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Relevant bibliographies by topics / Rigid footing

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Academic literature on the topic 'Rigid footing'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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Journal articles on the topic "Rigid footing"

1

Pantelidis, Lysandros, and Elias Gravanis. "Elastic Settlement Analysis of Rigid Rectangular Footings on Sands and Clays." Geosciences 10, no. 12 (December 4, 2020): 491. http://dx.doi.org/10.3390/geosciences10120491.

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In this paper an elastic settlement analysis method for rigid rectangular footings applicable to both clays and sands is proposed. The proposed method is based on the concept of equivalent shape, where any rectangular footing is suitably replaced by a footing of elliptical shape; the conditions of equal area and equal perimeter are satisfied simultaneously. The case of clay is differentiated from the case of sand using different contact pressure distribution, whilst, additionally, for the sands, the modulus of elasticity increases linearly with depth. The method can conveniently be calibrated against any set of settlement data obtained analytically, experimentally, or numerically; in this respect the authors used values which have been derived analytically from third parties. Among the most interesting findings is that sands produce “settlement x soil modulus/applied pressure” values approximately 10% greater than the respective ones corresponding to clays. Moreover, for large Poisson’s ratio (v) values, the settlement of rigid footings is closer to the settlement corresponding to the corner of the respective flexible footings. As v decreases, the derived settlement of the rigid footing approaches the settlement value corresponding to the characteristic point of the respective flexible footing. Finally, corrections for the net applied pressure, footing rigidity, and non-elastic response of soil under loading are also proposed.

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Pantelidis, Lysandros. "Strain Influence Factor Charts for Settlement Evaluation of Spread Foundations based on the Stress–Strain Method." Applied Sciences 10, no. 11 (May 31, 2020): 3822. http://dx.doi.org/10.3390/app10113822.

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In this paper, the stress–strain method for the elastic settlement analysis of shallow foundations is revisited, offering a great number of strain influence factor charts covering the most common cases met in civil engineering practice. The calculation of settlement based on strain influence factors has the advantage of considering soil elastic moduli values rapidly varying with depth, such as those often obtained in practice using continuous probing tests, e.g., the Cone Penetration Test (CPT) and Standard Penetration Test (SPT). It also offers the advantage of the convenient calculation of the correction factor for future water table rise into the influence depth of footing. As is known, when the water table rises into the influence zone of footing, it reduces the soil stiffness and thus additional settlement is induced. The proposed strain influence factors refer to flexible circular footings (at distances 0, R/3, 2R/3 and R from the center; R is the radius of footing), rigid circular footings, flexible rectangular footings (at the center and corner), triangular embankment loading of width B and length L (L/B = 1, 2, 3, 4, 5 and 10) and trapezoidal embankment loading of infinite length and various widths. The strain influence factor values are given for Poisson’s ratio value of soil, ranging from 0 to 0.5 with 0.1 interval. The compatibility of the so-called “characteristic point” of flexible footings with the stress–strain method is also investigated; the settlement under this point is considered to be the same as the uniform settlement of the respective rigid footing. The analysis showed that, despite the effectiveness of the “characteristic point” concept in homogenous soils, the method in question is not suitable for non-homogenous soils, as it largely overestimates settlement at shallow depths (for z/B < 0.35) and underestimates it at greater depths (for z/B > 0.35; z is the depth below the footing and B is the footing width).

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Pham, Hung V., Laurent Briançon, Daniel Dias, and Jérôme Racinais. "Investigation of behavior of footings over rigid inclusion-reinforced soft soil: experimental and numerical approaches." Canadian Geotechnical Journal 56, no. 12 (December 2019): 1940–52. http://dx.doi.org/10.1139/cgj-2018-0495.

