Adicionales
Adicionales
Adicionales
ANEXOS
¡ 1
ANEXONº 1
. 11
Informe de Ingeniería -1-
5 pisos
7 pórticos
4 tipo (s)
nivel xo yo Fx Fy ex ey
E 2.30E+06
G = 9.20E+0S
Gm = 9.20E+05
A 1 Ἴ Ἴ
Ἴ 90.00
Ἴ
B 2 7.00 90.00
c 1
Ἴ
14.00
Ἴ 90.00
Ἴ
Ἴ
1
2
3
4 Ἴ
Ἴ
6.00
Ἴ
3 4 12.00 .00
4 3 18.00 .00
Informe de Ingeniería -2-
Pórtico tipo 1
3 vano(s)
5 piso(s)
Pórtico tipo 2
3 vano(s)
5 piso(s)
Pórtico tipo 3
2 vano(s)
5 piso(s)
5.88 5.88
Pórtico tipo 4
2 vano(s)
5 piso(s)
6.78 6.78
/,
Dimensiones de las Vigas:
nivel X y r
5 l.936E-02 l.OO?E-09 3.468E-04
4 l.538E-02 7.978E-10 2.708E-04
3 1.102E-02 5.700E-10 l.904E-04
2 6.552E-03 3.381E-10 l.lllE-04
1 2.627E-03 l.351E-10 4.347E-05
nivel X y r
Fuerzas Concentradas
nivel X y r
nivel X y r
nivel X y r
nivel X y r
Fuerzas Concentradas
nivel X y r
nivel X y r
Sismo en la Dirección Y
col. nivel N Mt Mb V
1 5 6.279 20 .118 22.858 1.251
1 4 13.626 44.090 8.949 14.404
1 3 21.455 21.385 67.713 24.322
1 2 29.063 44.333 156.359 32.415
1 1 34.742 138.597 330.189 42.658
11
2 5 6.279 10.494 9.419 5.689
2 4 11.464 9.899 9.843 5.641
2 3 17.153 10.226 10.352 5.879
2 2 22.764 8.976 10.081 5.445
2 1 27.107 3.771 5.580 2.078
Sismo en la Dirección Y
Sismo en la Dirección Y
viga niv Mi Mj V
1 5 7.759 6.941 2.649
2 5 6.986 6.986 2.540
3 5 6.941 7.759 2.649
col. nivel N Mt Mb V
1 5 2.213 6.968 5.541 3.574
1 4 5.825 5.569 5.489 3.160
1 3 9.528 5.902 6.062 3.418
1 2 13.132 5.022 6.173 3.199
1 1 15.753 l. 926 4.374 1.400
/ 1
Sismo en la Dirección X
nivel u e F V
viga niv Mi Mj V
col. nivel N Mt Mb V
2
2
5
4 ººº
·.000
.000 22.768
14.663
15.636
14.805
10.973
8.419
2
2
3
2 ººº
··ººº
16.303
13.243
16.728
17.502
9.437
8.784
4.140
2 1 4.806 13.823
Sismo en la Dirección X
nivel u e F V
viga niv Mi Mj V
col. nivel N Mt Mb V
15.636 10.973
·ººº
2 5 .000 22.768
14.805 8.419
·ººº
2 4 14.663
9.437
·ººº
2 3 16.303 16.728
17.502 8.784
·ººº
2 2 13.243
2 1 4.806 13.823 4.140
Sismo en la Dirección X
nivel u e F V
viga niv Mi Mj V
col. nivel N Mt Mb V
2 5 ·ººº 13.641
10.999
11.102
11.005
7.069
6.287
·ººº
2 4 .000
11.684 11.845 6.723
2
2
3
2 ·ººº
·ººº
10.234
4.284
11.783
6.932
6.290
2.492
2 1
Sismo en la Dirección X
nivel u e F V
5 .02040 .00421 15.763 15.763
4 .01619 .00461 l.859 13.905
3 .01159 .00470 1.539 15.401
2 .00689 .00413 .996 14.487
1 .00276 .00276 6.858 7.659
viga niv Mi Mj V
col. nivel N Mt Mb V
2
2
5
4
··ººº
ººº 13.641
10.999
11.102
11.005
7.069
6.287
2
2
2
3
2
1
··ººº
.000
ººº
11.684
10.234
4.284
11.845
11.783
6.932
6.723
6.290
2.492
1/
Informe de Ingeniería -1-
� ,
,1
·¡ RESULTADOS DEL PROGRAMA A3S, ANALISIS SISMICO
1 SEUDO-TRIDIMENSIONAL UTILIZANDO SUPERPOSICIÓN
! MODAL ESPECTRAL (MODELO DINAMICO)
5 pisos
7 pórticos
4 tipo(s)
nivel xo yo masa Jo
E = 2.30E+06
G = 9.20E+0S
Gm = 9.20E+0S
A 1 Ἴ Ἴ
Ἴ
90.00
Ἴ
B 2 7.00 90.00
Ἴ
90.00
Ἴ
c 1 14.00
1 3 .00
.00
Ἴ
2 4 .00 6.00
12.00 .00
3
4
4
3 Ἴ 18.00 .00
Informe de Ingeniería -2-
15 modos (RNC
T Sa
.10 1.27
.20 1.27
.25 1.27
.30 1.27
.35 1.27
.40 1.27
.45 1.10
.50 .96
.55 .86
.60 .77
.65 .69
.70 . 63
.75 .58
.80 .54
.85 .so
.90 .46
.95 .43
1.00 .41
(interpolación lineal)
Pórtico tipo 1
3 vano(s)
5 piso(s)
Pórtico tipo 2
3 vano(s)
5 piso(s)
Pórtico tipo 3
2 vano(s)
5 piso(s)
5.88 5.88
Pórtico tipo 4
2 vano (s)
5 piso (s)
6.78 6.78
l 1
Informe de Ingeniería -5-
Modo 1
T = .6008 seg
f = l.6645 Hertz
w = 10.458 rad/seg
Sa = 7.687E-01
Sv = 7.351E-02
Sd = 7.029E-03
Vector Caracteristico:
u V é
·ºººººº
.000000
.139497
.110114
.000000
.000000
.000000 .078306 .000000
.000000 .046186 .000000
.000000 .018356 .000000
Factores de Participación:
Modo 2
T = .5913 seg
f = 1.6912 Hertz
w = 10.626 rad/seg
Sa = 7.857E-01
Sv = 7.394E-02
Sd = 6.958E-03
Vector Característico:
u V é
.139200
.110188
·ºººººº
.000000
.000000
.000000 11
.078462 .000000 .000000
.046296 .000000 .000000
.018372 .000000 .000000
Factores de Participación:
10.366720 -.000014 .000000
Informe de Ingeniería -6-
Modo 3
T = .3921 seg
f = 2.5503 Hertz
w = 16.024 rad/seg
Sa = 1.270E+00
Sv = 7.925E-02
Sd = 4.946E-03
Vector Caracteristico:
u V é
·ºººººº
.000000
.000000 .021021
.000000 .016331
.000000 .000000 . 011402
.000000 .000000 .006586
.000000 .000000 .002548
Factores de Participación:
Modo 4
T = .1455 seg
f 6.8742 Hertz
w = 43.192 rad/seg
Sa = 1.270E+00
Sv = 2.940E-02
Sd 6.808E-04
Vector Caracteristico:
u V é
ºººººº
··ºººººº
.000000 -.128024
-.012286
.000000
.000000 11
ºººººº
·.000000
.079523
.107234 ºººººº
·.000000
.000000
.067404
Factores de Participación:
Modo 5
T = .1429 seg
f = 6.9974 Hertz
w = 43.966 rad/seg
Sa = l.270E+00
Sv = 2.889E-02
Sd = 6.570E-04
Vector Caracteristico:
u V é
Factores de Participación:
Modo 6
T = .0894 seg
f = 11.1861 Hertz
w = 70.284 rad/seg
Sa = l.270E+00
Sv = l.807E-02
Sd = 2.571E-04
Vector Caracteristico:
u V é
Factores de Participación:
Modo 7
T = .0644 seg
f = 15.5247 Hertz
w = 97.544 rad/seg
Sa = l. 270E+00
Sv = 1.302E-02
Sd = 1.335E-04
Vector Caracteristico:
u V é
·ºººººº
.000000
-.101984 .000000
.066153 .000000
.000000 .078957 .000000
.000000 -.054621 .000000
.000000 -.111470 .000000
Factores de Participación:
Modo 8
T = .0632 seg
f = 15.8286 Hertz
w = 99.454 rad/seg
Sa = l. 270E+00
Sv = 1.277E-02
Sd = 1.284E-04
Vector Característico:
u V é
·ºººººº
-.054832 .000000 .000000
-.111282 .000000
Factores de Participación:
Modo 9
T = .0396 seg
f = 25.2251 Hertz
w = 158.494 rad/seg
Sa = 1.270E+00
sv = 8.013E-03
Sd = 5.056E-05
Vector Caracteristico:
u V é
Factores de Participación:
Modo 10
T = .0387 seg
f = 25.8259 Hertz
w = 162.269 rad/seg
Sa = 1.270E+00
Sv = 7.827E-03
Sd = 4.823E-05
Vector Caracteristico:
u V é
·ºººººº
.044175 .000000 .000000
·ºººººº
.076463 .000000
-.105145 .000000
Factores de Participación:
Modo 11
T = .0386 seg
f = 25.9037 Hertz
w = 162.758 rad/seg
Sa = 1.270E+00
Sv = 7.803E-03
Sd 4.794E-05
Vector Caracteristico:
u V é
Factores de Participación:
Modo 12
T = .0302 seg
f = 33.1476 Hertz
w = 208.272 rad/seg
Sa = l.270E+00
Sv = 6.098E-03
Sd = 2.928E-05
Vector Característico:
u V é
·ºººººº ·ºººººº
.000000 -.037516 .000000
.075782 I 1
.000000 -.110457 .000000
.000000 .101536 .000000
.000000 -.060013 .000000
Factores de Participación:
Modo 13
T = .0293 seg
f = 34.1082 Hertz
w = 214.308 rad/seg
Sa = 1.270E+OO
sv = 5.926E-03
Sd = 2.765E-05
Vector Caracteristico:
u V é
·ºººººº
.075686 .000000 .000000
·ºººººº
-.110277 .000000
.101599 .000000
-.060322 .000000 .000000
Factores de Participación:
Modo 14
T .0236 seg
f = 42.4518 Hertz
w = 266.732 rad/seg
Sa = 1.270E+OO
Sv = 4.761E-03
Sd = 1.785E-05
Vector Caracteristico:
u V é
.000000
-.015324
.006876
.011316
1 !
