A Study o Applyg Physographc Iudato Model to Rafall - Ruoff Smulato Jug-Fu Ye Chag-Ju Yag Chag-Ta Tsa HEC-1 HEC-1,, ABSTRACT Tawa has lmted lad wth dese populato, so most watersheds are over-developed. Moreover, the roads are mgled wth dra chaels, buldgs ad farmlads. It has already bee far beyod atural watershed. Hece we could't apply commo rafall-ruoff model for smulatg the rafall-ruoff process of ugaged area wth complcated terra ad surface features. I order to cosder the fluece of terra, surface features, ma streams ad braches dstrbuto for ruoff hydrograph, our research utlze water-flow cotuty equato ad rule of dscharge exchage to drll water-flow relatoshp betwee each local area the watershed. I ths research, we develop a geographc udato model (PI model), ad we apply ths model to upper watershed Zed-We reservor ad Da-Bao Rver. The results reveal that PI model ca get excellet smulato for those regos wth observato stato ad t has the same rafall-ruoff smulato ablty as HEC-1 model ugauged areas. I addto, We cosder the effects of terra, surface feature, ma stream ad braches dstrbuto o the rafall-ruoff process va geographc udato model. Furthermore, we obta the depth hstogram for deteto water watershed by meas of ths model. The model s more applcable tha HEC-1 to smulate for watershed wth complex topography ad surface features. Key words: Physographc Iudato Model, Rafall-Ruoff Smulato, Natural Watershed. 1
1 1 68.% 1% 67% 6 1, [198] [199] [1986] [199] IoveIwasa Matsuo [1987]
Yura Fuuchyama-Agabe [1986] Uj Kzu [ 19931994199 1996] Cuge[198] (cell) [199] Iove Iwasa [1988 1989199] [199] [199319941991996] [199319941991996] (Physographc Iudato ModelPI ) (dstrbuted model).1 ( 1 ) (1) (hydrometeorologcal codto) () ( ) (3) 3
(4) () (1) () (3) (4) 1. dz A s = pe + Q, ( Z, Z ) (1) dt A s t p e t Q, 4
Z t Z t (curve umber method) (HEC-1, 1987) CN CN P e = ( P.S) ( P +.8S) S = 4 CN 4 P (mm) P (mm) e S (mm) CN curve umber ().3 (1) Q, Z Q, Z > Q., ( Z ) Z Z = φ (3)., ( Z, ) Z Z Q sg( Z Z ) 3 A ( ) ( Z ) R( Z ) φ Z = sg( Z Z ) X Z = ) Z α, α Z + (1 α = φ (4) Z = Z Z Z α 1 X, A ( Z ) R ( Z )
() Z > Z 3 (a) ( Z Zω ) < ( Z Zω ) 3 Q = µ Z () 1., g b ( Z ω ) (b) ( Z Zω ) ( Z Zω ) 3 Q µ., = 1 g b ( Z Zω ) ( Z Z ) (6) Zω b g µ, µ 1 7 µ.36 ~. µ 1 =. 98 µ 3 (3) (199) 4 B, D, Z Z Z = Z Z = > D D 6
µ µ 3 µ 4 µ µ.6 ~.8 µ = µ 4 = µ =. 98 µ 3 1/ 3.761 µ (1. µ ) Z D Z Z 4 µ 4 γ 4 = µ γ = > µ µ 3 (a).8 1..8 1 µ γ 4 1 γ µ γ 1 γ 1 4 Q 1.., = µ g B D ( µ ) (7) (b) 1. 1. Q = µ g B D 1. 1., 3 (8) 3 µ γ 4 (c) 1 m, 1. 1 γ 4 Q = µ g B D 1.., 4 ( ) (9) µ γ (d) 1 1 γ Q = µ g B D 1.., ( ) (1) 7
