• Proceedings of the Korea Water Resources Association Conference
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• 2016.05a
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• pp.68-68
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• 2016

하천의 사행 및 합류 형상은 복잡한 나선 흐름을 발생시킨다. 그 중 이차류는 사행에 의한 편수위 형성과 횡단 압력의 불균형, 그리고 수심에 따라서 변화하는 원심력에 의하여 형성된다. 이러한 흐름은 주로 3차원 모형으로 재현할 수 있으며 이에 관련된 연구는 계속 이루어졌으나 3차원 모형의 구성과 사용에는 상당한 시간 및 노력이 요구된다. 본 연구에서는 이러한 이차류의 영향을 수심적분된 2차원 모형으로 구현하고자 하였으며 이를 위해 이차류 연직 분포에 대한 기존 연구를 확인하고, 이러한 연직 분포를 표현할 수 있는 경험식을 3차원 모형인 FLOW3D를 통해 모의하고 개발하였다. 3차원 모형을 다양한 사행반경을 갖는 실험 사행수로에 적용하여 사행도에 따른 민감도를 분석하고 경험식을 개발하였다. 개발된 식은 2차원 수리해석 모형인 RAMS(River Analysis and Modeling System)에 적용되었다. RAMS는 수심 적분된 2차원 천수 방정식을 지배방정식으로 사용하는 수리해석모형인 HDM-2D를 해석엔진으로 사용하며, 이차류의 영향을 반영하기 위하여 개발한 수직분포 경험식을 분산 응력항 형태로 적용하였다. 모형의 적용성 확인을 위하여 사행 실험수로 및 합류수로에 모의를 수행하였다. 사행수로 및 합류수로는 실험 경계조건과 동일한 상류 입력 유량과 하류 경계조건을 사용하여 결과를 비교하였다. 사행수로 모의 결과 유속분포의 거동이 실험수로의 사행으로 인하여 2차류 효과로 주 흐름이 바깥쪽으로 기울어짐을 일부 재현하였다. 합류수로의 경우 기존 모형에 비하여 분산 응력항이 포함된 본 모형이 실측값에 근접하였는데 이는 이차류가 발생하는 영향으로 하류에 유속편차가 줄어드는 영향을 더 정확히 묘사한 것으로 판단된다.

• Proceedings of the Korea Water Resources Association Conference
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• 2010.05a
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• pp.248-252
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• 2010

