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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, correlations were obtained between standard penetration test (SPT) and pressure meter data measured during an extensive geotechnical investigation conducted in Istanbul, Turkey, where SPT blow counts (N) were correlated with pressure meter modulus and limit pressure (p L).
Abstract: In this study, correlations were obtained between standard penetration test (SPT) and pressuremeter data measured during an extensive geotechnical investigation conducted in Istanbul, Turkey. In this context, SPT blow counts (N) were correlated with pressuremeter modulus (E
PMT) and limit pressure (p
L). Empirical equations were proposed to estimate limit pressure from pressuremeter modulus, and E
PMT/p
L ratios were calculated and evaluated. An attempt was also made to correlate limit pressure to undrained shear strength (s
u) measured by unconfined compression strength test. Correlations were carried out for sandy and clayey soils separately. The quantity (total of 182) and quality of the data (use of same equipment and procedures during data acquisition in a well defined geological setting) mean the obtained correlations may be valuable for similar soils. It is anticipated that the correlations obtained may help designers in evaluating, comparing, interpreting or cross checking the soil parameters obtained from these two important in situ tests.
37 citations
Cites background or methods from "Foundation analysis and design"
...Based on SPT values, sandy soils were described as ranging from ‘‘medium, dense to very dense’’ ( Bowles 1997 )....
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...The test consists of driving the standard split barrel sampler a distance of 460 mm into the soil at the bottom of the boring, counting the number of blows to drive the sampler the last two 150 mm distances (to obtain the N number) using a 63.5 kg driving hammer falling free from a height of 760 mm ( Bowles 1997 )....
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...However, it is recommended the measured N value is standardised by multiplying it by the ratio between the measured energy transferred to the rod and 60% of the theoretical free-fall energy of the hammer ( Bowles 1997; Aggour and Radding 2001)....
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...However, it is recommended the measured N value is standardised by multiplying it by the ratio between the measured energy transferred to the rod and 60% of the theoretical free-fall energy of the hammer (Bowles 1997; Aggour and Radding 2001 )....
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...As stated in Bowles (1997) , 85‐90% of conventional foundation design in North and South America is made using the SPT....
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TL;DR: In this article, the qualitative and quantitative improvement in soft clay by stone columns was investigated and the bearing capacity ratio (BCR) of the soil has been estimated for homogeneous and heterogeneous soil.
Abstract: Stone columns (or granular piles) are increasingly being used for ground improvement. This study investigates the qualitative and quantitative improvement in soft clay by stone columns. Finite element analyses were carried out to evaluate the performance of stone columns in soft clay. A drained analysis was carried out using Mohr–Coulomb’s criterion for soft clay, stones, and sand. The interface elements were used at the interface between the stone column and soft clay. Analyses and calculations were carried out to determine equivalent parameters of soil/columns system. The bearing capacity ratio (BCR) of the soil has been estimated for homogeneous and heterogeneous soil. The results have shown that the values of BCR for homogeneous soil are obviously higher than those for heterogeneous soil.
37 citations
Cites methods from "Foundation analysis and design"
...The vibroflotation method can be used to produce a stone column by sinking the device, backfilling the cavity with stone, and then raising and lowering the vibroflot while adding additional stone (Bowles 1997)....
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TL;DR: In this article, both elasto-plastic and degrading hysteresis behavior for lateral load-resisting structural elements are considered for low-rise buildings with stiff periods.
Abstract: Relying on the ductile behaviour of structures during earthquake, building codes introduce response reduction factors ( R ) to reduce design forces in earthquake resistant design. However, applicability of such factors has not been systematically explored for low-rise buildings with stiff periods. Present study is an attempt to address this issue. Both elasto-plastic and degrading hysteresis behaviour for lateral load-resisting structural elements are considered herein, while sub-soil is idealized as linear and elasto-plastic in parallel. The study recognizes that inelastic response for short period systems is very sensitive to R and may be phenomenally amplified even for small R due to soil–structure interaction implying restrictive applicability of dual-design philosophy. Limited study on the plan-asymmetric low-rise buildings depicts that inelastic response of the asymmetric structure relative to its symmetric counterpart is not appreciably influenced due to soil–structure interaction (SSI). The study also confirms that equivalent single story model characterized by the lowest period rather than the fundamental one of the real system tends to yield conservative estimation of inelastic demand at least for the short-period systems.
36 citations
Cites background from "Foundation analysis and design"
...The influence of such frequency dependency on the response of lowrise buildings in the elastic range was investigated for certain extreme cases of a0 following the guidelines of well-accepted literature [29,68]....
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..., isolated footing, grid and raft foundation was estimated elsewhere [59–69] for possible varieties of low-rise buildings having number of bays 2 to 6 and number of stories 1 to 6....
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TL;DR: In this paper, an integrated analysis methodology for a rainfall-induced landslide is proposed that incorporates the field matric suction for obtaining hydraulic parameters of unsaturated soil, which is shown to govern the rate of change in the water infiltration for the landslide analysis with respect to an antecedent rainfall.
Abstract: Landslides are mainly triggered by decrease in the matric suction with deepening the wetting band by rainfall infiltrations. This paper reports rainfall-induced landslides in partially saturated soil slopes through a field study. A comprehensive analysis on Umyeonsan (Mt.) landslides in 2011 was highlighted. The incident involves the collapse of unsaturated soil slopes under extreme-rainfall event. Fundamental studies on the mechanism and the cause of landslides were carried out. A number of technical findings are of interest, including the failure mechanism of a depth of soil and effect of groundwater flow, the downward movement of wetting band and the increase of groundwater level. Based on this, an integrated analysis methodology for a rainfall-induced landslide is proposed in this paper that incorporates the field matric suction for obtaining hydraulic parameters of unsaturated soil. The field matric suction is shown to govern the rate of change in the water infiltration for the landslide analysis with respect to an antecedent rainfall. Special attention was given to a one-dimensional infiltration model to determine the wetting band depth in the absence of the field matric suction. The results indicate that landslide activities were primarily dependent on rainfall infiltration, soil properties, slope geometries, vegetation, and groundwater table positions. The proposed methodology has clearly demonstrated both shallow and deep-seated landslides and shows good agreement with the results of landslide investigations.
36 citations
TL;DR: In this article, an experimental investigation into the ultimate bearing capacity of ring foundations supported by a sand bed with and without geogrid reinforcement is reported, where the parameters investigated are optimum ring width, the effect of depth of first reinforcement, the number of reinforcement layers, and reinforcement layer length.
Abstract: An experimental investigation into the ultimate bearing capacity of ring foundations supported by a sand bed with and without geogrid reinforcement is reported. The parameters investigated are optimum ring width, the effect of depth of first reinforcement, the number of reinforcement layers, and the effect of reinforcement layer length on the ultimate bearing capacity of ring foundations. The results of the experimental study proved that the reinforcement had a considerable effect on the ultimate bearing capacity of the ring foundations. It was also proved that ultimate bearing capacity values can, depending on the reinforcement geogrid arrangement, be improved by up to three times that of the unreinforced case. It was shown that a ring foundation with the optimum width showed similar performance to that of full circular foundation with the same outer diameter on the ring foundations for both the unreinforced and reinforced cases.
36 citations