Quispe Bonifacio Rapidas
6
DISEÑO HIDRAULICO DE RAPIDA CANAL DE INGRESO CANAL DE SALIDA Q = 0.3 m3/seg Q= 0.3 m3/seg S = 0.03 S= 0.005 f = 0.3 m f 0.3 m Z = 1 Z= 1 n = 0.015 n= 0.015 Angulo conver= 25 Elv= 2896.76 msnm Angulo Diverg= 27.5 Elv0= 2903.5 msnm 1.- Diseño de canales aguas arriba y aguas abajo AGUAS ARRIBA: AGUAS ABAJO: A= by+zy^2 P= b+2y(1+z^2)^(1/2) T = b+2Zy b/y = 2((1+Z^2)(^1/2)-Z) 0.83 m 0.83 m Q = A^(5/3) x S^(1/2)/n. (P)^(2/3) Resolviendo por tanteos y= 0.242 m y= 0.338 m 0.0260 0.02620 0.0636 0.06385 Geometria del canal ingreso Geometria del canal salida y = 0.242 m y = 0.338 m b = 0.2 m b = 0.28 m A = 0.11 m2 A = 0.21 m2 P = 0.88 m P = 1.24 m T = 0.684 m T = 0.956 m f = 0.3 m f = 0.3 m v = 2.80 m/s v = 1.44 m/s F= 6.5969511507806 Flujo Supercritico 3.- Calculo del ancho de solera en la rapida y el tirante en la seccion de control De acuerdo con Dadenkov: b= 0.4726176506841 Yc= 0.3450255122437 4.- Diseño de la transicion de entrada T1= 0.684 X1= 0.1056911747 T2= 0.4726176506841 B1= 0.4726176506841 X2= 0.1363088253 B2= 0.2 Como X2 > X1 L 0.292315219273 5.- Calculo de tirantes y distancias ( Para una longitud de 215m ) Considerando tramos de 15 m 0.45 ∆Z 2 2 1 1 T T X 2 2 1 2 B B X tg X L 2
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DISEÑO HIDRAULICO
Transcript of Quispe Bonifacio Rapidas
RAPIDA-maximo villonDISEO HIDRAULICO DE RAPIDA
CANAL DE INGRESOCANAL DE SALIDAQ =0.3m3/segQ=0.3m3/segS =0.03S=0.005f =0.3mf0.3mZ =1Z=1n =0.015n=0.015Angulo conver=25Elv=2896.76msnmAngulo Diverg=27.5Elv0=2903.5msnm
1.-Diseo de canales aguas arriba y aguas abajo
AGUAS ARRIBA:AGUAS ABAJO:A= by+zy^2P= b+2y(1+z^2)^(1/2)T = b+2Zyb/y = 2((1+Z^2)(^1/2)-Z)0.83m0.83mQ = A^(5/3) x S^(1/2)/n. (P)^(2/3)
Resolviendo por tanteosy=0.242my=0.338m
0.02600.026200.06360.06385
Geometria del canal ingresoGeometria del canal saliday =0.242my =0.338mb =0.2mb =0.28mA =0.11m2A =0.21m2P = 0.88mP = 1.24mT =0.684mT =0.956mf =0.3mf =0.3mv =2.80m/sv =1.44m/s
RESUMENB=0.200m0.300mADOPTADOT=0.78mf=0.30mY=0.242mA=m2V=m/seg
AGUAS ABAJO:
Por tanteo: y=0.388m
0.00030.0008
RESUMENB=0.321m0.250mADOPTADOT=1.03mf=0.30mY=0.388mA=0.25m2V=1.21m/segF=6.5969511508Flujo Supercritico
3.-Calculo del ancho de solera en la rapida y el tirante en la seccion de control
De acuerdo con Dadenkov:b=0.4726176507Yc=0.3450255122
4.-Diseo de la transicion de entrada
T1=0.684X1=0.1056911747T2=0.4726176507
B1=0.4726176507X2=0.1363088253B2=0.2Como X2 > X1L0.2923152193
5.-Calculo de tirantes y distancias ( Para una longitud de 215m )Considerando tramos de 15 mZ0.45
