work hardening plasticity theory. The rate dependency of the vertical load:deformation behaviour and the combined yield surfaces are described.
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Yilmaz, Mustafa Tolga. "Seismically Induced Tilting Potential Of Shallow Mats On Fine Soils." Phd thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/3/12605402/index.pdf.

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Occurrence of displacements of shallow mat foundations resting on saturated silt-clay mixtures were reported in Mexico City during 1985 Mexico Earthquake, and in Adapazari during 1999 Kocaeli (izmit) Earthquake. Soft surface soils, shallow ground water, limited foundation embedments and deep alluvial deposits were the common features pertaining to such foundation displacements in either case. Experience shows, while uniform foundation settlements, even when excessive, do not limit post earthquake serviceability of building structures, tilting is particularly problematic. In this study, a simplified methodology is developed to estimate the seismically induced irrecoverable tilting potential of shallow mats on fine saturated soils. The undrained shear and deformation behavior of silt-clay mixtures encountered at the Adapazari sites with significant foundation displacements are investigated through a series of standard and rapid monotonic, and stress-controlled cyclic triaxial tests conducted over anisotropically consolidated natural soil samples. Test results show that, while the shear strength of these soils do not significantly degrade under means of loading comparable to that of Kocaeli earthquake, their plastic strain accumulation characteristics critically depend on the mode of loading as well as the relative levels of applied load with regard to the monotonic strength. Based on the results of laboratory tests, the response of nonlinear soil-foundation-structure system is reduced to a single-degree-of-freedom oscillator with elastic-perfectly plastic behavior. The natural period of the system is expressed by simplified soil-structure-interaction equations. Pseudo-static yield acceleration, which is required to initiate the foundation bearing capacity failure when applied to the structural mass, is estimated by the finite-element method. Eventually, the tilting potential of the foundations is estimated utilizing inelastic response of the nonlinear oscillator. Response of the deep alluvium sites, which involves velocity pulses with periods consistent with the fundamental site period, is significant in determination of inelastic response of low bearing capacity systems. Predictive capability of the methodology developed is tested with actual case data. The methodology is observed to predict irrecoverable tilting potential of foundations consistent with the observations, except for the cases with low seismic bearing capacity. Deviations are explained considering the sensitivity of low-strength systems to asymmetrical behavior and uncertainties involved in seismic demand.
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Yamamoto, Nobutaka. "Numerical analysis of shallow circular foundations on sands." University of Western Australia. School of Civil and Resource Engineering, 2006. http://theses.library.uwa.edu.au/adt-WU2006.0038.

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This thesis describes a numerical investigation of shallow circular foundations resting on various types of soil, mainly siliceous and calcareous sands. An elasto-plastic constitutive model, namely the MIT-S1 model (Pestana, 1994), which can predict the rate independent behaviour of different types of soils ranging through uncemented sands, silts and clays, is used to simulating the compression, drained triaxial shear and shallow circular foundation responses. It is found that this model provides a reasonable fit to measured behaviour, particularly for highly compressible calcareous sands, because of the superior modelling of the volumetric compression. The features of the MIT-S1 model have been used to investigate the effects of density, stress level (or foundation size), inherent anisotropy and material type on the response of shallow foundations. It was found that the MIT-S1 model is able to distinguish responses on dilatant siliceous and compressible calcareous sands by relatively minor adjustment of the model parameters. Kinematic mechanisms extracted from finite element calculations show different deformation patterns typical for these sands, with a bulb of compressed material and punching shear for calcareous sand, and a classical rupture failure pattern accompanied by surface heave for siliceous sand. Moreover, it was observed that the classical failure pattern transforms gradually to a punching shear failure pattern as the foundation size increases. From this evidence, a dimensional transition between these failure mechanisms can be defined, referred to as the critical size. The critical size is also the limiting foundation size to apply conventional bearing capacity analyses. Alternative approaches are needed, focusing mainly on the soil compressibility, for shallow foundations greater than the critical size. Two approaches, 1-D compression and bearing modulus analyses, have been proposed for those foundation conditions. From the validations, the former is applicable for extremely large foundations, very loose soil conditions and highly compressible calcareous materials, while the latter is suitable for moderate levels of compressibility or foundation size. It is suggested that appropriate assessment of compression features is of great importance for shallow foundation analysis on sand.
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Rivera, Rojas Alfonso Jose. "Lateral response of stiff column-supported shallow foundations." Diss., Virginia Tech, 2019. http://hdl.handle.net/10919/100795.

