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Journal articles on the topic 'Shallow foundations'

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

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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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

Hanna, A. M., and W. H. Hadid. "New models for shallow foundations." Mathematical Modelling 9, no. 11 (1987): 799–811. http://dx.doi.org/10.1016/0270-0255(87)90500-8.

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12

Sorochan, E. A., V. Ya Shishkin, and V. A. Kovalev. "Use of shallow slotted foundations." Soil Mechanics and Foundation Engineering 48, no. 1 (March 2011): 1–6. http://dx.doi.org/10.1007/s11204-011-9119-7.

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13

Eissa, Raad. "Identification of Different Shallow Foundations Using 3D Electrical Resistivity Modeling." Iraqi Geological Journal 55, no. 2B (August 31, 2022): 111–20. http://dx.doi.org/10.46717/igj.55.2b.10ms-2022-08-26.

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The electrical resistivity method has been successfully used to detect shallow buried foundations, almost, by using 2D electrode arrays. Basic geometry foundations (e.g., buried walls) have been investigated, although, more complicated foundation designs (e.g., stepped footing, pile group with a pile cap) are widely used in the construction industry. Investigation of these complicated foundation types, and engaging 3D surveys, therefore, are required. Multiple 3D electrical resistivity forward modeling was used to simulate different foundations (isolated simple footing, isolated stepped footing, combined simple footings, and pile group with a pile cap). The generated data sets then inverted using a robust inversion algorithm where RES3DINVx64 was used to perform the inversion process for the 3D models. The results from the 3D inverse modeling, suggest the pole-dipole and dipole-dipole arrays for all the investigated foundations.
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14

Baikie, L. D. "Total and partial factors of safety in geotechnical engineering." Canadian Geotechnical Journal 22, no. 4 (November 1, 1985): 477–82. http://dx.doi.org/10.1139/t85-067.

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The use of partial factors of safety in geotechnical design is introduced in the second edition of the Canadian Foundation Engineering Manual. The partial factors have been obtained from comparisons with conventional methods of analysis. Studies presented herein for simple slopes, cantilevered rigid retaining walls, flexible sheet pile walls, shallow strip foundations, and pile foundations indicate that modifications to some of the suggested partial load and resistance modification factors are necessary if comparable designs are to be obtained. Key words: factor of safety, partial factors, limit states design, slope stability, retaining walls, shallow foundations, deep foundations, bearing capacity.
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15

Xiang, Min, Feng Xiong, Yang Lu, Qi Ge, Huiqun Yan, and Mingming Ran. "Structural Displacement Ratios for Seismic Evaluation of Structures on Rocking Shallow Foundations." Buildings 12, no. 2 (February 3, 2022): 174. http://dx.doi.org/10.3390/buildings12020174.

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Rocking shallow foundations can be used as an effective seismic isolation means to reduce earthquake-induced damage to structures by utilizing nonlinearities arising from base uplifting and soil yielding. A number of studies have been devoted to the proposal of inelastic displacement ratios for estimating the maximum inelastic displacement demands on yielding structures on rocking shallow foundations for seismic evaluation purposes. However, there is a lack of methods for estimating structural deformations associated with damage to structures, which are usually measured using structural drift ratios. Since drift ratios of structures on rocking foundations consist of contributions due to foundation rocking, it is necessary to figure out whether these rocking rotations should be removed from structural drift ratios to obtain effective structural drift ratios related solely to structural straining. A comprehensive parametric analysis is carried out in this study to quantify the contribution of foundation rocking. Based on the results, a structural displacement ratio is proposed to estimate effective structural drift ratios excluding foundation rocking rotation, and an empirical expression is provided so that effective structural drift ratios can be directly obtained using available expressions for the inelastic displacement ratios of rocking shallow foundations.
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16

Arab, O. A., A. J. M. S. Lim, S. Y. Sim, and N. A. A. Guntor. "Numerical Modelling Observations of Settlement for Pad Footings Supported on Soft Clay Soil." IOP Conference Series: Materials Science and Engineering 1200, no. 1 (November 1, 2021): 012032. http://dx.doi.org/10.1088/1757-899x/1200/1/012032.