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The aim of this study is to investigate the behavior of a footing lying directly upon a rigid inclusion-reinforced soft soil. Both experimental and numerical approaches were conducted. The studied cases include single rigid inclusion tests, a footing over nonrigid inclusion-reinforced soil, and a footing over rigid inclusion-reinforced soil. The vertical loading tests on single rigid inclusions and the footing over unreinforced soil showed the behavior of the multi-layered soil, thus allowing for the determination of soil parameters for the numerical analyses. The tests on the footing over reinforced soil were, furthermore, carried out with different loading cases (centered and eccentric vertical loads and horizontal loads). Special attention was paid to the influence of the complex loading cases on the footing over a reinforced soil system by the measurement of the inclusion head pressure, the vertical and lateral footing settlements, and the lateral inclusion displacements. The measured pressure on the inclusion seemed to increase linearly with the vertical loading on the footing. A good agreement between the numerical analysis results and measurement data has been found for the loading phases while underprediction appears for a few loading cycles, probably due to the simplified soil constitutive model adopted.

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Diaz, Edgar G., and Fernando Rodríguez-Roa. "Design load of rigid footings on sand." Canadian Geotechnical Journal 47, no. 8 (August 2010): 872–84. http://dx.doi.org/10.1139/t09-145.

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Experimental evidence has shown that most current methods are not able to predict design loads of footings on cohesionless soil with an acceptable degree of accuracy. In the present study, a simple and realistic settlement-based method is proposed to estimate the design load of rigid footings on sand subjected to static vertical loading. The design criterion based on restricting the end-of-construction settlement to 16 mm because of the inherent variability of the real soil deposits is herein adopted. A series of finite-element analyses based on an advanced constitutive model were carried out to study the load–settlement response of footings supported on 14 sandy soils. Routine design charts were developed to predict the net allowable soil pressure of footings on normally consolidated and overconsolidated sands. These charts consider footing shape, embedment depth, grain diameters D10 and D60, particle shape, unit weight (or submerged unit weight for saturated sands), and indirect measurements of the shear strength derived from in situ tests, such as relative density, standard penetration test (SPT) or cone penetration test (CPT). As shown, the proposed charts match well with available experimental data.

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Li, Xiao, Min Ding, and Xiu Gen Jiang. "Theoretical Analysis of the Sole Plate of Semi-Rigid Light Steel Column Footings on the Basis of Winkler Model of Elastic Foundation Beam." Advanced Materials Research 660 (February 2013): 105–10. http://dx.doi.org/10.4028/www.scientific.net/amr.660.105.

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To obtain the pressure distribution model on the sole plate of semi-rigid light steel column footing, the deflection formulas of beams with free ends on elastic foundation subjected to arbitrarily concentrated load and arbitrarily trapezoidal load were developed by applying the Winkler model of elastic foundation beam and initiate-parameter expressions of deformation and internal force by presetting boundary condition and calculating with Maple software. The sole plate of semi-rigid square steel tube column footing was converted into elastic foundation beam which is supported by concrete foundation, the mechanical model of the sole plate subjected to eccentric load was obtained, and the theoretical solution of pressure distribution on the sole plate was presented. Then the theoretical solution was compared with the numerical solution via an example. The results show that the two solutions meet well with each other, and there is much great difference between the pressure distribution on sole plate of semi-rigid light steel column footing and the linear pressure distribution model in common use. As a result, the semi-rigid column footing stiffness would be overestimated by using linear pressure distribution model. The fruits presented in this paper are useful and convenient to the design of semi-rigid light steel column footing.

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GİRGİN, Konuralp. "Simplified formulations for the determination of rotational spring constants in rigid spread footings resting on tensionless soil." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 23, no. 4 (April 21, 2017): 464–74. http://dx.doi.org/10.3846/13923730.2016.1210218.

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In spread footings, the rotational spring constants, which represent the soil-structure interaction, play an important role in the structural analysis and design. To assign the behaviour of soil, which is generally represented via Winkler-type tensionless springs, necessitates time consuming iterative computing procedures in practice. In this study, a straightforward approach is proposed for the soil-structure interaction of rigid spread footings especially subjected to excessive eccentric loading. By considering the uplift of footing, the rotational spring constants of those type footings under axial load and biaxial bending are easily attained through the proposed simplified formulations. Since these formulations enable manual calculation, iterative computer efforts are not required. The formulations under consideration can be applicable to symmetric and non-symmetric rigid spread footings. The numerical results of this study are verified with SAP2000.

