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Journal articles on the topic 'Rigid footing'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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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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2

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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3

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

Lee, K. M., V. R. Manjunath, and D. M. Dewaikar. "Numerical and model studies of strip footing supported by a reinforced granular fill - soft soil system." Canadian Geotechnical Journal 36, no. 5 (November 23, 1999): 793–806. http://dx.doi.org/10.1139/t99-053.

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Laboratory model tests have been carried out using a rigid strip footing supported on dense sand overlying soft clay with and without a layer of geotextile reinforcement at the interface. The study aimed at determining the effect of geotextile reinforcement and the thickness of a sand layer on the ultimate bearing capacity and settlement characteristics of the footing resting on a granular fill - soft soil system. It was found that the bearing capacity increases with an increase in the ratio of sand thickness to footing width until it reaches a critical value, which can be considered as the optimum limit of improvement of the bearing capacity of the layered soil. The installation of a geotextile reinforcement at the interface resulted in an appreciable increase in bearing capacity and decrease in settlement of the footing. The optimum thickness of the sand layer for a geotextile-reinforced foundation was found to be 0.8 times the width of the footing, which was significantly lower than that of an unreinforced foundation. The results of the laboratory model tests were validated by a comparison with the results of a finite element analysis. The results obtained using the finite element model compared well with data obtained from the laboratory tests. Additional parametric study was carried out by the finite element model to supplement the results of the laboratory model tests. Design recommendations are given based on the results of the finite element model and laboratory model studies for a rigid footing supported on a reinforced granular fill - soft soil system. Key words: model tests, footing, bearing capacity, granular fill, clays, finite elements, geotextiles.

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12

Hlavata, Vera, Pavel Kuklík, and Jan Vanerek. "Validation of Orthotropic Parameters of Timber by Means of Elastic Layer Theory." Key Engineering Materials 776 (August 2018): 29–34. http://dx.doi.org/10.4028/www.scientific.net/kem.776.29.

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The known solution of isotropic elastic layer was modified for orthotropic elastic material behavior in this contribution. The solution was original derived for calculation of footing settlement. However it should be useful for estimation of orthotropic material parameters. Timber is classical orthotropic material. Timber board which is placed on the rigid basement it could be considered as the elastic layer. From the known load displacement curve we can, vice versa, estimate the material parameters. The present solution should be able to control loading by rigid strip footing acting perpendicular to the plane of orthotropy. The contribution summarize the first steps of the proposed back analysis.

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13

Pham, Quang N., Satoru Ohtsuka, Koichi Isobe, and Yutaka Fukumoto. "Limit load space of rigid footing under eccentrically inclined load." Soils and Foundations 60, no. 4 (August 2020): 811–24. http://dx.doi.org/10.1016/j.sandf.2020.05.004.

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14

Pham, Quang N., Satoru Ohtsuka, Koichi Isobe, Yutaka Fukumoto, and Takashi Hoshina. "Ultimate bearing capacity of rigid footing under eccentric vertical load." Soils and Foundations 59, no. 6 (December 2019): 1980–91. http://dx.doi.org/10.1016/j.sandf.2019.09.004.

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15

Ma, X. H., Y. M. Cheng, S. K. Au, Y. Q. Cai, and C. J. Xu. "Rocking vibration of a rigid strip footing on saturated soil." Computers and Geotechnics 36, no. 6 (July 2009): 928–33. http://dx.doi.org/10.1016/j.compgeo.2009.02.002.

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16

Xue, Jiang Wei, Jing Luo Cai, Yong Yang, and Xin Sheng Ge. "Variable Rigidity Pile (Pile Partner) Deal with Unconfined Direct and Indirect Footing (Foundation)." Applied Mechanics and Materials 256-259 (December 2012): 39–42. http://dx.doi.org/10.4028/www.scientific.net/amm.256-259.39.