홍수기 호우로 인한 피해는 대부분 하천구역에서 발생되며, 이러한 피해는 인간에게 직 간접적으로 영향을 미치게 된다. 자연 상태의 하천형상은 대부분 호우로 인한 홍수로 인해 자연스럽게 만들어지게 되며, 대부분 사행하천의 형태를 띠게 된다. 사행하천에서의 흐름의 기하학적 특성은 성장이나 사멸, 또는 두 가지 모두의 형태를 보인다. 사행하천에서의 흐름 및 유속 분포는 하천제방 보호, 주운, 취수, 그리고 유사 이동 및 퇴적 패턴과 관련하여 실용적인 관점에서 연구하여야 하는 하천수리학에서는 매우 중요한 주제이다. 그리고 사행하천은 특히 만곡부가 교호적으로 나타나는 곳에서의 흐름구조가 매우 복잡하다. 이러한 사행하천에서는 회전방향이 교호적으로 바뀌는 나선형의 흐름(2차류)이 3차원적으로 발생하는 것으로 알려져 있다. 본 연구에서는 사행하천이 많은 국내 하천특성을 고려하여, 하천 만곡부에서의 흐름특성을 분석하고자 하였으며 2차원 CCHE2D 와 3차원 FLOW3D 모형을 적용하였으며 가상 하도에 대하여 수리모형 실험의 실측치와 비교하여 모형의 정확성과 안정성을 검증하였다. 그리고 남강댐 하류에 대하여 만곡부의 흐름특성(유속 분포 및 최대유속경로, 수위분포, 2차류 거동, 편수위, 전단응력 분포 등)을 분석함으로써, 하천 만곡부에서의 수리적 특성을 보다 정확하게 제시하고자 한다. 모의 분석결과 동일 하도에 대하여 유량을 변동시킬 경우, 유량이 증가할수록 만곡부에서의 수리영향이 더욱 뚜렷해짐을 알 수 있었고 2차원 모형보다 3차원모형의 결과의 정확도가 더 높은 것으로 분석되었다. 곡률반경이 1,300~1,600 정도인 실제하천에 적용한 결과, 수위의 경우 2차원 결과가 3차원 결과보다 최대 3%정도 수위가 높은 것으로 나타났으며, 또한, 상관계수가 평균 0.91의 값을 보이고 있어 2차원모형과 3차원모형의 결과가 비교적 잘 일치하는 것으로 분석되었다. 흐름 분석을 통해서 만곡부에서의 최대유속은 최정점(apex)에서 보다는 오히려 최정점 이전 하도의 내측에서 발생하였으며, 정점에서의 종단유속은 감소하지만 횡단유속은 오히려 크게 증가하는 경향을 보이고 있었다. 따라서 하천설계시 사행하천의 제방 안정성 확보를 위하여 종단유속 뿐만 아니라 횡단유속 또한 고려할 필요가 있음을 확인하였다. 또한 남강댐 하류 만곡부에서의 내측 및 외측의 수위를 분석한 결과, 제방 외측의 수위가 평균수위에 비해 최대 약 37cm정도 증가하는 것으로 분석되었다. 따라서 만곡부에 대한 하천제방설계시 좌, 우안의 여유고를 일률적으로 적용하기 보다는 만곡에 따른 흐름특성을 분석하여 설계에 적용하여야 안정성 및 경제성을 동시에 확보할 수 있을 것으로 사료된다.

• Journal of the Korean Society of Groundwater Environment
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• v.7 no.2
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• pp.89-96
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• 2000

Slug tests are the most widely used field method for quantification of hydraulic conductivity of porous media. Well recovery is affected by well casing, borehole radii, screened length, hydraulic conductivity, and specific storage of porous media. In this study, a new slug tests model was developed through finite element approximation and the validity and usefulness of the model were tested in various ways. Water level fluctuation in a well under slug test and cons-equent groundwater flow in the surrounding porous medium were appropriately coupled through estimation of well-flux using an iteration technique. Numerical accuracy of the model was verified using the Cooper et al. (1967) solution. The model has advantages in simulations for monitored slug tests, partial penetration, and inclusion of storage factor. Volume coverage of slug tests is significantly affected by storage factor. Magnitude and speed of propagation of head changes from a well increases as storage factor becomes low. It will be beneficial to use type curves of monitored head transients in the surrounding porous formation for estimation of specific storage. As the vertical component of groundwater flow is enhanced, the influence of storage factor on well recovery decreases. For a radial-vertical flow around a partially penetrated well, deviations between hydraulic estimates by various methods and data selection of recovery curve are negligible on practical purposes, whereas the deviations are somewhat significant for a radial flow.

• Journal of Soil and Groundwater Environment
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• v.12 no.4
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• pp.1-7
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• 2007