3.1 1 N N (1) Q, Z, Z Z A s = pe + Q, (11) t A s Z p e t t +1 +1 t = t t Q, + 1 Q, Q, ( Z( τ ), Z ( τ )) = θ Q, + (1 θ ) Q, (1) A (1) (11) Z = { + s pe,, t 1 + θ Q + (1 θ ) Q } (13) 8
τ t t +1 +1 t τ t θ + 1 Q, t t +1 θ = θ > [1988] [199] t A p t A p (13) s e s e Q, Z = p + Q ) t ( e, As (14) t t (14) t Z t + 1 Z +1 = Z + Z (1) 3. a. b. c. (1) () (3) d. 9
3.3 (Courat codto) (1) () ±. (3) (4) 6 6 4.1 (1) 1 ( ) 1 1 1
() 6 134 678 67 8 7 (3) 1 m (4) 48 mm/hr 1 mm () (6). ( 6 (order) [ 199]) 6.87 cms ( 7 ) 6.87 cms (= mm/hr.99 m ) 8 8 7 6 4 3 1 1. 1.1 1..9.8.7.6..4.3..1. 4 8 1 16 4 8 3 36 4 44 48 4 8 1 16 4 8 3 36 4 44 48 7 8 4. mm 4 9a 9e 1 m. 11
1 11 1 m 1 1 1 1 8 6 4 8 6 4 4 6 8 1 1 14 16 18 4 ( ) 9a 4 6 8 1 1 14 16 18 4 ( ) 9b 1 1 1 1 8 6 4 8 6 4 4 6 8 1 1 14 16 18 4 ( ) 9c 4 6 8 1 1 14 16 18 4 ( ) 9d 1 1 8 6 4 4 6 8 1 1 14 16 18 4 ( ) 9e 1
.3 Type 1 Type 1 1 1 Type Type 3 Type 4 Type.3...1.1. Type Type 3 Type 4 Type. 4 8 1 16 4 ( ) 4 8 1 16 4 ( ) 1 11 ( ) ( ).1 41 17 481 6 963.44 1/3 1/68 3 17.14 7.8 171 1.9.99 9 ( ) ( ) ( ) 1 14 149 46 1894 1 13
1 13 14 14
1 1 161718 6.14% -.76% 1 197/8/3 -.% -3-1.3% 1976/8/9 4.38% -1.8% 811977/8/1-1.% -3.% 199/8/3-1.9% -.76% 1994/8/3 6.14% 1 -.17% 1998/1/1-4.3% -.% 1
4 4 3 3 1 1 1 3 4 6 7 8 9 1 11 1 13 14 1 16 17 18 19 1 3 4 6 7 8 9 3 31 3 33 34 3 36 37 38 16 1 1 8 6 4 1 3 4 6 7 8 91111131411617181913467893313333433637383944144344446 17 14 1 1 8 6 4 1 3 4 6 7 8 9 1 11 1 13 14 1 16 17 18 19 1 3 4 6 7 8 9 3 18 16
. 17 3 11 1 HEC-1 191 AB C A B C 19 17
1 3 HEC-1 9 3 3 HEC-1 4 1 4 HEC-1 ( SCS 18
) 1.% -1.3% 3 6 HEC-1 7 1.7%.6% 4 3 HEC-1 1 HEC-1 ( ) 34 3 1.1% 1 1 ( ) ( ) 83411 846-1.3% 4 HEC-1 HEC-1 ( ) 61 6 1.7% ( ) ( ) 169 16794.6% 1 HEC-1 8 4 7 3 HEC-1 PH Model 6 3 4 3 C 1 M S 1 1 4 6 8 1 1 14 16 18 4 ( ) 1 1 3 4 1 1 19
7 1 1 6 4 C M 3 S 1 HEC-1 PH Model 4 6 8 1 1 14 16 18 4 ( ) 1 1 3 6 7 HEC-1 3 (erta term) (de St. Veat equatos) (dyamc effect) (1) () (3)
(4) HEC-1 1 () HEC-1 1. 694 198. 8-47 199 3. (4) 7-19 1986 4. 8~93 199. Iove, K., Iwasa Y. ad Matsuo, Numercal aalyss of Two-Dmesoal Free Surface Flow by Meas of Fte Dfferece Method ad ts Applcato to Practcal Problems, ROC-Japa Jot Semar o Water Resource Egeerg, 1987. 6. Tamotsu Tashsh, Hajme Naagawa ad Taeyosh Noshza, Two Dmeso Numercal Smulato Method to Estmate the Rs of a Flood Hazard Caused by a Rver Ba Breach, Kyoto Uversty, No. 9B-, 1986. 7. (134) 1417 1993 19941991996 8. Cuge, J.A., Usteady Flow Ope Chael, Water Resource Publshg Lmted, Lodo, pp. 7~76, 198. 9. 43 37~44 199 1. (13) 77-378-679-6 19881989199 11. 43 1 41~ 199 1. (13 4) 199319941991996 13. 1988 14. 199 1. 4 9~14 199 1