EDIFICIO 6 NIVELES
Hoja2CALCULO DE ACERO PARA VIGAS SEGUN LOS MOMENTOS.CALCULADOS
EN EL SAP2000cmp min = 14 / fy =0.0033ESPECIFICACIONES TECNICAS:p b
= 0.85* i* f'c* 6000/ [ fy* (6000+ fy) ] =0.0213f'c (Kg/cm) =210p
max = 0.75 * p b =0.0159fy (Kg/cm) =4200i =0.85p min < p < p
max , para "As traccion" =0.9a = As * fy / ( i * f'c * b )p min
> p max , para "As compresion"As = M / [ * fy * (d - a/2) ]Areas
comunes 1/4" 3/8" 1/2" 5/8" 3/4" 1"As
(cm)0.320.711.271.982.855.07VIGAS PRINCIPALESPORTICOM (Tn-m)b
(cm)d(cm)a (cm)As (cm)p = As / bdTrabaja
a:3/81/25/83/41Total19.4325.0050.0010.8511.530.0092Traccion3411.731
127.8225.0050.0016.6117.650.0141Traccion3411.7327.4925.0050.0016.3717.390.0139Traccion47.922
219.6625.0050.0011.0011.690.0094Traccion47.9221.3825.0050.0012.1112.870.0103Traccion44133
321.6125.0050.0012.2713.030.0104Traccion441316.4725.0050.009.019.580.0077Traccion47.924
410.0425.0050.005.285.610.0045Traccion47.927.3135.0050.002.673.970.0023Traccion23.965
514.3735.0050.005.408.040.0046Traccion216.8113.8825.0040.009.8510.470.0105Traccion2110.77A
A18.2525.0040.0013.7114.570.0146Traccion2215.846.325.0035.004.815.110.0058Traccion216.81B
B11.1825.0035.009.159.720.0111Traccion4110.77ALERO6.9125.0035.005.325.650.0065Traccion216.8122.7135.0050.008.8613.180.0075Traccion3113.62C
C22.9235.0050.008.9513.320.0076Traccion3113.62ALERO16.7225.0035.0015.1916.140.0184Compresion4116.4710.0225.0035.008.068.560.0098Traccion229.66D
D17.3425.0035.0015.9916.990.0194Compresion4116.47ALERO7.4425.0035.005.776.130.0070Traccion127.6821.6125.0040.0017.1118.180.0182Compresion1318.06E
E22.6325.0040.0018.2519.390.0194Compresion420.28DISEO POR CORTANTES
DE LAS VIGASVIGAS PRIMARIASEl ms crtico en el portico
3d=0.50mVu1=39.98Tnwu=3.996Tn/mVud=Vu1-wu*dTn/mVud=37.982Tn/mCalculo
del cortante tomado por el
concretob=0.35F'c=210kg/cm^2Vc=0.53*(F'c)^0.5*b*dVc=13440.7519320907kg13.4407519321Tn*Vc=11.4246391423TnCalculo
de XX=(Vu1-0.5*Vc)/wX=8.5754956028mSeparacin requerida de
estribosSeccin
1-1Av=1.42cm^2(3/8")Fy=4200kg/cm^2S=Av*Fy*d/(Vud/-Vc)S=9.54cmSeccion
2-2V2d=Vu1-2*d*wV2d=35.984TnS=Av*Fy*d/(Vud/-Vc)S=10.32cmSeparacin
mnima para elementos sismo
resistentesd/4=12.5cmmenor8db=20.32cmSb1
