Keywords: Fondation ; Mur de soutenement ; Pieux ; Capacite portante ; Ancrage ; Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08

. ii ACKNOWLEDGEMENTS ii TABLE OF CONTENTS iii LIST OF SYMBOLS vi LIST OF FIGURES ix LIST OF TABLES xii CHAPTER

https://lib.dr.iastate.edu/cgi/viewcontent.cgi?article=1001&context=ccee_reports

Foundation analysis and design

Minimum Spiral Reinforcement Requirements and Lateral Displacement Limits for Prestressed Concrete Piles in High Seismic Regions

The effects of time, stress, and matric suction on the volume change behaviour of an unsaturated compacted organic soil were studied by performing suction-controlled oedometer tests. The a,b,c isotache model which is known for saturated soft soils was adapted for unsaturated conditions. In addition, the patterns of isotaches for the soil structure and water phase were studied at constant values of net normal stress and matric suction. Furthermore, the suction-controlled oedometer tests were simulated using the adapted model and compared with the test results of overall volume and water volume changes.

background

Long-Term Volume Change Behaviour of an Unsaturated Compacted Organic Soil under Oedometric Conditions

Up to date, in many foundation design problems (especially for piles foundation), the shear strength (skin friction) between soil and construction materials of the foundation was usually estimated or correlated without any direct methods for measurement. The modern trend is to establish skin friction coefficients through laboratory experiments in which the factors influencing the results may be controlled quantitatively. In this study strain controlled Direct Shear Tests were performed using shear to simulate the shear behavior area between concrete (foundation materials) and undisturbed over consolidated silty clay, to determine the shear strength of soil – foundation interface, considering the following variables : (1) Concrete, smooth surface condition, (2) Undisturbed over consolidated silty clay, (3) Variation of the normal load between the friction surface. The tests conveniently revealed both shear strength parameters as for soil test (cohesion and angle of internal friction), and interface angle of friction was in the range of 14° to 17°, while the adhesion was in the range of 13 to 16 kPa. The ultimate shear strength was mobilized through 4 to 7 mm displacement in the direction of shear slip; this was a great advantage of Direct Shear Test performance.

Skin friction between undisturbed over consolidated silty clay soils and concrete

Field observations of the performance of an 11-ft (3.4-m) high cantilever wall on clay soil retaining a highway embankment in Houston, Texas were obtained. Measurements of wall translation and tilt, lateral earth pressure on the back face and bearing pressure on the footing were made periodically throughout a one-year period. Data acquisition began immediately after wall construction; data were obtained before, during and after placement of the select sand backfill. Measured lateral and bearing pressures were compared with calculated values obtained by published analytical methods, including the well-known Rankine and Coulomb theories of lateral earth pressure. Measured lateral pressures were integrated to obtain the resultant force on the wall. The resultant force was also computed by Culmann's graphical method for comparison with the value obtained by integration. Surcharge effects were studied by comparing the pressures and forces acting on the wall before and after placement of clay above the select sand backfill. (FHWA)

Foundation analysis and design

Citations

Minimum Spiral Reinforcement Requirements and Lateral Displacement Limits for Prestressed Concrete Piles in High Seismic Regions

Long-Term Volume Change Behaviour of an Unsaturated Compacted Organic Soil under Oedometric Conditions

Skin friction between undisturbed over consolidated silty clay soils and concrete

Field measurements of earth pressure on a cantilever retaining wall

In Situ Soil Testing

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