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Abstract Settlement calculation is an important part in the design of shallow foundations resting on soft soils. The size of the foundation, the depth of the footings, and the rise in ground water level are thought to influence settlement and have been the subject of much research for many years. Thus, this study compared several pad footing sizes using numerical techniques as the basis. The first objective of this study was to analyse soil and pad footing settlement, and to determine the optimal size of footing that withstands excessive settlement due to variation in the water table and the depth of the foundation. Three footing embedment depths of 1.5, 2, and 3m with three water table positions, at the GL (0m), 1.5, and 3m with an applied foundation concentrated load of 440 kN using five footing models of 1.5mx1.5m, 2mx1.5m, 2 m x 2 m, 2.5x1.5m, and 2.5x1.5m pad footing with a uniform thickness of 0.5m were considered. In this study, a 3D Plaxis simulation is used for predicting the settlement of shallow foundations on soft clay soils. Settlement results were discovered at various water table positions and foundation depths. The study found that the 2.5x2m footing was deemed the best among the simulated foundations, and the 3m foundation embedment was considered the best at shallow depths due to less excessive settlement than the other tested foundations. The settlement had a significant impact on the size of the foundation and the depth of the footing. The depth of the water table has a small impact on the settlement. Parametric analysis is also being used to gain a better understanding of the behaviour of the elastic settlement of various shallow foundations. It is found that the footing area increases, settlement decreases and vice versa.
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17

Pidlutskyi, Vasyl. "Investigation of the impact of complex loading on the shallow foundations and the formation of a reactive layer in the soil base." Bases and Foundations, no. 45 (December 23, 2022): 55–67. http://dx.doi.org/10.32347/0475-1132.45.2022.55-67.

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The effect of a complex load on the shallow foundations, features of pressure transfer to the base soil, formation of a reactive layer in the soil base, features of determining the dimensions of the sole of square and rectangular foundations, as well as the character of the reinforcement of the foundations and the dependence of the reinforcement of the foundation sole on the stress formed under it were studied . Particular attention is paid to the action of various combinations of complex loads on the foundation, which can lead to separation of the foundation sole and, as a result, to its overturning. The studies were carried out on the shallow foundations, columnar, made of monolithic reinforced concrete, on which metal columns rest and are fastened with the help of anchor (foundation) bolts. Buildings with a metal frame on such foundations are most often intended for warehouses, production or trade centers, agricultural facilities, service stations and many others. The effect of additional loads on the foundations during the verification of the accepted sizes of the soles of the foundations is shown. Such additional loads can be: the weight of the foundations, the weight of the soil on the ledges of the foundations, the weight of the backfill under the floor, the weight of the floor structure, the useful load on the floor, the weight of the foundation beam, the weight of the hanging walls, etc. Under the action of a complex off-center load at different moments of time, as a result of the action of various combinations of loads, under the sole of the foundations there are alternating stresses: average, maximum and minimum, which can lead to separation of the foundation sole. These stresses depend on the accepted dimensions of the foundation sole, and also affect their reinforcement. But the question arises: do the same stresses under the sole of the foundations affect the dimensions of the foundations and the determination of their reinforcement? The paper shows that to check the dimensions of the sole of the foundations, it is necessary to take into account the "standard" stresses under the sole of the foundations, and to determine their reinforcement - completely different stresses. Many scientists and designers are unaware of this fact. Therefore, incorrect consideration of the stresses under the sole of the foundations precisely to determine their reinforcement can lead to incorrect results, which will affect the reliability and cost of the foundations of the above buildings. The work presents methods of constructing foundations of shallow laying under the action of an off-center load with the aim of absorbing it.
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18

Salahudeen, AB, and JA Sadeeq. "INVESTIGATION OF SHALLOW FOUNDATION SOIL BEARING CAPACITY AND SETTLEMENT CHARACTERISTICS OF MINNA CITY CENTRE DEVELOPMENT SITE USING PLAXIS 2D SOFTWARE AND EMPIRICAL FORMULATIONS." Nigerian Journal of Technology 36, no. 3 (June 30, 2017): 663–70. http://dx.doi.org/10.4314/njt.v36i3.1.

