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Foundation analysis and design
01 Jan 1968-
TL;DR: In this paper, Fondation de soutenagement et al. presented a reference record for Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08.
Abstract: Keywords: Fondation ; Mur de soutenement ; Pieux ; Capacite portante ; Ancrage ; Dimensionnement Reference Record created on 2004-09-07, modified on 2016-08-08
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TL;DR: In this paper, a 1.8 m (6 ft) diameter concrete footing was statically load tested and the results of the static load test showed settlements were over predicted by all methods.
Abstract: The purpose of this study was to critically examine insitu test methods as a means for predicting settlement of shallow foundations. Accordingly, a 1.8 m (6 ft) diameter concrete footing was statically load tested. Prior to construction, insitu [standard penetration test (SPT), cone penetration test (CPT), dilatometer (DMT), and pressuremeter (PMT)] and laboratory tests were performed to determine engineering properties of the soil. Predictions of the footing settlement were made by traditional as well as finite element methods. The results of the static load test showed settlements were over predicted by all methods. However, the traditional methods provided reasonable settlement estimates using either SPT- N or back computed CPT(N) as input. Finite element analyses using either DMT or CPT derived input parameters provided reasonable settlement estimates. Finite element analyses using SPT or PMT derived input parameters provided poor settlement estimates. The Mohr–Coulomb (elastoplastic) model, accountin...
36 citations
TL;DR: In this article, the authors examined the behavior of ring foundations on very dense cemented sands by conducting plate loading tests at a flat site in Kiefan, Kuwait, and found that smaller settlement at all pressures for ring plates as compared to solid plates.
Abstract: The author examined the behavior of ring foundations on very dense cemented sands by conducting plate loading tests at a flat site in Kiefan, Kuwait. The effective soil strength parameters of cohesion and angle of shearing resistance were 31 kPa and 36 deg, respectively. The tests were conducted at a depth of 0.4 m below ground level on 0.6 m diameter solid and ring plates. The latter had inside to outside radii ratio of 0.25, 0.5, and 0.75. The load versus settlement curves for solid and ring plates were compared, with emphasis on the elastic settlement and on ultimate bearing capacity. Findings revealed smaller settlement at all pressures for ring plates as compared to solid plates. However, little or no change was noted for bearing capacity. Tests were also performed on 0.45 m and 0.3 m diameter solid plates. The purpose was to determine the variation of the settlement ratio with the width ratio for cemented sands.
36 citations
TL;DR: In this article, the authors demonstrate that prestressed concrete piling should possess ductility at certain key locations, and that current provisions for ductility are in some cases inadequate, and demonstrate that failures demonstrate that the failures demonstrate the need for more ductility.
Abstract: A lthough cases of pile distress and fatigue have been noted in several severe recent earthquakes, most of them occurred as a result of deficiencies in pile design due to inadequacies in soil analysis or overall building design. None of the failures observed, incidentally, used prestressed concrete piling in their construction. Nonetheless, the failures demonstrate that prestressed concrete piling should possess ductility at certain key locations, and that current provisions for ductility are in some cases inadequate. Observations of pile performance in Anchorage, Alaska (1964-8.4 Richter magnitude), Niigata, Japan (1964-7.5 Richter magnitude), Caracas, Venezuela' (1967-6.5 Richter magnitude), San Fernando, Californian (1971-6.6
36 citations
TL;DR: In this paper, an experimental formula to estimate the modulus of horizontal subgrade reaction k was proposed to analyze the lateral deflection of a pile at the top and the ground surface.
36 citations
TL;DR: In this paper, a finite element method is utilized as a tool for carrying out analyses of stone column-soil systems under different conditions, and a trial is made to improve the behavior of a stone column by encasing the stone column with geogrid as reinforcement material.
Abstract: Stone columns in soft soil improve bearing capacity because they are stiffer than the material which they replace, and compacted stone columns produce shearing resistances which provide vertical support for overlying structures or embankments. Also stone columns accelerate the consolidation in the native surrounding soil and improve the load settlement characteristics of foundation. In this paper, the finite element method is utilized as a tool for carrying out analyses of stone column–soil systems under different conditions. A trial is made to improve the behaviour of stone column by encasing the stone column with geogrid as reinforcement material. The program CRISP-2D is used in the analysis of problems. The program allows prediction to be made of soil deformations considering Mohr-Coulomb failure criterion for elastic–plastic soil behaviour. A parametric study is carried out to investigate the behaviour of standard and encased floating stone columns in different conditions. Different parameters were studied to show their effect on the bearing improvement and settlement reduction of the stone column. These include the length to diameter ratio (L/d), shear strength of the surrounding soil and, the area replacement ratio (as) and others. It was found that the maximum effective length to diameter (L/d) ratio is between (7–8) for Cu, between (20–40) kPa and between (10–11) for Cu = 10 kPa for ordinary floating stone columns while the effective (L/d) ratio is between (7–8) for encased floating stone columns. The increase in the area replacement ratio increases the bearing improvement ratio for encased floating stone columns especially when the area replacement ratio is greater than (0.25). The geogrid encasement of stone column greatly decreases the lateral displacement compared with ordinary stone column.
36 citations