Diseño de Muros1
20
Diseñado por: Ing. John Barreto Palma 1 de 5 MURO DE CONTENCION EN VOLADIZO Propiedades del suelo: 32 º 1.9 Ton/m3 f= 0.6 2 Kg/cm2 Propiedades del concreto: 2.40 Ton/m3 f'c= 210 Kg/cm2 Propiedades del acero: f'y= 4200 Kg/cm2 FSD= 1.5 FSV= 2 0.9 0.85 1.4 1.7 SOBRECARGA: C. muerta= 0 Kg/m2 C.viva = 1000 Kg/m2 hp= 2.30 m Cuantia de Acero(%): 0.5 DIMENSIONAMIENTO DE LA PANTALLA POR FLEXION Ka= 0.31 P= 2.33 Ton hp= Kp= 3.25 Mu= 3.50 Ton-m S/C = 1.00 Ton USAR: Y1= 0.77 m h'= 0.53 m t1= 0.20 Y2= 1.15 m he = 2.83 m Considerando una cuantia del 50% de la cuantia máxima: Ku= d= 11.00 cm POR CORTE Vud = 3.66 Ton 4.30 Ton Vc= 8.40 Ton Como el acero lo traslaparemos en la base: (2/3)Vc = 5.6 Ton 5.60 Ton > 4.30 Ton CONFORM d= 8 cm t2= d+4+1.59/2 = 13.00 cm f= gsuelo= ssuelo= gconcreto= fflexion= fcorte= f CM= f CV= r = Vn = ) g 1 2 V = fcv( Ka* * (he - d ) Ud 2 suelo f acero t2 = d+ r+ Vc= 0.53* f'c *b*d Mu d= K u*b Vn d= 2 0.53 f'c b 3
-
Upload
ina-arotoma-nunez -
Category
Documents
-
view
213 -
download
0
description
hoja excell
Transcript of Diseño de Muros1
MURO 3MURO DE CONTENCION EN VOLADIZOMy/MoMoMyYY/h0.001.180.000.000.00Propiedades del suelo:0.011.180.010.50-0.22f=320.021.180.020.62-0.27gsuelo=1.9Ton/m30.031.180.040.71-0.31f=0.60.041.180.050.79-0.34ssuelo=2Kg/cm20.051.180.060.85-0.37Propiedades del concreto:0.061.180.070.90-0.39gconcreto=2.40Ton/m30.071.180.080.95-0.41f'c=210Kg/cm20.081.180.090.99-0.43Propiedades del acero:0.091.180.111.03-0.45f'y=4200Kg/cm20.101.180.121.07-0.46FSD=1.50.111.180.131.10-0.48FSV=20.121.180.141.13-0.49fflexion=0.90.131.180.151.17-0.51fcorte=0.850.141.180.171.19-0.52f CM=1.40.151.180.181.22-0.53f CV=1.70.161.180.191.25-0.54SOBRECARGA:0.171.180.201.27-0.55C. muerta=0Kg/m20.181.180.211.30-0.56C.viva =1000Kg/m20.191.180.221.32-0.57hp=2.30m0.201.180.241.35-0.58Cuantia de Acero(%):0.50.211.180.251.37-0.59DIMENSIONAMIENTO DE LA PANTALLA0.221.180.261.39-0.60POR FLEXION0.231.180.271.41-0.61Ka=0.31P=2.33Tonhp=2.30m0.241.180.281.43-0.62Kp=3.25Mu=3.50Ton-m0.251.180.301.45-0.63S/C =1.00TonUSAR:0.261.180.311.47-0.64Y1=0.77mh'=0.53mt1=0.20m0.271.180.321.49-0.65Y2=1.15mhe =2.83m0.281.180.331.50-0.650.291.180.341.52-0.66Considerando una cuantia del 50% de la cuantia mxima:r =0.0080.301.180.361.54-0.67Ku=27.2890.311.180.371.56-0.68d=11.00cm0.321.180.381.57-0.68POR