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This study investigated the soil bearing capacity and foundation settlement characteristics of Minna City Centre development site using standard penetration test (SPT) data obtained from10 SPT boreholes at 0.6, 2.1 and 3.6 m depths to correlate soil properties. Evaluation of foundation bearing capacity and settlement characteristics for geotechnical preliminary design of foundations was carried out using some conventional empirical/analytical models and numerical modelling. The aim was to investigate and determine the geotechnical parameters required for adequate design of Physical structures of the proposed Minna City Centre, at Minna the capital of Niger state. The SPT N-values were corrected to the standard average energy of 60% (N60) before the soil properties were evaluated. Using the corrected N-values, allowable bearing pressure and elastic settlement of shallow foundations were predicted at 50 kN/m2 applied foundation pressure. The numerical analysis results using Plaxis 2D, a finite element code, shows the analytical/empirical methods of estimating the allowable bearing pressure and settlements of shallow foundations that provided acceptable results. Results obtained show that an average bearing capacity value of 100 – 250 kN/m2 can be used for shallow foundations with embedment of 0.6 to 3.6 m on the site.  http://dx.doi.org/10.4314/njt.v36i3.1
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19

Baj, Vladimir F., and Vage S. Safaryan. "IMPROVING THE EFFICIENCY OF SHALLOW FOUNDATIONS." Architecture, Construction, Transport, no. 1(99) (2022): 65–72. http://dx.doi.org/10.31660/2782-232x-2022-1-65-72.

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This article focuses on the creation of more efficient designs of shallow foundations. The ways of optimizing the designs of pile foundations and strip foundations, as well as some non-standard foundations with rarely used ("atypical") construction are reviewed; the advantages and disadvantages of various solutions and their features are outlined.
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20

Khennouf, Abdelaziz, and Mohamed Baheddi. "Heave analysis of shallow foundations founded in swelling clayey soil at N’Gaous city in Algeria." Studia Geotechnica et Mechanica 42, no. 3 (July 7, 2020): 210–21. http://dx.doi.org/10.2478/sgem-2019-0051.

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AbstractThe design of shallow foundations on swelling soils needs a thorough study to evaluate the effect of swelling potential soil on the final foundation heave. For this reason, a simple analytical approach based on the soil stress state under the foundation can be used to calculate the foundation heave. This paper reports a set of analytical and numerical analysis using the finite-difference code (FLAC 3D), performed on an isolated shallow foundation founded on a swelling soil mass at N’Gaous city in Batna Province, Algeria, subjected to distributed vertical loads. Further, the influence of some parameters on total heave was analyzed, such as the embedded foundation and soil stiffness. The analysis results from the proposed 3D modelling was compared and discussed with analytical results. The numerical results obtained show a good agreement with the analytical solutions based on oedometer tests proposed in the literature, and deliver a satisfactory prediction of the heave of the shallow foundations.
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21

Ouyang, Changyang, Jianhua Luo, Tingyuan Wang, and Puyang Zhang. "Research on the Effect of Burial Depth on The Bearing Characteristics of Three Helical Piles Jacket Foundation for Offshore Wind Turbines." Journal of Marine Science and Engineering 11, no. 9 (August 29, 2023): 1703. http://dx.doi.org/10.3390/jmse11091703.

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With global offshore wind power gradually moving to deep and distant waters, there is a clear trend towards larger-scale units, posing significant challenges for future offshore wind power foundations. In this paper, a helical pile jacket foundation type is proposed by combining the advantages of the current jacket foundation, which is suitable for deep and distant seas and offers high stiffness, with the excellent bearing performance of helical pile foundations. The influence of buried depth on the bearing characteristics of this foundation type is discussed through a physical model test. The results obtained from the study reveal the distinct bearing characteristics and damage modes exhibited by the foundation under deep and shallow burial conditions. These findings clearly indicate that the overall bearing characteristics and damage modes are superior in deep burial conditions compared to shallow burial conditions. Furthermore, it is observed that the damage and displacement of the foundation are more concentrated in localized areas when subjected to shallow burial.
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22

Nova, R., and L. Montrasio. "Settlements of shallow foundations on sand." Géotechnique 41, no. 2 (June 1991): 243–56. http://dx.doi.org/10.1680/geot.1991.41.2.243.

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23

Krishna, A. Murali, and Arghadeep Biswas. "Performance of Geosynthetic Reinforced Shallow Foundations." Indian Geotechnical Journal 51, no. 3 (June 2021): 583–97. http://dx.doi.org/10.1007/s40098-021-00546-3.