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To classify building founation into shallow foundation and deep foundation is not always right, may lead to erroneous judgement or discrimination, and it is difficult to define the pile partner (Variable Rigidity Pile), so the concepts of direct and indirect footing (foundation) are to be presented for the first time, which seems to be more reasonable and scientific, pile partner can be directly foundation, and can also be indirect foundation, mainly distinguish according to the distance or modulus between pile top and pile cap. If the pile top and pile cap keep at a distance, then it is direct foundation (footing); If the pile top connect to pile cap, connection types can be "rigid joint", "hinged joint", or contact with each other, it is indirect foundation (footing).

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17

SUZUKI, Kuniyasu, and Kazuo OHTSUKI. "STUDY ON THE RIGID ZONE OF FOOTING BEAMS FOR HORIZONTAL FORCE." AIJ Journal of Technology and Design 8, no. 16 (2002): 67–72. http://dx.doi.org/10.3130/aijt.8.67.

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18

Zheng, Changjie, Lubao Luan, George Kouretzis, and Xuanming Ding. "Vertical vibration of a rigid strip footing on viscoelastic half‐space." International Journal for Numerical and Analytical Methods in Geomechanics 44, no. 14 (July 17, 2020): 1983–95. http://dx.doi.org/10.1002/nag.3108.

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19

Ramu, K., and Madhira R. Madhav. "Response of rigid footing on reinforced granular fill over soft soil." Geomechanics and Engineering 2, no. 4 (December 25, 2010): 281–302. http://dx.doi.org/10.12989/gae.2010.2.4.281.

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20

Einav, Itai, and Mark J. Cassidy. "A framework for modelling rigid footing behaviour based on energy principles." Computers and Geotechnics 32, no. 7 (October 2005): 491–504. http://dx.doi.org/10.1016/j.compgeo.2005.10.003.

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21

Lee, K. M., and V. R. Manjunath. "Experimental and numerical studies of geosynthetic-reinforced sand slopes loaded with a footing." Canadian Geotechnical Journal 37, no. 4 (August 1, 2000): 828–42. http://dx.doi.org/10.1139/t00-016.

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This paper presents the results of a series of plane strain model tests carried out on both reinforced and unreinforced sand slopes loaded with a rigid strip footing. The objectives of this study are to (i) determine the influence of geosynthetic reinforcement on the bearing-capacity characteristics of the footing on slope, (ii) understand the failure mechanism of reinforced slopes, and (iii) suggest an optimum geometry of reinforcement placement. The investigations were carried out by varying the edge distance of the footing for three different slope angles and three different types of geosynthetic. It is shown that the load-settlement behaviour and ultimate bearing capacity of the footing can be considerably improved by the inclusion of a reinforcing layer at the appropriate location in the fill slope. The optimum depth of the reinforcement layer, which resulted in maximum bearing capacity ratio (BCR), is found to be 0.5 times the width of the footing. It is also shown that for both reinforced and unreinforced slopes, the bearing capacity decreases with an increase in slope angle and a decrease in edge distance. At an edge distance of five times the width of the footing, bearing capacity becomes independent of the slope angle. The effectiveness of the geosynthetic in improving the bearing capacity of the footing is attributed to its primary properties such as aperture size and axial stiffness. A numerical study using finite element analyses was carried out to verify the model test results. The agreement between observed and computed results is found to be reasonably good in terms of load-settlement behaviour and optimum geometry of georeinforcement placement.Key words: model tests, footing, bearing capacity, fill slope, finite element method, geosynthetic.

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22

Yang, Ziqi, Chern Kun, Dongliang Meng, and Nawawi Chouw. "Influence of Transient and Partial Footing Separation on the Seismic Response of Skewed Bridges with Soil Support." International Journal of Structural Stability and Dynamics 21, no. 09 (May 25, 2021): 2150132. http://dx.doi.org/10.1142/s0219455421501327.

