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제안 방법
- Although several SPT-based methods were proposed for estimating bearing capacity of driven piles the reliability of the methods was uncertain for practical design, especially in deep sandy deposits. This paper is attempted to examine the reliability of some common SPT-based methods with an emphasis on the use of the SPT routinely performed in practice. First, three common CPT-based methods, which are often suggested in pile design manuals or specifications, were briefly reviewed.
- First, three common CPT-based methods, which are often suggested in pile design manuals or specifications, were briefly reviewed. The analysis was then followed by a comparison analysis between toe bearing resistance obtained from the SPT-based methods and those obtained from the PDA test.
- During the soil investigation stage of the projects, the SPT was performed in association with boring logs. The test was performed using conventional donut hammer and cathead system. In dense to very dense sands, the test was stopped when the SPT number reached 50 even the penetration was less than 30 cm.
- Five PHC closed-ended piles (600 mm outer diameter, B-type) were driven with the PDA test, which is to evaluate bearing capacity and drivability of the long PHC piles at the study sites. Two piles named as MJ-2 were driven at the same location of MC-2 and three piles named SH-2, SH-3, and SH-5 were driven at SO2-1, SO3-2, and SO5-3 locations, respectively.
- Two piles named as MJ-2 were driven at the same location of MC-2 and three piles named SH-2, SH-3, and SH-5 were driven at SO2-1, SO3-2, and SO5-3 locations, respectively. The PDA test was performed through the driving process, starting from the first stroke until the final depth. The piles were driven by using a hydraulic impact hammer of 16 ton capacity.
- It is difficult to exactly determine the compressibility of the soil in this case in comparison with the case that the blow count is obtained with the full penetration of 30cm. Thus, two simple techniques were used in this study to interpolate the actual blow count, as follows: (1) correlation with cone tip resistance from the CPTu; (2) simple linear interpolation (N = 30x50/S50) where S50= penetration (cm) at N = 50. For the first technique, a correlation between the normalized SPT number (N60) and the cone tip resistance (qc) was first carried out for the N 50 as shown in Fig.
대상 데이터
- The study sites in this research were the Myeongji (MJ) and Shinho (SH) Residential Complexes in the Nakdong River delta (NRD), where the ground has been reclaimed since the 1990s. The layering variation at the sites can briefly be described as follows: The fill layer of about 5 m thick was placed on the original ground surface and followed by loose silty sand (upper sand), soft to medium silty clay (upper clay), loose to dense sand (lower sand),and sandy gravel on bed rock.
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