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24

Reul, Oliver. "Session report: shallow and deep foundations." International Journal of Physical Modelling in Geotechnics 15, no. 2 (June 2015): 69–79. http://dx.doi.org/10.1680/ijpmg.14.00037.

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25

Poulos, H. G. "Stresses and displacements for shallow foundations." Canadian Geotechnical Journal 30, no. 6 (December 1, 1993): 1053–54. http://dx.doi.org/10.1139/t93-110.

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26

Gajo, A., and C. C. Smith. "Combined rupture mechanisms in shallow foundations." Canadian Geotechnical Journal 55, no. 6 (June 2018): 829–38. http://dx.doi.org/10.1139/cgj-2016-0324.

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Conventional ultimate limit state (ULS) shallow foundation design is typically based on a simplified analysis that fails to consider the possible existence of a combined structural and geotechnical failure, which is shown here to significantly affect the limit load. Neglecting this occurrence may lead to unsafe design, whereas a full analysis can be beneficial for the dimensioning. With the emphasis on separate serviceability limit state and ULS design in modern design codes such as Eurocode 7 (EN 1997-1, 2004 edition), this paper explores unsafe loading scenarios and the benefits to be gained from a rigorous ULS design based on combined failure. For the sake of simplicity, a long foundation slab subjected to three different loading conditions is analysed using elastic, elasto-plastic, and rigid-plastic methods, and the results compared for a range of foundation strengths and stiffnesses. It is found that the limit load may be significantly influenced by plastic hinges in the structure and for each load condition it is possible to derive a curve relating ultimate load to plastic bending moment representing the ultimate limit state of the foundation.
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27

Pacheco, Marcus. "Stresses and Displacements for Shallow Foundations." Engineering Geology 35, no. 1-2 (October 1993): 135–36. http://dx.doi.org/10.1016/0013-7952(93)90075-n.

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28

Sorochan, E. A., and V. A. Kovalev. "Analysis of shallow double-slot foundations." Soil Mechanics and Foundation Engineering 43, no. 1 (January 2006): 13–17. http://dx.doi.org/10.1007/s11204-006-0016-4.

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29

Lastovka, Anatoly, Tamara Danchenko, Nadezhda Klinduh, and Maria Berseneva. "Methods of calculating the belt foundation on the elastic ground base of winkler type." E3S Web of Conferences 135 (2019): 01048. http://dx.doi.org/10.1051/e3sconf/201913501048.

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Strip foundations on an elastic soil foundation and on a Winkler-type elastic foundation were used in the construction of buildings and structures from the most common types of shallow foundations. The article presents the results of studies related to the analysis of the features of the formation of structural solutions of strip foundations. It was found that various aspects associated with the development of multifactor mathematical models that determine the design parameters and modern regulatory requirements, provide conditions for not exceeding the limiting conditions of structures and soil base. It improves the functional quality indicators of strip foundations. Based on the results of the study, the need to study the possibilities of using strip foundations (beams on an elastic base) was identified, and the main provisions of the model of a Winkler-type soil base (with one, two and three bed coefficients) were considered. An algorithm is developed for determining the initial parameters and numerical solution of boundary value problems. The prospects of a shallow foundation model with a variable cross section or a beam of finite length with variable stiffness, which is accepted as one of the options for modifying a typical structural solution of a strip foundation, are shown.
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30

Chen, Wenfeng, Weishu Xia, Shanshan Zhang, and Erlei Wang. "Study on the Influence of Groundwater Variation on the Bearing Capacity of Sandy Shallow Foundation." Applied Sciences 13, no. 1 (December 29, 2022): 473. http://dx.doi.org/10.3390/app13010473.