.000000
.000000 .000000 -.015836
Factores de Participación:
Modo 15
T = .0179 seg
f =
56.0141 Hertz
w = 351.947 rad/seg
Sa = 1.270E+00
Sv = 3.608E-03
Sd = 1.025E-05
Vector Caracteristico:
u V é
Factores de Participación:
modo X y é
ºº ºº
··ºº
1
2
.00
··ºº
75.89 ··ºº
75.81
3
4 ºº
··ºº
17.66
ºº ·ºº
74.58
· ºº
5
6 ··ºº
17.55
ºº ºº
··ºº
18.65
7
ºº ·1.30
5.01
ºº ºº
8
9 ·1.31
5.03
··ºº ··ºº
10
ºº
··ºº ºº
11
ºº ·ºº
5.20
···ºº
12 .22 1 ¡
13
14
.22
ºº
··ºº ºº
.00
l. 35
15 .22
nivel X y r
5 l.016E-02 2.160E-08 l.428E-16
4 7.966E-03 l.686E-08 l.lOlE-16
3 5.737E-03 l.215E-08 7.760E-17
2 3.448E-03 7.307E-09 4.544E-17
1 l.406E-03 2.987E-09 l.793E-17
nivel X y r
5 2.231E-03 4.801E-09 3.292E-17
4 2.383E-03 5.076E-09 3.410E-17
3 2.358E-03 4.993E-09 3.276E-17
2 2.059E-03 4.354E-09 2.765E-17
1 l.406E-03 2.987E-09 l.793E-l7
Fuerzas Concentradas
nivel X y r
nivel X y r
nivel X y r
nivel X y r
Fuerzas Concentradas
nivel X y r
nivel X y r
Sismo en la Dirección y
viga niv Mi Mj V
1 5 10.871 8.543 5.668
3 5 8.543 10.871 5.668
Sismo en la Dirección Y
viga niv Mi Mj V
1 5 10.871 8.543 5.668
3 5 8.543 10.871 5.668
1 4 12.101 10.264 6.530
2 4 4.901 4.901 1.750
3 4 10.264 12.101 6.530
col. nivel N Mt Mb V
1 5 4.448 14.247 22.899 5.133
1 4 9.570 34.825 31.372 12.491
1 3 14.814 32.399 60.198 17.338
1 2 19.695 47.116 107.470 23.457
1 1 23.216 96.435 225.795 31.819
I 1
2 5 4.448 7.437 6.701 4.039
2 4 8.070 6.805 6.838 3.894
2 3 11.876 6.791 6.960 3.928
2 2 15.461 5.999 6.704 3.629
2 1 18.142 2.624 3.824 l.433
Sismo en la Dirección Y
viga niv Mi Mj V
1 5 6.049 5.414 2.065
2 5 5.424 5.424 1.972
3 5 5.414 6.049 2.065
col. nivel N Mt Mb V
1 5 1.726 5.433 4.375 2.802
1 4 4.494 4.201 4.246 2.407
1 3 7.215 4.268 4.508 2.506
1 2 9.746 3.690 4.490 2.336
1 1 11.520 1.506 3.271 l.060
Sismo en la Dirección X
nivel u e F V
viga niv Mi Mj V
col. nivel N Mt Mb V
2
2
5 ·ººº
.000
15.145
9.534
10.542
9.893
7.338
5.526
4
·ººº
2 3 .000 10.246 10.811 5.996
·ººº
2 2 8.509 11.052 5.584
2 1 3.365 9.036 2.751
Sismo en la Dirección X
nivel u e F V
viga niv Mi Mj V
col. nivel N Mt Mb V
Sismo en la Dirección X
nivel u e F V
viga niv Mi Mj V
col. nivel N Mt Mb V
·ººº
2 5 .000 10.079 8.259 5.239
4.539
·ººº
2 4 7.899 8.008
2 3 8.094 8.332 4.693
4.376
·ººº
2 2 .000 7.143 8.175
2 1 3.117 4.941 l.790
Sismo en la Dirección X
nivel u e F V
viga niv Mi Mj V
I
1 3 10.110 8.747 3.054
2 3 8.747 10.110 3.054
·I
1 2 9.534 8.274 2.884
� 2 2 8.274 9.534 2.884
1
2 1 6.103 7.270 2.166
col. nivel N Mt Mb V
l 1
1
2
1
9.304
11.016
3.825
· 1.017
6.370
7.821
2.890
1.915
2 5 ·ººº
·ººº
10.079 8.259 5.239
4.539
·ººº
2 4 7.899 8.008
4.693
·ººº
2 3 8.094 8.332
8.175 4.376
·ººº
2 2 7.143
2 1 3.117 4.941 l.790
Sismo en la Dirección Y
nivel u e F V
5 .06274 .01393 69.133 69.133
4 .04903 .01473 9.619 60.575
3 .03528 .01450 8.388 62.236
2 .02121 .01265 10.446 57.578
1 .00867 .00867 34.251 24.556
viga niv Mi Mj V
col. nivel N Mt Mb V
Sismo en la Dirección X
viga niv Mi Mj V
Sismo en la Dirección X
nivel u e F V
viga niv Mi Mj V
col. nivel N Mt Mb V
·ººº
2 5 .000 22.385 18.342 11.636
·ººº
2 4 17.542 17.786 10.080
·ººº
2 3 17.977 18.505 10.422
2 2 15.864 18.157 9.719
2 1 .000 6.923 10.974 3.976
J
¡
ANEXONº 5
A y C
1.087E+Ol 8.543E+OO 5.668E+OO
8.543E+OO 1.087E+Ol 5.668E+OO
1.210E+Ol 1.026E+Ol 6.530E+OO
4.901E+OO 4.901E+OO 1.750E+OO
1.026E+Ol 1.210E+Ol 6.530E+OO
l.252E+Ol 1.059E+Ol 6.747E+OO
4.729E+OO 4.729E+OO 1.689E+00
1.059E+Ol l.252E+Ol 6.747E+OO
1.181E+Ol 1.007E+Ol 6.387E+00
4.282E+OO 4.282E+OO 1.529E+OO
1.007E+Ol 1.181E+Ol 6.387E+OO
9.017E+OO 7.549E+OO 4.837E+00
2.896E+OO 2.896E+OO 1.034E+OO
7.549E+OO 9.017E+OO 4.837E+00
4.448E+OO 1.425E+Ol 2.290E+Ol 5.133E+00
9.570E+OO 3.483E+Ol 3.137E+Ol l.249E+Ol
1.481E+Ol 3.240E+Ol 6.020E+Ol 1.734E+Ol
1.969E+Ol 4.712E+Ol 1.075E+02 2.346E+Ol
2.322E+Ol 9.644E+Ol 2.258E+02 3.182E+Ol
4.448E+OO 7.437E+00 6.701E+OO 4.039E+OO
8.070E+OO 6.805E+OO 6.838E+OO 3.894E+00
1.188E+Ol 6.791E+OO 6.960E+OO 3.928E+OO
1.546E+Ol 5.999E+OO 6.704E+00 3.629E+00
1.814E+01 2.624E+OO 3.824E+OO 1.433E+OO
4.448E+00 7.437E+OO 6.701E+00 4.039E+OO
8.070E+OO 6.805E+00 6.838E+00 3.894E+OO
1.188E+Ol 6.791E+OO 6.960E+OO 3.928E+00
1.546E+Ol 5.999E+OO 6.704E+OO 3.629E+OO
1.814E+Ol 2.624E+00 3.824E+00 1.433E+00
4.448E+OO 1.425E+Ol 2.290E+Ol 5.133E+OO
9.570E+00 3.483E+Ol 3.137E+Ol 1.249E+Ol
1.481E+Ol 3.240E+Ol 6.020E+Ol 1.734E+Ol
1.969E+Ol 4.712E+Ol l.075E+02 2.346E+Ol
2.322E+Ol 9.644E+Ol 2.258E+02 3.182E+Ol
Informe de Ingeniería -2-
B
2.615E+Ol 2.340E+Ol 8.929E+OO
2.345E+Ol 2.345E+Ol 8.526E+OO
2.340E+Ol 2.615E+Ol 8.929E+OO
4.104E+Ol 3.848E+Ol 1.433E+Ol
3.886E+Ol 3.886E+Ol 1.413E+Ol
3.848E+Ol 4.104E+Ol 1.433E+Ol
4.074E+Ol 3.818E+Ol 1.422E+Ol
3.826E+Ol 3.826E+Ol 1.391E+Ol
3.818E+Ol 4.074E+Ol 1.422E+Ol
3.845E+Ol 3.604E+Ol 1.342E+Ol
3.570E+Ol 3.570E+Ol 1.298E+Ol
3.604E+Ol 3.84SE+Ol 1.342E+Ol
2.843E+Ol 2.641E+Ol 9.882E+OO
2.568E+Ol 2.568E+Ol 9.339E+OO
2.641E+Ol 2.843E+Ol 9.882E+OO
7.460E+OO 2.349E+Ol 1.891E+Ol 1.211E+Ol
1.943E+01 1.816E+Ol 1.83SE+Ol 1.040E+Ol