CORTE0.331.180.391.59-0.690.341.180.401.61-0.70Vud =3.66Ton0.351.180.411.62-0.70Vn =4.30Ton0.361.180.431.64-0.71Vc=8.40Ton0.371.180.441.65-0.72Como el acero lo traslaparemos en la base:(2/3)Vc =5.6Ton0.381.180.451.67-0.725.60Ton>4.30TonCONFORME0.391.180.461.68-0.730.401.180.471.69-0.74d=8cm0.411.180.491.71-0.740.421.180.501.72-0.75t2=d+4+1.59/2 =13.00cm0.431.180.511.74-0.75USAR:0.441.180.521.75-0.76t2=0.30m0.451.180.531.76-0.77DIMENSIONAMIENTO DE LA ZAPATA0.461.180.541.78-0.770.471.180.561.79-0.78hz =t2+5 =35cmshz=0.4m0.481.180.571.80-0.78ht = hp + hz =2.80m0.491.180.581.81-0.79he = ht + h' =3.33m0.501.180.591.83-0.79USAR:0.50m0.511.180.601.84-0.800.521.180.621.85-0.800.531.180.631.86-0.81B1 =1.2m0.541.180.641.87-0.810.551.180.651.88-0.82USAR:1.80m0.561.180.661.90-0.820.571.180.671.91-0.83B2 debe ser como mnimo :0.581.180.691.92-0.83B2 =-0.010.591.180.701.93-0.84B2=0.500.601.180.711.94-0.84B2=0.28USAR:0.50m0.611.180.721.95-0.850.621.180.731.96-0.850.631.180.751.97-0.86t1=0.2m0.641.180.761.98-0.86t2=0.30m0.651.180.771.99-0.87B1=1.80m0.661.180.782.00-0.87B2=0.50m0.671.180.792.01-0.88Hp=2.30m0.681.180.812.02-0.88hz=0.50m0.691.180.822.03-0.88B=2.30m0.701.180.832.04-0.89B1-t2=1.50m0.711.180.842.05-0.89Ht=2.80m0.721.180.852.06-0.900.731.180.862.07-0.900.741.180.882.08-0.900.751.180.892.09-0.910.761.180.902.10-0.910.771.180.912.11-0.920.781.180.922.12-0.920.791.180.942.13-0.920.801.180.952.14-0.930.811.180.962.14-0.93VERIFICACION DE LA ESTABILIDAD0.821.180.972.15-0.94Pesos Componentesw (Ton)X(m)Mr ( Ton-m)0.831.180.982.16-0.94w1 =2.30x0.20x2.40=1.100.700.770.841.180.992.17-0.94w2 =0.50x2.30x2.40=2.761.153.170.851.181.012.18-0.95w3 =2.30x1.50x1.90=6.551.5510.160.861.181.022.19-0.95w4 =2.30x0.10x2.40=0.280.570.160.871.181.032.20-0.95w5 =0.53x1.50x1.90=1.501.552.330.881.181.042.20-0.960.891.181.052.21-0.96TotalN=12.19Mr=16.590.901.181.072.22-0.970.911.181.082.23-0.97Pa=3.15TonMa=3.34m0.921.181.092.24-0.970.931.181.102.25-0.980.941.181.112.25-0.980.951.181.122.26-0.98FSD=2.32>1.5CONFORME0.961.181.142.27-0.99FSV=4.97>2CONFORME0.971.181.152.28-0.99PRESIONES SOBRE EL TERRENO0.981.181.162.28-0.990.991.181.172.29-1.00Xo=1.09m1.001.181.182.30-1.00e =0.5*B-Xo =0.31mB/6 =0.38e< B/6EN EL TERCIO MEDIOEN EL TERCIO MEDIOEN EL BORDE DEL TERCIO MEDIOFUERA DEL TERCIO MEDIOm =3.27q1=6.1310.607.46q2=4.470q1=6.13Ton/m2
