Muro de Contencion Mc-1
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CALCULO JUSTIFICATIVO DEL DISEÑO DE MURO DE CONTENCION EN VOLADIZO 1.80 t/m3 (Suelo Limosos-Arenoso) Angulo de Fricción 35 º P.E. del Concreto 2400 kg/cm3 Resistencia Cº 210 kg/cm2 Resistencia Aº 4200 kg/cm2 1.12 kg/cm2 Altura de Pantalla 3.20 m. FSD = 1.50 FSV = 1.75 De Ø = 35 0.70 ≤ 0.60 ECALCULAR Usar μ = 0.60 Para Càlculo de la Estabilidad Contra Deslizamiento 2 0.521 = 0.271 ka.γs = 0.488 t/m3 1.- Dimensionamiento de la Pantalla B = 0.5H a 0.8H B = 2.16 m. t1 ≥ 30 cm t1 = 0.25 m. r = 4 cm. Mu = 4.5287 t-m Ademàs : Considerando: Φ = 0.90 b = 100 cm ρ = 0.004 d = 17.730 cm w = ρ . f'y / f'c = 0.08 t2 = 23.16 Ø 3/4" Usar: t2 = 0.23 m. = 0.25 m. d = 17.73 cm = 0.18 m. t1 = 0.25 m. d = 22.43 cm = 0.22 m. 2.- Verificaciòn Por Corte Vdu = 3.788 tn 0.108 tn Relaciòn: X = 0.00 Ø 2.94 3.20 X = 0.000 m. d = 0.000 + 4 = 4.00 cm. Vc = 0.53 f'c.b.d 3.07 tn Si As se traslapa en la Base: Vce = 2/3 Vc Vce ≥ Vdu/Ø P.E. del Suelo Capacidad Portante σt Vaciado In Situ μ = tg Ø Þ ka = tan 2 ( 45º - Ø/2 Mu = 1.7 M = 1.7 ka.γs.hp 3 /6 Mu = Φ.b.d2.f'c.w ( 1 - 0.59w ) t2 = d + r + Øacero/2 cm. Þ Vdu = 1.7 Vd = 1.7.(1/2).γs.ka(hp-d) Vdu = √ B hp h t1 B2 B1 t2 hz a t1 t2 P=1.ka. .h p 2 2 ka. .hp hp x t2 t1
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Hoja1CALCULO JUSTIFICATIVO DEL DISEO DE MURO DE CONTENCION EN VOLADIZOP.E. del Suelo s =1.80t/m3(Suelo Limosos-Arenoso)Angulo de Friccin =35P.E. del Concreto =2400kg/cm3Resistencia C F'c =210kg/cm2Resistencia A F'y =4200kg/cm2Capacidad Portante t =1.12kg/cm2Altura de Pantalla hp =3.20m.FSD =1.50FSV =1.75De =35Vaciado In Situ = tg =0.70 0.60RECALCULARUsar =0.60Para Clculo de la Estabilidad Contra Deslizamiento2ka = tan 2 ( 45 - /2 ) =0.521=0.271ka.s =0.488t/m31.-Dimensionamiento de la PantallaB = 0.5H a 0.8HB =2.16m.t1 30 cmt1 =0.25m.r =4cm.Mu = 1.7 M = 1.7 ka.s.hp3/6Mu =4.5286990676t-mCM2.Adems :Considerando:0.3161/4" =0.900.7133/8"Mu = .b.d2.f'c.w ( 1 - 0.59w )b =100cm1.2671/2" =0.0041.9785/8"d =17.730cmw = . f'y / f'c =0.082.8503/4"3.8797/8"t2 = d + r + acero/2 t2 =23.16cm. 3/4"5.0671"10.061 3/8"Usar:t2 =0.23m. =0.25m.d =17.73cm =0.18m.t1 =0.25m.d =22.43cm =0.22m.2.-Verificacin Por CorteVdu = 1.7 Vd = 1.7.(1/2).s.ka(hp-d)2 Vdu =3.788tnVdu =0.108tnRelacin:X=0.002.943.20X =0.000m.d =0.000+4=4.00cm.Vc = 0.53 f'c.b.d =3.07tnSi As se traslapa en la Base:Vce = 2/3 VcVceVdu/2.05tn 0.11tnCONFORME3.-Dimensionamiento de la Zapatahz = t2 + 5 cm =30=40cmh = hp + hz =3.60m.Usando las Expresiones:B1 FSD ka.s B1/h (1.50)(0.49)=0.339RECALCULARh2.m2(0.60)(1.80)B1 =0.75m.B1 =0.75+ (t2 - t1)/2 =0.75Usar:B1 =0.75m. =0.75m.B2 .FSV - B1 =(0.60)(1.75)-0.75=0.129(-) NO VOLTEO OKh3 FSD2h3(1.50)2(3.60)B2 min = hz = 0.50 m. B2 min = h/10 =0.36=0.80B =1.554.