Готові списки джерел за темами / Shallow footings

Добірка наукової літератури з теми "Shallow footings"

Автор: Grafiati
Опубліковано: 10 грудня 2022
Оновлено: 29 січня 2023

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Статті в журналах з теми "Shallow footings"

1

Graham, J., M. Andrews, and D. H. Shields. "Stress characteristics for shallow footings in cohesionless slopes." Canadian Geotechnical Journal 25, no. 2 (May 1, 1988): 238–49. http://dx.doi.org/10.1139/t88-028.

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Footings placed at shallow depth in bridge approach embankments can be used to reduce the cost and to improve the performance of bridge supports. The embankments frequently terminate in slopes dropping to underpass level, and the footings therefore have lower capacity than that for footings on level ground. The needed design procedures have not been well validated.The paper describes a new solution using the method of stress characteristics for footing capacity in cohesionless slopes. The soil is assumed to have c = 0, [Formula: see text] = constant, γ > 0. Particular attention is paid to modelling the asymmetric nonfailing zone immediately beneath the footing. Solutions for various slope angles and friction angles have been obtained for footings placed at the crest of the slope with D/B = H/B = 0, and for H/B = 0.5, 1.0, and 2.0; D/B = 0.5 and 1.0. The theoretical bearing capacities are compared with experimental values from two series of laboratory tests. Key words: bearing capacity, footings, failure, bridge abutments, slopes, sand, cohesionless, stress characteristics.
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2

Turker, Emel, Erol Sadoglu, Evrim Cure, and Bayram Ali Uzuner. "Bearing capacity of eccentrically loaded strip footings close to geotextile-reinforced sand slope." Canadian Geotechnical Journal 51, no. 8 (August 2014): 884–95. http://dx.doi.org/10.1139/cgj-2014-0055.

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A series of bearing capacity tests were conducted with an eccentrically (e/B = 0, 1/12, 1/6, 1/3) loaded model surface (Df/B = 0) and shallow (Df/B = 0.25) strip footings (B = 80 mm) resting close to reinforced finite sand slopes to investigate ultimate loads, failure surfaces, load–displacement curves, rotation of footing, etc. The experimental set-up used to run the tests consists of a tank, model footing, sand, and a loading mechanism. A single woven geotextile strip sheet was placed horizontally below the footing’s base at a depth of half of the footing’s width. Ultimate loads decreased with increasing eccentricity. This decrease is due to a combination of eccentricity and slope. The use of geotextile reinforcement increased ultimate loads in comparison with unreinforced cases. Failure surfaces were not symmetrical, primary failure surfaces developed on the eccentricity (slope) side, and secondary failure surfaces developed on the other side. Lengths of failure surfaces decreased with increasing eccentricity. Prior to failure, footings always rotated towards the eccentricity (slope) side a few degrees.
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3

Shadmand, A., Mahmoud Ghazavi, and Navid Ganjian. "Scale Effects of Footings on Geocell Reinforced Sand Using Large-Scale Tests." Civil Engineering Journal 4, no. 3 (April 7, 2018): 497. http://dx.doi.org/10.28991/cej-0309110.

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The scale effect on bearing capacity of shallow footings supported by unreinforced granular soils has been evaluated extensively. However, the subject has not been addressed for shallow footings on geocell-reinforced granular soils. In this study, load-settlement characteristic of large square footings is investigated by performing large-scale loading tests on unreinforced and geocell-reinforced granular soils. The effects of footing width (B), soil relative density of soil (Dr), and reinforcement depth (u) have been investigated. The test results show that the scale effects exist in geocell-reinforced soils, like unreinforced soils, and the behavior of small-scale models of footings cannot be directly related to the behavior of full-scale footings due to the difference between initial conditions of tests and the initial state of mean stresses in the soil beneath the footings having different dimensions. Large footings create higher mean stresses in the soil, resulting in low soil friction angle and initial conditions of the test approach to the critical state lines. The results of tests indicate that model experiments should be conducted on low-density soil for better prediction of the behavior of full-scale footings, otherwise, the predicted behavior of full-scale footings does not seem conservative.
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4

Hakhamaneshi, Manouchehr, Bruce L. Kutter, Mark Moore, and Casey Champion. "Validation of ASCE 41-13 Modeling Parameters and Acceptance Criteria for Rocking Shallow Foundations." Earthquake Spectra 32, no. 2 (May 2016): 1121–40. http://dx.doi.org/10.1193/121914eqs216m.