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The mechanisms that control the lateral response of stiff column-supported shallow foundations, resulting from the application of horizontal load on shallow foundations supported by stiff columns, are uncertain. Stiff columns constructed in soft clayey soil have been used to support retaining walls and in such cases, the lateral thrust applied behind these geotechnical structures is a source of horizontal loading. For seismic events, stiff columns constructed in soft clayey soil have been used to support shallow foundations subjected to horizontal load coming from the upper structure of buildings. Due to its practical applications, it has become important to understand the consequences of subjecting a shallow foundation supported by stiff columns to horizontal load by identifying the factors that control the lateral response of such systems. A series of centrifuge tests were carried out to examine the lateral response of stiff column-supported shallow foundations. The experimental trends suggested that the thickness of the coarse-granular mattress placed above the soil-column composite, called the Load Transfer Platform (LTP), controlled the lateral capacity and the overall lateral response of these systems. A numerical study using the finite element method confirmed the experimental trends. A parametric analysis was conducted with the purpose of investigating the influence of different geometry-based and material-based variables in the lateral response of these systems. The results of the parametric analysis further confirmed the importance of the thickness of the LTP in controlling the lateral response. The parametric results also emphasized the contribution of other variables to this lateral response, and these variables included the undrained shear strength of the soft clayey soil around the stiff columns, the stiff column diameter, and the spacing of the stiff columns after they are constructed in the soft clayey soil.
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Algie, Thomas Brian. "Nonlinear rotational behaviour of shallow foundations on cohesive soil." Thesis, University of Auckland, 2011. http://hdl.handle.net/2292/9084.

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The most recent version of the New Zealand design and loadings standard eliminated a clause for the design of rocking foundations. This thesis addresses that clause by presenting a strong argument for rocking shallow foundations in earthquake resistant design. The goals of the research were to perform large scale field experiments on rocking foundations, develop numerical models validated from those experiments, and produce a design guide for rocking shallow foundations on cohesive soil. Ultimately, this thesis investigates the nonlinear rotational behaviour of shallow foundations on cohesive soil. Field experiments were performed on an Auckland residual soil, predominantly clay. The experiment structure - a large scale steel frame - was excited first by an eccentric mass shaker and second by a quick release (snap-back) method. The results show that rocking foundations produce highly nonlinear moment-rotation behaviour and a well defined moment capacity. A hyperbolic equation is proposed in Chapter 4 utilising the initial stiffness and moment capacity to predict nonlinear pushover response. The results show that the initial stiffness should be based on an 'operational soil modulus' rather than a small strain soil modulus. Therefore, the reduction factor from the small strain modulus was around 0.6 for the experiment testing. Additionally, the experiments showed that rocking foundations demonstrate significant damping; snap-back experiments revealed an average damping ratio of around 30%. Experiment data validated two numerical models developed for this study: one, a finite element model in Abaqus and the other, a spring bed model in OpenSEES. The models showed that both forms of nonlinearity in rotating shallow foundations - geometric nonlinearity and material nonlinearity - should be considered in shallow foundation analysis. These models also confirmed the need for an 'operational soil modulus' on shallow foundation rocking, and analysis of varying vertical loads suggested that this reduction factor is dependent on the vertical factor of safety of the foundation. Lastly, two design methods are presented, a displacement-based method and a forcebased method, and two examples of rocking shear walls are given. The displacementbased method is the recommended option, and it is shown that design displacements and rotations compare well to time history analyses performed using the validated OpenSEES model.
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López, Ana Priscilla Paniagua. "Two- and three-dimentional bearing capacity of shallow foundations." Thesis, Norges teknisk-naturvitenskapelige universitet, Institutt for bygg, anlegg og transport, 2010. http://urn.kb.se/resolve?urn=urn:nbn:no:ntnu:diva-14406.