3.119E+Ol 1.845E+Ol 1.949E+Ol 1.083E+Ol
4.213E+Ol 1.59SE+Ol 1.941E+Ol 1.0lOE+Ol
4.980E+Ol 6.SlOE+OO 1.414E+Ol 4.584E+OO
3.509E-01 4.261E+Ol 3.598E+Ol 2.24SE+01
5.370E-01 3.471E+Ol 3.498E+Ol 1.988E+Ol
7.933E-Ol 3.490E+Ol 3.611E+Ol 2.028E+Ol
1.127E+OO 3.057E+Ol 3.486E+Ol 1.869E+Ol
1.519E+OO 1.306E+Ol 2.158E+Ol 7.694E+OO
3.509E-Ol 4.261E+Ol 3.598E+Ol 2.245E+01
5.370E-01 3.471E+Ol 3.498E+Ol 1.988E+01
7.933E-01 3.490E+Ol 3.611E+01 2.028E+Ol
1.127E+OO 3.057E+Ol 3.486E+Ol 1.869E+Ol
l.519E+OO 1.306E+Ol 2.158E+Ol 7.694E+OO
7.460E+OO 2.349E+Ol 1.891E+Ol 1.211E+Ol
1.943E+01 1.816E+Ol 1.835E+Ol 1.040E+Ol
3.119E+01 1.845E+Ol 1.949E+Ol 1.083E+Ol
4.213E+01 1.595E+Ol 1.941E+Ol 1.0lOE+Ol
4.980E+Ol 6.510E+OO 1.414E+Ol 4.584E+OO
1 y 4
9.452E+OO 7.919E+OO 4.064E+OO
7.919E+OO 9.452E+OO 4.064E+OO
1.103E+Ol 1.042E+Ol 5.018E+OO
1.042E+Ol 1.103E+Ol 5.018E+OO
1.120E+Ol 1.043E+Ol 5.059E+OO
1.043E+Ol 1.120E+Ol S.059E+OO
1.044E+Ol 9.794E+OO 4.734E+OO
9.794E+OO 1.044E+01 4.734E+00
7.939E+OO 7.404E+OO 3.589E+OO
7.404E+OO 7.939E+OO 3.589E+OO
3.332E+OO 1.200E+Ol 2.421E+Ol 5.169E+OO
7.446E+OO 3.536E+Ol 2.903E+Ol 1.204E+Ol
1.156E+Ol 3.108E+Ol 5.704E+Ol 1.657E+Ol
l.536E+Ol 4.566E+Ol 1.045E+02 2.261E+Ol
1.811E+Ol 9.492E+Ol 2.193E+02 3.048E+Ol
2.420E-15 1.514E+Ol 1.054E+Ol 7.338E+OO
8.002E-16 9.534E+OO 9.893E+OO 5.526E+OO
1.333E-15 1.025E+01 1.081E+Ol 5.996E+OO
1.235E-15 8.509E+00 1.105E+Ol 5.584E+OO
1.494E-15 3.365E+OO 9.036E+OO 2.751E+OO
3.332E+OO 1.200E+Ol 2.421E+Ol 5.169E+OO
7.446E+OO 3.536E+Ol 2.903E+Ol 1.204E+Ol
1.156E+01 3.108E+Ol 5.704E+Ol 1.657E+Ol
l.536E+Ol 4.566E+Ol 1.045E+02 2.261E+Ol
1.811E+Ol 9.492E+Ol 2.193E+02 3.048E+Ol
Informe de Ingeniería -3-
2 y 3
1.610E+Ol 1.224E+Ol 4.590E+OO
1.224E+Ol 1.610E+Ol 4.590E+OO
2.221E+Ol 1.948E+Ol 6.753E+OO
1.948E+Ol 2.221E+Ol 6.753E+OO
2.245E+Ol 1.943E+Ol 6.782E+OO
1.943E+Ol 2.245E+Ol 6.782E+00
2.117E+Ol 1.838E+Ol 6.405E+00
l.838E+Ol 2.117E+Ol 6.405E+OO
1.615E+Ol 1.355E+Ol 4.810E+OO
1.355E+Ol 1.615E+Ol 4.810E+OO
3.901E+00 l.524E+Ol 1.020E+Ol 7.263E+OO
9.638E+OO 1.125E+Ol 1.083E+Ol 6.232E+OO
l.535E+Ol 1.141E+Ol l.294E+Ol 6.787E+OO
2.066E+Ol 8.494E+OO 1.415E+Ol 6.419E+OO
2.446E+Ol 2.259E+00 l.737E+Ol 4.253E+OO
4.861E-15 2.239E+Ol l.834E+Ol 1.164E+Ol
3.298E-15 1.754E+Ol 1.779E+Ol 1.008E+Ol
4.094E-15 1.798E+Ol 1.850E+Ol 1.042E+Ol
2.312E-15 1.586E+Ol l.816E+Ol 9.719E+00
3.256E-15 6.923E+00 1.097E+Ol 3.976E+OO
3.901E+OO 1.524E+Ol 1.020E+Ol 7.263E+OO
9.638E+00 1.125E+Ol 1.083E+Ol 6.232E+OO
1.535E+Ol 1.141E+Ol 1.294E+Ol 6.787E+OO
2.066E+Ol 8.494E+OO 1.415E+Ol 6.419E+OO
2.446E+Ol 2.259E+00 l.737E+Ol 4.253E+OO
ANEXONº 6
Pórticos Ejes A y e
5 pisos 4.50 3.50 3.50 3.50 3.50
3 vanos 4.875 6.0 4.875
nivel 5
vigas 1 3 .25 .60
columnas 1 4 .25 2.5 .46
columnas 2 3 .7 .4
niveles 1 a 4
vigas 1 3 .25 .60
viga 2 .25 .60
columnas 1 4 .25 2.5 .46
columnas 2 3 .7 .4
cargas
nivel 5
vigas 1 3 w 0.93 0.15
niveles 1 a 4
vigas 1 a 3 w 1.01 0.35
Análisis
Viga 1, nivel 5 .25 X .60 )
X Md Ml M2 Ms Vd Vl V2 vs
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
.20
.76
4.886
4.767
-10.390
-6.889
6.674
5.829
·ººº
-.466
5.34
4.50
3.25
3.17
27.0
27.0
1.32 4.441 -4.047 4.984 -.975 2.68 2.95 27.0
1.88 4.251 -1.933 4.140 -1.484 1.27 2.82 30.0
2.44 3.588 -.103 3.295 -1.993 .07 2.37 30.0
3.00 3.486 .000 2.502 -2.503 .00 2.31 30.0
3.56 3.588 -.103 l.993 -3.295 .07 2.37 30.0
4.12 4.251 -1.933 1.484 -4.140 1.27 2.82 30.0
4.68 4.441 -4.047 .975 -4.984 2.68 2.95 27.0
5.24 4.767 -6.889 .466 -5.829 4.50 3.17 27.0
5.80 4.886 -10.390 .000 -6.674 5.34 3.25 27.0
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
X Md M1 M2 Ms Vd Vl V2 Vs
,,•
� .20 -2.426 -.772
.600
-.069
-.069
-4.282 2.828 .980 .000 1.529
3.00 1.533 .000 .000 .000 .000 1.529
5.80 -2.426 -.772 -.069 4.282 -2.828 -.980 .000 1.529
l X
.20
.76
Envolventes de Momentos y Fuerzas Cortantes
M máx
3.940
3.998
M min
-9.619
-6.291
V máx
6.364
5.520
V min
.000
-.150
As sup
4.92
4.22
Refuerzo (ACI 318-83)
As inf
2.61
2.65
s e#3
27.0
27.0
1.32 3.846 -3.577 4.675 -.659 2.37 2.55 27.0
1.88 3.830 -1.640 . 3.830 -1.168 1.08 2.54 30.0
2.44 3.340 .000 2.985 -1.677 .00 2.21 30.0
3.00 3.380 .000 2.186 -2.186 .00 2.24 30.0
3.56 3.340 .000 l. 677 -2.985 .00 2.21 30.0
4.12 3.830 -1.640 1.168 -3.830 1.08 2.54 30.0
4.68 3.846 -3.577 .659 -4.675 2.37 2.55 27.0
5.24 3.998 -6.291 .150 -5.520 4.22 2.65 27.0
5.80 3.940 -9.619 .000 -6.364 4.92 2.61 27.0
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
.20
3.00
5.80
-2.415
l. 544
-2.415
-.060
-.060
-.060
-.777
.595
-.777
·ººº
-2.896
2.896
2.828
.000
-2.828
.000
.000
.000
.980
.000
-.980
1.034
1.034
1.034
··ººº
.000
3.137
2.292
-.461
-.970
.55
··ºººº 2.02
2.01
30.0
30.0
3.00
3.56
3.386
3.050 ººº l. 479
.970
-1.479
-2.292 .00
2.24
2.01
30.0
30.0
4.12 3.058 -.837 .461 -3.137 .55 2.02 30.0
4.68 2.686 -2.384 .000 -3.982 1.57 l. 77 30.0
5.24 2.422 -4.722 .000 -4.827 3.14 1.59 27.0
5.80 1.968 -7.662 .000 -6.006 4.50 1.29 27.0
X Md Ml M2 Ms Vd Vl V2 Vs
Mt Mb V p
Mt Mb V p
Mt Mb V p
Mt Mb V p
316.120
6.212
6.656
323.468
69.018
73.958