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The standard ASCE 41-13 Seismic Evaluation and Retrofit of Existing Buildings includes new provisions for linear and non-linear modeling parameters and acceptance criteria for rocking shallow foundations. The new modeling parameters and acceptance criteria were largely based on model tests on rectangular rocking foundations with a limited range of footing length to width ratio (L/B). New model test results are presented, including a systematic variation of L/B and also non-rectangular (I-shaped) footings. This new data along with previously published results are presented to validate the trilinear modeling parameters and acceptance criteria of ASCE 41-13. This paper investigates the effects of footing shape on the residual settlement, residual uplift, rocking stiffness, and re-centering. Overall, the new data supports the provisions of ASCE 41-13; however, the acceptance limits for rocking rotation of I-shaped footings could be reduced to produce performance consistent with the acceptance limits for rectangular footings.
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5

Ausilio, Ernesto, and Enrico Conte. "Influence of groundwater on the bearing capacity of shallow foundations." Canadian Geotechnical Journal 42, no. 2 (April 1, 2005): 663–72. http://dx.doi.org/10.1139/t04-084.

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In this paper, the kinematic approach of limit analysis is used to analyse the influence of groundwater on the bearing capacity of shallow foundations. Analytical expressions are derived allowing the bearing capacity of strip footings resting on a soil where the water table is at some depth below the footing base to be calculated. Results from these expressions are compared with those obtained using other theoretical solutions available in literature. Moreover, a parametric study is carried out to illustrate the effects on bearing capacity of submergence of the soil below the footing. The importance of these effects is discussed, and remarks are also made on the results provided by some simplified methods that are currently used in practice. Finally, a simple approximation of the theoretical solution derived in this study is suggested for practical purposes.Key words: bearing capacity, limit analysis, groundwater, strip footings.
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6

Melchers, R. E. "Rotational stiffness of shallow footings." Computers and Geotechnics 13, no. 1 (January 1992): 21–35. http://dx.doi.org/10.1016/0266-352x(92)90009-i.

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7

Puzakov, Viktor, Andrew Drescher та Radoslaw L. Michalowski. "Shape factor sγfor shallow footings". Geomechanics and Engineering 1, № 2 (25 червня 2009): 113–20. http://dx.doi.org/10.12989/gae.2009.1.2.113.

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8

El-kady, Mahmoud Samir, and Essam Farouk Badrawi. "Performance of isolated and folded footings." Journal of Computational Design and Engineering 4, no. 2 (September 14, 2016): 150–57. http://dx.doi.org/10.1016/j.jcde.2016.09.001.

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Abstract Folded foundations have been used as an alternative to the conventional flat shallow foundations, in situations involving heavy loads or weak soils. They can be geometrically shaped in many forms especially for isolated footings. The purpose of this paper is introducing an alternative foundation shape that reduces the cost of foundations by reducing the amount of reinforcing steel by minimizing or even eliminating the tension zones in the folded isolated footings. Also, achieving lower soil stresses through changing the isolated footing shape will consequently reduce the expected settlements and the footing stresses. Experimental and numerical studies are performed on five (5) quarter scale footings of which one (1) footing of flat shape is tested as a reference sample and four (4) footings are of folded shape by folding angles of 10°, 20°, 30°, and 40° with the horizontal. Results showed that the folded isolated footings achieve economic design by decreasing the quantities of reinforcement. It also induced less soil settlements, and stresses. In addition, the tensile stresses in the reinforced concrete footing body are also less in folded isolated footings than the flat one. Results show that the folded isolated footing have a better load carrying capacity when compared with the conventional slab/flat footing of similar cross sectional area for both cases of experimental and numerical analysis. Highlights The purpose of this paper is achieving lower soil stresses through changing the isolated footing shape will consequently reduce the expected settlements and the footing stresses resulting from differential settlements. Experimental and numerical studies are perform using five (5) quarter scale footings of which one (1) footing of flat shape as a reference sample and four (4) footings are of folded shape by a folding angles of 10, 20, 30, and 40 degrees with the horizontal. The most effective and preferable value of the folding angle (?), is equal to 30 degrees. Good agreement is reached between the experimental and numerical results. Results showed that the maximum tensile stresses in steel bars decreased by about 48% for folded isolated footing case when compared with conventional flat ones
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9

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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10

Bienen, B., and M. J. Cassidy. "Three-dimensional numerical analysis of centrifuge experiments on a model jack-up drilling rig on sand." Canadian Geotechnical Journal 46, no. 2 (February 2009): 208–24. http://dx.doi.org/10.1139/t08-115.

