Caudales mximosCCCuneta de CoronacinC Canales colectores
ESTRUCTURAIdTRAbscisa de descargareaTcICQTR=25m2ha(min)(mm/h)(m3/s)CC12.84436.50+24198.452.4205106.000.50.356CC22.84436.50+4523.150.4525106.000.50.067C12.84436.50+5702.230.5705106.000.50.084C22.84436.50+1654.500.1655106.000.50.024C32.84436.50+2061.100.2065106.000.50.030C42.84436.50+1332.400.1335106.000.50.020C52.84436.50+2037.110.2045106.000.50.030C62.84436.50+1530.000.1535106.000.50.023
Cunetas Coronacin1m335.31467ft3
EstructuraQSonzBase (b)Calado (y)EcuacinFAltura (h)A10.2747281767m3/sm/mm/mmmmmA20.0766856348CC10.3560.010.0250.220.400.530.0000.180.71P11.4883556471CC20.0670.010.0250.220.400.170.0000.060.23P20.758147245R10.1845850333R20.1011487351V11.2967543506V20.8683610639
Canales Colectoreshttp://www.monografias.com/trabajos19/canales/canales.shtmlEstructuraQSonzBase (b)Calado (y)EcuacinFAltura (h)A10.0910880125m3/sm/mm/mmmmmA20.0363225208C10.0840.010.0250.220.300.2560.0000.090.34A30.0425506462C20.0240.010.0250.220.300.112-0.0000.040.15A40.03114526C30.0300.010.0250.220.300.130-0.0000.040.17A50.0421910014C40.0200.010.0250.220.300.097-0.0000.030.13A60.0343510047C50.0300.010.0250.220.300.129-0.0000.040.17P10.823599192C60.0230.010.0250.220.300.106-0.0000.040.14P20.5291388703P30.5652579389P40.4984915961P50.5631936211P60.5175369176R10.1105975011R20.06864459R30.0752765124R40.0624790072R50.0749138481R60.066374018V10.9216305733V20.6706009421V30.7131260018V40.6298193968V50.7108337118V60.6557304568
Canales revestidosDiseo de canales no revestidos mediante el
concepto de fuerza tractivaSo =0.01Caudal =2.964pies3/s0.084m3/sn
=0.025Diametro del material =31.7mmel canal va a ser excavado en
tierra y contiene gravas gruesas no coloidales y cantos
rodados1.248pulgadasProporcin de las dimensiones de la seccion:z
=
PC: Inclinacin del talud2b/y =
PC: Relacin ancho - calado del canal2Figura 7.7Ts (max)
=0.76ySFigura 7.10TL (max) =0.4TL (max) =0.499lb/pie2Figura 7.9
=
PC: ngulo de reposo34.5moderadamente redondeada =
PC: Angulo del talud de las paredes del canal26.565K =
PC: Relacion de fuerza tractiva0.614Ts =0.307lb/pie2y =0.403piesb
=0.807piesy =0.123metrosb =0.246metrosAm =0.651pies20.060m2Pm
=2.610pies0.796m Rh =0.249pies0.076mQ
=1.54pies3/s0.044m3/sComprobacion de la condicion en el fondo
mediante el calculo de la fuerza tractiva maxima unitaria:Figura
7.7 (b)Tl (max) =0.97ySTl (max) =0.244lb/pie2debe ser menor q el de
abajoTL (max) =0.499lb/pie2
SubdrenesIIRFiFrKNd-NfNd-Nfmm/hcm/scm/scmcm32.400.000900.50.30.002360460EstructuraLBiQ infAoQ nfQ sdSoDQmcmm/mcm3/scm2cm3/scm3/s%mmm3/sCC1203.2852100.08814297.709350880.001651.2115948.9112000.016CC287.1241480.1114878.554007520.00888.845767.3911600.006C1 (B1)137.9152150.0699709.214964760.00685.4510394.6611600.010C2 (B2)127.395180.695890.844586040.006374.427265.2611600.007C3 (B3)126.4910360.3471769.094553640.003164.694933.7811600.005C4 (B4)121.925180.695852.594389120.006100.716953.2911600.007C5 (B5)129.0510350.3481803.154645800.003231.865035.0111600.005C6 (B6)123.0118120.1993009.074428360.001759.614768.6811600.005
RpidasEstructuraBermasCota entradaCota salidaDesnivelLongitud que descarganm.s.n.m.m.s.n.m.mmR1CC1-CC2-B1-B231553131.523.5037.81R2B3-B43131.53122.59.0027.03R3B5-B63122.53094.9727.5390.22Canal rectangularEstructuraAbscisaQLSAncho (b)Altura (h)VCAlturaCaladoTipo de de descargam3/sm%mmm/sChezyrugosidad (m)mrugosidadR14436.50+0.570537.81620.480.244.8619.420.020.18AR24436.50+0.632427.03330.520.264.9725.450.010.18AR34436.50+0.694790.22310.540.274.9725.450.020.20A0.3051429838
Rugosidad artificialDiseo de canales con rugosidad artificialVelocidades en canales abiertos deben ser generalmente de 0,6 a 2 m/sConsiste en incorporar elementos de rugosidad al fondo del canalSe recomienda q la velocidad maxima permitida no sea superior a los 6 m/sQ0.6947m3/sVmax5m/sb/y 2Am =0.13894m2
Canal Trapezoidal:z =0So =
PC: Pendiente en el fondo0.25sen =0.2425Se debe cumplir:Relacin
obtenida =3.2y =0.264Se estima:y =0.313Relacin planteada =2b
=0.527b =1.000Pm =1.625metrosRh =0.086metrosC =34.721El valor de C
en la tabla tiene q ser menor o igual al obtenidob/h =4h =0.25h/k
=5k =0.05C =15.8V =2.275m/sDebe ser menor a VmaxCanal
Rectangular:So =
PC: Pendiente de la caida0.31sen =0.2961Se debe cumplir:Relacin
obtenida =2y =0.264Se estima:y =0.270Relacin planteada =2b =0.527b
=0.540Pm =1.080metrosRh =0.129metrosC =25.618El valor de C en la
tabla tiene q ser menor o igual al obtenidob/h =3h =0.18h/k =12k
=0.015C =25.45
V =4.967m/sDebe ser menor a VmaxPlanteo de un diseo mediante la
ecuacin de Smart & Jaeggid90=
PC: Representa el tamao granulometrico en metros que deja pasar el
90% del material0.05metrosSemejante a la rugosidad k planteadaNum
=0.2267Denom =3.4586n =0.0656V =
PC: Mediante Manning2.1646m/s
Tabla FinalEstructuraQ Cota entradaCota salidaDesnivelLongitud Som.s.n.m.m.s.n.m.mm0.69473093.973090.293.6873.210.0503
