Journal of Korean Society of Disaster and Security (한국방재안전학회논문집)

Korean Society of Disaster & Security (한국방재안전학회)
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Analysis of Hydraulic Impacts due to Sudden Enlargement of Kyungpo-cheon River Channel

경포천 하도 급확대에 따른 수리학적 영향분석

  • Choi, Jong-Ho (Graduate School of Disaster Prevention, Kangwon National University) ;
  • Jung, Tae-Jung (Graduate School of Disaster Prevention, Kangwon National University) ;
  • Jun, Kye-Won (Graduate School of Disaster Prevention, Kangwon National University)
  • 최종호 (강원대학교 방재전문대학원) ;
  • 정태정 (강원대학교 방재전문대학원) ;
  • 전계원 (강원대학교 방재전문대학원)
  • Received : 2019.05.13
  • Accepted : 2019.06.14
  • Published : 2019.06.30
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Abstract

The enlargement and reduction of river channels can not only change the flow of water but also alter sedimentation patterns, thus hindering smooth flood conveyance. Accordingly, this study aims to analyze the effects of the sudden enlargement of river channels on changes in the riverbed and river flow. For this purpose, as part of the "Hometown River" Construction Project, this study examined the local river Kyungpo-cheon, which a section of the river channel was widened by at least two- to three-fold, using RMA-2 and SED-2D models to simulate the changes in flow characteristics and riverbed variation due to the widening of the channel. The results of the study indicated that widening the Kyungpo -cheon river channel secured its dimensional stability in comparison to before widening. however, due to a flood frequency of more than once per year, future maintenance and management will be costly and time-consuming.

인위적인 하도의 확대 및 축소는 유수의 흐름을 변화시킬 뿐만 아니라 침퇴적 양상에 변화를 가져와 홍수의 원활한 소통에 지장을 초래할 수 있다. 이에 본 연구는 하도의 급확대가 하상의 변화와 하천 흐름의 변화에 미치는 영향을 분석하는데 목적이 있다. 이를 위하여 고향의 강 조성사업으로 하도의 일부 구간이 2~3배 이상 확폭 된 지방하천인 경포천을 대상으로 RMA-2 및 SED-2D모형을 이용하여 하도의 확폭으로 인한 흐름특성의 변화와 하상변동을 모의하였다. 연구결과, 경포천 하도의 확폭은 확폭 전에 비해 치수적 안정성을 확보하고 있는 것으로 나타났으나, 연구대상 구간의 침수빈도는 연중 1회 이상으로 향후 유지관리에 많은 비용과 시간이 필요할 것으로 분석되었다.

Keywords

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Fig. 1. Study area

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Fig. 2. Construction of topographic data for RMA-2 model

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Fig. 3. Distribution of flow velocity and water depth for case 1

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Fig. 4. Distribution of flow velocity and water depth for case 2

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Fig. 5. Distribution of flow velocity and water depth for case 3

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Fig. 6. Distribution of flow velocity and water depth for case 4

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Fig. 7. SED-2D numerical simulation result

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Fig. 8. Bed change before river improvement

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Fig. 9. Bed change after river improvement

Table 1. River width change of study area

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Table 2. Calculation conditions for numerical simulation

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Table 3. Comparison of 1-D and 2-D Model Results according to channel enlargement

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Table 4. Comparison before and after river improvement in Dominant discharge (1.58-year) condition

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Table 5. Comparison before and after river improvement in design flood discharge (100-year) condition

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