calculos
DESCRIPTION
calculesTRANSCRIPT
![Page 1: calculos](https://reader036.vdocuments.pub/reader036/viewer/2022082819/563db7d0550346aa9a8e2eca/html5/thumbnails/1.jpg)
capacidad portante : σt= 8.5 tn/m2H= 1.5 m
sobre carga s/c= 0.5 tn/m2peso especifico del suelo y= 1.9 tn/m3resitencia f'c= 210 kg/cm2limite de fluencia Fy= 4200 kg/cm2Columnas Col= 0.5 0.5
METRADOS DE CARGASPESOS BASE ALTURA LARGO CANT. PESO PARC.
COLUMNA 2.4 0.5 2 0.5 10 12ESTRADO 2.4 0.45 0.4 30 12 155.52
GARGANTA 2.4 3.2 0.2 30 2 92.16SOBRECARGA 0.5 0.45 0 30 12 81
VIGA DE CONECCION 2.4 0.5 0.5 5.5 10 33
ESFUERZO NETO DEL SUELO
σn= σt-y*DF-S/Cσn= 5.15 Tn/m2
Az1= R/σn=Az1= 72.56 m2
Az= 1.1*Az1Az= 79.8151456 m2
Asumo L= 30 mB= 2.7 m
verificacion de presiones
a) considerando solo cargas de gravedadR/BL+-6*Mx/BL2+-6*My/BL2
predimensionamiento de la viga de cimentacion COLUMNAS A CADA 3 M.
W= 12.456 tn/m
σ= 4.68181818
σi=
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H= 1.2bw= 0.4
ENTONCES ADOPTO:
H= 1.2BW= 0.5
Predimensionamiento de la altura hf, verificando por rigidez
L1= 3 m H1= 0.3L2= 1.1 m H2= 0.2
Adopto:
hf= 0.5Barras tanto superior como inferior de= 1/2" 0.0127recubrimiento de= 0.075
dl= 0.4X= 0.662
φVc= 7.3 TnQu= 6.86 tn/m2vud= 5.38433241
Refuerzo longitudinal
Asmin= 20.0487664 cm2
s= 18 cm
Adoptando= 1φ1/2" @ 0.18 m
[P2u - qu (s2 + d) (t2 + d)] / [2d (s2 + t2 + 2*d] = 0.85*1.1*√f'c
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373.68
PESO NETO547.452 TN
![Page 4: calculos](https://reader036.vdocuments.pub/reader036/viewer/2022082819/563db7d0550346aa9a8e2eca/html5/thumbnails/4.jpg)
10.9071391 29.0857043175.075361 32.5157043
5.38433241363.762
50.8580.1398112
7.4678491.8768355 62.46
1.470970791.47097
[P2u - qu (s2 + d) (t2 + d)] / [2d (s2 + t2 + 2*d] = 0.85*1.1*√f'c
![Page 5: calculos](https://reader036.vdocuments.pub/reader036/viewer/2022082819/563db7d0550346aa9a8e2eca/html5/thumbnails/5.jpg)
analisis estructural metodo matricial