81.643
-.484
-.793
43.936
.053
.056
.062
.002
.002
.099
5 7.278 316.120 323.398 80.863 44.210 .062 .099
6 7.594 316.120 323.714 84.376 43.990 .064 .099
7 2.253 316.120 318.373 16.627 -45.160 .013 .097
8 1.426 316.120 317.546 15.847 -44.886 .012 .097
9 2.053 316.120 318.173 19.360 -45.106 .015 .097
10 6.508 322.894 329.402 72.309 45.166 .055 .100
11 1.237 322.894 324.131 5.900 -45.839 .004 .099
Mt Mb V p
Mt Mb V p
Mt Mb V p
1 1.509
1.532
·ººº
.000
1.509
1.532
29.865
29.669
-.880
-.871
.051
.050
.006
.007
2
3 1.510 .000 1.510 32.860 -1.026 .056 .006
4 1.061 8.094 9.452 37.573 4.882 .064 .040
5 1.078 8.094 9.466 37.433 4.888 .064 .040
6 1.072 8.094 9.480 39.703 4.777 .068 .040
7 1.061 8.094 9.188 4.309 -6.117 .007 .039
8 1.078 8.094 9.203 4.169 -6.111 .007 .039
9 1.062 8.094 9.204 6.439 -6.221 .011 .039
10 .891 8.268 9.418 32.993 5.182 .056 .040
11 .639 8.268 8.907 -.984 -6.052 -.002 .038
Mt Mb V p
Mt Mb V p
·ººº
1 1.510 .000 l. 510 55.920 -.154 .095 .006
2 1.504 1.504 55.701 -.392 .095 .006
3 l. 674 .000 l. 674 61.999 -.320 .105 .007
4 l. 744 5.354 7.560 64.610 1.899 .110 .032
5 l. 740 5.354 7.557 64.454 l. 730 .110 .032
6 1.861 5.354 7.712 68.933 1.781 .117 .033
7 .373 5.354 5.819 13.818 -2.113 .024 .025
8 .751 5.354 6.196 13.662 -2.283 .023 .026
9 .612 5.354 6.087 18.141 -2.231 .031 .026
10 1.504 5.468 7.370 55.713 1.913 .095 .031
11 .369 5.468 5.863 3.833 -2.185 .007 .025
Columna 3, nivel 5 .70 X .40 )
Mt Mb V I?
Mt Mb V I?
1
2
l. 748
1.653
l. 771
·ººº
.000
.000
1.748
l. 653
l. 771
18.296
16.820
19.155
.996
1.014
1.174
.031
.029
.033
.007
.007
.008
3
4 1.229 7.938 9.349 24.131 6.151 .041 .040
5 1.163 7.938 9.275 23.081 6.164 .039 .039
6 1.245 7.938 9.371 24.742 6.277 .042 .040
7 1.229 7.938 9.178 1.535 -4.752 .003 .039
8 1.163 7.938 9.104 .485 -4.740 .001 .039
9 1.245 7.938 9.200 2.146 -4.626 .004 .039
10 .759 8.108 9.028 21.117 6.070 .036 .038
11 .759 8.108 8.867 -1.964 -5.067 -.003 .038
Mt Mb V I?
Mt Mb V p
Mt Mb V p
r
46.172 6.079 -16.106 .005 .014
'
y
9 2.382 43.516 45.972 6.698 -15.849 .005 .014
r, 10 2.613 44.449 47.385 29.031 18.848 .022 .014
11 1.437 44.449 45.904 1.661 -16.873 .001 .014
Columna 4, nivel 3 ( .25 X 2.50)
f'· Mt Mb V p
D 1.919 1.786 1.059 25.465
r:
f
Ll .805 -.149 .188 l. 715
L2 -.144 .767 .178 1.092
s 32.400 60.200 17.340 14.810
t·
4 4.470 76.997 82.422 49.667 25.628 .038 .025
1
5 4.398 76.997 82.334 48.870 25.616 .037 .025
t, 6 4.596 76.997 82.574 51.065 25.856 .039 .025
7 2.640 76.997 79.794 8.199 -22.924 .006 .024
8 2 .455 76.997 79.593 7.402 -22.936 .006 .024
r 9
10
2.388
3.969
76.997
78.647
79.568
83.477
9.597
44.097
-22.696
25.749
.007
.034
.024
.025
1l
i
11 1.441 78.647 80.122 l. 740 -23.843 .001 .024
Columna 4, nivel 2 ( .25 X 2.50)
f
Mt Mb V p
D l. 795 1.571 .962 33.797
1
Ll -.148 .748 .172 1.575
L2 .769 -.205 .161 2.300
s 47.120 107.500 23.460 19.690
1
i M2b M2s Mu Pu Vu ku ku*e/t
1 4.818 .000 4.818 53.531 1.752 .041 .001
2 4.935 .000 4.935 54.835 l. 733 .042 .002
3 5.190 .000 5.190 57.670 2.042 .044 .002
4 5.856 140.647 148.772 65.069 34.074 .050 .045
5 5.940 140.647 148.889 65.996 34.060 .050 .045
1 6 6.121 140.647 149.141 68.012 34.280 .052 .045
j: 7 2.239 140.647 143.228 9.937 -31.614 .008 .044
8 2.504 140.647 143.525 10.864 -31.628 .008 .044
t
9 2.249 140.647 143.340 12.880 -31.408 .010 .044
10 5.272 143.661 151.012 58.574 34.414 .045 .046
'·
11 1.356 143.661 145.096 2.261 -32.682 .002 .044
Columna 4, nivel 1 ( .25 X 2.50)
Mt Mb V p
D l. 487 .194 .373 43.449
¡
r
Ll .684 .089 .172 2.745
L2 -.169 -.022 -.043 2.135
s 96.440 225.800 31.820 23.220
Pórtico Eje B
5 pisos 4.50 3.50 3.50 3.50 3.50
3 vanos 6.0 6.0 6.0
niveles 1 a 5
vigas 1 a 3 .30 .70
columnas 1 4 0.7 0.4
columnas 2 3 0.5 0.5
cargas
nivel 5
vigas 1 a 3 w l. 64 0.30
niveles 1 a 4
vigas 1 a 3 w 1.80 0.70
Análisis
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
4.04
Ἴ 7.53
3.91
6.40
23.6
27.0
23.9
4.09 23.766 -19.306 18.737 -23.138 8.41 10.50 20.4
4. 64 32.799 -31.901 17.838 -24.684 14.47 14.92 17.8
5.19 42.315 -45.128 16.938 -26.230 21.25 19.92 15.8
5.75 51.465 -60.113 16.039 -27.776 27.46 23.87 14.2
X Md Ml M2 Ms Vd Vl V2 Vs
-9.330
21.314
20.206
19.315
-19.315
-20.206
5.26
.00
6.40
3.42
6.40
24.6
28.2
24.6
3.55 14.779 -21.314 5.26
4.10 24.395 -21.068 18.424 -22.847 9.23 10.80 21.0
4.65 33.284 -33.399 17.533 -24.379 15.23 15.17 18.3
5.20 42.683 -46.615 16.642 -25.911 21.86 20.13 16.2
5.75 51.592 -61.288 15.751 -27.444 27.94 23.92 14.5
X Md Ml M2 Ms Vd Vl V2 Vs
-10.919
21.592
20.449
19.550
-19.636
-20.535
-21.689
4.04
.00
6.18
6.40
3.91
7.53
23.9
27.0
23.6
4.14 27.170 -23.062 18.651 -23.236 10.17 12.13 20.2
4.69 36.184 -35.705 17.752 -24.782 16.41 16.66 17.7
5.24 45.785 -48.847 16.853 -26.328 22.79 21.52 15.7
5.80 54.887 -63.790 15.953 -27.874 28.98 25.29 14.1
Viga 1, nivel 3 .30 X .70 )
X Md Ml M2 Ms Vd Vl V2 Vs
.20 -3.868 -1.218 -.246 -40.740 4.941 1.961 -.057 14.220
2.98 2.912 1.528 -.404 -1.280 -.054 .018 -.057 14.220
5.75 -4.169 -1.116 -.563 38.180 -5.049 -1.924 -.057 14.220
