Post on 12-Feb-2018
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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 (