• Journal of the Korean Geotechnical Society
• /
• v.17 no.5
• /
• pp.107-114
• /
• 2001

비검측공 시험법을 현장타설말뚝의 건전도 평가 목적으로 적용함에 있어서 시험법의 적용성을 향상시키기 위한 연구가 진행되어 오고 있다. 본 논문에서는 같은 맥락에서 수행되어 온 일련의 해석적 연구 결과 중 시험법의 해상도에 관한 문제와 말뚝 주변 및 선단지반의 강성이 비검측공 시험결과에 미치는 영향에 관해 다루었다. 본 논문에서 수행한 연구결과에 의하면 충격응답기법의 해상도를 평가하기 위해서는 말뚝재료에 대한 지반의 강성비($V_{s}$ /$V_{c}$)와 말뚝의 길이에 대한 직경의 비(L/D)에 의존하는 기존 평가기준에 부가하여 말뚝의 상대적인 체적변화가 필히 고려되어야 한다는 결론을 얻었다. 한편, 말뚝이 수평으로 층이 진 주변 지반을 통과하여 말뚝선단부를 지지하는 지반(선단지반)에 근입되거나 지지되는 경우에 말뚝의 자유단 혹은 고정단 경계 조건은 주변 지반과 선단 지반의 강성비와 선단 지반에 대한 말뚝의 근입깊이에 따라 변화한다는 사실을 규명하였다. 말뚝의 건전도 평가 시에 사용하게 되는 말뚝의 공진주파수가 이들 조건에 따라 변화하므로 결과적으로 시험결과분석에 있어서 이들 영향이 필히 고려되어야 한다는 결론을 얻었다.

• Journal of the Korean Geotechnical Society
• /
• v.16 no.2
• /
• pp.135-143
• /
• 2000

고강도 H말뚝은 다른 말뚝에 비해 관입성이 우수하며, 경제적으로 시공이 가능하여 도로공사 및 건축공사의 기초말뚝으로 광범위하게 전세계적으로 사용되어지고 있다. 따라서 본 논문에서는 고강도 H말뚝, 강관말뚝 및 PHC 말뚝에 정재하시험과 동재하시험을 실시하여 허용지지력을 비교 분석하였으며, 각각의 말뚝에 대한 동재하시험을 통해 시간경과효과를 평가하였다. 정재하시험과 동재하시험을 비교 분석한 결과 하중-침하곡선이 유사한 것으로 조사되었다. 또한 고강도 H말뚝, 강관 말뚝, PHC 말뚝이 지반내에 향타되었을 때의 허용지지력은 시간이 경과함에 따라 증가하는 것으로 평가되었다. 재하시험 결과 시간경과효과로 인해 지반의 허용지지력이 상승됨을 알 수 있어 앞으로 기초말뚝 설계시 참고자료로 활용할 수 있을 것으로 사료된다.

• KSCE Journal of Civil and Environmental Engineering Research
• /
• v.14 no.4
• /
• pp.965-975
• /
• 1994

Opening the tip of a PHC pile, under a constant driving energy, can result in an increment of penetration depth due to the decrement of driving resistance. Therefore, the bearing capacity of an open-ended PHC pile may become larger than that of a closed-ended PHC pile by virtue of the increased embedded length. However, two main problems can be caused by opening the end of PHC pile. First problem is the variation of bearing capacity by opening the pile tip, and the second one is whether the tip of an open-ended PHC pile will be failured by a high pressure developed by the soil plug. In this study, model pile tests in calibration chamber were performed to investigate the practicability of open-ended PHC pile in view of both the pile bearing capacity and the possible failure of the pile tip. According to the test results, the total bearing capacity of open-ended piles approaches the total bearing capacity of closed-ended piles with the increase of the penetration depth. The failure of pile tip could be occurred in the region of 0.8~1.1 times as the inside diameter from the pile tip.

• Journal of the Korean Geotechnical Society
• /
• v.17 no.6
• /
• pp.37-46
• /
• 2001

Pile load tests were carried out to investigate the contribution of the pile cap to the carrying capacity of a pile group and load transfer characteristics of piles in the group. A group of 24 piles$(4 \times6 array)$ of 92.5mm diameter steel pipe were installed to the depth of 3m fron the ground surface, the top of weathered rock. A maximum load of 320ton was applied to the pile cap, $1.5\times2.3m$, in contact with the ground surface. At the maximum load of 320ton, the pile cap has carried 22% of the total load. Average ultimate capacity of pile in the pile group was estimated to be 16.4ton, substantially higher than that of single pile, installed at the corner and tested before pile cap construction. For the same magnitude of settlement, the pile in the center carried less load than the pile at the perimeter due to strain superposition effect. Piles in the group showed almost constant contribution(approx. 60%) of side friction to the total capacity for all of the loading stages, while that of single pile decreased from 82% to 65%.

• Geotechnical Engineering
• /
• v.3 no.3
• /
• pp.21-30
• /
• 1987

Some methods are presented to estimate the ultimate lateral resistance of single active piles subjected to lateral loads above the ground surface, considering the lateral soil reaction, the pile length and the fixity condition of a pile head. The lateral soil reaction acting on a single active pile embedded in soil due to pile movement can be estimated by use of a theoretical equation which is derived by considering especially the plastic state of ground surrounding the pile and the pile- section shape. The piles are named short or long depending upon the relative magnitude of the induced bending moment to the yielding moment. As for the fixity condition of a pile head, the free head and the unrotated head are considered. Comparison with other experimental results gives that the calculated ultimate lateral resistance obtained by the author's theory is closer to experimental results than the one obtained by Brom's theory.