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Filiatrault, A., D. L. Anderson, and R. H. DeVall. "Effect of weak foundation on the seismic response of core wall type buildings." Canadian Journal of Civil Engineering 19, no. 3 (June 1, 1992): 530–39. http://dx.doi.org/10.1139/l92-062.

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This paper investigates the seismic behaviour of a typical wall-type reinforced concrete building with a footing that is unable to develop the flexural wall capacity. Nonlinear dynamic analysis is used to determine the response of the structure under historical earthquakes representing design conditions for a seismic zone 4 in Canada. The analysis incorporates the nonlinear behaviour of the core, footing and soil, and also the uplift of the footing from the soil. Three different structural models are considered: (i) the core on a rigid foundation, (ii) the core on a flexible (rocking) foundation, and (iii) the core on a flexible foundation with the two lower levels connected to a parking structure. The results show that the weak footing does not have a great influence on the performance of the building considered. The parking structure and the rocking foundation cause a reversal and increase of the shear forces in the lower storeys. Also, the reduction of bending moments due to the core yielding is not proportional to the reduction of shear forces. This result suggests a need for different force modification factors for shear and bending. Key words: dynamics, earthquakes, reinforced concrete, building codes, foundations, footings.

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Lee, Joon Kyu, and Jaehong Kim. "Stability Charts for Sustainable Infrastructure: Collapse Loads of Footings on Sandy Soil with Voids." Sustainability 11, no. 14 (July 22, 2019): 3966. http://dx.doi.org/10.3390/su11143966.

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The presence of underground voids in regions suitable for sustainable development can adversely affect the stability of the overlying infrastructures. In this paper, the collapse loads of strip rigid footings resting on sand with single and double continuous voids are determined for a frictional Mohr-Coulomb material following the non-associated flow rule. For use by practitioners, design charts are proposed to evaluate the well-known bearing capacity factor Nγ as a function of the dimensionless parameters related to the vertical and horizontal void distances from the footing, void shape, and spacing between the two voids, as well as the soil friction angle. The computational result compares quite favorably with the available theoretical and numerical solutions. The failure mechanism is broadly discussed based on the pattern of soil displacement around the footing and void.

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Dempsey, J. P., and H. Li. "A rigid rectangular footing on an elastic layer." Géotechnique 39, no. 1 (March 1989): 147–52. http://dx.doi.org/10.1680/geot.1989.39.1.147.

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Castro, Jorge. "Numerical modelling of stone columns beneath a rigid footing." Computers and Geotechnics 60 (July 2014): 77–87. http://dx.doi.org/10.1016/j.compgeo.2014.03.016.

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More sources

Dissertations / Theses on the topic "Rigid footing"

1

Dunham, Lee. "Centrifuge modelling of a rigid footing on jointed rock." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 1998. http://www.collectionscanada.ca/obj/s4/f2/dsk2/tape17/PQDD_0025/MQ38369.pdf.

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2

Sabry, Mostafa Ibrahim Carleton University Dissertation Engineering Civil. "Settlement of a rigid footing resting on a granular soil stratum." Ottawa, 1985.

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3

Abedin, M. Z. "Eccentrically loaded strip footing on a sand layer overlaying a rigid stratum." Thesis, University of Strathclyde, 1986. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.381520.

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4

Ameen, Syed Fakhrul. "Strip footing on a sand layer overlying a rigid stratum and subject to inclined eccentric loads." Thesis, University of Strathclyde, 1990. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.293221.

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5

Corneille, Sébastien. "Étude du comportement mécanique des colonnes ballastées chargées par des semelles rigides." Thesis, Vandoeuvre-les-Nancy, INPL, 2007. http://www.theses.fr/2007INPL036N/document.