Envolventes de Momentos y Fuerzas Cortantes Refuerzo {ACI 318-83)
3.98
Ἴ 7.56
3.99
6.40
24.3
27.6
24.0
4.09 23.566 -19.172 18.488 -23.107 8.35 10.40 20.5
4.64 32.451 -31.732 17.589 -24.653 14.38 14.75 17.9
5.19 41.832 -45.008 16.689 -26.199 21.20 19.66 15.8
5.75 50.845 -59.978 15.790 -27.746 27.40 23.62 14.2
X Md Ml M2 Ms Vd Vl V2 Vs
.25
3.00
5.75
-4.491
2.315
-4.491
-.547
-.547
-.547
-1.205
1.441
-1.205
-38.260
.000
38.260
·ººº
4.950
-4.950
.000
.000
.000
l.925
.000
-1.925
13.910
13.910
13.910
-9.267
21.006
19.891
19.000
-19.000
-19.891
-21.006
5.22
5.22
Ἴ 6.40
3.39
6.40
25.5
29.4
25.5
4.10 24.016 -20.838 18.109 -22.539 9.12 10.62 21.6
4.65 32.706 -32.980 17.218 -24.071 15.01 14.87 18.8
5.20 41.933 -46.017 16.327 -25.603 21.61 19.71 16.6
5.75 50.670 -60.522 15.436 -27.135 27.63 23.54 14.8
X Md Ml M2 Ms Vd Vl V2 Vs
-6.674
20.212
19.077
18.178
-18.405
-19.304
-20.548
5.64
3.73
Ἴ 7.22
3.93
6.40
28.2
30.0
27.0
4.09 22.266 -18.131 17.279 -22.094 7.87 9.79 22.6
4. 64 30.481 -30.109 16.380 -23.640 13.57 13.76 19.5
5.19 39.215 -42.940 15.480 -25.186 20.27 18.25 17.1
5.75 47.559 -57.349 14.581 -26.733 26.31 22.25 15.2
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
3.29
Ἴ 6.10
3.18
6.10
30.0
30.0
30.0
3.55
4.10 16.706 -13.937 11.573 -16.139 6.40 7.23 30.0
4.65 21.790 -22.557 10.682 -17.671 9.93 9.57 30.0
5.20 27.399 -32.170 9.791 -19.204 14.60 12.24 30.0
5.75 32.538 -43.153 8.900 -20.736 20.38 14.79 26.4
X Md Ml M2 Ms Vd Vl V2 Vs
Mt Mb V p
Mt Mb V p
1 4.239
4.120
·ººº
.000
4.239
4.120
23.636
25.862
-2.584
-2.541
.040
.044
.018
.018
2
3 4.293 .000 4.293 27.418 -3.052 .047 .018
4 2.981 20.594 24.482 43.764 12.745 .074 .104
5 2.898 20.594 24.432 45.348 12.776 .077 .104
6 3.020 20.594 24.583 46.454 12.413 .079 .105
7 2.981 20.594 23.575 -10.640 -16.375 -.018 .100
8 2.898 20.594 23.492 -9.056 -16.344 -.015 .100
9 3.020 20.594 23.614 -7.950 -16.707 -.014 .100
10 l.764 21.035 23:648 41.033 13.628 .070 .101
11 l.764 21.035 22.799 -14.537 -16.116 -.025 .097
Mt Mb V p
Mt Mb V p
·ººº
2 1.734 .000 l. 734 64.216 -.567 .109 .007
3 2.667 2.667 73.110 -1. 000 .124 .011
4 3.130 19.796 26.266 115.924 5.631 .197 .112
5 3.098 19.796 26.187 114.751 6.022 .195 .111
6 3.269 19.796 26.578 121.076 s. 714 .206 .113
7 2.100 19.796 21.896 -23.516 -7.205 -.040 .093
8 1.055 19.796 20.851 -24.689 -6.813 -.042 .089
9 l. 876 19.796 21.672 -18.364 -7.121 -.031 .092
10 2.846 20.220 26.079 105.396 6.145 .179 .111
11 1.095 20.220 21.316 -37.032 -6.966 -.063 .091
Mt Mb V p
·ººº
1 1.402 .000 l. 402 19.964 -.404 .038 .005
2 .764 .764 20.000 .044 .038 .003
3 .648 .000 .648 21.593 -.233 .041 .002
4 .994 48.653 49.952 14.484 31.144 .028 .190
5 .546 48.653 49.504 14.509 31.463 .028 .189
6 .469 48.653 49.451 15.643 31.266 .030 .188
7 .994 48.653 49.931 13.501 -31.716 .026 .190
8 .546 48.653 49.483 13.527 -31.397 .026 .189
9 .440 48.653 49.401 14.660 -31.594 .028 .188
10 .346 49.696 50.288 11.524 32.027 .022 .192
11 .316 49.696 50.237 10.520 -32.180 .020 .191
Informe de Ingeniería - 19 -
Mt Mb V p
Mt Mb V p
1
2
1.994
1.995
·ººº
.000
2.030
2.031
66.458
66.495
-.092
-.103
.127
.127
.008
.008
3 2 .272 .000 2.272 75.738 -.109 .144 .009
4 1.432 40.617 43.067 47.734 28.328 .091 .164
5 l. 433 40.617 43.069 47.760 28.320 .091 .164
6 l. 630 40.617 43.391 54.333 28.316 .103 .165
7 1.365 40.617 42.951 45.512 -28.456 .087 .164
8 1.366 40.617 42.953 45.539 -28.464 .087 .164
9 1.563 40.617 43.277 52.112 -28.468 .099 .165
10 1.064 41.487 43.306 35.463 28.949 .068 .165
11 .996 41.487 43.189 33.195 -29.052 .063 .165
Mt Mb V p
Mt Mb V p
D .162 .079 .053 65.112
Ll .765 .372 .253 9.459
L2 -.697 -.339 -.230 9.474
s 13.060 21.580 7.694 1.519
Informe de Ingeniería - 20 -
Mt Mb V p
·ººº
2 .764 .000 .764 20.000 -.044 .038 .003
3 .648 .648 21.593 .233 .041 .002
4 .994 48.653 49.952 14.484 31.716 .028 .190
5 .546 48.653 49.504 14.509 31.397 .028 .189
6 .469 48.653 49.451 15.643 31.594 .030 .188
7 .994 48.653 49.931 13.501 -31.144 .026 .190
8 .546 48.653 49.483 13.527 -31.463 .026 .189
9 .440 48.653 49.401 14.660 -31.266 .028 .188
10 .346 49.696 50.288 11.524 32.180 .022 .192
11 .316 49.696 50.237 10.520 -32.027 .020 .191
Mt Mb V p
Mt Mb V p
Mt Mb V p
39.646
2.769
3.092
42.914
89.899
103.050
64.705
-.187
-.158
26.119
.171
.196
.123
.011
.012
.163
5 l. 940 39.646 42.911 64.652 26.034 .123 .163
6 2.220 39.646 43.356 74.004 26.055 .141 .165
7 1.846 39.646 42.751 61.549 -26.213 .117 .163
8 1.845 39.646 42.748 61.497 -26.298 .117 .163
9 2.125 39.646 43.195 70.849 -26.277 .135 .165
10 1.431 40.495 42.894 47.705 . 26.669 .091 .163
11 1.334 40.495 42.730 44.482 -26.785 .085 .163
Mt Mb V p
1
2
3.441
3.442
·ººº
.000
3.441
3.442
114.694
114.722
-.535
.334
.218
.219
.013
.013
3 3.952 .000 3.952 131.748 -.121 .251 .015
4 2.478 30.212 34.694 82.602 10.392 .157 .132
5 2.479 30.212 34.695 82.622 11.010 .157 .132
6 2.842 30.212 35.374 94.729 10.687 .180 .135
7 2.350 30.212 34.456 78.348 -11.151 .149 .131
8 2.351 30.212 34.458 78.369 -10.533 .149 .131