Slug/bail tests were conducted in sand layer (sbt-1 well), silty sand layer (sbt-2 well), and mixed sand and silty sand layer (sbt-3 well). Hydraulic conductivity and specific storage coefficient were estimated through slug/bail tests. Pore volumes of groundwater level drawdown zone for bail test were estimated by using hydraulic conductivity and specific storage coefficient. KGS model was most suitable interpretation method of slug/bail tests. Average hydraulic conductivity for slug/bail tests were estimated to be $6.65{\times}10^{-5}$ m/sec in sbt-1 well, $6.33{\times}10^{-6}$ m/sec in sbt-2 well, and $3.72{\times}10^{-5}$ m/sec in sbt-3 well. Average specific storage coefficient for slug/bail tests were estimated to be 0.0225 in sbt-1 well, 0.0177 in sbt-2 well, and 0.0259 in sbt-3 well. Dimensionless time and dimensionless wellbore storage were estimated by use of transmissivity, storativity, test time, and specification of test wells. And, dimensionless drawdown were selected by parameter ${\alpha}\;and\;{\beta}$ parameter from Cooper et al. (1967). Radius of influence were estimated by estimated dimensionless time, dimensionless wellbore storage, and dimensionless drawdown. The average radius of influnce for slug/bail tests were estimated to be 1.377 m in sbt-1 well, 1.253 m in sbt-2 well, and 1.558 m in sbt-3 well. Pore volume at groundwater level drawdown zone by dummy withdrawal for bail tests were estimated to be $145,636cm^3$ in sbt-1 well, $71,561cm^3$ in sbt-2 well, and $100,418cm^3$ in sbt-3 well. Pore volume excepted well volume at groundwater level drawdown zone by dummy withdrawal for bail tests were estimated to be $145,410cm^3$ in sbt-1 well, $71,353cm^3$ in sbt-2 well, and $100,192cm^3$ in sbt-3 well.

• The Journal of Engineering Geology
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• v.20 no.2
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• pp.169-181
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• 2010

This study aimed at simulating several responses to stresses caused by the ground water level variations around the K-1 oil stockpile. For this simulation, we considered the characteristic hydrogeological condition including the special occurrence of long and thick acidic dyke, which is regarded as the main geological structure dominating the ground water flow system at this study area. We activated twenty-four imaginary wells which are located in northern and southern area around central K-1 site. Each neighboring distance is altogether 300 m and whole distance between K-1 site and remote wells is 1,200 m. Through the modeling, we operated the long-term and continuous pumping tests and finally categorized five zones based on maximum pumping rates for the imaginary wells; zone I within 300 meter distance from K-1 site with a pumping rate of 50 $m^3/day$; zone II between 300 to 600 meter distance from K-1 site with a pumping rate of 75 $m^3/day$; zone III between 600 to 900 meter distance from K-1 site with 150 $m^3/day$; zone IV between 900 to 1,200 meter distance from K-1 site with 300 $m^3/day$; and zone V of acidic dyke area. At zone V, especially because of their possibility of high transmissivity for groundwater flow, it is necessary to control and restrict groundwater discharge.

• Journal of the Korean Geotechnical Society
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• v.15 no.6
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• pp.111-120
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• 1999

Leachate flow behavior due to intermediate cover soil of low hydraulic conductivity and the applicability of pumping method for reducing the leachate level in the landfill are analyzed with the numerical flow model, MODFLOW. Using the hydraulic conductivity and storativity data obtained from the field pumping and slug tests(Jang and Cho, 1999), the hydraulic condition within the landfill is validated. The optimum rate of pumping, the radius of influence, and the efficiency of horizontal drain are analyzed for reducing the leachate level in the landfill. From the results of the analyses, the barrier effect that the buried cover soil of low hydraulic conductivity prevents the vertical movement of leachate flow through the cover soil, which is found from the in-situ geotechnical studies(Jang and Cho, 1999), is identified again. Also, the installation of horizontal drains to the pumping well can increase the pumping rate from 120 ton/day per a well to 300 ton/day. The length of horizontal drain did not influence significantly on the drawdown-time curve of leachate in the landfill.

• Journal of the Korean Society of Hazard Mitigation
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• v.6 no.4 s.23
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• pp.57-65
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• 2006

In this study, hydraulic model same as natural channel with junction area and curved reach is constructed, and after that the variation of difference of the water surface elevation at cross section in junction area is analyzed using constructed hydraulic model. In junction area, the variation of maximum water level based on downstream section is more affected in discharge ratio at upstream than downstream. The maximum water level increased as closed to junction and the peak level appeared at just downstream of junction. The slope of water elevation at cross section is affected in section shape and decreased as discharge ratio is reduce. The expressed formulas developed in the channel consist of constant curvature and section shape showed difference of 60% with measured value, but the suggested formula in this study to compute difference of water surface elevation showed difference of 10% with measured value.