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Groundwater variation has a significant effect on the bearing capacity of sandy shallow foundations. Groundwater and capillary water in the shallow foundation would result in the various water distributions in the soil mass. Therefore, there are three types of water conditions in the shallow foundation. They are the total saturated, capillary-water-effect zone and dry soil. In this study, a physical mode experimental was developed to investigate the effect of groundwater variation on the deformation behavior under different loading conditions. The effect of water level and fluctuation times were examined by a novel setup with a water-pressure control system. A total of 10 group model tests were carried out. The results indicated that the relationship between water level height and foundation bearing capacity is negatively correlated. In addition, the numerical analysis was carried out to investigate the effect of water-level change on the bearing capacity of the foundation. The bearing capacity of the foundation decreases as the water-level cycles increase. The increase in the fluctuation range of the water level will decrease the bearing capacity of the foundation. The outcome of this study would be helpful to predict the bearing capacity of shallow foundations due to the change of the water level.
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31

Cherubini, C. "A closed-form probabilistic solution for evaluating the bearing capacity of shallow foundations." Canadian Geotechnical Journal 27, no. 4 (August 1, 1990): 526–29. http://dx.doi.org/10.1139/t90-067.

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A closed-form solution for the probabilistic evaluation of shallow foundation bearing capacity according to the model proposed by Terzaghi, as modified by Krizek, is described. A numerical example explains the method of computation. Key words: statistics, probability, ultimate bearing capacity, allowable bearing capacity, shallow foundations, friction angle, numerical methods.
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32

Davidovic, Nebojsa, Zoran Bonic, Verka Prolovic, Biljana Mladenovic, and Dragoslav Stojic. "A comparative theoretical-experimental analysis of settlements of shallow foundations on granular soil." Facta universitatis - series: Architecture and Civil Engineering 8, no. 2 (2010): 135–43. http://dx.doi.org/10.2298/fuace1002135d.

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The paper presents a brief description of experiment within the research project 'Theoretical and experimental analysis of interaction of shallow reinforced concrete foundations and soil for the purpose of improvement of national regulations and implementaation of Eurocode system' where in situ tests of a series of reinforced concrete foundation footing were performed, by loading until failure. As a rule, methods for calculation of shallow foundations settlement on granular soils overestimate the expected settlement, and underestimate soil bearing capacity, which results in a conservative foundation design. In order to test accuracy and reliability of the different settlements prediction methods, a comparative analysis of settlements calculated using these methods and those measured during experiment, was performed.
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33

Ahmed, Hamidi, and Bouafia Ali. "Analysis of some key aspects of soil/foundation interaction-Finite elements modelling." MATEC Web of Conferences 149 (2018): 02019. http://dx.doi.org/10.1051/matecconf/201814902019.

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This paper is aimed to contribute to the analysis of three important aspects of soil-foundation interaction, which are not clearly investigated, by means of a detailed parametric study based on a finite elements modelling. The first aspect focuses on the effect of the bedrock proximity on the load-settlement behaviour of a continuous or circular shallow foundation. It was found there exists a threshold distance between the foundation base and the top of the bedrock layer beyond which the foundation behaves as in an infinitely deep medium. The second one deals with the behaviour of shallow foundation on a bi-layered soil where the effect of the underlying layer on the bearing capacity as well as on the settlements depends on the distance between the foundation base and the top of the underlying layer, and beyond a threshold value this effect vanishes. The third aspect studied was the interference between two strip footings installed on saturated clay. It was shown within a threshold distance between these foundations, an important modification of the foundation behaviour may occur. Finally, the numerical results were fitted and interpreted which allowed suggesting simple practical formulae for shallow foundations design.
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34

Leblouba, Moussa, Salah Al Toubat, Muhammad Ekhlasur Rahman, and Omer Mugheida. "Practical Soil-Shallow Foundation Model for Nonlinear Structural Analysis." Mathematical Problems in Engineering 2016 (2016): 1–10. http://dx.doi.org/10.1155/2016/4514152.

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Soil-shallow foundation interaction models that are incorporated into most structural analysis programs generally lack accuracy and efficiency or neglect some aspects of foundation behavior. For instance, soil-shallow foundation systems have been observed to show both small and large loops under increasing amplitude load reversals. This paper presents a practical macroelement model for soil-shallow foundation system and its stability under simultaneous horizontal and vertical loads. The model comprises three spring elements: nonlinear horizontal, nonlinear rotational, and linear vertical springs. The proposed macroelement model was verified using experimental test results from large-scale model foundations subjected to small and large cyclic loading cases.
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35

Silvestri, Vincent. "Performance of shallow foundations on clay deposits in Montréal Island." Canadian Geotechnical Journal 37, no. 1 (February 1, 2000): 218–37. http://dx.doi.org/10.1139/t99-082.

