Vigas y Columnas
8
CALCULO DE ACERO PARA VIGAS SEGUN LOS MOMENTOS. CALCULADOS EN EL SAP2000 cm² p min = 14 / fy = 0.0033 ESPECIFICACIONES TECNICAS: p b = 0.85* ßi* f'c* 6000/ [ 0.0213 f'c (Kg/cm² 210 p max = 0.75 * p b 0.0159 fy (Kg/cm²) 4200 ßi 0.85 p min < p < p max , para "As tracci ¢ 0.9 a = As * fy / ( ßi * f' 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 (cm²) 0.32 0.71 1.27 1.98 2.85 5.07 VIGAS PRINCIPALES PORTICO M (Tn-m) b (cm) d(cm) a (cm) As (cm²) p = As / bd Trabaja a: 3/8 1/2 5/8 19.43 25.00 50.00 10.85 11.53 0.0092 Traccion 3 4 1 1 27.82 25.00 50.00 16.61 17.65 0.0141 Traccion 3 4 27.49 25.00 50.00 16.37 17.39 0.0139 Traccion 4 2 2 19.66 25.00 50.00 11.00 11.69 0.0094 Traccion 4 21.38 25.00 50.00 12.11 12.87 0.0103 Traccion 4 4 3 3 21.61 25.00 50.00 12.27 13.03 0.0104 Traccion 4 4 16.47 25.00 50.00 9.01 9.58 0.0077 Traccion 4 4 4 10.04 25.00 50.00 5.28 5.61 0.0045 Traccion 4 7.31 35.00 50.00 2.67 3.97 0.0023 Traccion 2 5 5 14.37 35.00 50.00 5.40 8.04 0.0046 Traccion 2 13.88 25.00 40.00 9.85 10.47 0.0105 Traccion A A 18.25 25.00 40.00 13.71 14.57 0.0146 Traccion 6.3 25.00 35.00 4.81 5.11 0.0058 Traccion 2 B B 11.18 25.00 35.00 9.15 9.72 0.0111 Traccion 4 ALERO 6.91 25.00 35.00 5.32 5.65 0.0065 Traccion 2 22.71 35.00 50.00 8.86 13.18 0.0075 Traccion C C 22.92 35.00 50.00 8.95 13.32 0.0076 Traccion ALERO 16.72 25.00 35.00 15.19 16.14 0.0184 Compresion 10.02 25.00 35.00 8.06 8.56 0.0098 Traccion 2 D D 17.34 25.00 35.00 15.99 16.99 0.0194 Compresion ALERO 7.44 25.00 35.00 5.77 6.13 0.0070 Traccion 1 21.61 25.00 40.00 17.11 18.18 0.0182 Compresion E E 22.63 25.00 40.00 18.25 19.39 0.0194 Compresion DISEÑO POR CORTANTES DE LAS VIGAS VIGAS PRIMARIAS El más crítico en el portico 3 d= 0.50 m Vu1= 39.98 Tn wu= 3.996 Tn/m Vud= Vu1-wu*d Tn/m Vud= 37.982 Tn/m
-
Upload
krloz-ramirez -
Category
Documents
-
view
219 -
download
0
description
VIGAS_COLUMNAS
Transcript of Vigas y Columnas
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
