• Restorative Dentistry and Endodontics
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• 제41권1호
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• pp.68-73
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• 2016

This case report describes a unique C-shaped mandibular second premolar with four canals and three apical foramina and its endodontic management with the aid of cone-beam computer tomography (CBCT). C-shaped root canal morphology with four canals was identified under a dental operating microscope. A CBCT scan was taken to evaluate the aberrant root canal anatomy and devise a better instrumentation strategy based on the anatomy. All canals were instrumented to have a 0.05 taper using 1.0 mm step-back filing with appropriate apical sizes determined from the CBCT scan images and filled using a warm vertical compaction technique. A C-shaped mandibular second premolar with multiple canals is an anatomically rare case for clinicians, yet its endodontic treatment may require a careful instrumentation strategy due to the difficulty in disinfecting the canals in the thin root area without compromising the root structure.

• 토지주택연구
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• 제2권1호
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• pp.79-85
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• 2011

지반의 지지력은 안정화, 다짐공법등 고전적인 지반개량공법에 의한 증대된다. 최근, 지지력을 향상시키기 위한 내구성이 있고 강성이 큰 토목섬유의 유용성때문에 지오텍스타일의 사용은 보편화되고 있다. 본 논문에서는 모래지반에 보강재를 수평으로 등간격 배치하여, 평면 변형률 상태의 실내모형실험을 실시하고 지지력의 개량효과와 거동을 분석하였다.

• 한국철도학회:학술대회논문집
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• 한국철도학회 2006년도 추계학술대회 논문집
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• pp.1376-1379
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• 2006

Vibro crushed-stone compacted pile (VCCP) method is one of a ground improvement technique by a vibro compaction in vertical direction with crushed stone to build up stone pile foundation in other to ensure stability of soft ground. In spite of its long applied history in geotechnical engineering division, most of studies have not been based on the reliable In-situ condition but on the laboratory tests including model tests. These model tests can express standard and ideal behavior but exceptional status that can be occur in the ground cannot be considered efficiently. This study performed the the series of trial construction to investigate the effect of VCCP method on the improvement of soft ground expecially in railroad construction site.

• 한국철도학회:학술대회논문집
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• 한국철도학회 1999년도 추계학술대회 논문집
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• pp.407-414
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• 1999

Sand drain as a vertical drainage is widely used in soft ground improvement. Recently, sand, the principal source of sand drain, is running out. A laboratory model test was carried out to utilize gravel as a substitute for sand. Though which the characteristics of gravel are compared to those of sand for engineering purpose. According to the test, the settlement was found to be smaller in gravel drain than in sand drain. The increase in bearing capacity by gravel rile explains the result. The clogging effect was not found in gravel column. As a result, it is assumed that gravel is relatively acceptable as a drainage material. Gravel material seems better than sand material in bearing capacity and it is found that bearing capacity is larger when gravel is used as compaction pile than as drain from in-situ test on bearing capacity. Increase of bearing capacity with gravel pile means an effect of composite ground by stiffness of gravel material. It can lie supposed to use gravel pile instead of sand pile in view of consolidation effect and bearing capacity.

• Restorative Dentistry and Endodontics
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• 제16권2호
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• pp.143-154
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• 1991

The purpose of this study was to evaluate the sealing ability of five obturation methods in conjunction with sealer. Fifty extracted upper and lower anterior teeth were selected and the access cavities were prepared lingually with a round bur. The working length was determined with a #15K file, and the root canals were instrumented with a #40K file 1mm short of the apical foramen. The apical third of root canal was flared by step-back technique and the coronal two thirds of root canal using #2 - 3 Gates Glidden drills. And then, the teeth were randomly assigned to five groups of 10 teeth each. A thin coat of Tubliseal was placed into the canal into the canal using the # 35 reamer and the canals were filled by lateral condensation, vertical condensation, ultrasonic activated lateral condensation, ULTRAFIL injecting, and McSpadden compaction methods. All teeth were stored in 100 % relative humidity at 31c for 48 hours. The roots were suspended in 2 % methylene blue solution for 48 hours, left to dry for 24 hours and then, half side of root was removed longitudinally using the fissure bur. A Boley gauge wes used to measure the distance, to the nearest 0.1mm, from the apical foramen to the most coronal level of dye penetration. The measurement of dye penetration was statistically compared by Duncan's multiple range test The results were as follows 1. Ultrasonic group showed the best sealing ability among the all experimental groups, but there were statistically no significant difference in the sealing ability between ultrasonic group and vertical condensation group. 2. There were no statistically significant difference in the sealing ability among the lateral, vertical, and ultrasonic groups. 3. McSpadden group showed the worst sealing ability among the all exprimental groups.