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Previous research has shown that the transient and partial footing separation is one of the effective methods to reduce the impact of earthquakes on bridge structures. The separation will not only temporarily stop the transfer of seismic load to structures, but also activate rigid-like body motions of the bridge piers. Most of current investigations involving footing uplift only focused on straight bridges. The influence of skew angle is rarely considered. Even though skewed bridges are common and more vulnerable to seismic load. This work reveals the simultaneous influence of skew angle and footing uplift on soil on seismic response of bridges. A bridge with a 30∘ or 45∘ skew angle, in addition to a straight bridge, was excited using a large-scale shake table. The ground excitations were stochastically simulated based on design spectrum of New Zealand standard. The result revealed that with increasing skew angle bridges will have frequent footing uplifts. In the case of a straight bridge, although allowing footing uplift is beneficial in reducing the bending moment at the pier support, it increases the longitudinal girder displacement. In contrast, in the case of 30∘ and 45∘ skewed bridges, uplifts increase the bending moments of piers and the displacements of the girder, especially in the transverse direction.

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23

Mandal, A., D. Baidya, and D. Roy. "Experimental evaluation of vertical response of rigid surface footing on layered soil." International Journal of Geotechnical Engineering 4, no. 1 (January 2010): 119–25. http://dx.doi.org/10.3328/ijge.2010.04.01.119-125.

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24

Huang, Ching-Chuan, and Wen-Wei Kang. "Seismic Bearing Capacity of a Rigid Footing Adjacent to a Cohesionless Slope." Soils and Foundations 48, no. 5 (October 2008): 641–51. http://dx.doi.org/10.3208/sandf.48.641.

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25

Chen, Yuanzhi, Tam Larkin, and Nawawi Chouw. "Experimental assessment of contact forces on a rigid base following footing uplift." Earthquake Engineering & Structural Dynamics 46, no. 11 (March 6, 2017): 1835–54. http://dx.doi.org/10.1002/eqe.2885.

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26

Griffiths, D. V., Gordon A. Fenton, and N. Manoharan. "Bearing Capacity of Rough Rigid Strip Footing on Cohesive Soil: Probabilistic Study." Journal of Geotechnical and Geoenvironmental Engineering 128, no. 9 (September 2002): 743–55. http://dx.doi.org/10.1061/(asce)1090-0241(2002)128:9(743).

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27

LU, Liang, Katsuhiko ARAI, and Zongjian WANG. "Laboratory Model Test and Numerical Analysis of Bearing Capacity of Rigid Strip Footing." Journal of applied mechanics 10 (2007): 351–62. http://dx.doi.org/10.2208/journalam.10.351.

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28

Damisa, O. "Vibration of a rigid footing—a finite model for the elastic half space." International Journal for Numerical and Analytical Methods in Geomechanics 10, no. 1 (January 1986): 73–89. http://dx.doi.org/10.1002/nag.1610100106.

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29

Panagiotidou, Andriani I., George Gazetas, and Nikos Gerolymos. "Pushover and Seismic Response of Foundations on Stiff Clay: Analysis with P-Delta Effects." Earthquake Spectra 28, no. 4 (November 2012): 1589–618. http://dx.doi.org/10.1193/1.4000084.

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Finite-element analyses are performed for the response to lateral monotonic, slow-cyclic, and seismic loading of rigid footings carrying tall slender structures and supported on stiff clay. The response involves mainly footing rotation under the action of overturning moments from the horizontal external force on—or the developing inertia at—the mass of the structure, as well as from the aggravating contribution of its weight (P-delta effect). Emphasis is given to the conditions for collapse of the soil-foundation-structure system. Two interconnected mechanisms of nonlinearity are considered: detachment from the soil with subsequent uplifting of the foundation (geometric nonlinearity) and formation of bearing-capacity failure surfaces (material inelasticity). The relation between monotonic behavior (static “pushover”), slow-cyclic behavior, and seismic response is explored parametrically. We show that with “light” structures uplifting is the dominant mechanism that may lead to collapse by dynamic instability (overturning), whereas “very heavy” structures mobilize soil failure mechanisms, leading to accumulation of settlement, residual rotation, and ultimately collapse.