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Bertalot, Daniele. "Seismic behaviour of shallow foundations on layered liquefiable soils." Thesis, University of Dundee, 2013. https://discovery.dundee.ac.uk/en/studentTheses/53bafb56-6c1c-4d27-9c16-da196273dca1.

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Earthquakes have been historically perceived as one of the most damaging natural hazards. Seismic soil liquefaction is often one of the major sources of damage and disruptions, and has been observed to severely affect key lifelines. Settlement and tilting of shallow foundations resting on saturated sandy/silty soils has been repeatedly observed throughout the world as a consequence of liquefaction or softening of the foundation soil. Such settlements and tilts can render structures unusable, and homes uninhabitable, causing significant economic losses. Despite the undoubted relevance of this phenomenon, field data on the liquefaction induced settlement of shallow foundations are scarce. New data from 24 buildings that suffered settlement and tilting as a consequences of soil liquefaction during the February 27th 2010 Maule earthquake in Chile, are presented in this work to supplement the existing field cases database. Due to the complexity of this phenomenon, field data are not suffcient to fully understand the mechanisms controlling the settlement of structures resting on liquefied or softened ground.In this framework, centrifuge modelling provides a valuable tool for research by reproducing field conditions in a controlled environment. A series of 10 dynamic centrifuge tests were performed as part of this work. Thanks to the University of Dundee newly installed centrifuge-mounted servohydraulic earthquake simulator, scaled version of field earthquake motions were reproduced in the models tested, enhancing the reliability of experimental results. Particular attention was given to the effect of key parameters on the observed foundation settlement. These parameters are the bearing pressure of the foundation, the thickness of the liquefied soil layer and the soil's relative density. The effect of the soil layering pattern was also investigated, with particular attention to the effect of a low permeability soil crust overlying the liquefied soil. Results suggest that the excess pore pressure generation in the foundation soil is significantly influenced by the stress distribution due to the presence of the foundation itself. In particular, lower excess pore pressure where measured in soil subjected to high static shear stresses (i.e. below the edge of a footing). The soil stratification pattern, and the relative thicknesses of the liquefied and un-liquefied portions of the soil profile, were also found to play a crucial role in determining the seismic demand at foundation level and the type of failure mechanism leading to foundation settlement. Observed differences between centrifuge (i.e. field) and element testing soil response are also discussed. Experimental results are compared to field observations, with the aim of improving the current understanding of the behaviour of structures built on shallow foundations in the eventuality of seismic induced liquefaction of their foundation soil.
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Chen, Jou-Jun Robert. "Load and resistance factor design of shallow foundations for bridges." Thesis, Virginia Tech, 1989. http://hdl.handle.net/10919/44627.

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Load Factor Design (LFD), adopted by AASHTO in the mid-1970, is currently used for bridge superstructure design. However, the AASHTO specifications do not have any LFD provisions for foundations. In this study, a LFD format for the design of shallow foundations for bridges is developed.

Design equations for reliability analysis are formulated. Uncertainties in design parameters for ultimate and serviceability limit states are evaluated. A random field model is employed to investigate the combined inherent spatial variability and systematic error for serviceability limit state. Advanced first order second moment method is then used to compute reliability indices inherent in the current AASHTO specifications. Reliability indices for ultimate and serviceability limit states with different safety factors and dead to live load ratios are investigated. Reliability indices for ultimate limit state are found to be in the range of 2.3 to 3.4, for safety factors between 2 and 3. This is shown to be in good agreement with Meyerhof's conclusion (1970). Reliability indices for serviceability limit state are found to be in the range of 0.43 to 1.40, for ratios of allowable to actual settlement between 1.0 to 2.0. This appears to be in good agreement with what may be expected. Performance factors are then determined using target reliability indices selected on the basis of existing risk levels.


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Books on the topic "Shallow foundations"

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Das, Braja M. Shallow Foundations. Third edition. | Boca Raton : CRC Press, 2017.: CRC Press, 2017. http://dx.doi.org/10.1201/9781315163871.

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Baban, Tharwat M. Shallow Foundations. Chichester, UK: John Wiley & Sons, Ltd, 2016. http://dx.doi.org/10.1002/9781119056140.