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Jack-up drilling rigs are usually founded on three shallow footings. Under wind, wave, and current loading offshore, the footings of these tall multi-footing systems transfer large moment loads in addition to self-weight, horizontal load, and even torsion to the underlying soil. To be able to deploy a jack-up safely at a particular offshore site, the unit’s capacity to withstand a 50 year return period storm is required to be checked in accordance with current guidelines (Site specific assessment of mobile jack-up units, The Society of Naval Architects & Marine Engineers). As the overall system behaviour is influenced significantly by the footing restraint, models that account for the complex nonlinear foundation–soil interaction behaviour are required to be integrated with the structural and loading models. Displacement-hardening plasticity theory has been suggested as an appropriate framework to formulate force-resultant models to predict shallow foundation behaviour. Recent research has extended such a model to account for six degree-of-freedom loading of circular footings on sand, allowing integrated structure–soil analysis in three dimensions. This paper discusses “class A” numerical predictions of experiments on a model jack-up in a geotechnical centrifuge, using the integrated modelling approach, and critically evaluates the predictive performance. The numerical simulations are shown to represent a significant improvement compared with the method outlined in the current guidelines.
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Більше джерел

Дисертації з теми "Shallow footings"

1

Al-Karni, Awad Ali. "Seismic settlement and bearing capacity of shallow footings on cohesionless soil." Diss., The University of Arizona, 1993. http://hdl.handle.net/10150/186284.

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Seismic loading reduces the bearing capacity of soils and large settlement can occur. These effects have not been considered adequately in design codes. In this dissertation, the seismic bearing capacity and settlement of soils have been investigated theoretically and experimentally. The theoretical analysis was developed for a dry c-φ soil, considering the effect of the cohesion, and the vertical and the horizontal acceleration components. The seismic bearing capacity was examined by using the concept of shear fluidization of soil, while the seismic settlement was examined using the sliding block model technique. The theory of the shear fluidization of soil was developed for c-φ soils and extended the original application which was limited to cohesionless soils. The experiments were conducted on dry and saturated cohesionless soil using a shake box designed and constructed during this research. The shake box was designed to subject the soil to simple shear conditions during shaking. Model footings, constructed from lead, were used to study the seismic bearing capacity and settlement of shallow footings. The parameters investigated include the horizontal acceleration, the frequency, the safety factor, the footing width, the footing shape and size, the depth of embedment, and the relative density of the soil. The theoretical and the experimental results showed good agreement. Significant reduction in the bearing capacity of the soil, even at low acceleration (e.g. < 0.3 g) and excessive settlement can occur if the seismic bearing capacity becomes lower than the allowable static bearing capacity. Seismic design procedures are proposed and illustrative examples are used to demonstrate the design procedures.
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2

Barnwell, Nicholas Valgardson. "Experimental Testing of Shallow Embedded Connections Between Steel Columns and Concrete Footings." BYU ScholarsArchive, 2015. https://scholarsarchive.byu.edu/etd/4428.

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Shallow embedded column connections are widely used for columns resisting gravity loads in current design methods. These connections are usually considered “pinned” for structural analysis. In reality these connections fall in between a fixed and a pinned condition. Although methods exist to estimate the stiffness and strength of exposed columns or embedded columns under lateral loads, little research has been done to determine the strength of shallow embedded columns. An experimental study was carried out to investigate the strength of these connections. A total of 12 specimens with varying orientation, embedment depth, and column size were loaded laterally until failure or significant loss in strength. The results showed that shallow embedded connections are 86%-144% stronger in yielding and 32%-64% stronger in ultimate strength than current design methods would predict. This strength comes from a combination of the embedment depth and the resistance from the base plate and anchor rods. A model is proposed to explain the strength of the specimens and to conservatively estimate the strength of specimens with different variables. The specimens also exhibited stiffness ranging from 50%-75% of what would be expected from fully embedded columns.
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3

Elhakim, Amr F. "Evaluation of shallow foundation displacements using soil small-strain stiffness." Diss., Available online, Georgia Institute of Technology, 2005, 2005. http://etd.gatech.edu/theses/available/etd-06242005-110638/.

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Thesis (Ph. D.)--Civil and Environmental Engineering, Georgia Institute of Technology, 2006.
Mayne, Paul, Committee Chair ; Puzrin, Alexander, Committee Member ; Germanovich, Leonid, Committee Member ; Lowell, Robert, Committee Member ; Rix, Glenn, Committee Member.
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4

Elvidge, Christopher B. "Effect of reinforcement length on the bearing capacity of footings on shallow granular layers." Thesis, National Library of Canada = Bibliothèque nationale du Canada, 2000. http://www.collectionscanada.ca/obj/s4/f2/dsk1/tape3/PQDD_0003/MQ45273.pdf.

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5

Meranda, Jill L. "Analysis of Spread Footing Foundations as a Highway Bridge Alternative." Ohio University / OhioLINK, 2005. http://rave.ohiolink.edu/etdc/view?acc_num=ohiou1132692323.

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6

Serridge, Colin J. "An evaluation of partial depth dry bottom-feed vibro stone columns to support shallow footings in deep soft clay deposits." Thesis, Anglia Ruskin University, 2013. http://arro.anglia.ac.uk/316364/.

