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EXPORTACION DE DATOS DEL ETABS EN LA BASE

Story Point Columna Load FX FY MX (tn-m)

BASE 1

C11

CM 0.010 -0.170 0.170

BASE 1 CV 0.010 -0.160 0.158

BASE 2 CM -0.010 -0.170 0.170

BASE 2 CV -0.010 -0.160 0.158

BASE 4

C1

CM 0.010 0.210 -0.208

BASE 4 CV 0.010 0.200 -0.195

BASE 5 CM -0.010 0.210 -0.208

BASE 5 CV -0.010 0.200 -0.195

BASE 6C12

CM 0.000 -0.750 0.748

BASE 6 CV 0.000 -0.700 0.698

BASE 7

C9

CM 0.050 -0.010 0.015

BASE 7 CV 0.050 -0.010 0.014

BASE 9 CM -0.050 -0.010 0.015

BASE 9 CV -0.050 -0.010 0.014

BASE 8C10

CM 0.000 -0.180 0.178

BASE 8 CV 0.000 -0.170 0.168

BASE 10C2

CM 0.000 0.870 -0.883

BASE 10 CV 0.000 0.810 -0.823

BASE 11C4

CM 0.000 -0.330 0.310

BASE 11 CV 0.000 -0.300 0.285

BASE 12 C6 CM 0.000 0.240 -0.248BASE 12 CV 0.000 0.220 -0.230

BASE 13C8

CM 0.000 0.170 -0.172

BASE 13 CV 0.000 0.160 -0.160

BASE 14

C3

CM 0.050 -0.270 0.255

BASE 14 CV 0.050 -0.250 0.239

BASE 17 CM -0.050 -0.270 0.255

BASE 17 CV -0.050 -0.250 0.239

BASE 15

C5

CM 0.060 0.140 -0.145

BASE 15 CV 0.060 0.130 -0.136

BASE 18 CM -0.060 0.140 -0.145

BASE 18 CV -0.060 0.130 -0.136

BASE 16

C7

CM 0.050 0.090 -0.096

BASE 16 CV 0.050 0.090 -0.090

BASE 19 CM -0.050 0.090 -0.096

BASE 19 CV -0.050 0.090 -0.090

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MY (tn-m)

0.011

0.011

-0.011

-0.011

0.010

0.010

-0.010

-0.010

0.000

0.000

0.053

0.053

-0.053

-0.053

0.000

0.000

0.000

0.000

0.000

0.000

0.0000.000

0.000

0.000

0.053

0.053

-0.053

-0.053

0.055

0.055

-0.055

-0.055

0.054

0.054

-0.054

-0.054

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VIGA CONTINUA DE CIMENTACION

EJE 3 - 3

DATOS:

Columna 5

a = 0.30 m b= 0.30 m

PD = 27.06 Tn PL = 26.39 Tn

Momento Longitudinal

Mm = 0.145 Tn-m horario

Mv = 0.136 Tn-m horario

Momento Tranversal

Mm = 0.055 Tn-m antihorario

Mv = 0.055 Tn-m antihorario

Columna 6

a = 0.3 m b= 0.3 m

PD = 40.87 Tn PL = 40.78 Tn

Momento Longitudinal

Mm = 0.248 Tn-m horario

Mv = 0.230 Tn-m horario

Momento Tranversal

Mm = 0.000 Tn-m antihorarioMv = 0.000 Tn-m antihorario

Columna 5

a = 0.3 m b= 0.3 m

PD = 27.06 m PL = 26.39 Tn

Momento Longitudinal

Mm = 0.145 Tn-m horario

Mv = 0.136 Tn-m horario

Momento TranversalMm = 0.055 Tn-m antihorario

Mv = 0.055 Tn-m antihorario

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DIAGRAMA DE VIGA CONTINUA

t = 2.50kg/cm2 f'y = 4200kg/cm2

S/C = 250kg/m2 f'c = 175kg/cm2

m = 2.10tn/m3 Df = 1.5m

1) Calculamos el esue!"o neto #el te!!eno$

21.60 tn/m2

53.45 Tn 81.65 Tn 53.45 Tn

0.281 Tn-m 0.478 Tn-m 0.281 Tn-m

!"# m !$% m

&g

Xg = 3.50m L = 7m

2) Calculan#o el a!ea #e la "a%ata com&'na#a$

B = 1.60m

5=

6=

=

R

=0

(RXg)= ML5 + ML6 +ML5+ P6(L1)+P5(L2)

/= / = ( )

=t - S/C - ( )=

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188.55 Tn

1.00 Tn-!

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=

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0.00 Tn 53.45 Tn 0.00 Tn

0.000 Tn-m 0.281 Tn-m 0.000 Tn-m

= =

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3) Com%!o&an#o los esue!"os t!ansm't'#os al te!!eno$

( 21.67 tn/m2

( 21.53 tn/m2

umentamos el area de la (a)ata combinada* un %+, -*

- = 1.8m L = 7m

( 21.04 tn/m2

( 20.07 tn/m2

4) Calculan#o el esue!"o ult'mo #e #'se*o$

P$u =.!"Pm .!0Pv = #%!0 Tn MT$u = .!"Mm .!0Mv =

P1u =.!"Pm .!0Pv = .%1!$ Tn MT1u = .!"Mm .!0Mv =

P$u =.!"Pm .!0Pv = #%!0 Tn MT$u = .!"Mm .!0Mv =

292.0 Tn

(u 23.24 tn/m2

calculando el factor de mayoracion en general2

3M = .!$$

P$u = PT43M = 82.8 Tn

P1u = PT43M = 126.5 Tn

P$u = PT43M = 82.8 Tn

55= 41.83 tn/m

= Ps/(B*L) " ( 1#)/ $#)6 (