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Shehata, Hany, and Braja Das, eds. Advanced Research on Shallow Foundations. Cham: Springer International Publishing, 2019. http://dx.doi.org/10.1007/978-3-030-01923-5.

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Baban, Tharwat M. Shallow foundations: Discussions and problem solving. Hoboken: John Wiley & Sons Inc., 2016.

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Milović, D. Stresses and displacements for shallow foundations. Amsterdam: Elsevier, 1992.

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Das, Braja M. Shallow foundations bearing capacity and settlement. 2nd ed. Boca Raton: CRC Press, 2009.

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United States. Dept. of Housing and Urban Development. Office of Policy Development and Research, ed. Design guide for frost-protected shallow foundations. Washington, D.C: U.S. Dept. of Housing and Urban Development, Office of Policy Development and Research, 1994.

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United States. Dept. of Housing and Urban Development. Office of Policy Development and Research, ed. Design guide for frost-protected shallow foundations. Washington, D.C: U.S. Dept. of Housing and Urban Development, Office of Policy Development and Research, 1994.

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United States. Dept. of Housing and Urban Development. Office of Policy Development and Research., ed. Design guide for frost-protected shallow foundations. Washington, D.C: U.S. Dept. of Housing and Urban Development, Office of Policy Development and Research, 1994.

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United States. Dept. of Housing and Urban Development. Office of Policy Development and Research., ed. Design guide for frost-protected shallow foundations. Washington, D.C: U.S. Dept. of Housing and Urban Development, Office of Policy Development and Research, 1994.

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Book chapters on the topic "Shallow foundations"

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Small, J. C. "Shallow Foundations." In Geotechnical and Geoenvironmental Engineering Handbook, 223–59. Boston, MA: Springer US, 2001. http://dx.doi.org/10.1007/978-1-4615-1729-0_9.

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Srbulov, Milutin. "Shallow Foundations." In Practical Soil Dynamics, 151–78. Dordrecht: Springer Netherlands, 2011. http://dx.doi.org/10.1007/978-94-007-1312-3_9.

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Connor, Jerome J., and Susan Faraji. "Shallow Foundations." In Fundamentals of Structural Engineering, 475–523. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-24331-3_7.

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Fernandes, Manuel Matos. "Shallow foundations." In Analysis and design of geotechnical structures, 295–374. First edition. | Abingdon, Oxon ; Boca Raton, FL : CRC Press, 2020.: CRC Press, 2020. http://dx.doi.org/10.1201/9780429398452-7.

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Feng, Xiaowei. "Shallow Foundations." In Encyclopedia of Ocean Engineering, 1563–74. Singapore: Springer Nature Singapore, 2022. http://dx.doi.org/10.1007/978-981-10-6946-8_200.

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Frank, Roger, Fahd Cuira, and Sébastien Burlon. "Shallow Foundations." In Design of Shallow and Deep Foundations, 15–80. Boca Raton: CRC Press, 2021. http://dx.doi.org/10.1201/9781003179597-2.

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Feng, Xiaowei. "Shallow Foundations." In Encyclopedia of Ocean Engineering, 1–12. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-10-6963-5_200-1.

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Connor, Jerome J., and Susan Faraji. "Shallow Foundations." In Fundamentals of Structural Engineering, 545–97. New York, NY: Springer New York, 2013. http://dx.doi.org/10.1007/978-1-4614-3262-3_7.

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Ou, Chang-Yu, Kuo-Hsin Yang, Fuchen Teng, Jiunn-Shyang Chiou, Chih-Wei Lu, An-Jui Li, Jianye Ching, and Jui-Tang Liao. "Shallow foundations." In Fundamentals of Foundation Engineering, 90–133. London: CRC Press, 2023. http://dx.doi.org/10.1201/9781003350019-3.

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Barnes, G. E. "Shallow Foundations — Stability." In Soil Mechanics, 168–91. London: Macmillan Education UK, 1995. http://dx.doi.org/10.1007/978-1-349-13258-4_8.