• 산업기술연구
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• 제25권B호
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• pp.63-71
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• 2005

This paper is an experimental result of investigating lateral soil movements at piled bridge abutments by using the centrifuge model facility. Three different centrifuge model experiments, changing the methods of ground improvement at bridge abutment on the soft clayey soil (no improvement, preconsolidation and plastic board drains (PBD), sand compaction pile (SCP) + PBD), were carried out to figure out which method is the most appropriate for resisting against the lateral soil movements. In the centrifuge modelling, construction process in field was reconstructed as close as possible. Displacements of abutment model, ground movement, vertical earth pressure, cone resistance after soil improvement and distribution of water content were monitored during and after centrifuge model tests. As results of centrifuge model experiments, preconsolidation method with PBD was found to be the most effective against the lateral soil movement by analyzing results about displacements of abutment model, ground movement and cone resistance. Increase of shear strength by preconsolidation method resulted in increasing the resistance against lateral soil movement effectively although SCP could mobilize the resistance against lateral soil movement. It was also found that installment with PBD beneath the backfill of bridge abutment induced effective drainage of excess pore water pressure during the consolidation by embanking at the back of the abutment and resulted in increasing the shear strength of clay soil foundation and eventually increasing the resistance of lateral soil movement against piles of bridge abutment.

• 한국도로학회논문집
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• 제5권2호
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• pp.25-35
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• 2003

원형지하매설관의 경우 관의 하단부의 다짐이 매우 어렵고, 또한 다짐효율이 떨어져서 지하매설물의 안정성을 저감시키고, 이로 인해 각종 파손이 발생하는 문제점을 가지고 있다. 이러한 문제점을 해결할 수 있는 하나의 대안으로 저강도 콘크리트 개념을 지반공학에 적용하여 만들어진 CLSM을 이용하는 것이다. 본 연구에서는 지금까지의 CLSM 실내실험결과를 이용하여 현장적용성 시험을 하기 위한 중간단계로서 베딩재, 뒤채움재, 관의 종류를 변화시킨 20가지 사례에 대한 PENTAGON 유한요소 프로그램을 이용하여 수치해석을 실시하였다. 수치해석을 실시한 결과 뒤채움재로 CLSM을 사용하는 경우에 토사나 일반모래를 사용한 경우보다 지표면 및 관의 침하를 현저히 감소시키는 것으로 해석되었다. 관의 연직변위를 놓고 볼 때 토사 뒤채움을 사용한 경우에 연성관의 변위량이 강성관의 2배 정도에 달했으나 CLSM으로 대체한 경우에는 오히려 토사 뒤채움에 강성관을 사용한 경우보다 변위가 줄어들었다. CLSM 뒤채움에 강성관을 사용한 경우도 유사하게 나타났고, CLSM이 구조적인 지지 역할을 확실히 함을 보여준다.

• 한국지반신소재학회논문집
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• 제15권3호
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• pp.27-37
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• 2016

국내 GCP공법은 많은 선행연구가 진행되었으나, 설계자의 경험에 의해 의존하여 설계되고 있는 실정이므로 파괴사례가 종종 보고되고 있다. 이에 따라 명확한 파괴 원인규명 및 파괴예방대책 수립이 어려운 실정이다. 따라서 본 연구에서는 GCP공법의 합리적인 설계법의 제안을 위한 기초단계로써, GCP에 사용되는 최적배합비를 대형직접전단시험을 통해 결정하고, 내부마찰각의 변화에 따른 응력분담비의 변화 및 지반의 수직/수평 침하거동을 수치해석을 통하여 분석하였다. 직접전단 실험결과 쇄석과 모래의 최적배합비는 70:30으로 평가되었다. 수치해석결과 내부마찰각이 증가할수록 응력분담비가 증가하나 일정한 값으로 수렴하고 침하량이 감소하며, 최적배합비로 시공할 경우 측방유동 및 히빙현상의 감소를 유도할 것으로 판단된다.