-Verificacin de Estabilidadq1q2Presiones del Suelo Contra el VolteoP'Pesos (P) tn.Brazo de Giro X (m)P . X (tn-m)P1(0.40)(1.55)(2.40)=1.488tn0.781.15P2(0.25)(3.20)(2.40)=1.92tn0.931.78P3(3.20)(0.00)(2.40)=0tn0.800.00P4(0.50)(3.20)(1.80)=2.88tn1.33.74Peso=6.288tnMt =6.67tn-mHa = 1/2.ka..h2 =3.0253717005FSD = Hf = .Peso =(0.60)(6.29)=1.25>1.50FSDRECALCULARHa ha(3.03)FSV = Mt =(6.67)=1.84>1.75FSVOKMa(3.03)(1.20)5.-Presiones Sobre el TerrenoUbicacin de Resultante Vertical (Xo)Xo = Mt - Ma =6.67-2.88=0.603m.P6.288Excentricidad (e)e = B - d BeB/6260.170.26CONFORMEB2 = Aumentar para mejorar exentricidadLuego:q1 = P 1 + 6e =6.2881 + 6(0.17)=6.75tn/m2BB1.551.55q2 = P 1 - 6e =6.2881 + 6(0.17)=1.3595837669tn/m2BB1.551.55q1q26.751.36CONFORME6.-Diseo de PantallaEn la Base:Mu =4.53tn-mt1 =0.25m. d =0.22m.t2 =0.25m. d =0.18m.a = d/5 =3.55b =100Iterando:s = Mu/0.90.f'y.(d-a/2)a = s.f'y/0.85.f'c.bs =4.5286990676x 100000=7.5080851942cm2a =1.766608281cmCM2.0.90 x 4200 x(17.73-1.77)0.3161/4"0.7133/8"s =4.5286990676x 100000=7.11cm2a =1.6733111586cm1.2671/2"0.90 x 4200 x(17.73-0.88)1.9785/8"2.8503/4"s =7.115/8"@0.28cm. =0.20m.3.8797/8"5.0671"Para: t1 = s / b.d =0.0032> 0.0018 minCONFORME10.061 3/8"Para: t2 = s / b.d =0.0040> 0.0018 minCONFORMEDeterminar los Puntos de CorteMmax/ 2 = 1.7ka. s.hp3/6 ( r - hc )3 =hc =1.28m. =1.70m.Refuerzo Horizontal: tAst = t.b tSi t2 25 cm. : Usar Refuerzo Horizontal en 2 Capas0.0020 < 5/8" y f'y 4200kg/cm20.0025Otros Casos Zona de Alto Riesgo SsmicoArriba :s =0.0025x 100 x25=6.25cm2/m2/3 Ast =4.17cm2 1/2" @0.03m.1/3 Ast =2.08cm2 1/2" @0.06m.Smax. =0.45m.Intermedio:s =0.0025x 100 x25.00=6.25cm2/m2/3 Ast =4.17cm2 1/2" @0.33m.1/3 Ast =2.08cm2 1/2" @0.33m.Smax. =0.45m.Abajo:s =0.0025x 100 x25.00=6.25cm2/m2/3 Ast =4.17cm2 1/2" @0.24m.1/3 Ast =2.08cm2 1/2" @0.48m.As montaje = 1/2" @0.36m.7.-Diseo de la ZapataWs =(1.80)(3.20)=5.76tn/mWpp =(0.40)(1.00)(2.40)=0.96tn/mWu=6.72tn/mZapataZapataAnteriorPosteriorZapata AnteriorWu max. = q1 * 1.6 - Wz * 0.90 =6.75x 1.6 -0.96x 0.90 =9.94tn/mConservadoramente:2Mu =9.94(0.40)=0.7953874714tn-mAs =1.319cm22As min =0.0018 x b .d =3.19cm2CM2.0.3161/4"d =75.82cm 5/8" @0.62cm. =0.25 m0.7133/8"1.2671/2"Zapata Posterior1.9785/8"2.8503/4"(B1 - T2) =0.503.8797/8"5.0671"q'B = ( q1 - q2 ) ( B1 - T2 ) =(6.75-1.36)x0.50=1.74tn/m10.061 3/8"B1 + B20.75+0.8qB = q2 + q'B =3.10tn/mWu =(5.760.96)(0.90)=6.04tn/mMu = (Wu - 1.2q2)(B1-T2)2 - 1.2q'B(B1-T2)226Mu =(4.41)(0.13)(2.09)(0.04)=0.4641124719tn-mAs =0.77cm2Usar:5/8" @2.57cm. =0.15 m.Vdu = (Wu - q2.Wz) (q'd = (q1 - q2) (B1-T2 - d) =1.123tn/mB1 + B2Vn =Vc = 0.53 f'c.b.d =58.23tnRefuerzo TransversalAs temperatura =0.0018xbxt =13.6475263784cm2 5/8" @0.14cm.As montajete =36 =(36)(1.98)=71.208cm2 5/8" @0.03cm.MURO DE CONTENCION EN VOLADIZO0.25b'1 =0.501/2" @0.401/2" @0.255/8"@0.355/8"@0.20Escarpa TaludPantalla3.201/2" @0.331/2" @0.583.60Empuje de Terreno1/2" @0.671/2" @0.331.70Zapata Posterior0.25Zapata Anterior 1.47 TalnPuntera5/8" @0.25 m0.405/8" @0.15 m.0.800.751.55
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