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This paper reports the results of a geotechnical investigation and a 3 year monitoring program of clay deposits in Montréal Island, on which are founded five typical residential buildings. The sites were provided with foundation wall elevation pins, ground movement plates, deep settlement points, piezometers and shallow water level gauges, aluminium tubes for the measurement of volumetric weights and water contents, and irrigation systems. Data recorded show that for the relatively dry summer of 1991 ground and foundation settlements were more pronounced on the nonirrigated sites.Key words: shallow foundations, clay deposits, performance, urban environment, monitoring.
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36

Liu, Xiteng, Dave H. Chan, and Brian Gerbrandt. "Bearing capacity of soils for crawler cranes." Canadian Geotechnical Journal 45, no. 9 (September 2008): 1282–302. http://dx.doi.org/10.1139/t08-056.

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Few studies have been carried out on the bearing capacity of soils for crawler cranes. Directly applying the bearing capacity equations used for shallow foundations to cranes often leads to conservative design. The total settlement is of less concern for cranes than for buildings, and cranes can normally tolerate larger differential settlements. Computer simulation and field studies have been carried out to study the allowable bearing capacity of soils for cranes. Equations modified from the traditional method to calculate the bearing capacity for shallow foundations have been proposed. In general, it was found that the bearing capacity for crawler cranes could be increased by as much as 50% from that for foundations. This depends on the soil type, crane, and mat configuration. A design procedure in evaluating foundation support for crawler cranes is also proposed.
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37

Yilmazoglu, Mehmet Ugur, and Askin Ozocak. "Bearing Capacity of Shallow Foundations on Unsaturated Silty Soils." Applied Sciences 13, no. 3 (January 18, 2023): 1308. http://dx.doi.org/10.3390/app13031308.

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In general, the ultimate bearing capacity (UBC) of shallow foundations on unsaturated soils is characterized by the conventional shear strength (SS) parameters in which saturated theories are applied. However, in this case, it is clear that the foundations designed using the obtained values from the saturated cases not be economical. In recent years, procedures have been developed to estimate the UBC of foundations on unsaturated soils, that take into account drained and undrained loading conditions. However, these studies generally concentrate on sandy soils. The validity of the results proposed in the literature should be tested for other soils. Therefore, this paper includes a conventional direct shear box (DSB) test to determine the unsaturated SS of statically compacted silty soil, and a series of model tests were performed to determine the foundation’s UBC. In the experimental model setup, the UBC values of different types and sizes of model foundations on silty soil layers with a different soil saturation degrees (SSDs)/matric suctions (MSs) and different void ratio values were measured. In addition, the soil-water characteristic curves (SWCCs) and SS parameters of unsaturated silt were obtained. Using the experimental results, a new equation is proposed for the characterization of the UBC of shallow foundations on unsaturated silty soils. Using this equation, the UBC of unsaturated soils can be determined based on the results of unconfined compressive strength tests (UC) measured on unsaturated soil samples and based on the degree of saturation and the fitting parameter. The results indicate that the measured bearing capacity values obtained via the model footing test, shows a good consistency with those obtained by the proposed equation.
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38

Gavras, Andreas G., Bruce L. Kutter, Manouchehr Hakhamaneshi, Sivapalan Gajan, Angelos Tsatsis, Keshab Sharma, Tetsuya Kohno, Lijun Deng, Ioannis Anastasopoulos, and George Gazetas. "Database of rocking shallow foundation performance: Dynamic shaking." Earthquake Spectra 36, no. 2 (March 11, 2020): 960–82. http://dx.doi.org/10.1177/8755293019891727.