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Conference papers on the topic "Shallow foundations"

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Nuzha, Kamil, Jianchao Li, and Bashar S. Qubain. "Preloading to Facilitate Shallow Foundations." In Geo-Congress 2020. Reston, VA: American Society of Civil Engineers, 2020. http://dx.doi.org/10.1061/9780784482780.050.

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Feng, Xiaowei, and Susan Gourvenec. "Optimal Shear Key Interval for Offshore Shallow Foundations." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10118.

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Embedment of offshore shallow foundations is typically achieved by ‘skirts’, i.e. thin vertical plates that protrude from the underside of a foundation top plate and penetrate the seabed confining a soil plug. Skirted shallow foundations are often idealized as a solid, rigid element for geotechnical analysis of the foundation, on the assumption that sufficient skirts, or ‘shear keys’ will be provided to ensure that the deformable soil plug displaces as a rigid body. Should too few shear keys be provided, failure mechanisms involving deformation within the soil plug may occur, leading to a reduction in load-carrying capacity. There is currently no formal guidance regarding the optimal spacing of shear keys to ensure rigid body displacement of the soil plug. The absence of guidance may lead to unconservative designs if the number of shear keys is under estimated to save on fabrication or to conservative designs if additional shear keys are provided to minimize the risk associated with the uncertainty. Either case is undesirable and clear benefit is to be gained from a better understanding of shear key spacing. This paper presents guidance on the minimum number of shear keys required to achieve optimal capacity of square and rectangular skirted foundations (i.e. equivalent to that of a solid rigid foundation) under undrained generalized six degree-of-freedom loading in soft soils with linearly increasing shear strength with depth.
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McDonald, Sean, Hadi Suroor, Jim Malachowski, Qi Wang, and Xinhai Qi. "Analysis of Subsea Foundations Subjected to Significant Torsion." In ASME 2014 33rd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2014. http://dx.doi.org/10.1115/omae2014-24192.

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The interest in the adequacy of shallow foundations to withstand the forces in the subsea realm is growing. Subsea structures such as PLETs and PLEMs often experience significant torsion loads in addition to vertical, horizontal and moment loads which are typically supported by shallow foundations. In this paper, the interactions between torsional and sliding loads for shallow foundations on sand were evaluated using available analytical methods as well as by a comprehensive 3-dimensional finite element analysis (FEA). The calculated pure sliding and pure torsional resistances of un-skirted mudmat calculated by simple analytical method compared well with FEA results. There appears to be a lack of analytical methods to include torsional resistance generated by skirts. It was evident from FEA that even shallow mudmat skirts can contribute significant torsional resistances. The FEA results indicate that torsional load on foundation can significantly reduce pure sliding resistance, and the foundation design should consider sliding (H) – torsion (T) interaction, particularly when significant torsion load is present. Finally, a case history is presented involving existing shallow foundations that were deemed inadequate to support the new torsional and sliding forces. Additional clump weights required to improve overall foundation stability were determined considering H-T interactions. A comprehensive ABAQUS model of an existing PLEM foundation under combined uplift, compression, sliding forces, torsion and bending moments was analyzed to confirm the improvement in foundation stability.
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Koboevic, Sanda, Angel Reyes-Fernandez, Usthanthan Murugananthan, and Lydell Wiebe. "STRATEGIES FOR SEISMIC DESIGN OF SHALLOW FOUNDATIONS FOR STEEL BUILDING STRUCTURES." In 2nd Croatian Conference on Earthquake Engineering. University of Zagreb Faculty of Civil Engineering, 2023. http://dx.doi.org/10.5592/co/2crocee.2023.118.