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30

Matsui, Kunihito, Masashi Iura, Toshimi Sasaki, and Iku Kosaka. "Periodic response of a rigid block resting on a footing subjected to harmonic excitation." Earthquake Engineering & Structural Dynamics 20, no. 7 (1991): 683–97. http://dx.doi.org/10.1002/eqe.4290200707.

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31

Ai, Zhi Yong, and Yi Fan Zhang. "Vertical vibration of a rigid strip footing on a transversely isotropic multilayered half-plane." Applied Mathematical Modelling 40, no. 23-24 (December 2016): 10521–32. http://dx.doi.org/10.1016/j.apm.2016.07.005.

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32

Yang, Feng, Xiang-Cou Zheng, Lian-Heng Zhao, and Yi-Gao Tan. "Ultimate bearing capacity of a strip footing placed on sand with a rigid basement." Computers and Geotechnics 77 (July 2016): 115–19. http://dx.doi.org/10.1016/j.compgeo.2016.04.009.

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33

Rele, Rajesh R., Ranjan Balmukund, Stergios A. Mitoulis, and Subhamoy Bhattacharya. "Rocking isolation of bridge pier using shape memory alloy." Bridge Structures 16, no. 2-3 (January 16, 2021): 85–103. http://dx.doi.org/10.3233/brs-200174.

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The conventional design philosophy of bridges allows damage in the pier through yielding. A fuse-like action is achieved if the bridge piers are designed to develop substantial inelastic deformations when subjected to earthquake excitations. Such a design can avoid collapse of the bridge but not damage. The damage is the plastic hinge formation formed at location of maximum moments and stresses that can lead to permanent lateral displacement which can impair traffic flow and cause time consuming repairs. Rocking can act as a form of isolation by means of foundation uplifting which act as a mechanical fuse, limiting the forces transferred to the base of the structure. In this context, this paper proposes a novel resilient controlled rocking bridge pier foundation, which uses elastomeric pads incorporated beneath the footing of the bridge piers and external restrainer in the form of shape memory alloy bar (SMA). The rocking mechanism is achieved by restricting the horizontal movement of footing by providing stoppers at all sides of footing. The pads are designed to remain elastic without allowing their shearing. The pier, the footing and the elastomeric pads are assumed to be supported on firm rigid concrete sub base resting on hard rock. By performing nonlinear dynamic time history analysis in the traffic direction of the bridge, the proposed pier with the novel resilient foundation is compared against a fixed-based pier and classical rocking pier (CC). The proposed pier rocking on elastomeric pads and external restrainer (CP+SMA) has good re-centering capability during earthquakes with negligible residual drift and footing uplift. In this new rocking isolation technique, the forces in the piers are also reduced and thus leading to reduced construction cost with enhanced post-earthquake serviceability.

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34

Sitharam, T. G., S. Sireesh, and Sujit Kumar Dash. "Model studies of a circular footing supported on geocell-reinforced clay." Canadian Geotechnical Journal 42, no. 2 (April 1, 2005): 693–703. http://dx.doi.org/10.1139/t04-117.

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The potential benefits of geocell reinforcement in soft clay foundations have been studied by a series of laboratory-scale static load tests on a rigid circular footing placed on a fill surface. Parameters of the test program include depth of placement of the geocell layer, width and height of the geocell layer, and influence of an additional layer of planar geogrid at the base of the geocell mattress. With the provision of geocell reinforcement, the load-carrying capacity of the soft clay foundation can be improved by a factor of up to 4.8 times that of the unreinforced soil. Heaving of the soil can be reduced substantially by providing geocell reinforcement of sufficient height and width. Further improvement in performance could be obtained with the provision of an additional layer of planar geogrid at the base of the geocell mattress.Key words: model study, circular footing, soft clay, geocell reinforcement, reinforced soil.

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35

Antony, S. J., and Zuhair Kadhim Jahanger. "Local Scale Displacement Fields in Grains–Structure Interactions Under Cyclic Loading: Experiments and Simulations." Geotechnical and Geological Engineering 38, no. 2 (October 19, 2019): 1277–94. http://dx.doi.org/10.1007/s10706-019-01088-5.

