Settlement of Foundations on Sand and Gravel.

Burland, J. B.; Burbidge, M C; Wilson, E. J.

doi:10.1680/iicep.1985.1058

Cited by 192 publications

(80 citation statements)

References 15 publications

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“…In these analyses the effect of averaging the q c values over a three possible zones of influence, z i were compared. Burland and Burbridge (1985) and Lehane et al (2008) …”

Section: Effect Of Zone Of Influencementioning

confidence: 94%

An investigation of correlation factors linking footing resistance on sand with cone penetration test results

Gavin

Tolooiyan

2012

Computers and Geotechnics

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“…In these analyses the effect of averaging the q c values over a three possible zones of influence, z i were compared. Burland and Burbridge (1985) and Lehane et al (2008) …”

Section: Effect Of Zone Of Influencementioning

confidence: 94%

An investigation of correlation factors linking footing resistance on sand with cone penetration test results

Gavin

Tolooiyan

2012

Computers and Geotechnics

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“…The fundamental problem with the evaluation of the coarse-grained soil settlement is that undisturbed coarse-grained soil samples are nearly impossible to obtain and test. Therefore, empirical methods or data gained from in situ geotechnical tests (e.g., cone penetration or standard penetration tests) are used to estimate soil settlement (Burland and Burbridge 1985, Simon and Menzies 2000, Bell 2004). According to , the settlement of coarse-grained soil is the integration of…”

Section: Immediate Settlement Of Fine-grained and Coarse Grained Soilsmentioning

confidence: 99%

Foundation Soil Response to Wind Turbine Generator Loading

Yılmaz¹,

Schubert²,

Tinjum³

et al. 2014

Geo-Congress 2014 Technical Papers

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Executive SummaryDynamically loaded wind turbine generator (WTG) foundation design requires a specialized design process due to abnormal loading conditions over a large bearing area.Multiple foundation options exist to support WTGs. A large octagonal mass of reinforced concrete is the most commonly used foundation type. Two high-capacity (≥ 1.5 MW) WTGs were instrumented in the upper Midwest of the US. The instrumentation was oriented to take advantage of the predominant wind direction in each site. This thesis focuses on the interpretation and analysis of data from these two instrumented WTG foundations.Ten soil deformation gauges were installed at each site. The main purpose of the soil strain gauges (SG) was to measure the deformation of the underlying bearing soil at different locations and depths. Pressure gauges (PG) were installed to monitor the dynamic pressure distribution underlying the octagonal WTG foundations. At one of the sites (Site A), thermal dissipation sensors and micro-electro-mechanical system accelerometers (MEMS) were installed to monitor volumetric water content change and foundation block rotation, respectively. Turbine towers were also instrumented with strain gauges to estimate moment transfer from the tower to the foundation. Improvement of design approaches for dynamically loaded foundations, such as WTG foundations, requires knowledge of stress-strain transfer mechanisms. Data analysis from fieldinstrumented WTG foundation systems can be used to validate present-day design assumptions and to provide new and mechanically accurate approaches. Observations of contact pressure distribution, foundation soil deformation, and transferred moment from tower to foundation assist in understanding the mechanistic and dynamic behavior of WTG foundations and soil bearing response. 3Based on this research effort, changes in soil pressure and strain were highly related to wind direction and speed. At normal operating conditions, the most variation in pressure distribution was observed towards the edge of the foundation. Normalized pressure amplitude was around 0.35 (pressure/pressure average of analyzed data set) for the pressure cells locate at the edge of the foundation. Interior pressure cells (e.g., PG-2, PG-3, and PG-4), on the other hand, exhibited lower amplitudes (≤ 0.10). This indicates that the outer portion of the foundation is more susceptible to stress changes. Although pressure was distributed across entire the foundation footprint, pressure response was not uniform.Pressure shifts were observed in the cases of startup and shutdown conditions. During the shutdown sequences, greater pressure fluctuations were observed (e.g., 17% in PG-3, 48% in PG-4). Pressure data analysis indicated that maximum and minimum pressures occur during turbine shutdown. Pressure spikes were observed during shutdown varying from 2 kPa to 10 kPa depending on the location of the pressure cell.Pressure cell -soil stiffness interaction is required for analysis of this type of field data.Under-representation was...