9 2.714 30.212 35.135 90.476 -10.857 .172 .134
10 1.823 30.859 34.161 60.773 10.954 .116 .130
11 1.693 30.859 33.920 56.429 -11.050 .107 .129
Mt Mb V p
i
1
M2b
2.981
l. 734
·ººº
M2s
.000
Mu
2.981
l. 734
Pu
65.864
64.216
Vu
1.118
.567
ku
.112
.109
ku*e/t
.013
.007
2
3 2.667 .000 2.667 73.110 1.000 .124 .011
4 3.130 19.796 26.238 115.924 7.205 .197 .112
5 3.098 19.796 26.174 114.751 6.813 .195 .111
6 3.269 19.796 26.552 121.076 7.121 .206 .113
7 2.100 19.796 21. 896 -23.516 -5.631 -.040 .093
8 1.055 19.796 20.851 -24.689 -6.022 -.042 .089
9 1.876 19.796 21.672 -18.364 -5.714 -.031 .092
10 2.846 20.220 26.068 105.396 6.966 .179 .111
11 1.095 20.220 21.316 -37.032 -6.145 -.063 .091
Informe de Ingeniería _ 23 _
Pórticos Ejes 1 y 4
5 pisos 4.50 3.50 3.50 3.50 3.50
2 vanos 5.875 5.875
niveles 1 a 5
vigas 1 2 .25 .60
columnas 1 3 .25 2.5 .46
columna 2 0.40 0.70
cargas
nivel 5
vigas 1 2 w 2.14 0.47
niveles 1 a 4
vigas 1 2 w 2.39 1.09
Análisis
Ἴ
2.96 5.087 -2.548 8.132 -4.281 1.68 3.39 27.0
3.39 3.411 .000 6.915 -5.105 2.26 27.0
3.82 3.932 .000 5.697 -5.928 .00 2.61 27.0
4.24 6.078 -2.462 4.871 -6.966 l. 62 4.07 27.0
4.67 7.704 -5.524 4.048 -8.184 3.69 4.50 27.0
5.10 8.821 -8.937 3.225 -9.402 4.56 4.50 27.0
5.53 9.945 -12.779 2.401 -10.620 6.65 5.10 27.0
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
-2.443
7.681
6.617
5.698
-6.932
-8.180
-9.849
.53
.00
3.85
2.98
27.0
27.0
1.61 3.95 27.0
3.34 7.389 -6.389 4.778 -11.519 4.28 4.50 27.0
3.77 8.931 -11.193 3.859 -13.188 5.77 4.56 27.0
4.20 10.384 -17.177 2.939 -14.857 9.14 5.34 27.0
4.63 11.445 -23.874 2.020 -16.526 13.22 5.91 23.7
Viga 1, nivel 2 .25 X .60 )
X Md Ml M2 Ms Vd Vl V2 Vs
X Md Ml M2 Ms Vd Vl V2 Vs
Mt Mb V p
D -11.588 -6.258 -5.099 13.284
Ll -2.765 .059 -.773 1.853
L2 -.254 -2.857 -.889 .052
s 12.000 24.210 5.169 3.332
Mt Mb V p
D -6.401 -6.154 -3.587 27.416
11 -.105 -2.726 -.809 1.836
12 -2.700 -.017 -.776 4.069
s 35.360 29.030 12.040 7.446
·ººº
2 12.428 .000 12.428 48.448 -6.778 .037 .004
3 12.180 12.180 51.753 -8.234 .039 .004
4 8.511 44.447 53.473 41.561 12.054 .032 .016
5 8.749 44.447 53.754 44.419 12.096 .034 .016
6 8.573 44.447 53.607 46.769 11.060 .036 .016
7 8.511 44.447 53.206 20.712 -21.658 .016 .016
8 8.749 44.447 53.477 23.571 -21.616 .018 .016
Informe de Ingeniería - 27 -
Mt Mb V p
·ººº
1 12.180 .000 12.180 72.653 -6.569 .055 .004
2 11.626 11.626 69.458 -6.539 .053 .004
3 11.815 .000 11.815 79.940 -7.940 .061 .004
4 8.576 72.897 82.770 67.158 18.584 .051 .025
5 8.186 72.897 82.341 64.886 18.606 .049 .025
6 8.316 72.897 82.617 72.340 17.609 .055 .025
7 8.576 72.897 82.133 34.790 -27.812 .027 .025
8 8.186 72.897 81.698 32.518 -27.790 .025 .025
9 8.316 72.897 81.971 39.972 -28.787 .030 .025
10 4.845 74.459 80.349 53.834 20.595 .041 .024
11 4.621 74.459 79.477 20. 772 -26.796 .016 .024
Mt Mb V p
Mt Mb V p
Mt Mb V p
1
2
1.341
1.341
·ººº
·ººº 1.341
1.341
18.683
18.683
-.209
.209
.032
.032
.003
.003
3 .728 .000 .730 20.225 .000 .034 .002
4 .954 18 .114 19.190 13.095 10.125 .022 .047
5 .954 18.114 19.190 13.095 10.422 .022 .047
6 .511 18.114 18.757 14.191 10.273 .024 .046
7 .954 18.114 19.190 13.095 -10.422 .022 .047
8 .954 18.114 19.190 13.095 -10.125 .022 .047
9 .511 18.114 18.757 14.191 -10.273 .024 .046
10 .370 18.502 18.970 10.285 10.493 .017 .046
11 .370 18.502 18.970 10.285 -10.493 .017 .046
Mt Mb V p
Mt Mb V p
Mt Mb V p
·ººº
1 3.239 .000 3.273 89.981 -.047 .153 .008
2 3.239 3.273 89.981 .047 .153 .008
3 3.770 .000 3.770 104. 728 .000 .178 .009
4 2.273 13.125 15.976 63.150 7.784 .107 .039
5 2.273 13.125 15.976 63.150 7.851 .107 .039
6 2.651 13.125 16.435 73.637 7.818 .125 .040
7 2.273 13.125 15.976 63.150 -7.851 .107 .039
8 2.273 13.125 15.976 63.150 -7.784 .107 .039
9 2.651 13.125 16.435 73.637 -7.818 .125 .040
10 l.625 13.406 15.436 45.140 7.985 .077 .038
11 1.625 13.406 15.436 45.140 -7.985 .077 .038
Mt Mb V p
·ººº
1 4.178 .000 4.178 116.068 .572 .197 .010
2 4.178 4.178 ll6.068 -.572 .197 .010
3 4.877 .000 5.043 135.466 .000 .230 .012
4 2.933 12.650 16.191 81.463 4.259 .139 .039
5 2.933 12.650 16.191 81.463 3.444 .139 .039
6 3.429 12.650 16.797 95.257 3.851 .162 .041
7 2.933 12.650 16.191 81.463 -3.444 .139 .039
8 2.933 12.650 16.191 81.463 -4.259 .139 .039
9 3.429 12.650 16.878 95.257 -3.851 .162 .041
10 2.088 12.921 15.476 58.002 3.934 .099 .038
11 2.088 12.921 15.476 58.002 -3.934 .099 .038
Mt Mb V p
Mt Mb V p
Mt Mb V p
D 6.168 5.890 3.445 41.448
Ll .026 2.640 .762 4.048
L2 2.722 .003 .778 5.823
s 31.080 57.040 16.570 11.560
Mt Mb V p
D 5.903 5.689 3.312 55.323
Ll 2.778 -.124 .758 8.026
L2 -.131 2.694 .732 5.753
s 45.660 104.500 22.610 15.360
·ººº
2 11.496 .000 11.496 93.340 6.286 .071 .004
3 11.324 11.324 107.787 7.651 .082 .003
4 8.420 136.804 148.369 89.866 36.102 .068 .045
5 8.097 136.804 147.939 86.957 36.069 .066 .045
6 8.751 136.804 148.962 97.230 37.039 .074 .045
7 8.420 136.804 146.850 46.858 -27.206 .036 .045
8 8.097 136.804 146.426 43.949 -27.239 .033 .045
9 7.971 136.804 146.662 54.222 -26.269 .041 .045
