• Proceedings of the Korea Water Resources Association Conference
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• 2005.09a
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• pp.683-684
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• 2005

• Proceedings of the Korean Society of Agricultural Engineers Conference
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• 2004.11a
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• pp.78-78
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• 2004

• Journal of Korea Water Resources Association
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• v.33 no.S1
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• pp.106-111
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• 2000

• Proceedings of the Korea Water Resources Association Conference
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• 2001.05b
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• pp.1071-1076
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• 2001

• Proceedings of the Korea Water Resources Association Conference
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• 2001.05a
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• pp.539-544
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• 2001

• Proceedings of the Korea Water Resources Association Conference
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• 2001.05a
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• pp.164-169
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• 2001

• Journal of the Korean GEO-environmental Society
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• v.14 no.11
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• pp.55-63
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• 2013

Agricultural small dam reservoirs in Korea are vulnerable to flooding because of insufficient flood control capacity and deterioration such that reservoir water level is likely to rise rapidly and a large amount of water release quickly to downstream without flood warning. In this study, we performed hydrologic analysis to estimate design flood(200 years return period ${\times}1.2$) and also evaluated the effect of siphon spillway as a structural countermeasure for flood control and mitigation by applying reservoir routing to the Jipyeong reservoir, located in Sangju, Korea. The results show that the design flood was calculated at $284.3m^3/s$, and water level and water release decreased by 40cm and $91m^3/s$, respectively.

• Korean Journal of Fisheries and Aquatic Sciences
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• v.44 no.4
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• pp.403-412
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• 2011

Hydroacoustic surveys were performed to clarify the density and spatial distribution of fish upstream and downstream of Changzhou Dam in the Pearl River, China, with regard to the condition of the spillways. Fish were densely distributed in the forebay of the upstream dam and the average fish density was 0.22 individuals/$m^3$ under open spillways on 24 June 2010, but when the spillways were closed on 25 June 2010, the fish in the upstream dam dispersed and the average fish density decreased to 0.007 individuals/$m^3$. Meanwhile, the average fish density in the downstream region was 0.28 individuals/$m^3$ before the spillway was opened on 24 May 2010, but it decreased to 0.08 individuals/$m^3$ on 26 June, just after the spillway was closed. The vertical distribution of fish upstream of the dam was not consistent. The target strength (TS) of fish upstream of the dam was larger than that of fish in the downstream region, although the distribution of TS was similar between the upstream and downstream regions. Therefore, we concluded that while numerous fish could swim to the upstream region while the spillways were open, closed spillways obstructed fish migrating upward from the downstream region.

• Magazine of the Korean Society of Agricultural Engineers
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• v.8 no.2
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• pp.1124-1140
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• 1966

'This hydraulic experiment have been practised Juk an Reservoir spillway and discharge 'channel which the province Kyong Buk was constructed and designed U. hook, for seizing all state of hydraulic. As result of the experimellt planning and making the model test, it has gained the necessary data at the amendment, projection of the most rational and economical result. 1. Project (1) Experiment project....1/30 of the discharge (2) project flood....0.01945 $m^3$/sec (rapidly) 2. Design Experiment It were sighted the water level for the nine point (L. & R. sides of No. O, L. & R. of No.1, L. side of NO.2, NO.3, No. 4 and NO.5), but it appeared each other that the lowest water level was 0.63 m at spillway (No.5) and the highest water level 0.735m less than planning water level O.75 m at No. 0. It was regarded as the phenomena appearing the difference from the calculation of the rational formular and coefficient of discharge. 3. Experiment examine E. ${\circled1}$ As a table (2) it had not a difference in comparision with design and was some lower value than design experiment's. E ..${\circled2}$) !twas same table (3) in a consequence of Experiment contracted Rocky cutting. E.${\circled3}$. ${\circled4}$ It was done amend.ment Experiment by elevating G.H. in only control point, but was not sure result as a table (2)(3)(4), and so it was changed largely in ${\circled5}$ Experiment. E. ${\circled5}$ Increasing water level was understanded to be proportion to $V^2$ in consideration of centrifugal force in the curve part and showed velocity contracting in curve the effect order's being regular in consequence of 1/6 sloped extending G.H. attached from 5 No. 0 to 1. 50 m, to S No. 0+5m. (S; discharge channel number).

• Magazine of the Korean Society of Agricultural Engineers
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• v.6 no.2
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• pp.816-825
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• 1964

1. Outline: The flow of the siphon spillway is very intricate and affected by vacuous condition. It is an intresting problem to make vacuum rapidly in_siphon, i.e, to provoke the perfect siphonaoge with the lowest water-level of overflow. The hydraulic experiments of siphon spillway have practiced at the Masan Lake, Haenam, the province of Junnam and gained rational and economical results which cannot be odtained by calculation. 2. Experiment: The model scale was a half of that of the prototype. 3. Results and discussion: In the experiments of 14 runs, washing, overflow water level, outlet, water level of cushion, phenomenon of water flying and water pressure of every part, etc. were studied. a) The relation of overflow water-level at siphon inlet and deflector When the elevation of the deflector is 10. 65m and the form of deflector O.4m long is the hypotenuse of an $45^{\circ}$ isosceles triangle, the over flow water-level is the minimum, i. e. the siphonage was excellent. There is no effect by the rising of overflow water-Ievel between 11.95m to 1O.65m of deflector elevation (in the first plan, it is 11.05m). But the overflow water-level rises remarkably in the outside region of the above limits. b) The relation of overflow water-level, the length of cushion and standard height of the base. The reduction of the length of cushion brings the rising of overflow waterlevel, and the rising of the standard height of the base brings the rising of overflow water level. For the long cushion length and low standard height of the base, it cannot be expeted to have the falling of overflow water-level. The most satisfactory data were obtained at 5.20m of the base standard height and 6.1m of the length of cushion. The first vah,le planned was 5.70 m and 4.30m.