• KSCE Journal of Civil and Environmental Engineering Research
• /
• v.29 no.6C
• /
• pp.267-275
• /
• 2009

The steel pipe of steel-concrete composite piles increases the pile strength and induces the ductile failure by constraining the deformation of the inner concrete. In this research, the load-movement relations and the reinforcement effect by the outer steel pipe in the steel-concrete composite pile were analyzed by performing three-dimensional numerical analyses, which can simulate the yielding behavior of the pile material and the elasto-plastic behavior of soils. The parameters analyzed in the study include three pile materials of steel, concrete and composite, pile diameter and loading direction. As the results, the axial capacity of the composite pile was 1.9 times larger than that of the steel pipe pile and similar with that of the concrete pile. At the allowable movement criteria, the horizontal capacity of the composite pile was 1.46 times larger than that of the steel pile and 1.25 times larger than that of the concrete pile. In addition, the horizontal movement at the pile head of the composite pile was about 78% of that of the steel pile and about 53% of that of the concrete pile, which showed that the movement reduction effect of the composite pile was significant and enables the economical design of drilled shafts.

• Proceedings of the Korean Geotechical Society Conference
• /
• 1999.10a
• /
• pp.423-430
• /
• 1999

PIT collector를 이용한 저변형률 건전도시험(low strain pile integrity test)은 충격에 의해 발생하는 응력파장의 특성을 분석하여 말뚝의 길이와 형상을 추정하는 방법이다. PIT시험(Pile Integrity Test)은 장말뚝인 경우와 지반저항이 큰 경우 선단부의 위치가 분명하게 확인되지 않아 해석이 불가능하다는 단점이 있으며 적용할 수 있는 대상말뚝에도 종류에 따라 제한된다. 그러나 이밖의 경우 간편성과 말뚝의 대략적인 단면형상을 파악할 수 있다는 점에서 다른 방법에 비하여 유리하다. 이 때문에 국내에서도 PIT시험의 적용 빈도가 증가하는 추세이며 지난 3~4년 동안 주로 대형 교량건설 현장의 대구경 현장타설말뚝에 대하여 적용되어 왔다. 최근 국내에서는 대구경 현장타설말뚝이 아닌 소구경 현장타설말뚝에 대하여 PIT시험을 실시하는 경우도 증가하고 있다. 현장 조건상 말뚝길이가 길지 않은 경우 시험분석결과 말뚝의 선단부가 분명하게 확인되었고 말뚝 중간부 및 하부의 necking 또는 bulging, 선단부의 단면이 확대되거나 축소되는 형상 등 다양한 단면형상을 나타내었다. 이 결과로부터 건전도시험의 효과적인 분석방안, 시간(양생)효과 등을 판단할 수 있음을 확인할 수 있었다.

• Journal of the Korean Geotechnical Society
• /
• v.21 no.1
• /
• pp.69-80
• /
• 2005

In order to investigate the stabilizing effect of piles against sliding, a series of model tests were carried out. The model apparatus was designed to perform the model test of slope reinforced by stabilizing piles. The instrumentation system was used to measure the deflection of stabilizing piles during slope failure. The stabilizing effect of the piles in a row with some interval ratio is larger than the isolated pile without interval ratio. Because the prevention force of piles in a row increased due to the soil arching effect between piles during slope failure. Especially, the maximum value of prevention ratio was presented at 0.5 of interval ratio. If the required prevention ratio is 1.1, the interval ratio must be installed from 0.5 to 0.8. Also, the stabilizing effect of piles against sliding is excellent at the interval ratio between 0.5 and 0.8. This value can be proposed as the criterion of the interval ratio between piles against slope failure.

• Journal of the Korean Geotechnical Society
• /
• v.18 no.3
• /
• pp.43-50
• /
• 2002

This paper describes a simplified numerical procedure for analyzing the response of bridge pier foundations due to riverbed scouring. A computationally efficient algorithm to analyze the behavior of a pile group is proposed by considering soil-pile, pile-cap, and pile-fluid interactions. The complex phenomenon of the pile-soil interaction is modeled by discrete nonlinear soil springs (p-y, t-z and q-z curves). The pile-cap interaction is considered by geometric configuration of the piles in a group and connectivity conditions between piles and the cap. The pile-fluid interaction is incorporated into the procedure by reducing the stiffness of the soil-pile reactions as a result of nonlinearity and degradation of the soil stiffness with river bridge scouring. Through the numerical study, it is shown that the maximum bending moment increases with increasing scour depth. Thus it is desirable to check the stability elf pile groups based on soil-pile and pile-cap interactions by considering scouring depth in the riverbed.

• Journal of the Korean Geotechnical Society
• /
• v.34 no.11
• /
• pp.107-119
• /
• 2018

PHC piles, extension-plate attached PHC piles, and steel pipe attached PHC piles were installed in field test site. Axial compressive static load tests including load distribution test and Pile Driving Analyzer (after driving) were done on the tip-transformed PHC piles and the grouted tip-transformed PHC piles. Load-displacement curves of three different type of PHC piles, which are PHC pile (TP-1), extension plate attached PHC pile (TP-2) and steel pipe attached PHC pile (TP-3), showed almost the same behavior. Thus bearing capacity increase effect of the tip-transformed PHC piles was negligible. Share ratio of side resistance and end bearing resistance for PHC pile, extension plate attached PHC pile, and steel pipe attached PHC pile were 95.8% vs. 4.2%, 95.6% vs. 4.4%, and 97.8% vs. 2.2% respectively.