ESTRIBOSESTRIBO DE PUENTE POR GRAVEDADBR=300.0Kg/mAltura equivalente de suelo por S/CPDC=7000.0Kg/m1.80mPDW=800.0Kg/mLosa de TransicionPLL+IM9000.0Kg/mh'=0.80 mS/C por carga viva (LS)Superestructura0.15 m0.30 mWS=150.0Kg/m||=||=||=||=||CR+SH+TU=900.0Kg/m0.80 mm0.40 m||=0.50 m||N =0.50 m=Terreno||f =31.00 ==24.00 S18.43 ||t=1600.0Kg/m3=H=4.00m||a =0.30 m=Estribo de Gravedad||II=II=II=||=||1.00mc=2320.0Kg/m3=b =0.30 mh =0.50 mB =2.50 mSOLUCIONPREDIMENSIONADO:Para la alturaH =4.00m, probamos una seccion preliminar de estribo con:B =Ancho de Cimiento = (1/2)H - (2/3)H =2.00 m-2.67 m=2.50 m(Adoptado)h =Altura de Cimiento = H/6 - H/8 =0.67 m-0.50 m=0.50 m(Adoptado)a =Longitud de puntas = H/12 - H/6 =0.33 m-0.67 m=0.30 m(Adoptado)b =Longitud del Talon = H/12 - H/6 =0.33 m-0.67 m=0.30 m(Adoptado)N =0.50 m(Adoptado)>0.23 mOk !Nmin =Longitud minima de cajuelaNmin =(200 + 0.0017*L + 0.0067*H')*(1+0.000125*S^2)Con:L =12000mmH' =0S =18.43 Nmin =229.7627941648mmNmin =0.23mCASO I - ESTRIBO CON PUENTEA. Coeficiente de Empuje Activo Ka =Angulo de friccion interna =31.00 =Angulo de friccion entre el suelo y el muro =24.00 =Angulo del Material del Suelo con la Horizontal =0.00 =Angulo de inclinacion del muro del lado del terreno =90.00 Luego: =2.821Ka =0.285B. Altura Equivalente de Suelo por S/CPor cargas vehiculares actuando sobre el terreno, agregamos una porcion equivalente de suelo.Por Interpolacion para:H =4.00mAltura del Estribo(m)h'3.000.90 m4.000.80 m6.000.60 mC. Metrado de CargasBR=300.0Kg/mAltura equivalente de suelo por S/CPDC=7000.0Kg/m1.80mPDW=800.0Kg/mLS1Losa de TransicionPLL+IM9000.0Kg/mh'=0.80 mS/C por carga viva (LS)Superestructura0.15 m0.30 mWS=150.0Kg/m||=||=||=||=||CR+SH+TU=900.0Kg/m0.80 mmDC5(losa)0.40 m||=0.50 m||N =0.50 m=EV1Terreno||f =31.00 ==24.00 (S/C viva)Losa de trancisionS18.43 ||t=1600.0Kg/m3LS2EH2DC3=H=4.00m1350.2505445952Kg/m734.1987336237Kg/mDC1DC2||a =0.30 m=0.17||Por3.70 mde terreno:II=II=II=EH1EV3||3122.4543843765Kg/mc=2320.0Kg/m3=EV20.90 m||1.00m=b =0.30 mDC4h =0.50 mAB =2.50 m364.9Kg/m2198.4Kg/m21687.8Kg/m2CARGAS VERTICALESCargas DC (Peso Propio)Estribo:Losa de AcercamientoDC1 =2818.80Kg/mDC5 =208.80Kg/mDC2 =3132.00Kg/mCarga muerta de la Superestructura del puenteDC3 =4060.00Kg/mPDC =7000.0Kg/mDC4 =2900.00Kg/mRESUMEN DE CARGAS VERTICALESCargas DW (Peso de la Superficie de Rodadura)PDW =800.00Kg/mCARGATIPOV(Kg/m)dA(m)Mv(Kg-m/m)DC1 =DC2818.800.902536.92Cargas EV (Presion Vertical por carga muerta del terreno)DC2 =DC3132.001.454541.40EV1 =1536.00Kg/mDC3 =DC4060.001.957917.00EV2 =240.00Kg/mDC4 =DC2900.001.253625.00EV3 =66.67Kg/mDC5 =DC208.802.35490.68PDC =DC7000.01.4510150.00Cargas EH (Presion Lateral del Terreno)PDW =DW800.001.451160.00Por:3.70 mde terrenoEV1 =EV1536.002.353609.60EH1y =1270.02Kg/mEV2 =EV240.000.1536.00Por Losa de Acercamiento:EV3 =EV66.670.3623.70EH2y =298.63Kg/mEH1y =EH1270.022.503175.04EH2y =EH298.632.50746.56Cargas LL (Carga viva de la superestructura de puente)PL =LL9000.01.4513050.00PL =9000.0Kg/mLS1 =LS384.002.35902.40LS2y =LS549.202.501372.99Cargas LS (Sobrecarga por carga viva en el terreno)34264.1153337.30Terreno equivalente extendido en:0.30 mdel estriboLS1 =384.00Kg/mComponente Vertical de la Sobrecarga por carga vivaLS2y =549.20Kg/mRESUMEN DE CARGAS HORIZONTALESCARGAS HORIZONTALESCARGATIPOV(Kg/m)dA(m)Mv(Kg-m/m)Cargas EH (Presion Lateral del Terreno)EH1xEH2852.501.233518.09Por:3.70 mde terrenoEH2xEH670.721.851240.84EH1x =2852.50Kg/mLS2xLS1233.521.852282.00Por Losa de Acercamiento:WSWS150.003.60540.00EH2x =670.72Kg/mBRBR300.005.801740.00CR+SH+TUCR+SH+TU900.03.603240.00Cargas LS (Sobrecarga por carga viva en el terreno)6106.7412560.93Componente horizontal de la sobrecarga por carga vivaLS2x =1233.52Kg/mCargas WS (Viento sobre la Estructura)WS =150.00Kg/mCargas BR (Fuerza de Frenado)BR =300.00Kg/mCargas CR, SH y TUCR+SH+TU =900.00Kg/mD. Estados Limites Aplicables y Combinaciones de CargasIa y IIIa = Volteo y deslizamiento critico = H max y V min.Ib y IIIb = Presiones criticas sobre el terreno = H max y V maxCASO I:ESTRIBO CON PUENTECARGAS VERTICALES VTIPODCDWEVEHLL+IMLSCARGADC1DC2DC3DC4DC5PDCPDWEV1EV2EV3EH1yEH2yPLL+IMLS1LS2yV (Kg/m)2818.803132.004060.002900.00208.807000.00800.001536.00240.0066.671270.02298.639000.00384.00549.20VuResist. Ia0.900.900.900.900.900.900.651.001.001.001.501.500.001.751.752536.922818.803654.002610.00187.926300.00520.001536.00240.0066.671905.02447.940.00672.00961.0924456.36Resist. Ib1.251.251.251.251.251.251.501.351.351.351.501.501.751.751.753523.503915.005075.003625.00261.008750.001200.002078.21324.0090.001905.02447.9415750.00672.00961.0948577.76Resist. IIIa0.900.900.900.900.900.900.651.001.001.001.501.500.000.000.002536.922818.803654.002610.00187.926300.00520.001536.00240.0066.671905.02447.940.000.000.0022823.27Resist. IIIb1.251.251.251.251.251.251.501.351.341.351.501.500.000.000.003523.503915.005075.003625.00261.008750.001200.002073.60320.4090.001905.02447.940.000.000.0031186.46MOMENTO ESTABILIZADOR (POR CARGAS VERTICALES) MvTIPODCDWEVEHLL+IMLSCARGADC1DC2DC3DC4DC5PDCPDWEV1EV2EV3EH1yEH2yPLL+IMLS1LS2yMv (Kg/m)2536.924541.407917.003625.00490.6810150.001160.003609.6036.0023.703175.04746.5613050.00902.401372.99MvuResist. Ia0.900.900.900.900.900.900.651.001.001.001.501.500.001.751.752283.234087.267125.303262.50441.619135.00754.003609.6036.0023.704762.561119.850.001579.202402.7340622.55Resist. Ib1.251.251.251.251.251.251.501.351.351.351.501.501.751.751.753171.155676.759896.254531.25613.3512687.501740.004883.7948.6032.004762.561119.8522837.501579.202402.7375982.48Resist. IIIa0.900.900.900.900.900.900.651.001.001.001.501.500.000.000.002283.234087.267125.303262.50441.619135.00754.003609.6036.0023.704762.561119.850.000.000.0036640.61Resist. IIIb1.251.251.251.251.251.251.501.351.341.351.501.500.000.000.003171.155676.759896.254531.25613.3512687.501740.004872.9648.0632.004762.561119.850.000.000.0049151.68ESTRIBO CON PUENTECARGAS HORIZONTALES HMOMENTO DE VUELCO (POR CARGAS