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“…Greek letters: α, β (soil stiffness influence on δ s ); δ, δ s (settlement in depth and in surface); δ A (settlement according to the equation proposed); δ B , δ 1.2 (settlement for a certain B and for B = 1.2 m); δ BB (settlement according to the method of Burland & Burbidge, 1985); δ FEM (settlement according to FEM); δ SF (settlement according to Steinbrenner´s modified by Fox method); δ m (measured settlement in the field test); δ MP (settlement according to the method of Mayne & Poulos, 1999); δ q , δ 100 (settlement for any net increase in effective stress and for an increase equal to 100 kPa); λ (soil stiffness influence on δ).…”

Section: Introductionmentioning

confidence: 99%

“…These values are correlated with the results of in-situ test data to quantify, in an indirect way the soil parameters, which can be useful to predict the settlement values. Among these procedures is the Burland & Burbidge's method (Burland & Burbidge, 1985), which provides more reasonable estimation of settlement in shallow foundations on sands, however it is difficult to determine the overconsolidation ratio and the preconsolidation pressure from field exploration (Shin & Das, 2011). Sivakugan & Johnson (2004) established that, although this method is a substantially improved technique to estimate settlement, its results are conservative.…”

Section: Introductionmentioning

confidence: 99%

“…To verify the finite element model adopted, finite element analysis of five cases of actual footings test, published by Burland & Burbidge (1985) over sandy soils, was carried out. Table 1 shows the data from these five field tests, where B is the footing breadth, D is the depth of the founding level and q N is the net increase in the effective stress.…”

Section: Introductionmentioning

confidence: 99%

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A new equation to predict the footings settlement on sand based on the finite element method

Requena-Pérez

Ayuso

Jiménez

et al. 2012

Span. j. agric. res.

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In the design of shallow foundations normally used in rural buildings on sand, the settlement criterion is more critical than the bearing capacity of the soil. Likewise, it has also been found that widely used methods to estimate the footings settlement on sand, generates differences with the observed in full scale field tests. The aim of this study was to find a new equation based on finite element method (FEM) easy to apply to estimate the footings settlement on sand. This new equation considers the effect of the depth of the founding level, the footing breadth, the equivalent soil stiffness, the Poisson's ratio and the net increase in the effective stress on settlement values. To obtain this equation, a three-dimensional finite element model was generated and subsequently validated using actual footings settlement measured during field tests. The results of settlement predictions extracted from this method are slightly better than those obtained by other methods, but this equation has the advantage of being easier and faster to apply, which implies a savings in computation time.Additional key words: granular soils; rural buildings; shallow foundations; vertical displacement. ResumenNueva ecuación para estimar el asiento de zapatas sobre arenas basado en el método de elementos finitos En el diseño de las cimentaciones superficiales normalmente utilizadas en las construcciones rurales sobre arena, el criterio de asientos es más crítico que el de capacidad de carga del suelo. Igualmente se ha encontrado que los métodos más utilizados para estimar el asiento de zapatas sobre arenas generan diferencias con los observados en ensayos de campo a escala real. El objetivo de este estudio fue encontrar una nueva ecuación, basada en el método de elementos finitos (MEF) fácil de aplicar, para estimar el asiento de zapatas sobre arena. Esta nueva ecuación considera el efecto de la profundidad de cimentación, la anchura de la zapata, la rigidez equivalente del suelo, el coeficiente de Poisson y el incremento neto de la presión efectiva sobre los valores del asiento. Para obtener esta ecuación, se generó un modelo tridimensional de elementos finitos y se validó posteriormente utilizando los asientos reales de zapatas medidos durante ensayos de campo. Los resultados de las predicciones del asiento extraídos de esta formulación son ligeramente mejores que los obtenidos por otros métodos, pero esta formulación tiene la ventaja de ser más fácil y rápida de aplicar, lo que implica un ahorro en el tiempo de cálculo con el ordenador.Palabras clave adicionales: cimentaciones superficiales; construcciones rurales; desplazamientos verticales; suelos granulares. *Corresponding author: ir1ayuje@uco.es Received: 19-04-12. Accepted: 26-09-12.Abbreviations used: Nomenclature: ARE (average relative errors); B, D (footing breadth and depth of founding level); E f , E s (footing and soil stiffness at founding level); E sz , E sinc (soil stiffness at a certain depth and increase of this stiffness per unit of depth); FEM (Finite Element...

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Settlement of Foundations on Sand and Gravel.

Cited by 192 publications

References 15 publications

An investigation of correlation factors linking footing resistance on sand with cone penetration test results

An investigation of correlation factors linking footing resistance on sand with cone penetration test results

Foundation Soil Response to Wind Turbine Generator Loading

A new equation to predict the footings settlement on sand based on the finite element method

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