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Ground Improvement using vibro stone columns is gaining increasing acceptance on marginal soft clay sites as a sustainable foundation solution, particularly for lightly loaded low-rise structures supported by shallow, narrow footings. Most experience in this context however has been with widespread loads and use of the wet top-feed stone column technique, which has now been largely superseded, on environmental grounds, by the dry bottom-feed technique, and for which no significant published field trial data currently exists in deep soft clay deposits in the context of shallow, narrow footings. This research is therefore principally concerned with evaluating both the ground response to installation of partial depth vibro stone columns using the dry bottom-feed method in a deep moderately sensitive soft clay soil, together with the influence of parameters such as stone column spacing and length, founding depth within a thin surface 'crust', and also foundation shape on the performance of narrow footings subsequently constructed and subjected to incremental loading, over the installed stone columns, at the Bothkennar soft clay research site in Scotland. Comparisons are made with footings constructed within the surface 'crust' at Bothkennar without stone columns. Whilst stone columns were satisfactorily constructed with the dry bottom-feed technique at Bothkennar, it was evident that the vibroflot should not remain in the ground for longer than is necessary, in order to avoid excessive soil disturbance. For this reason construction of partial depth stone columns to a more uniform diameter, without construction of an 'end bulb', is advocated. Stress ratio was found to increase significantly with increasing length of stone column and also applied load, up to a maximum value of around 4.0. Moreover, for a trial footing founded at the base of the 'crust', stresses attracted by the columns were higher than all other columns where founding depth (level) was at shallower depth in the crust. A significant stress transfer was also measured beneath the toe of columns intentionally installed shorter than the minimum design length predicted by the Hughes and Withers (1974) approach at all iii applied loads, but not for columns equal to, or longer than minimum design length, confirming the predictions of this laboratory-based approach at the field scale. The stress measurements recorded by the field instrumentation demonstrate that the behaviour of the composite stone column-soil-foundation system is complex, with simultaneous and interdependent changes in pore pressures, soil stress ratios and resulting stiffness of both soil and columns. Whilst observed settlements exceeded those predicted, with larger foundation settlements observed at low applied loads over stone columns than at the same loading level in untreated ground, principally due to soil disturbance and accelerated consolidation effects during initial loading, at higher applied loadings however the stone columns significantly reduced the rate and magnitude of settlement compared to a foundation in the untreated 'crust'. It is therefore clear that the stone columns 'reinforced' the weak soil, providing a significantly increased factor of safety against bearing failure.
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7

Serridge, Colin J. "An evaluation of partial depth dry bottom-feed vibro stone columns to support shallow footings in deep soft clay deposits." Thesis, Anglia Ruskin University, 2013. https://arro.anglia.ac.uk/id/eprint/316364/1/Colin%20J.%20Serridge%20PhD%20Thesis%20pdf%20%2801%29%20copy.pdf.

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Анотація:
Ground Improvement using vibro stone columns is gaining increasing acceptance on marginal soft clay sites as a sustainable foundation solution, particularly for lightly loaded low-rise structures supported by shallow, narrow footings. Most experience in this context however has been with widespread loads and use of the wet top-feed stone column technique, which has now been largely superseded, on environmental grounds, by the dry bottom-feed technique, and for which no significant published field trial data currently exists in deep soft clay deposits in the context of shallow, narrow footings. This research is therefore principally concerned with evaluating both the ground response to installation of partial depth vibro stone columns using the dry bottom-feed method in a deep moderately sensitive soft clay soil, together with the influence of parameters such as stone column spacing and length, founding depth within a thin surface 'crust', and also foundation shape on the performance of narrow footings subsequently constructed and subjected to incremental loading, over the installed stone columns, at the Bothkennar soft clay research site in Scotland. Comparisons are made with footings constructed within the surface 'crust' at Bothkennar without stone columns. Whilst stone columns were satisfactorily constructed with the dry bottom-feed technique at Bothkennar, it was evident that the vibroflot should not remain in the ground for longer than is necessary, in order to avoid excessive soil disturbance. For this reason construction of partial depth stone columns to a more uniform diameter, without construction of an 'end bulb', is advocated. Stress ratio was found to increase significantly with increasing length of stone column and also applied load, up to a maximum value of around 4.0. Moreover, for a trial footing founded at the base of the 'crust', stresses attracted by the columns were higher than all other columns where founding depth (level) was at shallower depth in the crust. A significant stress transfer was also measured beneath the toe of columns intentionally installed shorter than the minimum design length predicted by the Hughes and Withers (1974) approach at all iii applied loads, but not for columns equal to, or longer than minimum design length, confirming the predictions of this laboratory-based approach at the field scale. The stress measurements recorded by the field instrumentation demonstrate that the behaviour of the composite stone column-soil-foundation system is complex, with simultaneous and interdependent changes in pore pressures, soil stress ratios and resulting stiffness of both soil and columns. Whilst observed settlements exceeded those predicted, with larger foundation settlements observed at low applied loads over stone columns than at the same loading level in untreated ground, principally due to soil disturbance and accelerated consolidation effects during initial loading, at higher applied loadings however the stone columns significantly reduced the rate and magnitude of settlement compared to a foundation in the untreated 'crust'. It is therefore clear that the stone columns 'reinforced' the weak soil, providing a significantly increased factor of safety against bearing failure.
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8

Mohamed, Fathi Mohamed Omar. "Bearing Capacity and Settlement Behaviour of Footings Subjected to Static and Seismic Loading Conditions in Unsaturated Sandy Soils." Thèse, Université d'Ottawa / University of Ottawa, 2014. http://hdl.handle.net/10393/30661.