HORIZONTALES) MhuTIPOEHLSWSBRCR+SH+TUTIPOEHLSWSBRCR+SH+TUCARGAEH1xEH2xLS2xWSBRCR+SH+TUCARGAEH1xEH2xLS2xWSBRCR+SH+TUH (Kg/m)2852.50670.721233.52150.00300.00900.0H (Kg/m)3518.091240.842282.00540.001740.003240.0Resist. Ia1.501.501.750.001.750.50HuResist. Ia1.501.501.750.001.750.50Mhu4278.761006.092158.650.00525.00450.008418.495277.131861.263993.510.003045.001620.0015796.90Resist. Ib1.501.501.750.001.750.50Resist. Ib1.501.501.750.001.750.504278.761006.092158.650.00525.00450.008418.495277.131861.263993.510.003045.001620.0015796.90Resist. IIIa1.501.500.001.400.000.50Resist. IIIa1.501.500.001.400.000.504278.761006.090.00210.000.00450.005944.845277.131861.260.00756.000.001620.009514.39Resist. IIIb1.501.500.001.400.000.50Resist. IIIb1.501.500.001.400.000.504278.761006.090.00210.000.00450.005944.845277.131861.260.00756.000.001620.009514.39E. CHEQUEO DE ESTABILIDAD Y ESFUERZOSa) Vuelco alrededor del punto "A"EstadoVuMvuMhuX0ee maxVerif.(Kg/m)(Kg-m/m)(Kg-m/m)(m)(m)(m)Resist. Ia24456.3640622.5515796.901.0150.2350.625OkResist. Ib48577.7675982.4815796.901.2390.0110.625OkResist. IIIa22823.2736640.619514.391.1890.0610.625OkResist. IIIb31186.4649151.689514.391.2710.0210.625Okb) Deslizamiento en base del estribo =tg () =0.445(Tabla 3.11.5.3-1)t =0.80(Tabla 10.5.5.2.2-1)EstadoVuRESISTENTEACTUANTEVerif.(Kg/m)Ff = (t.Vu)HuResist. Ia24456.368710.948418.49OkResist. Ib48577.7617302.578418.49OkResist. IIIa22823.278129.265944.84OkResist. IIIb31186.4611108.095944.84OkSi los estados Ia o IIIa son No Satisfactorios (N.S.), se procede a colocar un diente de concreto:NO ES NECESARIO0.50 m0.50 m0.00 kg0.30 mEp =0.00 kg0.00 m0.00 kg0.00 mDe la fig. 3.11.5.4.-1 el coeficiente de empuje pasivo Kp con:f =31.00 =90.00 Kp(=f)=7.00(De la grafica)Factor de reduccion R:=24.00 /f =0.7740.700.770.6030.00 0.8780.860.86031.00 0.8700.850.85035.00 0.8360.810.811R=0.828Kp=5.80La resistencia pasiva es:E+p cos(24)=0.00KgAgregando el diente de concreto se tiene que:TQT=8710.94Kgep=0.50(Tabla 10.5.5.2.2.-1)Qep=0.00KgQR=8710.94KgOkc) Presiones actuantes en la base del estriboqR =2.00 Kg/cm2EstadoVuMvuMhuX0eqVerif.(Kg/m)(Kg-m/m)(Kg-m/m)(m)(m)(Kg/cm2)Resist. Ia24456.3640622.5515796.901.0150.2351.205OkResist. Ib48577.7675982.4815796.901.2390.0111.960OkResist. IIIa22823.2736640.619514.391.1890.0610.960OkResist. IIIb31186.4649151.689514.391.2710.0211.269OkCASO II:ESTRIBO SIN PUENTECARGAS VERTICALES VTIPODCEVEHLSCARGADC1DC2DC3DC4DC5EV1EV2EV3EH1yEH2yLS1LS2yV (Kg/m)2818.803132.004060.002900.00208.801536.00240.0066.671270.02298.63384.00549.20VuResist. Ia0.900.900.900.900.901.001.001.001.501.501.751.752536.922818.803654.002610.00187.921536.00240.0066.671905.02447.94672.00961.0917636.36Resist. Ib1.251.251.251.251.251.351.351.351.501.501.751.753523.503915.005075.003625.00261.002078.21324.0090.001905.02447.94672.00961.0922877.76Resist. IIIa0.900.900.900.900.901.001.001.001.501.500.000.002536.922818.803654.002610.00187.921536.00240.0066.671905.02447.940.000.0016003.27Resist. IIIb1.251.251.251.251.251.351.341.351.501.500.000.003523.503915.005075.003625.00261.002073.60320.4090.001905.02447.940.000.0021236.46MOMENTO