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Although progressing very well over the last years, the design criteria for bored and auger piles are still not fully under control and in acceptable synergism with the real pile foundation behaviour. Although there has been a lot of research in the past years worldwide on deep foundation engineering, the strong and competitive market ha
Effect of non-plastic fines on the cone resistance and cyclic resistance of sands and silty sands remains an unresolved problem. This study focuses on: (a) model cone penetrometer experiment study on penetration resistance of sands and silty sands at 15 and 25% silt content, (b) numerical study on the effect of permeability and compressibility (representing the effect of silt content), diameter of cone (dc) and penetration rate (v) on cone resistance in sands and silty sands, and (c) comparative analysis of the results from (a) and (b) of the effect of silt content on cone resistance through a non-dimensional parameter To (=vdc/cv, where v is the penetration rate, dc is the cone diameter and cv is the coefficient of consolidation) for all soils at the same equivalent inter-granular void ratio [(ec)eq] or relative deFnsity [(Drc)eq].In both experimental and numerical studies for saturated sands and silty sands, the normalized cone resistance (qc1N) decreased with an increase in silt content, at the same [(Drc)eq], from 0 to 25%. However this influence of silt content on penetration resistance was absent for dry sands and silty sands at the same [(Drc)eq]. The difference of cone resistance in saturated sands and silty sands, is thought to be due to partial drainage occurring in saturated silty sands whereas the penetration process is thought to be nearly drained in saturated sands. In the case of dry soils, this pore pressure influence is absent and hence the same penetration resistance is observed in sands and silty sands. This indicates the important influence of pore pressures and itsdissipation rates, depending on the silt content, on cone resistance.Both experimental data and numerical results indicate that for the same (Drc)eq, qc1N decreases as To increases, which implies a decrease in cv (or increase in silt content), because of the penetration process transition from drained to partially drained or even undrained condition. In addition, the numerical analysis shows that v and dc also influence qc1N in silty sands. qc1N decreases as v increase or dc increases (To increases) in the partially drained condition. Since fines content is not the only factor affecting cone resistance a To dependent relationship between cyclic resistance ratio (CRR) and qc1N for sands and silty sands was proposed. Further research is needed to evaluate and validate such a procedure using field data and physical model tests.
Site characterization is a fundamental step towards the proper design, construction and long term performance of all types of geotechnical projects, ranging from foundation, excavation, earth dams, embankments, seismic hazards, environmental issues, tunnels, near and offshore structures. Geotechnical and Geophysical Site Characterization 4 provides practical applications of novel and innovative technologies in geotechnical and geophysical engineering, and is of interest to academics, engineers and professionals involved in Geotechnical Engineering.
Explains the factors which determine and control the engineering properties of soils--particularly volume change, deformation, strength and permeability. New to this edition: expanded coverage of residual and tropical soils, environmental aspects of soil behavior, material on partly saturated soils, revised treatment of direct or coupled hydraulic, chemical, thermal and electrical flows through soil.
The principal objective of this program was to establish scaling relations for families of plates and cylinders. To realize this objective, the effects of density, relative density, friction angle, and sand type (grain size and shape) on penetration resistance were determined. In addition the variations in penetration resistance that resulted from varying the roughness and depth of penetration of the footings were investigated. (Author).