RISS 학술연구정보서비스

검색
다국어 입력

http://chineseinput.net/에서 pinyin(병음)방식으로 중국어를 변환할 수 있습니다.

변환된 중국어를 복사하여 사용하시면 됩니다.

예시)
  • 中文 을 입력하시려면 zhongwen을 입력하시고 space를누르시면됩니다.
  • 北京 을 입력하시려면 beijing을 입력하시고 space를 누르시면 됩니다.
닫기
    인기검색어 순위 펼치기

    RISS 인기검색어

      검색결과 좁혀 보기

      • 좁혀본 항목

      • 좁혀본 항목 보기순서

        • 원문유무
        • 음성지원유무
        • 원문제공처
        • 등재정보
        • 학술지명
        • 주제분류
        • 발행연도
        • 작성언어
        • 저자

      오늘 본 자료

      • 오늘 본 자료가 없습니다.
      더보기
      • 무료
      • 기관 내 무료
      • 유료
      • KCI등재

        낙동강 삼각주에서 선행하중에 따른 침하예측 및 현장계측

        성교,백승훈,김규종,이대명 한국지반공학회 1999 한국지반공학회논문집 Vol.15 No.5

        Settlement and consolidation time were predicted through systematic soil investigation at the delta of Nakdong river where the preloading method was applied. Field measurements were executed with well-selected instruments. As the results of the comparison, the predicted settlement on the sand layer of about 20m thick underestimated the observed one by 20%. This underestimation was due to the effects of vibration during installation of PBD, creep, the overestimated deformation modulus, and so on. For the clay layer of about 20m in thickness under the sand layer, an ID analysis for underconsolidated soil initially overestimated the observed settlement by 240%. However, when the laboratory compression curve was reconstructed and a conventional ID analysis for NC clay was applied, the re-calculated settlement of the clay layer was relatively similar with the observed one. And the predicted consolidation time was about 45% less than the observed one, because of different influencing factors. 선행하중공법이 실시되는 낙동강 삼각주에서 체계적인 지반조사를 통하여 침하량과 압밀소요 시간이 예측되었으며, 엄선된 각종 계측기를 이용하여 현장계측이 수행되었다. 비교결과, 약20m 두께의 모래층에 대하여 예측침하량은 실측치의 20%에 불과하였다. 이러한 과소평가의 원인은 PBD타입시의 진동, 시간의존적 침하 및 탄성계수의 과대평가 등에서 비롯되었다. 모래층 아래에 위치한 약 20m 두께의 점성토층이 미압밀상태에 있는 것으로 가정하였던 이유 때문에 예측침하량은 실측치에 비하여 약240%까지 과대평가되었다. 그러나 압축곡선을 재구성하고 정규압밀점토를 위한 압밀침하공식을 적용하였을 때 재계산된 침하량은 실측값에 비교적 비슷하였다. 그리고 압밀소요시간은 각종 영향인자로 인하여 실제값에 비하여 약45% 과소평가되었다.

      • 되채움(굴착)의 형상에 따라 매설박스에 유발되는 토압

        성교,윤치관 한국지반공학회 1996 지반 : 한국지반공학회지 Vol.12 No.5

        박스 구조들은 상.하수도관, 통신 및 전기선로, 도로, 철도 등을 위한 여러가지 목적으로 오래 전부터 많이 사용되어 왔다. 도심지에서는 대부분 지반을 굴착하여 박스 구조물을 설치한 후에 되채움하는 과정을 거친다. 그러나 박스에 작용하는 토압을 위한 기존의 설계법에서는 굴착(또는 되채움)되는 단면의 형상을 고려하지 못하고 있다. 본 연구에서는 매설박스 설계시 굴착되는 단면형상을 고려할 수 있는 새로운 토압이론식을 제안하였다. 이 이론식에 의한 수평토압은 유한요소해석 결과와 비교적 좋은 일치를 보여 주었으나, 기존설계법에 의한 토압은 상당히 과대평가되었다. 박스의 상단면에 작용하는 연직응력의 이론값은 기존 설계법 및 유한요소해석 결과와 거의 유사하였다. 그러나 박스의 바닥면에 작용하는 반발응력은 기초지반의 탄성계수에 따라 크게 좌우되므로, 새로운 이론식은 기초지반이 느슨한 모래인 경우를 제외하면 직접 적용이 어려웠다. 한편, 유한요소해석에 의하면 박스에 작용하는 수평토압은 굴착면의 경사와 굴착저면의 폭에 따라 크게 좌우되었다. Box culvert has long since been used for various purposes , water and sewerage works, communication and electricity facilities, subway, railway, etc. In urban area, the construetion of box culvert generally consists of excavation-installation of the culvert-backfill. However, the existing design methods for earth pressure on the box culvert do not take into account the excavation(or backfill) geometry. ' A new method considering excavation geometry for earth pressure on box culvert is suggested here. The lateral earth pressures by the newly suggested method agree relatively with results of finite element analyses, but those of existing method are greatly overestimated. The vertical pressure on the top of the box culvert by the new method is similar to those of existing method and finite element analysis. However, the reactional pressure on the bottom of the box culvert depends largely upon the stiffness of the foundation soil. The reactional pressure by the new method agrees well with that of finite element analysis, only when the stiffness is low. From the finite element analysis it is shown that the lateral earth pressure on box culvert depends upon the excavated slope (G) and the net bottom distance (Bc).