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Abstract Soils encounter cyclic loading conditions in situ, for example during the earthquakes and in the construction sequences of pavements. Investigations on the local scale displacements of the soil grain and their failure patterns under the cyclic loading conditions are relatively scarce in the literature. In this study, the local displacement fields of a dense sand layer interacting with a rigid footing under the plane-strain condition are examined using both experiments and simulations. Three commonly used types of cyclic loading conditions were applied on the footing. Digital particle image velocimetry (DPIV) is used to measure the local scale displacement fields in the soil, and to understand the evolution of the failure envelopes in the sand media under the cyclic loading conditions. The experimental results are compared with corresponding finite element analysis (FEA), in which experimentally-characterised constitutive relations are fed as an input into the FEM simulations. For comparison purposes, the case of footing subjected to the quasi-static loading condition was also studied. In general, the results show a good level of agreement between the results of the experiments and simulations conducted here. Overall, relatively shallower but wider displacement fields are observed under the cyclic loading, when compared with that of the quasi-static load test. The vorticity regions are highly localized at the shear bands in the sand media under the ultimate load. The research contributes to new understanding on the local scale displacement fields and their link to the bearing capacity of the footing under the cyclic loading environments.

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36

Hussein H. Karim, Zeena W. Samueel, and Mohammed A. Hussein. "A Comparison Study on the Effect of Various Layered Sandy Soil Deposited on Final Settlement under Dynamic Loading." Engineering and Technology Journal 38, no. 4A (April 25, 2020): 594–604. http://dx.doi.org/10.30684/etj.v38i4a.1569.

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The foundation is expansion in base of column, wall or other structure in order to transmit the loads from the structure to under footing with a suitable pressure with soil property. There are two conditions to design foundation: 1. The stress is applied by footing on soil is not exceeded allowable bearing capacity ( ). 2. The foundation settlement and differential settlement are due to applied loads are not exceeding the allowable settlement that based on the type and size of structure, the nature of soil. Rigid square machine footing with dimension 200*200 mm with two types of relative density (50 and 85)% medium and dense density respectively are using in this study in different 28 models to show the effect of layered sandy soil in two configuration, medium-dense MD and dense-medium DM on the final settlement in magnitudes and behaviors under dynamics loads applying with different amplitude of loads (0.25 and 2) tons at surface with amplitude-frequency 0.5 Hz with explain the effect of reinforcements material on reduction the magnitude of settlement. The final results appeared with respect to the specified continuous pressure and the number of loading cycles, the resulting settlement from the dynamic loading increases with the increase in the dynamic pressure magnitude, the variation on densities of layered soil effect on the amount of settlement due to different loads applied...

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37

LU, Liang, Katsuhiko ARAI, Zongjian WANG, and Ryuji Nishiyama. "Laboratory Model Test and Numerical Analysis of Bearing Capacity of Rigid Strip Footing on Slope." Journal of applied mechanics 11 (2008): 399–410. http://dx.doi.org/10.2208/journalam.11.399.

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38

Gottardi, Guido, and Roy Butterfield. "The Displacement of a Model Rigid Surface Footing on Dense Sand Under General Planar Loading." Soils and Foundations 35, no. 3 (September 1995): 71–82. http://dx.doi.org/10.3208/sandf.35.71.

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39

Lu, Liang, Zong-jian Wang, and K. Arai. "Numerical and experimental analyses for bearing capacity of rigid strip footing subjected to eccentric load." Journal of Central South University 21, no. 10 (October 2014): 3983–92. http://dx.doi.org/10.1007/s11771-014-2386-5.

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40

Maheshwari, Priti, and M. R. Madhav. "Analysis of a rigid footing lying on three-layered soil using the finite difference method." Geotechnical and Geological Engineering 24, no. 4 (August 2006): 851–69. http://dx.doi.org/10.1007/s10706-005-7109-0.

