Post on 14-Oct-2015
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Columna
Largo 300 [cm] Inercia 520833.333
h 50 [cm]
b 50 [cm]
E 230000 [Kgf/cm^2]
Area 2500[cm^2]
Muro
Largo 400 [cm]
alto 300 [cm]
espesor 30 [cm]
Area 12000[cm^2]
G 92000[Kgf/cm^2]
Rigidez 12EI/L^3
Rigidez GA/H
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[cm^4]
10648.1481
21296.2963
736000
378648.148
5324.1 [tonf/m]
368000 [tonf/m]
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Prof Vs d
1.64 140 1.64
2.96 145 1.32
4.45 255 1.49
6.08 301 1.637.49 301 1.41
9.07 291 1.58
10.58 288 1.51
12.01 382 1.43
13.49 452 1.48
15.23 266 1.74
16.58 291 1.35
18.13 298 1.55
19.36 700 1.23
21.09 700 1.73
22.33 700 1.2424.5 700 2.17
25 700 0.5
26 700 1
27 700 1
28 700 1
29 700 1
30 700 1
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di/Vs di total Vs total d N d di/N
0.01171429 30 341.724751 1.64 23 1.64 0.07130435
0.00910345 di/Vs total 2.96 21 1.32 0.06285714
0.00584314 0.08778995 4.45 37 1.49 0.04027027
0.00541528 6.08 49 1.63 0.033265310.00468439 7.49 46 1.41 0.03065217
0.00542955 9.07 41 1.58 0.03853659
0.00524306 10.58 38 1.51 0.03973684
0.00374346 12.01 65 1.43 0.022
0.00327434 13.49 88 1.48 0.01681818
0.00654135 15.23 29 1.74 0.06
0.00463918 16.58 34 1.35 0.03970588
0.00520134 18.13 34 1.55 0.04558824
0.00175714
0.00247143
0.001771430.0031
0.00071429
0.00142857
0.00142857
0.00142857
0.00142857
0.00142857
SPT
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hi total NSPT
18.13 36.2067784
hi/N
0.50073497
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DS61
Tn To p alpha A0 S R
0.34381 0.4 1.6 2.771888 392.4 1.05 7
0.12216 0.4 1.6 1.628156 392.4 1.05 7
0.0839 0.4 1.6 1.357445 392.4 1.05 7
0.04647 0.4 1.6 1.141888 392.4 1.05 7
0.01825 0.4 1.6 1.032108 392.4 1.05 7
S T0 (s) T' (s) n p
0.90 0.15 0.20 1.00 2.00
1.00 0.30 0.35 1.33 1.50
1.05 0.40 0.45 1.40 1.60
1.20 0.75 0.85 1.80 1.00
1.30 1.20 1.35 1.80 1.00
* * * * *
0.35531253
DS117
A0 Z AA Ta Tb Tn Sae
392.4 1 1099 0 0.2 0.3442 NO
392.4 1 1099 0 0.2 0.1222 824.1326
392.4 1 1099 0 0.2 0.084 689.172
392.4 1 1099 0 0.2 0.0464 556.3312
392.4 1 1099 0 0.2 0.0183 457.0539
Tn To A0 R0 R* I Sae(cm/s2)
0.3442 0.4 392.4 11 1.852338 1 1031
C
D
E
F
Tipo de suelo
A
B
Tabla 6.3 - Valor de los parmetros que dependen del tipo de suelo
Tabla 6.1 - Valor Coeficiente I
Categoria
IV 1.2
I
I
II
III
0.6
1
1.2
Zona Sismica
1
2
Interpolacion zona Ta --> Tb
3
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0.1222 0.4 392.4 11 1.852338 1 824.1326
0.0840 0.4 392.4 11 1.852338 1 689.172
0.0464 0.4 392.4 11 1.852338 1 556.3312
0.0183 0.4 392.4 11 1.852338 1 457.0539
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R0 R* I Sa (g) Corte basal calculado
11 5.825034 1 0.1999
11 5.825034 1 0.1174 Peso del edificio
11 5.825034 1 0.0979 Cmin
11 5.825034 1 0.0823 Corte minimo
11 5.825034 1 0.0744 Corte maximo
Cmax (segn tabla)
S 1.2
A0 0.4
Corte basal calculado
Peso del edificio
Cmin
Cmax
Sa (%g)
0.56737388
6
7
34
5.5
Tabla 6.4 -
R
2
A0 / g
0.2
0.3
Tabla 6.2 - Zona Sismica
0.4
Z
0.5
0.75
1
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0.45353183
0.3792611
0.30615693
0.25152323
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40.13SI cumple con el minimo
340 [tonf]
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Tn 0.3438 [s] Sde 7.62
2.771888 u 9.91
A0 392.4 [cm/s^2]
Cd* 1.04
Tag 0.515715 [s]
Tipo de Suelo
Tn 0.3442 [s] Sde 5.46[cm]
Tag 0.5163 [s] u 7.09[cm]
Sae 808 [cm/s^2]
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[cm]
[cm] DS 61
tomar el pe
1
2
------- 0.52 0.23 3
0.23 0.52 2.52
2.52 0.52 5
------- 0.52 0.47
0.47 0.52 2.02 si Q_0 > Q_min
2.02 0.52 5 si Q_0 < Q_min
------- 0.52 0.65
0.65 0.52 2.02
2.02 0.52 5
0.52 0.9
0.9 0.52 1.75
1.75 0.52 5
DS 117
tomar el pe
1
2
Desplazamiento de techo maximo esperado
Cd* Rango Periodos
1.00
1.09
2.80
1.00
1.04
3.35
1.00
0.92
2.52
1.00
0.57
1.93
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or de los siguientes casos
1.5 cm
h nivel 3 [m]
0.002*h 0.006 [m]
0.6 [cm]
corte basal 40.13 piso desplazamiento [m] limite
Cmin 23.8 1 0.013125 0.050969 [m] 5.096905
R1 5.825034 2 0.016861 0.065477 [m] 6.547727
3 0.013561 0.052662 [m] 5.266219
R1 = R* (Q_0/Q_min) 4 0.008899 0.034558 [m] 3.455799
R1 = R* 5 0.00005 0.000194 [m] 0.019417
or de los siguientes casos
5 cm
piso Sae T Desp
1 1031 0.3442 3.094003 [cm]
2 824.1326 0.1222 0.311731 [cm]
3 689.172 0.084 0.123176 [cm]
Distancias al eje medianero
Distancias al eje medianero
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4 556.3312 0.0464 0.03034 [cm]
5 457.0539 0.0183 0.003877 [cm]
Desp =
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[cm]
[cm]
[cm]
[cm]
[cm]
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T1 0.34381 Qbasal1 38.16
T2 0.04647 Qbasal2 12.373
r11 1
r12 7.39853669r21 0.13516186
r22 1
ro_11 1
ro_12 0.00116842
ro_21 0.00116842
ro_22 1