      • KCI등재

        Geotechnical Characterisation of Busan Clay

        성교,류춘길,민세찬,이정만,홍양표,Enkhtur Odgerel 대한토목학회 2012 KSCE JOURNAL OF CIVIL ENGINEERING Vol.16 No.3

        In the Nakdong River delta, the depositional environment is slightly different in every locality. An attempt was made to conduct a geotechnical characterization of clay in the floodplain of the delta area, where a series of field and laboratory tests was executed at five sites. The results indicate that variations in the slope of cone resistance change with depth are utilized to stratify the deposits and to extend a paleoenvironmental profile that has been investigated at a neighboring site. Some of the index properties and the compression index appear to correlate with the depositional environment, so that they have a well-defined trend with depth irrespective of location and empirical formulas may be developed between them. However, on the top 10 m layer deposited during regression, several properties are different in the tested sites. The ratio of the field vane strength to the effective overburden stress shows a poor correlation with water content, indicating no relationship with the plasticity index. The in-situ void index Iv0 shows that clays of the Tidal Flat (TF) and Inner Shelf (IS) units are more structured than other normally consolidated clays, whereas that of the Shallow Marine (SM) unit, which is overconsolidated, is not. The sensitivity (St), ranging from 5 to 9 at a location, vary in a manner similar to a well-defined trend of the properties. Based on the Iv0, recompression, and Cc-e0-St relation, the clay is moderately or highly structured but weakly bonded, where Cc is compression index and e0 is initial void ratio.

      • KCI등재

        Evaluation of the Undrained Shear Strength of Busan Clay

        성교,Yang-Pyo Hong,이정만,민세찬 대한토목학회 2012 KSCE JOURNAL OF CIVIL ENGINEERING Vol.16 No.5

        The current paper presents an estimation of the undrained shear strength (su) of Busan clay through a comparison of the results of field vane and laboratory shear test results at two sites in the Nakdong River Delta. The results indicate that because of fabric effects in the clay, determining the effective overburden stress (σv0') and the field vane strength (su,FV) based on the corrected cone resistance (qt) is effective. The ratio su,FV/σv0' varied with the depositional units, independent of the plasticity index (Ip). In comparison to su,FV,combined shear strengths obtained from the consolidated-undrained compression and extension triaxial tests were slightly smaller and occasionally scattered because of the effects of sample disturbance. The laboratory shear strengths rely on the strain rate,regardless of the Ip. The correction factors using two different approaches were larger than those of the existing methods. For practical applications, the qt-based corrected vane strengths with the correction factor (μ) are thus recommended as the mobilized undrained shear strength of the clay (i.e., μsu,FV/ σv0' of 0.23), which is similar to the corrected value of the combined shear strengths for all depths.

      • KCI등재

        휴리스틱을 이용한 2차원 임의형상 부재 배치 문제

        성교,전건욱 대한산업공학회 2008 산업공학 Vol.21 No.1

        A new search procedure, VLT(Vertex Line Tracing) heuristic, for two dimensional irregular shapes nesting problem was suggested in this study. The VLT heuristic was suggested to the nesting problem to overcome disadvantages of the existing NFP(No-Fit-Polygon) method. This VLT heuristic was compared with the results of the existing benchmark problems suggested by Albano, Hopper, and Burke. The results of the VLT heuristic give efficient solutions in the point of the scrap ratio and computation time. A computer program, NestLogic, using C++ for VLT heuristic was also developed for this nesting problem.