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Les inclusions souples, telles que les colonnes ballastées, sont constituées de matériaux granulaires purement frottants et réalisées à partir de différentes méthodes, afin d’entraîner des améliorations des performances du sol (réduction des tassements, augmentation de la capacité portante, etc.). Dès leur origine, fin des années 1950, ces colonnes ont été employées en maillages réguliers sous des ouvrages de grandes dimensions (remblais, réservoirs, dallages…) apportant des surcharges uniformément réparties. Depuis plusieurs années, les colonnes sont souvent mises en œuvre de manière isolée ou en groupe d’éléments limités (2 à 6 unités) et coiffées par une semelle rigide. Il est donc important de prévoir le comportement mécanique de ces inclusions sous des semelles rigides compte tenu de leur application à de nombreuses structures (logements, bâtiments industriels…). L’objectif principal du travail présenté ici est : (1) d’analyser et de quantifier l’amélioration du sol obtenue par la mise en place des colonnes ballastées, dans un sol argileux, sous semelles rigides et (2) de développer une méthodologie numérique permettant de valider les résultats d’essais en grandeur réelle. Pour atteindre ces objectifs, une importante campagne d’essais en grandeur réelle a été élaborée puis mise en œuvre. Il s’agit d’une campagne de sondages de pénétration statique réalisés avant et après la mise en place des colonnes (isolées ou en groupe de 3 de 1,8 m d’entre-axe), ainsi que d’essais de chargement comparatifs en grandeur réelle pendant 77 jours, de semelles (1,2 x 1,2 x 0,5 m) sur une colonne ballastée et sur le sol naturel, et de semelles (2,3 x 2,5 x 0,5 m) sur trois colonnes et sur le sol naturel. Une importante instrumentation du sol et des colonnes (inclinomètres, sondes de pression interstitielle, capteurs de pression totale verticale) a été mise en place avant la réalisation des colonnes afin de déterminer l’amélioration du sol et le comportement à la rupture de ces inclusions. Puis, les résultats expérimentaux (déplacements horizontaux et verticaux, et contraintes totales verticales) ont été confrontés aux résultats de modélisations numériques en 2 (PLAXIS 2D V8) et 3D (FLAC 3D). Ont notamment été étudiés en 2D les outils numériques permettant de simuler le processus de mise en œuvre d’une colonne par refoulement latéral du sol
Flexible inclusions, such as stone columns, are made up of purely frictional granular material and are constructed using a variety of methods, in order to improve the soil (settlement reduction, increase in bearing capacity…). At their beginning, end of the 1950’s, stone columns were placed in a regular mesh under great structures (embankments, tanks, slabs…) bringing uniformly distributed loads. Since several years, these columns are often constructed as isolated elements or in groups of a certain number (generally 2 to 6) on top of which is placed a rigid footing. It is thus important to predict the stone column’s mechanical behavior under rigid footings knowing that they can be used under a broad variety of structures (accomodation, industrial buildings…). The main purpose of the work presented in this thesis is to: (1) analyse and quantify the soil’s improvement thanks to the construction of stone columns, in a clayey soil, under rigid footings and (2) to develop a numerical methodology allowing us to validate full scale experimental results. In order to achieve this, an important full scale load test campaign was first conceived and then set up. Cone penetration tests were carried out before and after stone column construction (in isolated elements or in groups of three columns located at the corners of a 1,8 m faced triangle). Another part of this campaign deals with comparative full scale load tests carried out during 77 days: two rigid footings of 1.2 x 1.2 x 0.5 m, one on the natural soil and one placed on top of a stone column, and two rigid footings of 2.3 x 2.5 x 0.5 m, one on the natural soil and the other one placed on three stone columns. An important soil and column monitoring (inclinometers, pore pressure cells, total vertical load pressure cells) was set up before column construction in order to measure the soil’s improvement and the column’s failure behavior. The the experimental results (lateral and vertical displacements, and total vertical pressures) were compared to numerical ones in 2 (PLAXIS 2D V8) and 3D (FLAC 3D). In 2D, part of the work was focused on simulating the installation process of a stone column by lateral displacement of the soil

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Kang, Wen-wei, and 康文瑋. "Analysis of ultimate bearing capacity of rigid footing placed on the slope." Thesis, 2007. http://ndltd.ncl.edu.tw/handle/54603102322305117676.