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Canadian provisions allow two alternatives for the seismic design of foundations: capacity-protected (CP) and not capacity-protected (NCP). CP foundations should develop the full resistance of seismic force resisting system (SFRS) and are favoured whenever possible. With such foundations the inelastic activity occurs predominantly in the superstructure, unexpectedly high seismic demands are better managed and the global system deformations are not increased significantly by foundation rotations. NCP foundations develop a partial capacity of the SFRS. Being weaker than the SFRS, such foundations uplift and rotate thus limiting the forces transmitted to the superstructure. Conversely, the foundation rotations increase displacements of the superstructure which must be considered in design. Canadian design practice shows that foundations of steel frame buildings are often large causing a significant increase in construction cost, which may lead to selection of alternative structural solutions built in different materials. Knowing that the design requirements were developed mainly considering the seismic behaviour of concrete shear walls, characterized by the development of a single plastic hinge at the base, it appears necessary to validate their applicability to steel braced frames that exhibit a distributed yielding mechanism, associated with much larger overstrength and higher capacity design forces on foundations. In this study, 3-storey steel buildings with X-type tension-compression bracing were designed for Vancouver, Canada, to examine different design strategies for foundation design. Two soil types were considered. The foundation design followed Canadian and US seismic design approaches. Non-linear time history analyses were then performed using the OpenSees program. The model included the inelastic frame behaviour and the nonlinear soil response. The forces imposed on foundations obtained from nonlinear time history analysis are compared with design predictions. The foundation displacements and stresses in the soil are also examined to assess the consequences of foundation flexibility on the global structural seismic response.
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Farouk, Hany, and Mohamed Farouk. "Soil, Foundation, and Superstructure Interaction (I): Advanced Analyses of Shallow Foundations." In IFCEE 2015. Reston, VA: American Society of Civil Engineers, 2015. http://dx.doi.org/10.1061/9780784479087.005.

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Chari Kannan, Ramanuja. "Deep Soil Densification for Shallow Foundations." In Geo-Denver 2007. Reston, VA: American Society of Civil Engineers, 2007. http://dx.doi.org/10.1061/40915(234)2.

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Estaire, J., and V. Cuéllar. "Shaking table tests on shallow foundations." In ERES 2007. Southampton, UK: WIT Press, 2007. http://dx.doi.org/10.2495/eres070321.

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Popa, Horatiu. "RETAINING WALL - NEIGHBOURING SHALLOW FOUNDATIONS. NUMERICAL MODELLING." In 14th SGEM GeoConference on SCIENCE AND TECHNOLOGIES IN GEOLOGY, EXPLORATION AND MINING. Stef92 Technology, 2014. http://dx.doi.org/10.5593/sgem2014/b12/s2.069.

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Somma, Fausto, Alessandro Flora, Emilio Bilotta, and Giulia Viggiani. "NUMERICAL ANALYSIS ON SHALLOW FOUNDATIONS LATERAL DISCONNECTION." In 8th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research National Technical University of Athens, 2021. http://dx.doi.org/10.7712/120121.8849.19221.

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Mangal, J. K., and G. T. Houlsby. "Partially-drained loading of shallow foundations on sand." In Offshore Technology Conference. Offshore Technology Conference, 1999. http://dx.doi.org/10.4043/10991-ms.

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Reports on the topic "Shallow foundations"

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Yokel, Felix Y. Proposed design criteria for shallow bridge foundations. Gaithersburg, MD: National Institute of Standards and Technology, 1990. http://dx.doi.org/10.6028/nist.ir.90-4248.

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Foye, Kevin, Grace Abou-Jaoude, and Rodrigo Salgado. Limit States Design (LSD) for Shallow and Deep Foundations. West Lafayette, IN: Purdue University, 2004. http://dx.doi.org/10.5703/1288284313262.

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Sakleshpur, Venkata A., Monica Prezzi, Rodrigo Salgado, and Mir Zaheer. CPT-Based Geotechnical Design Manual, Volume 2: CPT-Based Design of Foundations—Methods. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317347.

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This manual provides guidance on how to use the cone penetration test (CPT) for site investigation and foundation design. The manual has been organized into three volumes. Volume 1 covers the execution of CPT-based site investigations and presents a comprehensive literature review of CPT-based soil behavior type (SBT) charts and estimation of soil variables from CPT results. Volume 2 covers the methods and equations needed for CPT data interpretation and foundation design in different soil types, while Volume 3 includes several example problems (based on instrumented case histories) with detailed, step-by-step calculations to demonstrate the application of the design methods. The methods included in the manual are current, reliable, and demonstrably the best available for Indiana geology based on extensive CPT research carried out during the past two decades. The design of shallow and pile foundations in the manual is based on the load and resistance factor design (LRFD) framework. The manual also indicates areas of low reliability and limited knowledge, which can be used as indicators for future research.
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Sakleshpur, Venkata A., Monica Prezzi, Rodrigo Salgado, and Mir Zaheer. CPT-Based Geotechnical Design Manual, Volume 3: CPT-Based Design of Foundations—Example Problems. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317348.

