Metrado de Cargas
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a) METRADO DE CARGAS MUERTAS h de la losa 20 S/C (kg/m2) 400 albañileria HUECA espesor muro (cm) 0.15 f'c (kg/cm2) 210 peso propio 300 120 120 kg/m 450 kg/m acabado parquet WD(carga muerta dist.) 180 ceramico b) CARGAS PUNTUALES espesor del muro 15 cm altura del muro 2.6 m albañileria: solido 1800 1.2 PD(carga puntual muerta) 280.8 kg.m METRADO PARA CARGAS VIVAS S/C (kg/m2) = 200 80 f'c (kg/cm2) = 210 WL = 80 KG/M2 E = 217370.651 CALCULO DE INERCIA 0.15 I = 0.0001125
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Metrado de Cargas
Transcript of Metrado de Cargas
a) METRADO DE CARGAS MUERTAS
h de la losa 20S/C (kg/m2) 400albañileria HUECAespesor muro (cm) 0.15f'c (kg/cm2) 210peso propio 300 120 kg/m2
120 kg/m
450 kg/m
acabado parquet 15WD(carga muerta dist.) 180 ceramico 30
b) CARGAS PUNTUALES
espesor del muro 15 cmaltura del muro 2.6 malbañileria: solido 1800
1.2
PD(carga puntual muerta) 280.8 kg.m
METRADO PARA CARGAS VIVAS
S/C (kg/m2) = 200 80f'c (kg/cm2) = 210
WL = 80 KG/M2
E = 217370.651
CALCULO DE INERCIA 0.4
0.15 I = 0.0001125 0.05
EI = 24.4541982590.4 0.2
0.1
E = 217370.651 0.175
TRAMO 1 ө 1
E* I = 815.96595 906.62883L = 3.6 K 1 = 453.31442
TRAMO 2ө 2
E* I = 815.96595 728.54103L = 4.48 K 1 = 364.27051
TRAMO 3ө 3
E* I = 815.96595 799.96662L = 4.08 K 1 = 399.98331
ө 1 ө 2 ө 3K = 906.62883383 453.31441691538 0
453.31441692 1635.1698610162 364.270510 364.27051359272 1528.50760 0 399.98331
POR LA NORMA DE CºAº
Pu= 1,4 Pd 393.12
Wu =1,4wd + 1,7 wltramo 1 388 wu putramo 2 781.12 388 393.12tramo 3 388volado 388
MOMENTOS DE EMPOTRAMIENTO
3.6 4.483.0551.425
MOMENTOS DE EMPOTRAMIENTO PERFECTO
TRAMO 1
M.E. incial 419.04M.E. final 419.04
TRAMO 2
M.E. incial 770.452383M.E. final 909.44214
TRAMO 3
M.E. incial 538.2336M.E. final 538.2336
3.6 4.48419.04 419.04 770.452383145 909.44214
3.6 4.48419.04 351.41238314
MATRIZ INVERSA0.0012940264 -0.000382078376 0.0001048
K^-1= -0.000382078 0.000764156752 -0.00020950.0001047634 -0.000209526851 0.0008102-5.238171E-05 0.0001047634257 -0.0004051
GIROS0.0011980356 -0.00035373584 9.6992E-05
K^-1*M= -0.000353736 0.0007074716804 -0.0001949.699209E-05 -0.00019398417 0.0007501
-4.849604E-05 9.699208522E-05 -0.000375
0.3562390029K^-1*M= 0.1433422376
-0.193626803-0.249829497
MOMENTOS ….
ө 1 ө 2K1*G = 979.27106362618 489.63553
489.63553181309 979.27106
ө 2 ө 3
K2*G = 786.91424755675 393.45712393.45712377838 786.91425
K3*G ө 3 ө 4864.06270319957 432.03135432.03135159979 864.0627
MOMENTOS FINALES
419.04 -419.04314.798179 + 419.04
36.614204 -770.45238-95.9686656 + 909.44214
-275.239874 -538.2336-299.5212 + 538.2336
kg/m2kg/m2
I = Mi = A1*Y1 +A2*Y2
Hallando el centroide
A1 = 0.02A 2= 0.02
0.04
A1*Y1= 0.0035A2*Y2= 0.0015
0.018 0.0050.132
Y = 0.37037037
I = 0.0037538
EI= 815.965950447689
ө 2453.31441691538 ө 1906.62883383077 ө 2
ө 3364.27051359272 ө 2728.54102718544 ө 3
ө 4399.98330904298 ө 3799.96661808597 ө 4
ө 40 ө 10 ө 2
399.98330904298 ө 3799.96661808597 ө 4
4.08 0.93
0.93 552
Mfe = 238.7124
4.08 0.93538.2336 538.2336 238.7124
419.04351.412383-371.20854
4.08 0.93 -299.5212371.20853977167 299.5212
-5.238171284E-050.0001047634257-0.0004050852460.0014525947844
-4.849604261E-05 419.049.699208522E-05 351.412383-0.000375036063 -371.208540.0013448414482 -299.5212
ө 1 0.35623900287152 419.04ө 2 0.14334223762925 314.798179
ө 2 0.14334223762925 36.614204ө 3 -0.193626803144 -95.9686656
ө 3 -0.193626803144 -275.239874ө 4 -0.2498294970173 -299.5212
0733.838179129311
-733.83817912931813.473474202362
-813.47347420236238.7124