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Several studies were undertaken by various investigators during the last five decades to better understand the engineering behaviour of unsaturated soils. These studies are justified as more than 33% of soils worldwide are found in either arid or semi-arid regions with evaporation losses exceeding water infiltration. Due to this reason, the natural ground water table in these regions is typically at a greater depth and the soil above it is in a state of unsaturated conditions. Foundations of structures such as the housing subdivisions, multi-storey buildings, bridges, retaining walls, silos, and other infrastructure constructed in these regions in sandy soils are usually built within the unsaturated zone (i.e., vadose zone). Limited studies are reported in the literature to understand the influence of capillary stresses (i.e., matric suction) on the bearing capacity, settlement and liquefaction potential of unsaturated sands. The influence of matric suction in the unsaturated zone of the sandy soils is ignored while estimating or evaluating bearing capacity, settlement and liquefaction resistance in conventional engineering practice. The focus of the research presented in the thesis has been directed towards better understanding of these aspects and providing rational and yet simple tools for the design of shallow foundations (i.e., footings) in sands under both static and dynamic loading conditions. Terzaghi (1943) or Meyerhof (1951) equations for bearing capacity and Schmertmann et al. (1978) equation for settlement are routinely used by practicing engineers for sandy soils based on saturated soil properties. The assumption of saturated conditions leads to conservative estimates for bearing capacity; however, neglecting the influence of capillary stresses contributes to unreliable estimates of settlement or differential settlement of footings in unsaturated sands. There are no studies reported in the literature on how capillary stresses influence liquefaction, bearing capacity and settlement behavior in earthquake prone regions under dynamic loading conditions. An extensive experimental program has been undertaken to study these parameters using several specially designed and constructed equipment at the University of Ottawa. The influence of matric suction, confinement and dilation on the bearing capacity of model footings in unsaturated sand was determined using the University of Ottawa Bearing Capacity Equipment (UOBCE-2011). Several series of plate load tests (PLTs) were carried out on a sandy soil both under saturated and unsaturated conditions. Based on these studies, a semi-empirical equation has been proposed for estimating the variation of bearing capacity with respect to matric suction. The saturated shear strength parameters and the soil water characteristic curve (SWCC) are required for using the proposed equation. This equation is consistent with the bearing capacity equation originally proposed by Terzaghi (1943) and later extended by Meyerhof (1951) for saturated soils. Chapter 2 provides the details of these studies. The cone penetration test (CPT) is conventionally used for estimating the bearing capacity of foundations because it is simple and quick, while providing continuous records with depth. In this research program, a cone penetrometer was specially designed to investigate the influence of matric suction on the cone resistance in a controlled laboratory environment. Several series of CPTs were conducted in sand under both saturated and unsaturated conditions. Simple correlations were proposed from CPTs data to relate the bearing capacity of shallow foundations to cone resistance in saturated and unsaturated sands. The details of these studies are presented and summarized in Chapter 3. Standard penetration tests (SPTs) and PLTs were conducted in-situ sand deposit at Carp region in Ottawa under both saturated and unsaturated conditions. The test results from the SPTs and PLTs at Carp were used along with other data from the literature for developing correlations for estimating the bearing capacity of both saturated and unsaturated sands. The proposed SPT-CPT-based technique is simple and reliable for estimation of the bearing capacity of footings in sands. Chapter 4 summarizes the details of these investigations. Empirical relationships were proposed using the CPTs data to estimate the modulus of elasticity of sands for settlement estimation of footings in both saturated and unsaturated sands. This was achieved by modifying the Schmertmann et al. (1978) equation, which is conventionally used for settlement estimations in practice. Comparisons are provided between the three CPT-based methods that are commonly used for settlement estimations in practice and the proposed method for seven large scale footings in sandy soils. The results of the comparisons show that the proposed method provides better estimations for both saturated and unsaturated sands. Chapter 5 summarizes the details of these studies. A Flexible Laminar Shear Box (FLSB of 800-mm3 in size) was specially designed and constructed to simulate and better understand the behaviour of model surface footing under seismic loads taking account of the influence of matric suction in an unsaturated sandy soil. The main purpose of using the FLSB is to simulate realistic in-situ soils behaviour during earthquake ground shaking. The FLSB test setup with model footing was placed on unidirectional 1-g shake table (aluminum platform of 1000-mm2 in size) during testing. The resistance of unsaturated sand to deformations and liquefaction under seismic loads was investigated. The results of the study show that matric suction offers significant resistance to liquefaction and settlement of footings in sand. Details of the equipment setup, test procedure and results of this study are presented in Chapter 6. Simple techniques are provided in this thesis for estimating the bearing capacity and settlement behaviour of sandy soils taking account of the influence of capillary stresses (i.e., matric suction). These techniques are consistent with the methods used in conventional geotechnical engineering practice. The studies show that even low values of capillary stresses (i.e., 0 to 5 kPa) increases the bearing capacity by two to four folds, and the settlement of footings not only decreases significantly but also offers resistance to liquefaction in sands. These studies are promising and encouraging to use ground improvement techniques; such as capillary barrier techniques to maintain capillary stresses within the zone of influence below shallow foundations. Such techniques, not only contribute to the increase of bearing capacity, they reduce settlement and alleviate problems associated with earthquake effects in sandy soils.
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9