• 터널과지하공간
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• 제24권6호
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• pp.405-417
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• 2014

고준위폐기물처분장에서 갭채움재는 완충재와 뒷채움재의 성능을 좌우하는 중요한 공학적방벽의 구성요소이다. 본 논문에서는 갭채움재에 대한 해외 기술현황을 조사하고, 이를 통하여 갭채움재의 개념, 제조기술, 성형특성, 설치기술에 대한 연구결과들을 정리하였다. 갭채움재 개념은 처분방식과 처분개념에 따라서 나라마다 약간씩 차이가 있었다. 갭채움재 물질로는 대부분 벤토나이트를 사용하였고, 충전제로 점토를 사용하였다. 갭채움재는 펠렛, 과립상, 또는 펠렛-과립상 혼합물의 형태로 사용되었다. 갭채움재 펠렛 제조에는 정압축, 롤러압축, 압출-컷팅 방법 등이 사용되었으며, 이 중, 실험과 실제 현장에서의 펠렛 소요량을 감안하여 많은 나라들이 롤러압축방법과 압출-컷팅방법에 대한 기술 확보에 집중하였다. 펠렛 성형특성 실험결과, 펠렛의 건조밀도와 건전성은 수분함량, 구성물질, 제조방법, 펠렛 크기에 민감하였고, 제작 시 압축하중에는 상대적으로 덜 민감하였다. 갭채움재의 설치방법으로는 수직처분공 완충재 갭에서는 부어넣기(pouring) 방법, 붓고 다지기(pouring and tamping) 방법, 진동을 주며 부어넣기(pouring with vibration) 방법 등이 시도되었으며, 수평처분공 완충재와 처분터널의 뒷채움재 갭에서는 숏크리트 기술을 이용한 불어넣기(blowing by use of shotcrete technology) 방법과 오거를 이용한 정치 및 다지기(auger placement and compaction) 방법 등이 시도되었다. 그러나 이 방법들은 아직 기술적으로 초기단계에 있어 앞으로도 계속적인 연구가 이루어질 것으로 예상되었다.

• 대한원격탐사학회:학술대회논문집
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• 대한원격탐사학회 2008년도 International Symposium on Remote Sensing
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• pp.49-52
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• 2008

New Orleans located in the estuary of the Mississippi River was attacked by Hurricane Katrina and suffered big flood on August 2005. Since unconsolidated Holocene to middle Miocene strata is the main basement rocks, land subsidence has been occurred steadily due to soil compaction and normal faulting. It was reported that the maximum subsidence rate from 2002 to 2005 was -29 mm/yr. Many studies in the area have been carried out for understanding the subsiding and potential risks caused by ground subsidence are weighted by the fact that a large area of the city is located below the mean sea level. A small baseline subset (SBAS) method is applied for effectively measuring time-series LOS (Line-of sight) surface deformation from differential synthetic aperture radar interferograms in this study. The time-series surface deformation at New Orleans was measured from RADARSAT-1 SAR images. The used dataset consists of twenty-one RADARSAT-1 fine beam mode images on descending orbits from February 2005 to February 2007 and another twenty-one RADARSAT-1 standard beam mode images on ascending orbits from January 2005 to February 2007. From this dataset, 25 and 38 differential interferograms on descending and ascending orbits were constructed, respectively. The vertical and horizontal components of surface deformation were extracted from ascending and descending LOS surface deformations. The result from vertical component of surface deformation indicates that subsidence is not significant with a mean rate of -3.1${\pm}$3.2 mm/yr.