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Modelling and Assessment of a Single Pile Subjected to Lateral Load

Jasim M. Abbas

Jasim M. Abbas

Department of Civil Engineering, College of Engineering, University of DiyalaBaqubah, Iraq
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Abbas, Jasim M.
, 
Zamri Chik

Zamri Chik

Department of Civil and Structural Engineering, Universiti Kebangsaan MalaysiaKuala Lumpur, Malaysia
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Chik, Zamri
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Mohd Raihan Taha

Mohd Raihan Taha

Department of Civil and Structural Engineering, Universiti Kebangsaan MalaysiaKuala Lumpur, Malaysia
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Taha, Mohd Raihan
  
27 jul 2018
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Categoría del artículo: Research Article
Publicado en línea: 27 jul 2018
Páginas: 65 - 78
Recibido: 14 dic 2017
Aceptado: 23 mar 2018
DOI: https://doi.org/10.2478/sgem-2018-0009
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© 2018 Jasim M. Abbas et al., published by Sciendo
This work is licensed under the Creative Commons Attribution-NonCommercial-NoDerivatives 4.0 License.

Figure 1

Failure modes of vertical pile under lateral load (Broms, 1964a&b): (a) short pile under lateral load and (b) long pile under lateral load.
Failure modes of vertical pile under lateral load (Broms, 1964a&b): (a) short pile under lateral load and (b) long pile under lateral load.

Figure 2

Three dimension of finite element mash for single pile and surrounded soil mass,
Three dimension of finite element mash for single pile and surrounded soil mass,

Figure 3

Comparison of finite element results with field test data of Ismael (1998).
Comparison of finite element results with field test data of Ismael (1998).

Figure 4

Influence of lateral load intensities on the lateral soil pressure distribution of pile embedded on both cohesionless and cohesive soils: (a) L = 10 m, (b) L = 15 m, (c) L = 20 m and (d) L = 25 m.
Influence of lateral load intensities on the lateral soil pressure distribution of pile embedded on both cohesionless and cohesive soils: (a) L = 10 m, (b) L = 15 m, (c) L = 20 m and (d) L = 25 m.

Figure 5

Predicted lateral tip displacement versus pile slenderness ratio under the influence of lateral load intensities.
Predicted lateral tip displacement versus pile slenderness ratio under the influence of lateral load intensities.

Figure 6

p-y curves predicted under the effect of lateral load intensities and pile slenderness ratio:(a) L = 10 m,(b) L = 15 m, (c) L = 20 m and (d) L = 25 m.
p-y curves predicted under the effect of lateral load intensities and pile slenderness ratio:(a) L = 10 m,(b) L = 15 m, (c) L = 20 m and (d) L = 25 m.

Figure 7

Influence of pile shape on the lateral soil pressure distribution of pile embedded on both cohesionless and cohesive soils: (a) L = 10 m, (b) L = 15 m, (c) L = 20 m and (d) L =25 m.
Influence of pile shape on the lateral soil pressure distribution of pile embedded on both cohesionless and cohesive soils: (a) L = 10 m, (b) L = 15 m, (c) L = 20 m and (d) L =25 m.

Figure 8

Predicted lateral tip displacement versus pile slenderness ratio under the influence of lateral load intensities and pile shape: (a) cohesionless soil and (b) cohesive soil
Predicted lateral tip displacement versus pile slenderness ratio under the influence of lateral load intensities and pile shape: (a) cohesionless soil and (b) cohesive soil

Figure 9

p-y curves predicted under the effect of pile shape and pile slenderness ratio of pile embedded on both cohesionless and cohesive soils: (a) L/D = 10, (b) L/D = 15, (c) L/D = 20 and (d) L/D = 25.
p-y curves predicted under the effect of pile shape and pile slenderness ratio of pile embedded on both cohesionless and cohesive soils: (a) L/D = 10, (b) L/D = 15, (c) L/D = 20 and (d) L/D = 25.

Figure 10

Influence of pile stiffness, EI, on the lateral soil pressure for cohesionless soil,(a) L/D = 10, (b) L/D = 15, (c) L/D = 20 and (d) L/D = 25.
Influence of pile stiffness, EI, on the lateral soil pressure for cohesionless soil,(a) L/D = 10, (b) L/D = 15, (c) L/D = 20 and (d) L/D = 25.

Figure 11

Influence of pile stiffness, EI, on the lateral soil pressure for cohesive soil, (a) L/D = 10, (b) L/D = 15, (c) L/D = 20 and (d) L/D = 25.
Influence of pile stiffness, EI, on the lateral soil pressure for cohesive soil, (a) L/D = 10, (b) L/D = 15, (c) L/D = 20 and (d) L/D = 25.

Figure 12

Predicted lateral tip displacement versus pile slenderness ratio under influence of lateral load intensities.
Predicted lateral tip displacement versus pile slenderness ratio under influence of lateral load intensities.

Figure 13

p-y curves predicted under the effect of pile stiffness, EI, and pile slenderness ratio of pile embedded on both cohesionless and cohesive soils.
p-y curves predicted under the effect of pile stiffness, EI, and pile slenderness ratio of pile embedded on both cohesionless and cohesive soils.

Soil parameters for analysis of pile group_

ParametersUnitCohesionless soilCohesive soil
Unit weight, γ’kN/m320.018.0
Young’s modulus, E’MPa1.3 × 1041.0 × 104
Poisson’s ratio, ν’-0.30.35
Cohesion intercept, c’MPa0.15.0
Angle of internal friction, ϕ’-3025

Geotechnical properties of the soil layers_

Saturated soil weight (kN/m3)Young’s modulus (kPa)Poisson’s ratioCohesion intercept (kPa)Friction angle
Medium dense cemented silty sand layer181.3×1040.32035
Medium dense to very dense silty sand with cemented lumps191.3×1040.3145
Pile-2.0×1090.15--
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Geociencias, Geociencias, otros, Ciencia de los materiales, Compuestos, Materiales porosos, Física, Mecánica y dinámica de fluidos
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