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41

Loukidis, D., T. Chakraborty, and R. Salgado. "Bearing capacity of strip footings on purely frictional soil under eccentric and inclined loads." Canadian Geotechnical Journal 45, no. 6 (June 2008): 768–87. http://dx.doi.org/10.1139/t08-015.

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The finite element method is used for the determination of the collapse load of a rigid strip footing placed on a uniform layer of purely frictional soil subjected to inclined and eccentric loading. The footing is set on the free surface of the soil mass with no surcharge applied. The soil is assumed to be elastic – perfectly plastic following the Mohr–Coulomb failure criterion. Two series of analyses were performed, one using an associated flow rule and one using a nonassociated flow rule. The first series is in accordance with bearing capacity solutions currently used in shallow foundation design practice, while the second one is consistent with the dilatancy exhibited by sands in reality. Both probe-type analyses and swipe-type analyses were undertaken. Analyses for associated and nonassociated flow rules yield essentially the same trends regarding the effective width, inclination factor, and normalized vertical force – horizontal force – moment (V–H–M) failure envelope. The results show that the inclination factor depends on the value of the friction angle, whereas the effective width does not.

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42

Love, J. P., H. J. Burd, G. W. E. Milligan, and G. T. Houlsby. "Analytical and model studies of reinforcement of a layer of granular fill on a soft clay subgrade." Canadian Geotechnical Journal 24, no. 4 (November 1, 1987): 611–22. http://dx.doi.org/10.1139/t87-075.

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The effectiveness of geogrid reinforcement, placed at the base of a layer of granular fill on the surface of soft clay, has been studied by small-scale model tests in the laboratory. In the tests, monotonic loading was applied by a rigid footing, under plane strain conditions, to the surface of reinforced and unreinforced systems, using a range of fill thicknesses and subgrade strengths. Continuous measurements were made of footing load and footing displacement, and deformations of the subgrade and of the geogrid reinforcement were measured from photographs. From these measurements the different mechanisms of failure in the unreinforced and reinforced system were established. Performance of reinforced systems was found to be superior even at small deformations, owing to the significant change in the pattern of shear forces acting on the surface of the clay, brought about by the presence of the reinforcement. Membrane action of the reinforcement only became significant at large deformations.A finite element computer program has been specially formulated to allow inclusion of a thin reinforcing layer, and to handle correctly the large deformations and strains induced in the physical models. This formulation is able to reproduce satisfactorily the main features of behaviour observed in the models, and may now be used with some confidence to perform accurate predictions for full-scale structures. Key words: bearing capacity, clays, finite elements, foundations, geotextile, granular materials, model tests, reinforced soil, roads.

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43

Salimi Eshkevari, Seyednima, Andrew J. Abbo, and George Kouretzis. "Bearing capacity of strip footings on sand over clay." Canadian Geotechnical Journal 56, no. 5 (May 2019): 699–709. http://dx.doi.org/10.1139/cgj-2017-0489.

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Estimation of the bearing capacity of shallow foundations on layered soil profiles, such as a sand layer of finite thickness over clay, is mainly based on empirical models resulting from the interpretation of experimental test results. While it is generally accepted that such models may be applicable to soil properties and footing geometries outside the range tested experimentally, they offer limited insights on how the assumed failure mechanism affects their range of application. In particular, the contribution of the sand layer to the overall capacity is accounted for via simple considerations, which are valid only for a specific range of problem parameters. This paper addresses the estimation of the undrained bearing capacity of a rigid strip footing resting on the surface of a sand layer of finite thickness overlying clay, using finite element limit analysis (FELA). The rigorous upper and lower bound theorems of plasticity are employed to bracket the true bearing capacity of the footing, and identify the geometry of possible failure mechanisms. Insights gained from FELA simulations are used to develop a new simple bearing capacity model, which captures the variation in shear resistance from the sand layer with the dimensionless undrained strength of the clay layer. The proposed model provides results that are in close agreement with published experimental studies, and allows treating simple problems, such as the design of working platforms, without having to resort to numerical simulations.