ESTABILIZADOR (POR CARGAS VERTICALES) MvTIPODCEVEHLSCARGADC1DC2DC3DC4DC5EV1EV2EV3EH1yEH2yLS1LS2yMv (Kg/m)2536.924541.407917.003625.00490.683609.6036.0023.703175.04746.56902.401372.99MvuResist. Ia0.900.900.900.900.901.001.001.001.501.501.751.752283.234087.267125.303262.50441.613609.6036.0023.704762.561119.851579.202402.7330733.55Resist. Ib1.251.251.251.251.251.351.351.351.501.501.751.753171.155676.759896.254531.25613.354883.7948.6032.004762.561119.851579.202402.7338717.48Resist. IIIa0.900.900.900.900.901.001.001.001.501.500.000.002283.234087.267125.303262.50441.613609.6036.0023.704762.561119.850.000.0026751.61Resist. IIIb1.251.251.251.251.251.351.341.351.501.500.000.003171.155676.759896.254531.25613.354872.9648.0632.004762.561119.850.000.0034724.18ESTRIBO SIN PUENTECARGAS HORIZONTALES HMOMENTO DE VUELCO (POR CARGAS HORIZONTALES) MhuTIPOEHLSTIPOEHLSCARGAEH1xEH2xLS2xCARGAEH1xEH2xLS2xH (Kg/m)2852.50670.721233.52H (Kg/m)3518.091240.842282.00Resist. Ia1.501.501.75HuResist. Ia1.501.501.75Mhu4278.761006.092158.657443.495277.131861.263993.5111131.90Resist. Ib1.501.501.75Resist. Ib1.501.501.754278.761006.092158.657443.495277.131861.263993.5111131.90Resist. IIIa1.501.500.00Resist. IIIa1.501.500.004278.761006.090.005284.845277.131861.260.007138.39Resist. IIIb1.501.500.00Resist. IIIb1.501.500.004278.761006.090.005284.845277.131861.260.007138.39E. CHEQUEO DE ESTABILIDAD Y ESFUERZOSa) Vuelco alrededor del punto "A"EstadoVuMvuMhuX0ee maxVerif.(Kg/m)(Kg-m/m)(Kg-m/m)(m)(m)(m)Resist. Ia17636.3630733.5511131.901.1110.1390.625OkResist. Ib22877.7638717.4811131.901.2060.0440.625OkResist. IIIa16003.2726751.617138.391.2260.0240.625OkResist. IIIb21236.4634724.187138.391.2990.0490.625Okb) Deslizamiento en base del estribo =tg () =0.445(Tabla 3.11.5.3-1)t =0.80(Tabla 10.5.5.2.2-1)EstadoVuRESISTENTEACTUANTEVerif.(Kg/m)Ff = (t.Vu)HuResist. Ia17636.366281.777443.49N.S.Resist. Ib22877.768148.677443.49OkResist. IIIa16003.275700.095284.84OkResist. IIIb21236.467564.075284.84OkSi los estados Ia o IIIa son No Satisfactorios (N.S.), se procede a colocar un diente de concreto:COLOCAR0.50 m0.50 m9744.00 kg0.30 mEp =3361.68 kg0.30 m12667.20 kg0.30 mDe la fig. 3.11.5.4.-1 el coeficiente de empuje pasivo Kp con:f =31.00 =90.00 Kp(=f)=7.00(De la grafica)Factor de reduccion R:=24.00 /f =0.7740.700.770.6030.00 0.8780.860.86031.00 0.8700.850.85035.00 0.8360.810.811R=0.870Kp=6.09La resistencia pasiva es:E+p cos(24)=3071.05KgAgregando el diente de concreto se tiene que:TQT=6281.77Kgep=0.50(Tabla 10.5.5.2.2.-1)Qep=3071.05KgQR=7817.30KgOkc) Presiones actuantes en la base del estriboqR =2.00 Kg/cm2EstadoVuMvuMhuX0eqVerif.(Kg/m)(Kg-m/m)(Kg-m/m)(m)(m)(Kg/cm2)Resist. Ia17636.3630733.5511131.901.1110.1390.793OkResist. Ib22877.7638717.4811131.901.2060.0440.949OkResist. IIIa16003.2726751.617138.391.2260.0240.653OkResist. IIIb21236.4634724.187138.391.2990.0490.884Ok

Colocar segn sea el caso Ia o IIIa.

MBD00088D62.unknown

MBD000963CD.unknown