10 6.458 139.735 148.732 71.755 35.313 .055 .045
11 4.418 139.735 145.129 27.826 -29.352 .021 .044
Mt Mb V p
D 5.369 .699 l.348 70.480
Ll -.026 .680 .145 7.951
L2 2.450 -.364 .464 9.648
s 94.920 219.300 30.480 18.110
Pórticos Ejes 2 y 3
5 pisos 4.50 3.50 3.50 3.50 3.50
2 vanos 6.775 6.775
niveles 1 a 5
vigas 1 2 .30 .70
columnas 1 3 .40 .70
columna 2 .50 .50
cargas
nivel 5
vigas 1 2 w 3.92 0.90
niveles 1 a 4
vigas 1 2 w 4.40 2.10
Análisis
Ἴ
3.44 15.997 .000 6.701 -6.629 .00 6.90 30.0
4.06 14.805 .000 4.320 -9.461 6.40 30.0
4.67 12.804 -1.454 2.142 -12.714 .80 6.40 30.0
5.29 11.920 -9.428 .000 -15.967 5.31 6.40 30.0
5.91 9.420 -18.971 .000 -19.220 8.26 5.31 30.0
6.52 7.379 -31.283 .000 -22.852 14.16 4.14 21.0
X Md Ml M2 Ms Vd Vl V2 Vs
.00
Ἴ 6.40
6.40
6.90
30.0
30.0
30.0
3.34
3.96 16.743 -.553 4.450 -9.954 .30 7.24 30.0
4.57 17.528 -6.583 2.272 -13.207 3.68 7.60 30.0
5.19 16.303 -14.338 .093 -16.460 6.40 7.04 30.0
5.81 15.261 -24.891 .000 -19.713 11.03 6.57 30.0
6.42 13.300 -38.032 .000 -23.542 17.62 6.40 19.7
X Md Ml M2 Ms Vd Vl V2 Vs
Ἴ
2.82 19.708 -2.145 15.183 -6.614 1.19 8.60 30.0
3.44 20.015 .000 10.671 -9.064 8.74 30.0
4.06 19.102 .000 7.809 -13.058 .00 8.32 30.0
4.67 19.796 -6.079 5.364 -17.571 3.40 8.64 30.0
5.29 19.418 -16.079 2.919 -22.083 6.94 8.47 22.7
5.91 18.185 -28.695 .474 -26.596 12.88 7.90 15.4
6.52 17.721 -46.510 .000 -31.109 21.82 7.69 11.6
X Md Ml M2 Ms Vd Vl V2 Vs
.25
.87
17.721
18.185
-46.510
-28.695
31.109
26.596
·ººº
-.474
21.82
12.88
7.69
7.90
11.6
15.4
l.49 19.418 -16.079 22.083 -2.919 6.94 8.47 22.7
2.10 19.796 -6.079 17.571 -5.364 3.40 8.64 30.0
Ἴ
2.72 19.102 .000 13.058 -7.809 .00 8.32 30.0
3.34 20.015 .000 9.064 -10.671 8.74 30.0
3.96 19.708 -2.145 6.614 -15.183 1.19 8.60 30.0
4.57 20.614 -10.865 4.168 -19.696 6.15 9.02 30.0
·ººº
5.19 18.827 -21.346 1.723 -24.209 9.36 8.19 18.5
5.81 19.135 -37.008 -28.721 17.09 8.34 13.4
6.42 17.932 -55.945 .000 -33.775 25.73 7.78 10.2
X Md Ml M2 Ms Vd Vl V2 Vs
·ººº
3.44 20.281 .000 10.370 -9.475 .00 8.86 30.0
4.06 19.067 7.571 -13.484 .00 8.30 30.0
4. 67 19.413 -6.322 5.126 -17.997 3.53 8.46 30.0
5.29 18.850 -16.578 2.681 -22.509 7.17 8.20 21.7
5.91 17.510 -29.432 .235 -27.022 13.24 7.59 14.9
6.52 16.901 -47.512 .000 -31.535 22.23 7.31 11.4
X Md Ml M2 Ms Vd Vl V2 Vs
Ἴ
2.82 19.837 -1.595 14.157 -6.538 .88 8.66 30.0
3.44 20.091 .000 9.644 -9.172 8.78 30.0
4.06 18.703 .000 6.890 -13.213 .00 8.14 30.0
4.67 18.543 -6.219 4.445 -17.725 3.47 8.06 30.0
5.29 17.532 -16.286 1.999 -22.238 7.04 7.60 22.3
5.91 15.902 -29.063 .000 -26.751 13.06 6.86 15.2
6.52 14.872 -46.975 .000 -31.668 22.01 6.40 11.3
X Md Ml M2 Ms Vd Vl V2 Vs
.25
.87
14.872
15.902
17.532
-46.975
-29.063
-16.286
31.668
26.751
22.238
·ººº
.000
-1.999
22.01
13.06
7.04
6.40
6.86
7.60
11.3
15.2
22.3
1.49
2.10
2.72
18.543
18.703
20.091
·ººº
-6.219
.000
17. 725
13.213
9.172
-4.445
-6.890
-9.644
3.47
.00
.00
8.06
8.14
8.78
30.0
30.0
30.0
3.34
3.96 19.837 -1.595 6.538 -14.157 .88 8.66 30.0
4.57 20.776 -9.625 4.092 -18.670 5.43 9.09 30.0
5.19 18.928 -19.433 1.647 -23.183 8.47 8.24 20.3
5.81 19.022 -34.289 .000 -27.695 15.68 8.28 14.3
6.42 17.774 -52.530 .000 -33.006 24.31 7.71 10.6
X Md Ml M2 Ms Vd Vl V2 Vs
Ἴ
2.20 19.148 -5.876 15.549 -2.318 3.28 8.34 30.0
Ἴ
2.82 19.040 .000 11.036 -4.763 8.29 30.0
3.44 20.329 .000 6.548 -7.547 8.89 30.0
4.06 18.162 .000 4.103 -11.885 .00 7.89 30.0
4.67 14.988 -3.998 1.658 -16.398 2.22 6.45 30.0
5.29 12.049 -13.062 .000 -20.911 6.40 6.40 25.8
5.91 9.324 -25.603 .000 -26.545 11.38 5.25 15.4
6.52 6.573 -42.695 .000 -32.955 20.13 3.68 10.6
X Md Ml M2 Ms Vd Vl V2 Vs
Ἴ
3.34 20.329 .000 7.547 -6.548 .00 8.89 30.0
3.96 19.040 .000 4.763 -11.036 8.29 30.0
4.57 19.148 -5.876 2.318 -15.549 3.28 8.34 30.0
5.19 16.470 -13.694 .000 -20.061 6.40 7.12 28.7
5.81 14. 672 -26.089 .000 -25.334 11.61 6.40 16.9
6.42 12.328 -42.466 .000 -31.743 20.01 6.40 11.3
Mt Mb V p
Mt Mb V p
Mt Mb V p
Mt Mb V p
Mt Mb V p
Mt Mb V p
D .000
.665
·ººº
-2.143
.000
-.422
28.410
2.774
Ll
L2 -.665 2.143 .422 2.774
s 22.390 18.340 11.640 .000
Mt Mb V p
Mt Mb V p
Mt Mb V p
D
Ll
.000
-1.794
·ººº
l.451
.000
-.098
120.392
23.469
L2 l. 794 -1.451 .098 23.469
s 15.860 18.160 9.719 .000
Mt Mb V p
·ººº
1 8.550 .000 8.550 285.009 l.848 .543 .033
2 8.550 8.550 285.009 -1.848 .543 .033
3 10.207 .000 10.207 340.225 .000 .648 .039
4 6.004 15.358 24.182 200.120 6.880 .381 .092
5 6.004 15.358 24.182 200.120 4.253 .381 .092
6 7.182 15.358 26.040 239.384 5.566 .456 .099
7 6.004 15.358 24.182 200.120 -4.253 .381 .092
8 6.004 15.358 24.182 200.120 -6.880 .381 .092
9 7.182 15.358 26.040 239.384 -5.566 .456 .099
10 4.136 15.687 21.701 137.876 5.686 .263 .083
11 4.136 15.687 21.701 137.876 -5.686 .263 .083
Mt Mb V p
Mt Mb V p
Fin
ANEXONº 7
2 3 4 5 6 7 8 9 10
Tramo .. -··-·-,- -
Altura arriba
T
Luz 6.00 6.00 6.00
Altura abajo
2 3 4 5 6 7 8 9 10
Tramo .. ----- ··- ._,.____ . . ...- .. .. ·-
·--·-·,- --····· . ,
n
Columna arriba
Viga 1 a1 a1
Columna abajo . •····· ·---- ,...