      • 점성토로 뒤채움된 중력식옹벽에서의 인장균열 및 수평토압 : 비배수 해석

        성교,김형수 한국지반공학회 1997 지반 : 한국지반공학회지 Vol.13 No.4

        Coulomb's theory has been usually used in practice to obtain lateral earth pressure against retaining wall. Such theory is based in the assumption that the lateral pressure is a tai angular distribution, since the point of applying the lateral thrust cannot be obtained by using it. However, the results of laboratory and field tests showed that the lateral pressure was not a triangular but a nonlinear distribution. To overcome the drawback of the Coulomb's theory, the different theoretical approaches(Handy, 1985. Kingsley, 1989 : Kellogg, 1993, Chung et at,1993, 1996a) were performed for gravity wall backfilled by cohesionless soil. On the other hand, for retaining wall backfilled by ,cohesive soil, theoretical analyses were carried out only on the basis of the Rankine's or Coulomb's concepts, but the equations showed different results. Here was newly derived the equations of lateral pressures under undrained condition against gravity wall backfilled by cohesive soil. They were based on the Coulomb's wedge, adopted the arching concept. Some of the equations were derived by neglecting tension crack, while the others by considering it. Comparative results for applying different examples showed that the equation considering tension crack might be reasonable. 옹벽에 작용하는 토압을 구하기 위하여 Coulomb이론이 실무에 대부분 사용되고 있지만, 전수평토압의 작용위치를 구할 수 없으므로 토압분포를 삼각형 분포라고 가정하고 있다. 그러나, 수 많은 실내 및 현장실험을 통하여 토압분포가 그렇지 않다는 것으로 규명되었다. 이러한 문제를 극복하기 위한 이론적인 접근이 Handy(1985), Kingsley(1989), Kellogg(1993), 정성교(1993, 1996a) 등에 의하여 비 점성토로 뒤채움된 옹벽에 대하여 수행되었다. 점성토로 뒤채움된 옹벽에 대한 기존의 이론적 접근은 단지 Rankine또는 Coulomb 이론에 근거하여 주로 수행되었지만, 그 이론들은 제각기 다른 결과를 보여주었다. 여기서는 점성토로 뒤채움된 중력식옹벽에 작용하는 수평토압을 위한 이론적 접근이 비배수 조건하에서 수행되었다. 이 접근은 Coulomb의 가정에 바탕을 두고 아칭개념을도입하였으며, 인장균열을 무시한 경우와 고려한 경우에 대하여 각각 이론식이 유도되었다. 그리고, 몇가지 조건에 대한 비교결과에서 인장균열을 고려한 토압이론식의 적용이 합리적일 것으로 사료되었다.

      • 안정사면에 인접한 옹벽에 작용하는 수평토압

        성교,진교,이만렬,Jeong, Seong-Gyo,Jeong, Jin-Gyo,Lee, Man-Ryeol 한국지반공학회 1997 지반 : 한국지반공학회지 Vol.13 No.5

        Classical earth pressure theories normally assume that ground condition remains uniform for considerable distance from the wall, and that the movement of the wall is enough to result in the development of an active pressure distribution. In the case of many low gravity walls in cut, constructed, for example, by using gabions or cribs, this is not commonly the case. In strong ground a steep temporary face will be excavated for reasons of economy, and a thin wedge of backfill will be placed behind the wall following its construetion. A designer then has the difficulty of selecting appropriate soil parameters and a reasonable method of calculating the earth pressure on the w리1. This paper starts by reviewing the existing solutions applicable to such geometry. A new silo and a wedge methods are developed for static and dynamic cases, and the results obtained from these are compared with two experimental results which more correctly mod el the geometry and strength of the wall, the fill, and the soil condition. Conclusions are drawn concerning both the magnitute and distribution of earth pressures to be supported by such walls.

      • 피압수가 존재하는 연약점토지반 내에 연직배수재의 관입깊이에 따라 압밀거동에 미치는 영향

        성교,진현식,백승훈 동아대학교 건설기술연구소 1999 硏究報告 Vol.22 No.2

        In the Yangsan area developed for housing complex the soft clay deposited as about 20 to 40 meters in thickness and there was the Artesian pressure of about 20kPa under the clay stratum. To investigate the consolidation behaviour due to partially or fully penetrating vertical drains in the clay layer, a finite element analysis was carried out in this study. As a result of analysis, it was shown that the consolidation rate and the final settlement for the case of fully penetrating vertical drains were faster and less than of partially penetration, respectively.

      맨 위로 스크롤 이동