Sadler, Ashley Lauren. "Rotational Stiffness Models for Shallow Embedded Column-to-Footing Connections." BYU ScholarsArchive, 2018. https://scholarsarchive.byu.edu/etd/6752.

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Shallow embedded steel column connections are widely used in steel buildings; however, there is insufficient research about this connection type to understand the actual rotational stiffness that the connection provides. Shallow embedded steel columns are when a steel column is anchored to the foundation slab and then unreinforced concrete is poured around the base plate and the base of the column. This thesis seeks to further quantify the rotational stiffness available in this type of connection due to the added concrete and improve an existing model in order to represent the rotational stiffness. Existing data from two series of experiments on shallow embedded columns were used to validate and improve an existing rotational stiffness model. These two data sets were reduced in the same manner so that they could be compared to one another. In addition, the rotational stiffness for each test column was determined so they could be evaluated against the outputs of the model. The existing model was improved by evaluating each parameter in the model: the modulus of subgrade reaction, exposed column length, modulus of concrete for the blockout and the foundation slab, flange effective width, embedment depth, and effective column depth. It was determined that the model was sensitive to the subgrade reaction, modulus of concrete, embedment depth and effective column depth. The exposed length was not a highly sensitive parameter to the model. Flange effective width was determined to not be needed, especially when the other parameters were altered.
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10

Hanks, Kevin N. "Rotational Strength and Stiffness of Shallowly Embedded Base Connections in Steel Moment Frames." BYU ScholarsArchive, 2016. https://scholarsarchive.byu.edu/etd/6261.

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Shallowly embedded column base connections with unreinforced block out concrete are a common method of connecting steel columns to their foundation. There has been little research done to accurately quantify the effects of this block out concrete on the connection strength and rigidity, and therefore there is nothing to aid the practicing engineer in accounting for this in structural analysis. Due to this lack of understanding, engineers have typically ignored the effects of shallow block out concrete in their analysis, presumably leading to a conservative design. Recent research has attempted to fill this gap in understanding. Several methods have been proposed that seek to quantify the effects of shallow block out concrete on a column base connection. Barnwell proposed a model that predicts the strength of a connection. Both Jones and Tryon used numerical modeling to predict the rotational stiffness of the connection. An experimental study was carried out to investigate the validity of these proposed models. A total of 8 test specimens were created at 2/3 scale with varying column sizes, connection details, and embedment depths. The columns were loaded laterally and cyclically at increasing displacements until the connection failed. The results show that the strength model proposed by Barnwell is reasonable and appropriate, and when applied to this series of physical tests produce predictions that have an observed/predicted ratio of between 0.95 to 1.39. The results also show that methods for estimating the rotational stiffness of the connection at the top of the block out concrete, as proposed by Jones and Tryon also produce reasonable values that had observed/predicted ratios of between 0.93 to 1.47. An alternative model for determining a design value for the rotational stiffness of a shallowly embedded column base plate is also proposed. When the embedment depth to column depth ratio is greater than 1.22, the connection is sufficiently rigid and at small deflections (less than 1% story drift) may be accurately modelled with infinite rotational stiffness (a "fixed" connection) at the base of the column.
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Книги з теми "Shallow footings"

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Singh, Harbir, Ananth Padmanabhan, and Ezekiel J. Emanuel, eds. Conclusion. Oxford University Press, 2018. http://dx.doi.org/10.1093/oso/9780199476084.003.0010.