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碩士
國立成功大學
土木工程學系碩博士班
95
ABSTRACT At present, analytical or empirical formula for seismic bearing capacity of footings adjacent to the slope is rather limited. This study uses a pseudo-static-based approach in conjunction with rigorous Janbu’s slice method to derive analytical values of seismic bearing capacity factors (Nγ) and correction factors for the effects of inertia of soil mass and load inclinations for a rigid footing adjacent to the slope. It is shown that both the bearing capacity factors (Nγ) and the correction factors for the seismic bearing capacity of footings placed on level ground derived herein are comparable with those reported in the literature. Empirical equations regarding the effects of slope angles and load inclinations,expressed using generalized forms of those proposed in the literature, are also derived. It is also found that the empirical equations derived in the present study provide values of correction factors in good agreements with the analytical ones, indicating the validity of using these empirical equations for assessing the bearing capacity of rigid footings situated on the slope subjected to pseudo-static seismic loading.

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Bhardwaj, Vivek. "Application of FLAC in bearing capacity analyses of layered clays." 2007. http://hdl.handle.net/1993/302.

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Understanding the bearing response of the footings on layered soils has always been a challenge for researchers. Due to the limitations of analytical and empirical solutions it had been difficult to understand the true bearing behavior. Some researchers have tried solving this problem by numerical analysis and have found some success. In this study the numerical analysis approach has been applied using a commercial tool FLAC (Fast Lagrangian Analysis of Continua) to study the bearing response of surface footings on layered clays. First, small deformation analyses were taken up to study the undrained bearing response of strip and circular footings resting on a horizontally layered strong over a soft clay foundation, and then over soft over strong clay foundation. In the end application of large strain mode of FLAC was explored to investigate the large deformation behavior of the strip footing resting on the surface of a strong over soft clay foundation. All models were run by applying velocity loading and a elastic-perfectly plastic Tresca yield criterion has been used. The results are compared with published Finite Element Method (FEM) results, and with analytical, empirical and semi-empirical solutions. It was found that bearing capacity results from the present small-strain FLAC analyses agree well with the FEM results. However, these results in most of the cases tend to differ (as much as 49% for certain layered clay foundations) from those predicted with analytical, empirical and semi-empirical solutions, mainly due to the assumptions made in these solutions. Since no such assumptions are made in the present FLAC analyses, the results and the methodology of this thesis can be applied to predict the bearing capacity of the practical problems. Application of the large-strain mode of FLAC to study the large deformation of shallow foundations has pointed out a limitation of FLAC in completing such analyses. However, it is observed from the early trends of these analyses that whereas the small deformation analysis may under estimate the ultimate bearing capacity for certain cases of layered foundations where the upper clay is moderately stiffer than the lower clay layer, it might also over predict the ultimate bearing capacity for other cases when the upper clay is very stiff in comparison to the lower clay layer.
February 2007

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Vinod, P. "Analyses Of Two-Layer Soil Systems Beneath Rigid Footings." Thesis, 1995. http://etd.iisc.ernet.in/handle/2005/2191.

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Book chapters on the topic "Rigid footing"

1

Bhaumik, Mrinal, Suresh Prasad Singh, and Megha Biswas. "Behavior of Rigid Footing Rested on a Group of Stone Column." In Lecture Notes in Civil Engineering, 417–27. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6346-5_37.

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Badry, Pallavi, and Ravi Shankar Badry. "Seismic Soil Structure Interaction Analysis of Rigid Piled Isolated Footing for Mid Rise Building in a Weak Soil." In Dynamic Soil-Structure Interaction for Sustainable Infrastructures, 27–39. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01920-4_3.

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3

Xiao, Shiguo. "Limit Analysis of Bearing Capacity of a Rigid Strip Footing on a Soil Slope Based on the Upper Bound Theorem." In Proceedings of GeoShanghai 2018 International Conference: Fundamentals of Soil Behaviours, 308–19. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-0125-4_34.