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44

Lin, Gao, Zejun Han, Hong Zhong, and Jianbo Li. "A precise integration approach for dynamic impedance of rigid strip footing on arbitrary anisotropic layered half-space." Soil Dynamics and Earthquake Engineering 49 (June 2013): 96–108. http://dx.doi.org/10.1016/j.soildyn.2013.01.009.

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45

KOBAYASHI, Shunichi, Nozomu GENJO, and Takeshi TAMURA. "Rigid Plastic Shakedown Analysis and its Application for a Bearing Capacity Problem of a Multi-footing System." Journal of applied mechanics 3 (2000): 379–86. http://dx.doi.org/10.2208/journalam.3.379.

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46

Huynh, Van Quan, Xuan Huy Nguyen, and Trung Kien Nguyen. "A Macro-element for Modeling the Non-linear Interaction of Soil-shallow Foundation under Seismic Loading." Civil Engineering Journal 6, no. 4 (April 1, 2020): 714–23. http://dx.doi.org/10.28991/cej-2020-03091503.

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This paper presents a macro-element for simulating the seismic behavior of the soil- shallow foundation interaction. The overall behavior in the soil and at the interface is replaced by a macro-element located at the base of the superstructure. The element reproduces the irreversible elastoplastic soil behavior (material non-linearity) and the foundation uplift (geometric non-linearity) at the soil- foundation interface. This new macro-element model with three degrees-of-freedom describes the force-displacement behavior of the footing center. The single element is restrained by the system of equivalent springs and dashpots. The footing is considered as a rigid body. It is solved by a suitable Newmark time integration scheme and implemented in Matlab to simulate the nonlinear behavior of soil-shallow foundation interaction under seismic loading. A reduce scaled soil-foundation system has been tested on a shaking table at the University of Transport and Communications, Hanoi, Vietnam. Five series of earthquake motions were used with maximum acceleration increased from 0.5 to 2.5 . The comparison of numerical results obtained from the simulation and experimentations shows the satisfactory agreement of the model. The proposed macro-element can be used to predict the seismic behavior of a wider variety of configurations.

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47

Wu, Li Xiang, Xing Min Hou, and Jia Zhang. "Mass-Spring-Damping Model of Saturated Sands." Applied Mechanics and Materials 170-173 (May 2012): 153–58. http://dx.doi.org/10.4028/www.scientific.net/amm.170-173.153.

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Based on the theory of elastic wave in saturated soils, the vertical vibration of a rigid circular footing resting on saturated sands is studied to obtain its analytical solution of dynamic compliance coefficients. Considering the role of water in the soil, the mass-spring-damping model of saturated sands is proposed to realize a practical way for engineering. And the stiffness and damping coefficients of model are calculated by reciprocity law equation. Compared with the solution of elastic half-space with the same Poisson’s ratio, the coefficients of the saturated sands are quite large. To comply with engineering practice, the approximate formula should be modified with multiplying them by factor in the Code for Dynamic Machine Foundation Design.

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48

Xiao, Chengzhi, Jie Han, and Zhen Zhang. "Experimental study on performance of geosynthetic-reinforced soil model walls on rigid foundations subjected to static footing loading." Geotextiles and Geomembranes 44, no. 1 (February 2016): 81–94. http://dx.doi.org/10.1016/j.geotexmem.2015.06.001.

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49

Xiao, C., J. Han, and Z. Zhang. "Experimental study on performance of geosynthetics reinforced soil model walls on rigid foundations subjected to static footing loading." Geotextiles and Geomembranes 44, no. 6 (December 2016): 894–96. http://dx.doi.org/10.1016/j.geotexmem.2016.06.005.

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50

Ba, Zhenning, Jianwen Liang, Vincent W. Lee, and Zeqing Kang. "Dynamic impedance functions for a rigid strip footing resting on a multi-layered transversely isotropic saturated half-space." Engineering Analysis with Boundary Elements 86 (January 2018): 31–44. http://dx.doi.org/10.1016/j.enganabound.2017.10.009.

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