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1 mm KP m 3 /s 40 1) 2) 1

2 (L/s) (mm) (h) CASE CASE ) 2 s=1/ / L=5.7m=1.0m 21 B=1.0m H s =0.015m H b =0.02m d 60 d=0.5mm 2

3 Amplitude ( / 0 ) Q = 2.0 L/s Q = 3.0 L/s Wave-Length (L/L 0 ) Q = 2.0 L/s Q = 3.0 L/s Phase-Lag (dx/l 0 ) Q = 2.0 L/s Q = 3.0 L/s Angle (degree) Q = 2.0 L/s Q = 3.0 L/s CASE1 2 CASE

4 3 3 1 iric 3) Nays2d ver4.0 2) CIP (1) (2) (3) x yu v thhg D (4) (5) (6) n t (7) tz b q x b q y b x y 3 2 =20 30 =25 =

5 (x10-3 ) Quicksand quantity (m 3 /min) Time (min) Calculated data (Q = 1.0 L/s) Calculated data (Q = 2.0 L/s) Calculated data (Q = 3.0 L/s) Calculated data (Q = 4.0 L/s) Measured data (Q = 2.0 L/s) Measured data (Q = 3.0 L/s) Measured data (Q = 4.0 L/s) 3 4 Manning-Strickler n=0.013 (8) q b * *c s g g d (9) ks d 3 5 Q= L/s 4 5

6 3 6 4 Discharge (m 3 /s) H15 H Discharge (m 3 /s)

7 3 7 Q=155m 3 /s 2km

8 Amplitude ( / 0 ) Hs = 0.5 cm Hs = 1.0 cm Hs = 1.5 cm Hs = 2.0 cm Wave-Length (L/L 0 ) Hs = 0.5 cm Hs = 1.0 cm Hs = 1.5 cm Hs = 2.0 cm Phase-Lag (dx/l 0 ) Hs = 0.5 cm Hs = 1.0 cm Hs = 1.5 cm Hs = 2.0 cm Angle (degree) Hs = 0.5 cm Hs = 1.0 cm Hs = 1.5 cm Hs = 2.0 cm Q=3.0L/s 6 H s = cm 0.5cm 4 Q=300m 3 /s 60 H s = m 8

9 3 9 Q=300m 3 /s 250m 9

10 N Shihoro observation station KP30.0 KP30 Tokachi head works Otofuke river KP25 KP20 Shikaribetsu river KP15 Bank erosion place KP18.2 left-bank Shihoro town Otofuke observation station KP9.1 KP10 Bank erosion Otofuke town Flow KP5 Obihiro city KP0 Shihoro river legend Rivers designated by law Satsunai river Tokachi river Otofuke river basin River bank Town boundary 4 H )5) KP

11 KP M KP KP

12 Main stream Section-2 KP17.0 ~ 19.0 ( L=2.0 km ) Bank erosion M M-3 M-2 Section-1 KP18.4 ~ 21.0 ( L=2.6 km ) Otowa bridge 21.0 KP Section-1 KP Section-2 M KP18.6 M-1 3 6) D B 0 KP20.0 M M-1 M-1 2 M Section-1 KP M-1 3 1/ Section-1 Section sine-generated-curve 0 =13 B=100m 2.0m 1:2 100m 1/164 KP

13 Discharge (m 3 /s) Time (hour) Flood in 1981 Flood in 2003 Flood in 2011 Design flood Average of annual maximum Q = 155 m 3 /s Section / Section m 3 /s 600m M KP km 600m 3 M M

14 (1) (6) (5) (6) M-1 M-2 Discharge (m 3 /s) (1) (2) (3) (4) (5) (6) Time (hour) Flood in 1981 Calc results (show in the figure) =13 =

15 =0 M-1 3 = Section-1 KP M * Flat I0 = I0 = I0 = 0.01 Single bar Q=700m 3 /s Flood period B I0 0.2 / H0 M-1 KP18.2 M-1 Section-2 KP I0 = 0.01 I0 = I0 = Double bar Q=200m 3 /s 15

16 4 5 1 Section M LP Section-2 M-1 M-1 bar M Discharge (m 3 /s) (1) (2) (3) (4) (5) Time (hour) Flood in 2011 Calc results (show in the figure) M-1 100m Section KP km (6) (7) 16

17 Section-1 KP19.0 KP19.0 M-1 2 M-2 KP19.0 KP (1) (7) 200m 3 /s (2) (6) (6) (7) (2) (6) M-1 M-1 M-1 17

18 LP (7) M H KP KP No.50, pp , No.47, pp , iric No Vol.94 pp No.57, pp , No

19 A STUDY ON THE MECHANISM OF BANK EROSION AND THE RESISTANCE CHARACTERISTICS, AND FUNCTIONAL EVALUATION OF RICH-IN-NATURE REVETMENT IN THE RIVER FOR SNOW COVERAGE AND COLD REGION Budged Grants for operating expenses General account Research Period FY Research Team River Engineering Research Team Author ITO Akashi Author NAGATA Tomonori Author AKAHORI Ryousuke Author INOUE Takuya Author MOMONOE Hideyuki Abstract Due to a typhoon and a stationary rain front, record amounts of rain fell in September 2011, and the largest class of discharge in recorded history was observed in the Otofuke River of eastern Hokkaido, and extensive bank erosion occurred in various parts of the river channel. Damages were especially serious in the middle reaches, where part of a dike was washed out. The results of a post-flood survey suggested that the direct cause of the dike breach was lateral advance of the bank erosion associated with the development of meandering channel. As the related development mechanism and predominant factors have not yet been clarified, this remains a priority from the viewpoint of disaster prevention. A past study on the development of meandering channels was reported by Shimizu et al. In this study, the meandering-channel development process was reproduced using a slope failure model that linked bank erosion with bed changes. The study attempted to clarify the meandering development mechanism in the disaster and it's predominant factors by using this model. The analysis properly reproduced the characteristics of the post-flood meandering waveforms. Therefore, it is suggested that the development of meandering during the flood attributed to the propagation of meandering to downstream, which is triggered by the meandering flow from the meandering channel in the upstream, and also suggested that this propagated meandering then caused a gradual increase of meandering amplitude accompanied by bank erosion in the recession period of the flood. Key words : Otofuke River, bank erosion, meander development, propagation of meandering 19

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