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Innovation is an extremely context-specific activity, with both the problems sought to be addressed and the solutions at hand being shaped by the structure and flavour of predominant private activity in the domestic economy, sectoral regulations and State support, and local market needs and purchasing power. In this regard, both public and private entities have been successful in tackling several infrastructure bottlenecks and institutional voids to achieve their goals, promoting innovation along the way. At the same time, several impediments to innovation exist in India, the absence of which could make the pace of innovation-led growth much faster, and its scale, much bigger. Confusing, and often inconsistent, regulatory and policy stances are one such impediment. The absence of a clear strategy to promote research and development in emerging technologies is another. The quicker actualization of progressive policies to beneficial action is a third. An education system that internalises the core values requisite for an innovation culture is a fourth. Unless these are addressed on a war footing, a more organic transition to a creative society with indigenous solutions shall remain a distant dream.
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Частини книг з теми "Shallow footings"

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Zeolla, E., S. Sica, and F. De Silva. "Dynamic impedance functions for neighbouring shallow footings." In Geotechnical Engineering for the Preservation of Monuments and Historic Sites III, 883–92. London: CRC Press, 2022. http://dx.doi.org/10.1201/9781003308867-68.

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Mir, B. A., and Saba Ashraf. "Evaluation of Load-Settlement Behaviour of Square Model Footings Resting on Geogrid Reinforced Granular Soils." In Advanced Research on Shallow Foundations, 103–26. Cham: Springer International Publishing, 2018. http://dx.doi.org/10.1007/978-3-030-01923-5_9.

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Sarma, S. K., and Y. C. Chen. "Seismic bearing capacity of shallow strip footings near sloping ground." In European Seismic Design Practice, 505–12. London: Routledge, 2022. http://dx.doi.org/10.1201/9780203756492-76.

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Paikaray, Bandita, Sarat Kumar Das, and Benu Gopal Mohapatra. "Interference of Two Shallow Square Footings on Geogrid Reinforced Crusher Dust." In Lecture Notes in Civil Engineering, 41–60. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-13-3317-0_5.

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Zeolla, Enza, Filomena de Silva, and Stefania Sica. "Dynamic Interaction Between Adjacent Shallow Footings in Homogeneous or Layered Soils." In Proceedings of the 4th International Conference on Performance Based Design in Earthquake Geotechnical Engineering (Beijing 2022), 1257–64. Cham: Springer International Publishing, 2022. http://dx.doi.org/10.1007/978-3-031-11898-2_106.

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di Prisco, Claudio, and Michele Maugeri. "Seismic Response of Shallow Footings: A Promising Application for the Macro-element Approach." In Earthquake Geotechnical Engineering Design, 195–222. Cham: Springer International Publishing, 2013. http://dx.doi.org/10.1007/978-3-319-03182-8_8.

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Sheth, Aditi K., and K. N. Sheth. "Limit State Design of Shallow Footings as Per Eurocode 7 and Its Comparison with is Code WSM." In Lecture Notes in Civil Engineering, 597–603. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6466-0_55.

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Kotadia, Ronak, K. N. Sheth, and Avani Malaviya. "Rationalization of LRFD Method for Safe Bearing Capacity of Shallow Footings to Incorporate the Type of Shear Failure." In Lecture Notes in Civil Engineering, 311–22. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-33-6346-5_27.

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Breysse, Denys. "Reliability of a Shallow Foundation Footing." In Construction Reliability, 97–117. Hoboken, NJ, USA: John Wiley & Sons, Inc., 2013. http://dx.doi.org/10.1002/9781118601099.ch6.

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Varsha, T. S. Amritha, J. Jayamohan, and P. R. Anila Angel. "Horizontal Load—Deformation Behaviour of Shallow Circular Footing." In Lecture Notes in Civil Engineering, 505–14. Singapore: Springer Singapore, 2021. http://dx.doi.org/10.1007/978-981-16-3383-6_45.

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Тези доповідей конференцій з теми "Shallow footings"

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Mohamed, F. M. O., S. K. Vanapalli, and M. Saatcioglu. "Settlement Estimation of Shallow Footings of Saturated and Unsaturated Sands." In GeoCongress 2012. Reston, VA: American Society of Civil Engineers, 2012. http://dx.doi.org/10.1061/9780784412121.261.

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Vulpe, Cristina, and Christophe Gaudin. "Uniaxial Bearing Capacity Factors and Failure Mechanisms for Skirted Spudcans." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10254.

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The undrained uniaxial bearing capacities of skirted footings for offshore structures, namely skirted spudcans, were investigated by means of finite element analysis (FEA). In order to increase the fixity and moment capacity of conventional spudcans, peripheral skirts are fitted to the shallow footings. Additional capacity is acknowledged by the offshore industry, but no formal recommendations have been established to quantify the capacity increase. The present paper assesses the behavior of skirted spudcans subjected to pure vertical, horizontal and moment loading on normally consolidated clay. The resulting bearing capacity factors and the failure mechanisms are presented and compared to both solid embedded footings and circular skirted footings solutions found in the literature.
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Papadopoulou, Konstantina, and George Gazetas. "Geotechnical ULS design issues of bridge shallow foundations." In 6th International Conference on Road and Rail Infrastructure. University of Zagreb Faculty of Civil Engineering, 2021. http://dx.doi.org/10.5592/co/cetra.2020.1083.

