TIPO IMUNICIPALIDAD DISTRITAL DE CHIARADISEO DE ALCANTARILLASTIPO I Y IIDIMENSIONES 0.70M*0.70MDISEO LOSA SUPERIORPESO DEL MATERIALKa = Tg2(45-/2) =18Estructura analizada como una Viga Simplemente ApoyadaKa =0.528WuRODILLO PARA APISONAR1ra CONDICIONQEstructura sometida a carga del camion al 100%RellenoDATOS& =1.8Tn/m3MA MBHH =0.40mtH-25 Q =10TnB =0.70mtH2 =0.70mtH2CALCULO PESO DEL MATERIALMA-BP =&xHP =0.72Tn/m2MA=MB=WuxL^2/11=2.30Tn-mPESO DEL CAMIONMA-B =WuxL^2/8 =3.169Tn-mBAGV =3xQx12xPI*H^2AGV =29.84Coeficientes Metodo de RoturaCM =1.4CV =1.7Wu =51.74Tn/m22da CONDICIONQ1CONSIDERANDO UN RODILLO DE 8-12TN AL COMPACTADODATOSAncho =1.6mth =0.3mthPeso =12TnCALCULO PESO DEL MATERIALP =&xHP =0.54Tn/m2PESO DEL RODILLOQ1 =Peso/AnchoQ1 =7.50Tn/mAGV =2xQ1xH^3BPIx(X^2+H^2)^2paraq1Q1 =7.50H =0.3X =0AGV =15.92Tn/m2Q1 =7.50H =0.3X =0.35AGV =2.85Tn/m2FINALMENTEq2qu =1.4CM +1.7CVq1 =27.81Tn/m2A Bq2 =5.61Tn/m2MA=MB=q2L^2/12+5x(q1-q2)xL^2/96MA MBMA=MB=0.80Tn-mMomento Central igual al 75% de una Viga Simplemente apoyadaMA-B =0.75*(q2*L^2/8 +(q1-q2)*L^2/12)MA-BMA-B =0.94Tn-mCalculo As en losa Superior AlcantarillasDATOSDATOSCALCULO DE VARRILA DE "fe"Altura Viga h =20cmAltura Viga h =20cmAncho Viga B =100cmAncho Viga B =100cm fe (pulg)peso (Kg/ml)area (cm2)Recubrimiento e =2.5cmRecubrimiento e =2.5cm1/40.250.32f'c =210Kg/cm2f'c =210Kg/cm28mm0.390.50f'y =4200Kg/cm2f'y =4200Kg/cm23/80.560.71Momento Ultimo A-B =3168.99KgxmtMomento Ultimo A =2304.72Kgxmt12 mm0.891.13RESULTADOSRESULTADOS1/20.991.27Acero Traccin (+) =4.96cm2Acero Traccin ( - )=4.23cm25/81.551.983/42.242.850.90.913.985.07b10.85b10.85pb=0.85*f'c*b1*6000/fy/(6000+fy)0.02125pb0.02125pmax=0.75pb0.0159375pmax=0.75pb0.0159375w = p*fy/f'c0.31875w = p*fy/f'c0.31875k=o*f'c*w*(1-0.59w)48.9141597656k=48.9141597656Momento Resist14979.9614282227KgxmtMomento Resist14979.9614282227Kgxmta6(Acero Minimo)4.226651551a6(Acero Minimo)4.226651551k=Mu*100/(bd2)10.3477276221k7.5256200888cte10.0547498816cte10.0398180957cte2=0.9331614434cte2=0.9518557108w =0.0566428446w =0.0408002451p=0.0028321422p=0.0020400123As =4.9562489012As =3.570021447RESULTADOS CON ACERO EN COMPRESIONNo Nesecita As Compresin2.5Recubrimiento Compres. cm =2.5Acero Compresin =NO EXISTEcm2Acero Compresin =4.23cm2Acero Traccin =4.96cm2Acero Total en Compresin =4.23cm2a=5.83a=5.83b=4.00b=4.00Cuantia Minima5.83cm2Cuantia Minima =5.83cm2espaciamiento en a-b (-)espaciamiento en b (-)Varilla de 5/8 @33.93cmVarilla de 5/8 @33.93cmVarilla de 1/2 @21.72cmVarilla de 1/2 @21.72cmVarilla de 3/8 @12.22cmVarilla de 3/8 @12.22cmPor Cuantia minima Varilla de 3/8 @12.22cmAcero Capa Inferior 2/3 (As min) 3/8 @18.32cmAcero Capa Superior 1/3 (As min) 3/8 @36.65cmDISEO DE LOSA LATERAL1er CASO (Con el rodillo Compactando)W =Peso Rodillo/Ancho RodilloQ1W =7.50Tn/m2WZAGVh0.223.870.411.94AGV = 2 Q1/PI/Z0.67.960.85.97AGV promedio=6.55Tn/m2H21.04.771.23.98AGV =7.96Tn/m21.43.41&HKa1.62.981.82.652.02.392.22.17EZFUERZO POR RELLENOCM =&HKaCM =0.67Tn/m2H2&HKaq1q1u = CVxAGVxKaq2u = q1u+CMxCMq1 =5.88Tn/mH2q2 =7.01Tn/mq2Ma = q1xH2^2/12 + (q2-q1)xH2^2/30Ma =0.26Tn-mMb = q1xH2^2/12 + (q2-q1)xH2^2/20Mb=0.27Tn-mMa-b = 0.75x(q1*H2^2/8+0.128x(q2-q1)xH2^2)Ma-b =0.32Tn-m2do CASO (Considerando la estructura con relleno al 100% + carga del Camion H-25)q1q1u = CMx&xHxKa+CVxAGV(PESO DEL CAMION)q2u = CMx&x(H+H2)xKa+CVxAGV(PESO DEL CAMION)H2q1 =51.2627250679q2q2 =51.4696477735Ma = q1xH2^2/12 + (q2-q1)xH2^2/30Ma =2.10Tn-mMb = q1xH2^2/12 + (q2-q1)xH2^2/20Mb=2.10Tn-mMa-b = 0.75x(q1*H2^2/8+0.128x(q2-q1)xH2^2)Ma-b =2.36Tn-mMa fe (pulg)peso (Kg/ml)area (cm2)1/40.250.328mm0.390.50M a-b3/80.560.7112 mm0.891.131/20.991.275/81.551.983/42.242.85MbCalculo As Muros LateralesDATOSAltura Viga h =20cmAltura Viga h =20cmAltura Viga h =20cmAncho Viga B =100cmAncho Viga B =100cmAncho Viga B =100cmRecubrimiento e =4cmRecubrimiento e =4cmRecubrimiento e =4cmf'c =175Kg/cm2f'c =175Kg/cm2f'c =175Kg/cm2f'y =4200Kg/cm2f'y =4200Kg/cm2f'y =4200Kg/cm2Mua=2096.61KgxmtMub=2098.30KgxmtMu(a-b) =2364.62KgxmtRESULTADOSAcero Traccin =3.58cm2Acero Traccin =3.58cm2Acero Traccin =4.06cm20.90.90.9b10.85b10.85b10.85pb=0.85*f'c*b1*6000/fy/(6000+fy)0.0177083333pb=0.85*f'c*b1*6000/fy/(6000+fy)0.0177083333pb=0.85*f'c*b1*6000/fy/(6000+fy)0.0177083333pmax=0.75pb0.01328125pmax=0.75pb0.01328125pmax=0.75pb0.01328125w = p*fy/f'c0.31875w = p*fy/f'c0.31875w = p*fy/f'c0.31875k=o*f'c*w*(1-0.59w)40.7617998047k=o*f'c*w*(1-0.59w)40.7617998047k=o*f'c*w*(1-0.59w)40.7617998047Momento Resist10435.02075Kg*mtMomento Resist10435.02075Kg*mtMomento Resist10435.02075a6(Acero Minimo)3.5276684148a6(Acero Minimo)3.5276684148a6(Acero Minimo)3.5276684148k=Mu*100/(bd2)8.1898737414k=Mu*100/(bd2)8.1964747913k=Mu*100/(bd2)9.2367776441cte10.0519991984cte10.0520411098cte10.0586462073cte2=0.936633275cte2=0.9365804722cte2=0.9282213911w =0.0537006144w =0.0537453625w =0.0608293296p=0.0022375256p=0.0022393901p=0.0025345554As =3.5800409593As =3.5830241695As =4.0552886396No Nesecita As Compresin4Recubrimiento Compres. cm =4Recubrimiento Compres. cm =4Acero Compresin =NO EXISTEcm2Acero Compresin =NO EXISTEcm2Acero Compresin =NO EXISTEcm2Acero Traccin =3.58cm2Acero Traccin =3.58cm2Acero Traccin =4.06cm2a=5.33a=5.33a=5.33b=4.00b=4.00b=4.00Cuantia Minima5.33cm2Cuantia Minima5.33cm2Cuantia Minima5.33cm2espaciamiento en a (-)espaciamiento en b (-)Espaciamiento en a-b (+)Varilla de 5/8 @37.11cmVarilla de 5/8 @37.11cmVarilla de 5/8 @37.11cmVarilla de 1/2 @23.75cmVarilla de 1/2 @23.75cmVarilla de 1/2 @23.75cmVarilla de 3/8 @13.36cmVarilla de 3/8 @13.36cmVarilla de 3/8 @13.36cmPor Cuantia minima Varilla de 3/8 @13.36cmAcero Capa Inferior 2/3 (As min) 3/8 @20.04cmAcero Capa Superior 1/3 (As min) 3/8 @40.08cmDISEO LOSA FONDODATOSA BCapacidad portante del terreno ( &t )&t =0.5Kgr/cm2qAqBB1 =100h1 =20Fierro HorizontalAs-min= 0.0020xB1xh1As-min=4.00cm2q2 =W1xL/2-P1 =0.61Tn-mP1 P2.P1 = P2 =WuxL^2/2q1 = q1 - W1xL =-34.39Tn-mP1 = P2 =18.11TnA BW1 =50Tn/mMa = q1xB^2/12 + (q2-q1)xB^2/30Ma =-0.83Tn-mMb = q1xB^2/12 + (q2-q1)xB^2/20Mb=-0.55Tn-mW1Ma-b = 0.75x(q1*B^2/8+0.128x(q2-q1)xB^2)Ma-b =0.07Tn-mCalculo As Losa de FondoDATOS fe (pulg)peso (Kg/ml)area (cm2)Altura Viga h =20cmAltura Viga h =20cm1/40.250.32Ancho Viga B =100cmAncho Viga B =100cm8mm0.390.50Recubrimiento e =4cmRecubrimiento e =4cm3/80.560.71f'c =175Kg/cm2f'c =175Kg/cm212 mm0.891.13f'y =4200Kg/cm2f'y =4200Kg/cm21/20.991.27Momento Ultimo =66.54KgxmtMomento Ultimo =-546.82Kgxmt5/81.551.98RESULTADOSRESULTADOS3/42.242.85Acero Traccin =3.53cm2Acero Traccin =3.53cm20.90.9k40.7617998047k40.7617998047m31043502.075m31043502.075a63.5276684148a63.5276684148k0.259927894k-2.1360102748a50.1101297267a5-0.8970103788RESULTADOS CON ACERO EN COMPRESIONRESULTADOS CON ACERO EN COMPRESIONNo Nesecita As Compresin4No Nesecita As Compresin4Acero Compresin =NO EXISTEcm2Acero Compresin =NO EXISTEcm2Acero Traccin =NO EXISTEcm2Acero Traccin =NO EXISTEcm2a =5.33a =5.33b =4.00b =4.00Cuantia Minima5.33cm2Cuantia Minima5.33cm25.335.33espaciamiento en a-b (-)espaciamiento en a-b (-)Varilla de 1/2 @23.75cmVarilla de 1/2 @23.75cmVarilla de 3/8 @13.36cmVarilla de 3/8 @13.36cmPor Cuantia minima Varilla de 3/8 @13.36cmPor Cuantia minima Varilla de 3/8 @13.36cmAcero en Capa Inferior 2/3 (As min) 3/8 @20.04cmAcero en Capa Inferior 2/3 (As min) 3/8 @20.04cmAcero en Capa Superior 1/3 (As min) 3/8 @40.08cmAcero en Capa Superior 1/3 (As min) 3/8 @40.08cm