• Journal of Korea Water Resources Association
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• v.48 no.12
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• pp.1077-1087
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• 2015

The levee protect lifes, houses, and properties by blocking overflow of river. The revetment is forced to be covered on the slope of levee in order to prevent erosion. The stability of revetment is very important enough to directly connected to the stability of levee. In this study, the weak points of revetment on meandering channel were found by movable revetment experiment and the velocity and the water surface elevation (WSE) were measured at main points. The 3-D numerical simulations were performed under same conditions with experiment. And unclear flow characteristics by the limit of measuring instruments were analyzed through numerical simulation. Consequently, the section of large wall shear stress and the failure section are almost the same. Despite of small wall shear stress, the revetments located at right bank were carried away because of circulation zone due to secondary flow by meandering. With existing riprap design formula, the sizes of riprap determined using maximum local velocity were 1.5~4.7 times greater than them using mean velocity. As a result of this study, it is necessary to calculate the size of riprap in other ways for meandering and straight channel. At a later study, if the weighted value considered the radius of curvature and shape of hydraulic structure is applied to riprap design formula, it is expected that the size of revetment was evaluated rationally and accurately.

• Water for future
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• v.27 no.3
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• pp.115-121
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• 1994

Cohesie sediment movement in estuarine systems is strongly affected by the phenomena of aggregation and flocculation. Aggregation is the process where primary particles are clustered together in tightly-packed formations; flocculation is the process where aggregates and single particles are bonded together to form large particle groups of very low specific density. The size, shape and strength of the flocculants control the rate of deposition and the processes of pollutant exchange between suspended sediments and ambient water. In estuarine waters, suspended sediments above the lutocline form the mobile suspension zone while below the lutocline they form the stationary suspension zone. Suspended particles in the mobile zone are generally in a dispersed state and the controlling forces are the Brownian motion and the turbulent flow fluctuations. In the stationary suspension zone, the driving force is the gravity. This paper discusses the settling and particle flocculation characteristics under quiescient flow conditions. Particles are entering the study domain randomly. Particles in the mobile suspension zone are simulated by using the Smoluchowski's model. Flocs created in the mobil suspension zone are moving into the stationary suspension zone where viscosity and drag effects are important. Utilizing the concepts of the maximum Feret's diameter and the Minkowski's sausage logic, the fractal dimension of the flocs within the stationary suspension is estimated and then compared with results obtained by other studies.

• Magazine of the Korean Society of Agricultural Engineers
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• v.13 no.1
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• pp.2206-2217
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• 1971

Spillway and discharge channel of reservoirs require the Control of Large volume of water under high pressure. The energies at the downstream end of spillway or discharge channel are tremendous. Therefore, Some means of expending the energy of the high-velocity flow is required to prevent scour of the riverbed, minimize erosion, and prevent undermining structures or dam it self. This may be accomplished by Constructing an energy dissipator at the downstream end of spillway or discharge channel disigned to dissipated the excessive energy and establish safe flow Condition in the outlet channel. There are many types of energy dissipators, stilling basins are the most familar energy dissipator. In the stilling basin, most energies are dissipated by hydraulic jump. stilling basins have some length to cover hydraulic jump length. So stilling basins require much concrete works and high construction cost. Flip bucket type energy dissipators require less construction cost. If the streambed is composed of firm rock and it is certain that the scour will not progress upstream to the extent that the safety of the structure might be endangered, flip backet type energy dissipators are the most recommendable one. Following items are tested and studied with bucket radius, $R=7h_2$,(medium of $4h_2{\geqq}R{\geqq}10h_2$). 1. Allowable upstream channel slop of bucket. 2. Adequate bucket lip angle for good performance of flip bucket. Also followings are reviwed. 1. Scour by jet flow. 2. Negative pressure distribution and air movement below nappe flow. From the test and study, following results were obtained. 1. Upstream channel slope of bucket (S=H/L) should be 0.25<H/L<0.75 for good performance of flip bucket. 2. Adequated lip angle $30^{\circ}{\sim}40^{\circ}$ are more reliable than $20^{\circ}{\sim}30^{\circ}$ for the safety of structures.