• 지구물리
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• 제6권4호
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• pp.221-230
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• 2003

Many hydraulic structures are damaged by under flood flow and storm waves year after year. Many cases of dike and breakwater failure are caused by the suck out of sand from behind the revetment. This type of failure will be in close relation to the dynamic behavior of sand bed around the revetment. In this paper, from this point of view we investigated the basic characteristics of such sand movement by small model tests and tried to explanation the hydro- and soil mechanical mechanism of this phenomenon theoretically.

• 대한설비공학회지:설비저널
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• 제11권1호
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• pp.1-10
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• 1982

The water-hammer phenomena caused by pump power failure are analysed by digital computer. Asan cool ins water pipe system has been chosen as a model. It is Shown that after power failure the pressure at the pump outlet drops sharply, and to prevent reverse flow, either butterfly valve or check valve can be used. After the valve closure, pressure oscillates behind the valve. To weaken the pressure wave, it is recommended to install a servo-operated valve in a bypass Line around the pamp and the check valve.

• 한국경영과학회:학술대회논문집
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• 대한산업공학회/한국경영과학회 1995년도 춘계공동학술대회논문집; 전남대학교; 28-29 Apr. 1995
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• pp.130-130
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• 1995

• 콘크리트학회지
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• 제19권1호
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• pp.101-103
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• 2007

• 한국수자원학회:학술대회논문집
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• 한국수자원학회 2001년도 학술발표회 논문집(II)
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• pp.691-696
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• 2001

• 지질공학
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• 제28권3호
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• pp.341-348
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• 2018

Landslides can be caused by localized intense rainfall. The loss of human lives and damage to property from landslides is increasing. However, little information exists on the movement and flow of sediment material at the time of rapid landslides. In this study, a field survey was conducted of landslides that occurred in 2013 in the Hadari area of Yeoju city in Korea. This was followed by numerical analysis. The purpose is to analyze the characteristics of a consequent debris flow and its movement at the time of failure. The results of the field survey and numerical analysis are consistent with each other. The maximum velocity of the debris flow was ~9.335 m/s and the maximum sediment thickness ~4.674 m. The latter is similar to the traces of debris flow observed in the field.

• Nuclear Engineering and Technology
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• 제29권1호
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• pp.85-91
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• 1997

Cross-flow existing in a shell-and-tube steam generator can cause a tube to vibrate. There are four regions subjected to cross-flow in Yonggwang units 3 and 4 (YGN 3 and 4) steam generators, which are of the same design as the steam generators for Palo Verde nuclear power plant Palo Verde units 1 and 2 steam generators have experienced localized oar at the comers of the cold side recirculating fluid inlet regions. A number of design modifications were made to preclude tube failure in specific regions of YGN 3 and 4 steam generators. Therefore, flow induced vibration experiments were done to determine the vibration magnitude of tubes in the economizer tube free lane region. The objective of this experiment is to demonstrate that the tube displacement is less than 0.01 inch rms at 100% of full power flow and to quantify the remaining design margin at 120ft and 140% of full power flow.

• 한국지반공학회논문집
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• 제29권11호
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• pp.73-84
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• 2013

사면 내 토사가 붕괴되거나 토석류가 발생하는 경우 파괴면에 작용하는 전단강도는 0에 가깝게 되면서 토사가 비점성 액체와 같이 유동한다. 점성토는 함수비 증가에 따라 그 연경도가 달라지며 액체상태로 바뀌는 액성한계에서 도 약간의 전단강도를 가진다. 본 연구에서는 점성토의 전단강도가 0이 되어 흐름을 유발하는 함수비를 찾고자 하였 다. 카올리나이트, 벤토나이트, 그리고 카올리나이트(50%)+벤토나이트(50%)와 같은 세 종류의 점토에 혼합수로 증류 수, 해수, 또는 미생물용액을 혼합하여 액성한계 상태로 만든 다음 함수비를 단계적으로 증가시키면서 토베인 시험기 를 이용하여 비배수전단강도를 측정하였다. 액성한계와 소성한계에서 비배수전단강도의 범위는 각각 3.6-9.2kPa와 24-45kPa 정도이었다. 한편 측정 결과로부터 비배수전단강도가 급격하게 변화하는 값에 해당하는 함수비를 흐름함수 비(Flow Water content)로 정의하였으며, 비배수전단강도가 0이 될 때의 함수비를 흐름한계(Flow Limit)로 정의하였다. 그리고 흐름한계와 액성한계의 상관관계를 살펴보기 위하여 흐름한계와 액성한계의 차이를 점성지수(Cohesive Index) 로 정의하였다. 또한 흐름한계와 소성한계의 차이를 새로운 소성지수(New Plasticity Index)로 정의하였으며, 흐름한계를 이용하여 새로운 액성지수(New Liquidity Index)도 정의하였다. 흐름한계(Flow Limit)는 액성한계보다 1.5-2배 정도 높은 값을 보였으며, 새로운 소성지수는 기존 소성지수보다 2-5.5배 정도 높았다.

• Ocean and Polar Research
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• 제24권3호
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• pp.289-300
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• 2002

The Lago Sofia conglomerates encased in the Cretaceous Cerro Toro Formation, southern Chile, represent a gigantic submarine channel system developed along a foredeep trough. The channel system consists of several tributaries along the trough margin and a trunk channel along the trough axis. Voluminous debris flows were generated ubiquitously along the tract of the submarine channel mainly by the failure of nearby channel banks or slopes. The flows transformed immediately into multiphase flows and resulted in very thick-bedded mass-flow deposits with a peculiar structure sequence. The mass-flow deposits commonly overlie fluted or grooved surfaces and consist of a lower division of clast-supported and imbricated pebble-cobble conglomerate with common basal inverse grading, and an upper division of clast- to matrix-supported and disorganized pebble conglomerate or pebbly mudstone with abundant intraformational clasts. The structure sequence suggests a temporal succession of a turbidity current, a bipartite hyperconcentrapted flow with active clast collisions near the flow base, and a cohesive debris flow probably with a rigid plug. The multiphase flow is interpreted to have resulted from transformation of clast-rich but cohesive debris flows. Cohesive debris flows appear to transform more easily into dilute flow types in subaqueous environments because they are apt to hydroplane. This is in contrast to the flow transitions in subaerial environments where noncohesive debris flows are dominant and difficult to hydroplane.

• Geomechanics and Engineering
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• 제10권1호
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• pp.21-35
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• 2016

Employing non-associated flow rule and Power-Law failure criterion, the failure mechanisms of tunnel roof in homogeneous and layered soils are studied in present analysis. From the viewpoint of energy, limit analysis upper bound theorem and variation principle are introduced to study the influence of dilatancy on the collapse mechanism of rectangular tunnel considering effects of supporting force and seepage force. Through calculation, the collapsing curve expressions of rectangular tunnel which are excavated in homogeneous soil and layered soils respectively are derived. The accuracy of this work is verified by comparing with the existing research results. The collapsing surface shapes with different dilatancy coefficients are draw out and the influence of dilatancy coefficient on possible collapsing range is analyzed. The results show that, in homogeneous soil, the potential collapsing range decreases with the decrease of the dilatancy coefficient. In layered soils, the total height and the width on the layered position of possible collapsing block increase and the width of the falling block on tunnel roof decrease when only the upper soil's dilatancy coefficient decrease. When only the lower soil's dilatancy coefficient decrease or both layers' dilatancy coefficients decrease, the range of the potential collapsing block reduces.