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This manual provides guidance on how to use the cone penetration test (CPT) for site investigation and foundation design. The manual has been organized into three volumes. Volume 1 covers the execution of CPT-based site investigations and presents a comprehensive literature review of CPT-based soil behavior type (SBT) charts and estimation of soil variables from CPT results. Volume 2 covers the methods and equations needed for CPT data interpretation and foundation design in different soil types, while Volume 3 includes several example problems (based on instrumented case histories) with detailed, step-by-step calculations to demonstrate the application of the design methods. The methods included in the manual are current, reliable, and demonstrably the best available for Indiana geology based on extensive CPT research carried out during the past two decades. The design of shallow and pile foundations in the manual is based on the load and resistance factor design (LRFD) framework. The manual also indicates areas of low reliability and limited knowledge, which can be used as indicators for future research.
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Eamer, J. B. R., C. Greaves, and E. L. King. The science questions underpinning the potential for offshore wind turbines on Atlantic Canada's continental shelves. Natural Resources Canada/CMSS/Information Management, 2023. http://dx.doi.org/10.4095/331697.

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Offshore wind farms typically host tens to hundreds of turbines that are individually sited on foundations or anchored if floating. These are connected by inter-farm cables which feed into one or more marine-based substations, further feeding one or more shore-connected high-voltage cables - all infrastructure that requires knowledge of water depth, metocean conditions, and seabed/subsurface geology. With this industry set to establish itself on the continental shelf of Atlantic Canada, knowledge of the geological conditions from the seabed to tens of metres below will be essential for farm layout and foundation design. Thus, geoscience questions addressing regional geomorphology, Pleistocene glacial retreat and sea-level change, the characteristics of key individual stratigraphic layers, and the magnitude and patterns of sediment mobility are important. In Atlantic Canada, ongoing efforts to address these questions are using legacy data, but new data is required to further our understanding of the shallower portions of the shelf. Examples include: what is the distribution of buried tunnel valleys under offshore banks, and might their complex facies infill affect foundation conditions? How and where would the organic sediments, left by a coastal suite of landforms drowned during transgression, affect foundation or landfalling cable stability? How active is salt diapirism, and could it be considered a geohazard? Are demonstrated sediment mass failures also a risk? What is the current understanding of sediment mobility in shallow waters, and how does that affect infrastructure armouring/depth of burial? What is the variability of the geotechnical properties of our offshore sediments? What is the foundation suitability of offshore Tertiary semi-consolidated bedrock? To conclude, the initial scope of a developing regional foundation suitability model will be presented for the Eastern Scotian Shelf.
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Niazi, Fawad. CPT-Based Geotechnical Design Manual, Volume 1: CPT Interpretation—Estimation of Soil Properties. Purdue University, 2022. http://dx.doi.org/10.5703/1288284317346.

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This manual provides guidance on how to use the cone penetration test (CPT) for site investigation and foundation design. The manual has been organized into three volumes. Volume 1 covers the execution of CPT-based site investigations and presents a comprehensive literature review of CPT-based soil behavior type (SBT) charts and estimation of soil variables from CPT results. Volume 2 covers the methods and equations needed for CPT data interpretation and foundation design in different soil types, while Volume 3 includes several example problems (based on instrumented case histories) with detailed, step-by-step calculations to demonstrate the application of the design methods. The methods included in the manual are current, reliable, and demonstrably the best available for Indiana geology based on extensive CPT research carried out during the past two decades. The design of shallow and pile foundations in the manual is based on the load and resistance factor design (LRFD) framework. The manual also indicates areas of low reliability and limited knowledge, which can be used as indicators for future research.
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Danyluk, Lawrence S. Shallow Insulated Foundation at Galena, Alaska. A Case Study. Fort Belvoir, VA: Defense Technical Information Center, March 1997. http://dx.doi.org/10.21236/ada325471.