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Several experimental studies have shown that rocking shallow foundations have beneficial seismic performance features: recentering and energy dissipation with little damage. A new publicly available database, “FoRDy” (Foundation Rocking—Dynamic), summarizes the results of dynamic physical model tests of single-degree-of-freedom-like structures supported on rocking foundations. It contains data from five centrifuge and three 1- g shaking table test series that were conducted at experimental facilities in the United States, Greece, and Japan. The database includes 200 model “case histories” that span a wide range of model sizes, soil and structure properties, and seismic excitations. It is compiled as the first step toward building a comprehensive dynamic rocking foundation database, and it has the potential to grow in the future. To illustrate its usefulness, the data are used to show example correlations between the peak drift ratio demand and selected ground motion intensity measures. The results suggest that peak ground velocity (PGV), peak ground displacement (PGD), and the geometric mean of the linear spectral displacement over the period range of 0.2–3 times the initial natural period predict the peak drift ratio response reliably.
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39

Bovolenta, Rossella. "Settlement analysis of shallow foundations on sand." Proceedings of the Institution of Civil Engineers - Geotechnical Engineering 164, no. 5 (October 2011): 317–26. http://dx.doi.org/10.1680/geng.9.00048.

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40

Leonards, G. A., and J. D. Frost. "Settlement of Shallow Foundations on Granular Soils." Journal of Geotechnical Engineering 114, no. 7 (July 1988): 791–809. http://dx.doi.org/10.1061/(asce)0733-9410(1988)114:7(791).

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41

Papadopoulos, Basil P. "Settlements of Shallow Foundations on cohesionless soils." Journal of Geotechnical Engineering 118, no. 3 (March 1992): 377–93. http://dx.doi.org/10.1061/(asce)0733-9410(1992)118:3(377).

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42

Trofimenkov, Yu G., and V. V. Mikheev. "Calculations on shallow foundations from various standards." Soil Mechanics and Foundation Engineering 36, no. 2 (March 1999): 62–66. http://dx.doi.org/10.1007/bf02469087.

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43

Ahmed, Waqas, and Mark Fraser Bransby. "Interaction of Shallow Foundations with Reverse Faults." Journal of Geotechnical and Geoenvironmental Engineering 135, no. 7 (July 2009): 914–24. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0000072.

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44

Shapiro, D. M., and Yu A. Gotman. "Elastoplastic Design of Beds for Shallow Foundations." Soil Mechanics and Foundation Engineering 50, no. 4 (September 2013): 158–63. http://dx.doi.org/10.1007/s11204-013-9228-6.

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45

Rezania, Mohammad, and Akbar A. Javadi. "A new genetic programming model for predicting settlement of shallow foundations." Canadian Geotechnical Journal 44, no. 12 (December 2007): 1462–73. http://dx.doi.org/10.1139/t07-063.

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In this paper, a new genetic programming (GP) approach for predicting settlement of shallow foundations is presented. The GP model is developed and verified using a large database of standard penetration test (SPT) based case histories that involve measured settlements of shallow foundations. The results of the developed GP model are compared with those of a number of commonly used traditional methods and artificial neural network (ANN) based models. It is shown that the GP model is able to learn, with a very high accuracy, the complex relationship between foundation settlement and its contributing factors, and render this knowledge in the form of a function. The attained function can be used to generalize the learning and apply it to predict settlement of foundations for new cases not used in the development of the model. The advantages of the proposed GP model over the conventional and ANN based models are highlighted.
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46

Gajan, Sivapalan, Prishati Raychowdhury, Tara C. Hutchinson, Bruce L. Kutter, and Jonathan P. Stewart. "Application and Validation of Practical Tools for Nonlinear Soil-Foundation Interaction Analysis." Earthquake Spectra 26, no. 1 (February 2010): 111–29. http://dx.doi.org/10.1193/1.3263242.

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Practical guidelines for characterization of soil-structure interaction (SSI) effects for shallow foundations are typically based on representing foundation-soil interaction in terms of viscoelastic impedance functions that describe stiffness and damping characteristics. Relatively advanced tools can describe nonlinear soil-foundation behavior, including temporary gap formation, foundation settlement and sliding, and hysteretic energy dissipation. We review two tools that describe such effects for shallow foundations and that are implemented in the computational platform OpenSees: a beam-on-nonlinear-Winkler foundation (BNWF) model and a contact interface model (CIM). We review input parameters and recommend parameter selection protocols. Model performance with the recommended protocols is evaluated through model-to-model comparisons for a hypothetical shear wall building resting on clay and model-data comparisons for several centrifuge test specimens on sand. The models describe generally consistent moment-rotation behavior, although shear-sliding and settlement behaviors deviate depending on the degree of foundation uplift. Pronounced uplift couples the moment and shear responses, often resulting in significant shear sliding and settlements. Such effects can be mitigated through the lateral connection of foundation elements with tie beams.
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47

Bin, Chen, and Jun Neng Ye. "The Control of Building Load on the Shallow Foundations Close to the Metro Tunnel." Applied Mechanics and Materials 256-259 (December 2012): 1287–90. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.1287.