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Some important issues referring to the Ultimate Limit States of geotechnical design of bridge shallow foundations are discussed using results of 2D and 3D FE analyses, as follows: (a) The effects of highly eccentric and inclined loadings on the bearing capacity of footings on cohesionless soils, (b) the effects of soil inhomogeneity in the special case of 2-layered clay, (c) the scour effects in case of abutment and piers in riverbed, from the geotechnical point of view.
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Wang, Zhe, Guo-cai Wang, and Liang Zhi-bin. "Influence factors of ultimate bearing capacity of foundations under shallow rectangular footings." In 2011 International Conference on Electric Technology and Civil Engineering (ICETCE). IEEE, 2011. http://dx.doi.org/10.1109/icetce.2011.5775263.

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Uzielli, Marco, and Paul W. Mayne. "Statistical Characterization and Stochastic Simulation of Load-Displacement Behavior of Shallow Footings." In Georisk 2011. Reston, VA: American Society of Civil Engineers, 2011. http://dx.doi.org/10.1061/41183(418)68.

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Lehane, B. M., and C. Gaudin. "Effects of Drained Pre-Loading on the Performance of Shallow Foundations on Overconsolidated Clay." In ASME 2005 24th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2005. http://dx.doi.org/10.1115/omae2005-67559.

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This paper presents results from a programme of centrifuge experiments which examined the effects of drained preloading on the stiffness and load carrying capacity of shallow square footings founded on an overconsolidated clay. The increases in stiffness and bearing capacity induced by various levels of preloading are quantified and compared with standard design guidelines and previously published numerical predictions.
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Gajan, Sivapalan, and Bruce L. Kutter. "Effect of Critical Contact Area Ratio on Moment Capacity of Rocking Shallow Footings." In Geotechnical Earthquake Engineering and Soil Dynamics Congress IV. Reston, VA: American Society of Civil Engineers, 2008. http://dx.doi.org/10.1061/40975(318)133.

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8

Vlahos, G., M. J. Cassidy, and B. Knowles. "A Comparative Assessment of the Use of Spudcans and Caissons as the Foundations of Jack-Up Structures." In ASME 2005 24th International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2005. http://dx.doi.org/10.1115/omae2005-67090.

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More than ever before, operators are advancing mobile jack-up units into deeper waters and harsher environments. Constraining their use is the capacity of the shallow foundations (typically inverted conical spudcans) to withstand the larger wave, wind and current loads of these environments. The use of foundation skirts (or caissons) is often touted as an alternative, though today only a small percentage of jack-up units use caisson foundations. One restraining feature is limited understanding of their behaviour when compared to conventional spudcan. This paper addresses this by comparing the results of push-over experiments of a three-legged jack-up with similarly sized caisson and spudcan foundations. The tests were conducted on a 250:1 scale jack-up on an overconsolidated clay sample. With improved understanding of the overall response of a jack-up platform with caisson foundations, operators should have greater confidence to use these footings.
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Pucker, Tim, Britta Bienen, and Sascha Henke. "Numerical Simulation of Spudcan Penetration Into Silica Sand and Prediction of Bearing Behaviour." In ASME 2012 31st International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2012. http://dx.doi.org/10.1115/omae2012-83042.

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Prediction of the bearing behavior of vertical loaded shallow foundations is typically done using the classical bearing capacity approach. This approach is very sensitive to the friction angle assumed in the calculation. A conservative estimate of the bearing capacity is required for most applications, hence uncertainties in the friction angle may be absorbed by the safety factor applied. Spudcans are used to found mobile jack-up platforms in the oil and gas industry as well as in the offshore wind energy industry. Contrary to the classical approach, the bearing capacity of spudcans has to be predicted accurately. Spudcans are penetrated into the seabed and a continuous bearing failure proceeds until the target capacity is met. A Coupled Eulerian-Lagrangian (CEL) approach is used to simulate the penetration process of spudcans into silica sand. The sand is modeled using a hypoplastic constitutive model to capture the influence of the void ratio and stress state for example. A parametric study of foundation diameter and enclosed cone angle is presented. The numerical model is validated against results from centrifuge experiments of flat and conical circular footings penetrating into silica sand. A first empirical approach to estimate the bearing capacity depending on the diameter and enclosed cone angle is given for silica sand.
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Carter, John P. "Application of Structured Soil Models to Shallow Footing Problems." In GeoShanghai International Conference 2006. Reston, VA: American Society of Civil Engineers, 2006. http://dx.doi.org/10.1061/40862(194)2.

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Звіти організацій з теми "Shallow footings"

1

Knowles, Virginia R. Settlement of Shallow Footings on Sand: Report and User's Guide for Computer Program CSANDSET. Fort Belvoir, VA: Defense Technical Information Center, June 1991. http://dx.doi.org/10.21236/ada238950.

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