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Berger, Rutherford C. Foundational Principles in the Development of AdH-SW3, the Three-Dimensional Shallow Water Hydrodynamics and Transport Module within the Adaptive Hydraulics/Hydrology Model. U.S. Army Engineer Research and Development Center, June 2022. http://dx.doi.org/10.21079/11681/44560.

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This report details the design and development of the three-dimensional shallow water hydrodynamics formulation within the Adaptive Hydraulics/Hydrology model (AdH-SW3) for simulation of flow and transport in rivers, estuaries, reservoirs, and other similar hydrologic environments. The report is intended to communicate principles of the model design for the interested and diligent user. The design relies upon several layers of consistency to produce a stable, accurate, and conservative model. The mesh design can handle rapid changes in bathymetry (e.g., steep-sided navigation channels in estuaries) and maintain accuracy in density-driven transport phenomena (e.g., thermal, or saline stratification and intrusion of salinity).
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Kaffenberger, Michelle, Lant Pritchett, and Martina Viarengo. Towards a Right to Learn: Concepts and Measurement of Global Education Poverty. Research on Improving Systems of Education (RISE), December 2021. http://dx.doi.org/10.35489/bsg-rise-wp_2021/085.

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The idea that children have a “right to education” has been widely accepted since the Universal Declaration of Human Rights in 1948 (United Nations, 1948) and periodically reinforced since. The “right to education” has always, explicitly or implicitly, encompassed a “right to learn.” Measures of schooling alone, such as enrollment or grade attainment, without reference to skills, capabilities, and competencies acquired, are inadequate for defining education or education poverty. Because of education’s cumulative and dynamic nature, education poverty needs an “early” standard (e.g., Grade 3 or 4 or age 8 or 10) and a “late” standard (e.g., Grade 10 or 12 or ages 15 and older). Further, as with all international poverty definitions, there needs to be a low, extreme standard, which is found almost exclusively in low- and middle-income countries and can inform prioritization and action, and a higher “global” standard, against which even some children in high income countries would be considered education poor but which is considered a reasonable aspiration for all children. As assessed against any proposed standard, we show there is a massive learning crisis: students spend many years in school and yet do not reach an early standard of mastery of foundational skills nor do they reach any reasonable global minimum standard by the time they emerge from school. The overwhelming obstacle to addressing education poverty today is not enrollment/grade attainment nor inequality in learning achievement, but the fact that the typical learning profile is just too shallow for children to reach minimum standards.
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Bano, Masooda. Beating the ‘Anti-Work’ Culture: Lessons from a Successful Attemptto Improve Performance in State Schools in Pakistan. Research on Improving Systems of Education (RISE)r, August 2022. http://dx.doi.org/10.35489/bsg-rise-wp_2022/105.

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What local-level factors, or horizontal pressures, can improve learning outcomes in government schools in developing countries, when the political elites and education bureaucracy are not exerting enough vertical pressure on principals and teachers to ensure improvement in learning outcomes? Existing research suggests the role of principals, investment in teacher training or improving financial incentives, and increased community participation as possible ways to enhance performance of teachers and principals. Assessing a 25-year state-school improvement programme run by CARE, a prominent education foundation in Pakistan, which has demonstrated visible success in improving student enrolment and performance in national matriculation exams and transition to college and university education, this paper shows that while principals can play a critical role in improving school performance, the real challenge is to suppress the ‘anti-work’ culture that prevails in state schools in countries where appointments of teachers as well as principals remain a source of political patronage. The paper shows that in such contexts NGOs, if given the contractual authority to monitor performance, can act as effective third-party enforcers to help shift the balance in favour of ‘pro-work’ teachers. However, for systematic long-term improvement in school performance, this support needs to come via the district-level education authorities—and this, as we shall see, is often also missing in such contexts. The findings from this study thus support growing evidence on the challenges confronting efforts to strengthen the short route of accountability in countries where the long route of accountability is weak. In such a political-economy context, even committed principals are unlikely to be able to shift school culture in favour of a ‘pro-work’ ethic unless there are wide-ranging reforms in the wider political and bureaucratic culture.
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