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Considering the feature of soil layers and surrounding architectures in line 1 of Ningbo metro, finite element method is used to analyze the impact of displacement of existing shield-tunnel, which comes from the building load on the shallow foundations closed to the metro tunnel. Then, the effect feature of upper load of shallow foundation on metro tunnel is got. It is shown that both the horizontal displacement and the vertical displacement of shallow foundations decrease with increase of the horizontal projection distance between loading position and tunnel, and the reducing magnitude of the vertical displacement is significantly larger than that of the horizontal displacement. Accordingly, it is proposed that both the horizontal displacement and the vertical displacement should be controlled within 10mm when the loading width is approximately 10m, and it can be regarded as the controlling distance of the building load of metro tunnel.
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48

Poulos, Harry G. "The de Mello Foundation Engineering Legacy." Soils and Rocks 34, no. 1 (January 1, 2011): 3–31. http://dx.doi.org/10.28927/sr.341003.

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This paper reviews the contributions of the late Victor de Mello to foundation engineering and attempts to highlight the insights that he provided in a number of key areas, including foundation design principles, the bearing capacity of shallow foundations, the axial load capacity of deep foundations, and the behaviour of foundations incorporating settlement reducing piles. In each case, de Mello challenged some of the existing concepts and as a consequence, subsequent research has clarified the profession’s understanding and has led to the development and implementation of improved methods of design. Some examples of developments in the above areas, and their application to practice, are described.
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49

Zografou, Dimitra, Susan Gourvenec, and Conleth O’Loughlin. "Vertical cyclic loading response of shallow skirted foundation in soft normally consolidated clay." Canadian Geotechnical Journal 56, no. 4 (April 2019): 473–83. http://dx.doi.org/10.1139/cgj-2018-0179.

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Skirted foundations are a potential foundation solution for a range of offshore structures, including hydrocarbon and renewable energy platforms and subsea structures. Offshore foundations can be subject to cyclic loading from environmental, installation, and operational events affecting the geotechnical response. A series of centrifuge tests have been performed on a shallow skirted foundation on normally consolidated kaolin clay under a range of vertical cyclic load sequences to investigate the effect of tensile or compressive average stress, the magnitude of the applied stress, and the effect of cyclic loading of low magnitude followed by consolidation on the foundation response. Results are presented as vertical foundation displacements normalized by the foundation geometry and interpreted within the traditional shear-strain contour approach. The findings indicate that the average, rather than maximum, vertical stress defines the foundation vertical displacement response and failure mode, a threshold stress exists below which a steady state is maintained even at a high number of cycles, and geotechnical resistance increases as a result of low-level cyclic loading followed by consolidation.
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50

Mana, Divya S. K., Susan Gourvenec, and Mark F. Randolph. "Experimental investigation of reverse end bearing of offshore shallow foundations." Canadian Geotechnical Journal 50, no. 10 (October 2013): 1022–33. http://dx.doi.org/10.1139/cgj-2012-0428.

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Shallow skirted foundations can mobilize uplift resistance from end bearing in the short to medium term. However, uncertainty exists over the magnitude of reverse end bearing resistance compared with resistance in compression, and how this might be affected by a gap between the external face of the foundation skirt and the adjacent soil. The study presented in this paper explores this problem through centrifuge model tests, investigating the effect of skirt embedment ratio on (i) the magnitude of reverse end bearing capacity compared with compression capacity, (ii) the uplift displacement associated with spontaneous loss of suction during uplift, and (iii) the existence of a vertical gap along the external skirt–soil interface. The results show that (i) peak uplift capacity equivalent to compression capacity can be mobilized for a fully sealed foundation with an intact skirt–soil interface, (ii) suction required for reverse end bearing can be maintained through considerable foundation displacement, even for a low skirt embedment ratio, and (iii) the presence of a vertical gap along the external skirt–soil interface causes abrupt loss of suction beneath the top plate after minimal foundation displacement, with subsequent uplift capacity being markedly reduced.
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