yARVv^2/(2g)EHfE+Hf0.10.04726176510.07795187916.34762581482.05363677292.15363677291.36125568453.51489245740.110.05198794160.08389728945.77056892251.69722047351.80722047351.01998209462.82720256810.120.05671411810.08959160195.2896881791.42613664791.54613664790.78521682412.3313534720.130.06144029460.0950503954.88278908831.21516968811.34516968810.6183246381.96349432610.140.06616647110.10028798434.53401843911.04777386371.18777386370.49634907461.68412293840.150.07089264760.10531754844.23175054320.91272745461.06272745460.40506524791.46779270260.160.07561882410.11015123943.96726613420.80220186440.96220186440.33533792661.2975397910.170.08034500060.11480028113.73389753810.71060095950.88060095950.28111674351.16171770290.180.08507117710.11927505563.5264587860.63383851020.81383851020.23828533271.05212384290.190.08979735360.12358518113.3408556920.56887445230.75887445230.20397616620.96285061850.20.09452353010.12773958093.17381290740.51340919320.71340919320.17614940640.88955859960.210.09924970660.13174654483.02267895940.46567727280.67567727280.15332662970.82900390240.220.10397588320.13561378452.88528446130.42430511840.64430511840.13441818130.77872329970.230.10870205970.13934848322.75983731080.38821111020.61821111020.11860868510.73681979530.240.11342823620.14295733982.64484408950.3565341620.5965341620.10527956060.70181372260.250.11815441270.14644660942.53905032590.32858188370.57858188370.09395560910.67253749270.260.12288058920.14982213932.44139454410.3037924220.5637924220.08426756990.64805999190.270.12760676570.15308940162.3509725240.28170600450.55170600450.07592546530.62763146980.280.13233294220.15625352312.26700921960.26194346590.54194346590.06869935670.61064282270.290.13705911870.15931931182.18883648790.2441898660.5341898660.062405270.5965951360.30.14178529520.16229128132.11587527160.22818186370.52818186370.05689477660.58507664020.40.18904706030.18767264271.58690645370.12835229830.52835229830.02636658490.55471888320.50.23630882530.20710678121.2695251630.08214547090.58214547090.01479708120.59694255210.60.28357059040.22246476861.05793763580.05704546590.65704546590.0093409490.66638641490.70.33083235550.23490729150.90680368780.04191095450.74191095450.0063823960.7482933506
6.-Calculo del borde libre en la seccion de control
BL0.6610496803
7.- Calculo de la profundidad del tanque amortiguador
V^2/(2g)0.5730894378Y0.1893Cota fondo2897A0.0894665213Eesp0.7623894378V3.3532096222Elv linea de energia2897.7623894378
Calculo de la curva de elevacion-tirantes
yAVV^2/(2g)EElv-E0.120.05671411815.2896881791.42613664791.54613664792896.216252790.130.06144029464.88278908831.21516968811.34516968812896.41721974970.140.06616647114.53401843911.04777386371.18777386372896.57461557410.150.07089264764.23175054320.91272745461.06272745462896.69966198320.160.07561882413.96726613420.80220186440.96220186442896.80018757340.170.08034500063.73389753810.71060095950.88060095952896.88178847840.180.08507117713.5264587860.63383851020.81383851022896.9485509277
Curva Elevacion-tirante conjugado menorEiv lineadeenergia2897.4029297062
y1y2v2V2^2/(2g)EElevacion del fondo del tanque - E0.10.85771951020.74005846190.02791470580.88563421592896.52436578410.20.54863499331.15698522550.06822705460.6168620482896.7931379520.30.39435120681.60963773020.13205574020.5264069472896.8835930530.40.29534198012.14924604070.23543621530.53077819542896.8792218046
y10.145y20.6836592022
7, Calculo de la longitud del colchon
L2.693296011m