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4

Jenck, O., F. Emeriault, C. Dos Santos Mendes, O. Yaba, J. B. Toni, G. Vian, and M. Houda. "Rigid pile improvement under rigid slab or footing under cyclic loading." In Physical Modelling in Geotechnics, 1377–82. CRC Press, 2018. http://dx.doi.org/10.1201/9780429438646-97.

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Kafle, B., H. Hailemariam, and F. Wuttke. "Theoretical and experimental modeling of settlement of rigid footing over collapsible soil." In Geomechanics from Micro to Macro, 1617–22. CRC Press, 2014. http://dx.doi.org/10.1201/b17395-294.

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Datta, K. L. "Growth and Development in Pre-reform Period." In Growth and Development Planning in India, 121–63. Oxford University Press, 2021. http://dx.doi.org/10.1093/oso/9780190125028.003.0005.

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The first four decades of planning are characterized by rigid state control and regulation on economic activities. This period witnessed the syndrome of low savings–investment and low growth rate. This chapter makes a crtitical assessment of the features of planning and concludes that the state control and regulation retarded the growth rate in this period, especially in industries. Observing that the policies in this four-decade period traversed from forceful attempts by the state to capture the commanding heights of the economy and nationalization of private enterprises in the 1960s and 1970s to initiate measures to widen the scope of the private sector and extending its area of operation in economic activities in the 1980s, it goes on to detail some of the events, which placed the Indian economy on a sound footing despite the average growth rate being low.

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Abascal, R. "OSTIN: A COMPUTER PROGRAM TO PERFORM THE SEISMIC ANALYSIS OF RIGID STRIP FOOTING ON 2-D ZONED VISCOELASTIC SOILS ON FREQUENCY DOMAIN." In Structural Analysis Systems, 179–89. Elsevier, 1986. http://dx.doi.org/10.1016/b978-0-08-032582-8.50021-x.

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Doherty, J. P., and A. J. Deeks. "An efficient method for elasto-static analysis of rigid circular footings." In Computational Fluid and Solid Mechanics 2003, 234–37. Elsevier, 2003. http://dx.doi.org/10.1016/b978-008044046-0.50058-0.

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Sbartai, B., and A. Boumekik. "Vertical compliance function of adjacent surface rigid footings in heterogeneous soil layer." In Numerical Methods in Geotechnical Engineering, 217–22. Taylor & Francis, 2006. http://dx.doi.org/10.1201/9781439833766.ch32.

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"Bearing capacity of rigid strip footings on frictional soils under eccentric and inclined loads." In Geotechnical Risk and Safety, 279–86. CRC Press, 2009. http://dx.doi.org/10.1201/9780203867310-45.

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Conference papers on the topic "Rigid footing"

1

Paikowsky, Samuel G., Christopher J. Palmer, and Albert F. Dimillio. "Visual Observation and Measurement of Aerial Stress Distribution Under a Rigid Strip Footing." In Specialty Conference on Performance Confirmation of Constructed Geotechnical Facilities. Reston, VA: American Society of Civil Engineers, 2000. http://dx.doi.org/10.1061/40486(300)9.

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Rivera, Alfonso J., C. Guney Olgun, John S. McCartney, Frederic Masse, and Thomas L. Brandon. "Centrifuge Tests on Laterally-Loaded Footings Supported by Rigid Inclusion-Reinforced Clay." In Geotechnical and Structural Engineering Congress 2016. Reston, VA: American Society of Civil Engineers, 2016. http://dx.doi.org/10.1061/9780784479742.084.

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3

Bellos, John, and Nikolaos P. Bakas. "HIGH COMPUTATIONAL EFFICIENCY THROUGH GENERIC ANALYTICAL FORMULATION FOR LINEAR SOIL PRESSURE DISTRIBUTION OF RIGID SPREAD RECTANGULAR FOOTINGS." In VII European Congress on Computational Methods in Applied Sciences and Engineering. Athens: Institute of Structural Analysis and Antiseismic Research School of Civil Engineering National Technical University of Athens (NTUA) Greece, 2016. http://dx.doi.org/10.7712/100016.2015.5100.

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