Nudo 3 4 5 6 8 9 10 11
X 0.125 0.698 1.270 1.843 2415 2.888 3.560 4.133 4.705 5.278 5.850
o 0.075 0.388 0.571 0.692 0.727 o.6n 0.541 0.321 0.015 -0.376 -0.852
s
Lmln -0.004 -0.023 -0.042 -0.061 -0.061 -0.100 -0.119 -0.138 -0.157 -0.216 -0.459
Lmáx 0.040 0.197 0.306 0.372 0.391 0.373 0.337 0.267 0.163 0.064 0.071
X 0.125 0.698 1.270 1.843 2.415 2.888 3.560 4.133 4.705 5.278 5.850
o 0.582 0.434 0.285 0.136 -0.013 -0.162 -0.311 -0.480 -0.606 -0.757 -0.906
s
Lmln -0.033 -0.033 -0.033 -0.033 -0.033 -0.067 -0.167 -0.247 -0.328 -0.406 -0.488
Lmáx 0.314 0,233 0.153 0.068 0.028 0.012 0.012 0.012 0.012 0.012 0.012
X 0.150 0.720 1.290 1.860 2430 3.000 3.570 4.140 4.710 5.280 5.850
o -0.876 -0.496 -0.201 0.010 0.137 0.179 0.137 0.010 -0.201 -0.496 -0.876
s
Lmln -0.472 -0.267 -0.200 -0.200 -0.200 -0.200 -0.200 -0.200 -0.200 -0.267 -0.472
Lmáx 0.064 0.031 0.119 0.204 0.255 0.272 0.255 0.204 0.119 0.031 0.064
Mumfn -2164 -1.226 -0.661 -0.344 -0.154 -0.091 -0.154 -0.344 -0.661 -1.226 -2184
Mumáx 0.363 0.666 0.760 0.666 0.383
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.280 5.850
o 0.741 0.593 0.445 0.296 0.148 0.000 -0.148 -0.296 -0.445 -0.593 -0.741
s
Lmln -0.058 -0.058 -0.058 -0.058 -0.058 -0.058 -0.118 .o.1n -0.239 -0.319 -0.399
Lmáx 0.399 0.319 0.239 0.1n 0.118 0.058 0.058 0.058 0.058 0.058 0.058
X 0.150 0.723 1.295 1· .868 2.440 3.013 3.585 4.158 4.730 5.303 5.875
o -0.852 -0.376 0.015 0.321 0.541 0.6TT 0.727 0.692 0.571 0.366 0.075
s
Lmln -0.459 -0.216 -0.157 -0.138 -0.119 -0.100 -0.061 -0.061 -0.042 -0.023 -0.004
Lmáx 0.071 0.064 0.163 0.267 0.337 0.373 0.391 0.372 0.306 0.197 0.040
X 0.150 0.723 1.295 1.888 2.440 3.013 3.585 4.158 4.730 5.303 5.875
o 0.906 0.757 0.606 0.480 0.311 0.162 0.013 -0.136 -0.285 -0.434 -0.562
s
Lmln -0.012 -0.012 -0.012 -0.012 -0.012 -0.012 -0.028 -0.068 -0.153 -0.233 -0.314
Lmáx 0.488 0.406 0.328 0.247 0.167 0.087 0.033 0.033 0.033 0.033 0.033
Refuerzo de Flexión
X 0.125 0.698 1.270 1.8'13 2.415 2.988 3.560 4.133 4.705 5.278 5.850
Refuerzo de Corte
X 0.125 0.698 1.270 1.843 2.415 2.988 3.560 4.133 4.705 5.278 5.850
Refuerzo de Flex/6n
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.280 5.850
Mumfn •2.164 .1.226 -0.661 -0.344 -0.154 -0.091 -0.154 -0.344 -0.661 •1.226 •2.164
Mumú 0.383 0.666 0.760 0.686 0.383
AoSIIP 2.99 1.61 0.83 0.58 0.25 0.15 0.25 0.58 0.83 1.61 2.99
Ao lnf 0.75 0.62 0.81 0.92 0.81 0.62 0.75
Refuerzo de Corte
X 0.150 0.720 1.290 1.eeo 2.430 3.000 3.570 4.140 4.710 5.260 5.850
Refuerzo de Flexión
X 0.150 0.723 1.295 1'.668 2.440 3.013 3.585 4.158 4.730 5.303 5.875
Refuerzo de Corte
X 0.150 0.723 1.295 1.868 2.440 3.013 3.585 4.158 4.730 5.303 5.875
1.00 1.00
0.80 0.80
0.60 0.60
e 0.40 0.40
0.20
--......�
0.20
::,:. 0.00 S: 0.00
:;E --0.20 20 > --0.20 $ 2 6 8 � 12 14 16'._
............... 18 20
--0.40 --0.40
--0.60 --0.60
--0.80 --0.80
-1.00 -1.00
x(m) x(m)
250 2.50
200 2.00
1.50 1.50
1.00
_ 1.00
! 0.50
- 0.50
;- 0.00
';' 0.00
20
> --0.50 $ 2 "- 4 6 8 "'-1.0 12 14 16'.. 18 20
::;; --0.50 -1.00
-1.00 -1.50
-1.50 -2.00
-200 -2.50
x(m) x(m)
2 3 4 5 6 7 8 9 10
Tramo
-¡
Altura arriba
Luz 6.00
·�
Altura abajo
L:
2 3 4 5 6 7 8 9 10
I I
Tramo
Columna arriba
Viga
¡
L_T
l
a1 11
1
a1
'ti
¡ l -· 1 J � . ·N= J Hft ...,i
Columna abajo
Nudo 2 3 4 5 6 7 8 9 10 11
Código 1
025
. !
¡
o.3o '
¡ 030
. i1 l• -¡--
1 ¡1 1 i ¡f ¡¡______¡
Indicar Fo valor numérico (ancho) para apoyo fijo, R para rótula, E para empotramiento y A para la combinación de Fy R
Análisis de Vigas
y Pórticos Simples
Combinaciones de Carga
º º
Diseño de Losa Aligerada 1 al 4 Nivel 1.5D+1.8L
Losa Tipo 02 NTEE-060 1.25 (D+S +L)
0.9D+1.25 S
PF versión 3 • HSF 1999
o 0.069 0.335 0.515 0.610 0.620 0.545 0.384 0.139 -0.192 -0.608 -1.110
Lmln -0.005 -0.029 -0.054 -0.078 -0.102 -0.126 -0.150 -0.175 -0.199 -0.328 -0.598
Lmáx 0.037 0.180 0.277 0.329 0.353 0.346 0.306 0.231 0.121
o 0.538 0.389 0.241 0.092 -0.057 -0.206 -0.355 -0.504 -0.653 -0.801 -0.950
s
Lmln -0.042 -0.042 -0.042 -0.042 -0.042 -0.111 -0.191 -0.271 -0.351 -0.432 -0.512
Lmáx 0.290 0.210 0.139 0.079 0.019
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.280 5.850
o -1.110 -0.610 -0.196 0.135 0.381 0.542 0.619 0.612 0.520 0.344 0.083
s
Lmln -0.598 -0.329 -0.199 -0.175 -0.151 -0.127 -0.103 -0.079 -0.054 -0.030 -0.006
Lmáx 0.120 0.229 0.305 0.346 0.353 0.329 0.280 0.185 0.045
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.280 5.850
D 0.950 0.802 0.654 0.506 0.357 0.209 0.061 -0.087 -0.235 -0.384 -0.532
s
Lmln -0.018 -0.077 -0.137 -0.207 -0.286
Lmáx 0.512 0.432 0.352 0.272 0.192 0.113 0.042 0.042 0.042 0.042 0.042
y Pórticos Simples
Refuerzo de Flexión
X 0.125 0.698 1.270 1.843 2.415 2.988 3.560 4.133 4.705 5.278 5.850
Refuerzo de Corte
X 0.125 0.698 1.270 1.843 2.415 2.988 3.560 4.133 4.705 5.278 5.850
Refuerzo de Flexión
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.280 5.850
Refuerzo de Corte
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.280 5.850
�
1.20 1.50
1.00
e o.40
0.20 e
:::::--...._
+�- --
.,...�===--.......
----,.----,----===:
i
0 00
- 0.00 +: > .
2 � � � 10 ---........_
�2 14
20 14 --0.50
--0.
� �----::'T "'�----
--0.60
�
-0.80 -1.50
x(m) x(m)
3.00 3.00
2.50
2.00 2.00
1.so
_ 1m
E 1.00
��
� 0,00 -t:-�---.-----"'-c---�--..-�------,.----�---� ��
>
-1.00
'IJ 2 .............. 4 6 8 10-----._ 12 14
-0.50 2 10 12 14
-1.00
-2.00
-1.50
-2.00 -3.00
X� X�
--��-�� -½�--½�
-,;-,-�--lC.J.+ 11'.l 3 _ •� ......
-- 7
--+.!;.���--�,.,,.,,"!L ��-: ,:.--·�.o:�:-�.'"I':""���-.�...-:;
Análisis de Vigas
y Pórticos Simples
¡ Diseño de Losa Aligerada Sto Nivel � z z �
Tramo
2 3 4 5 6 7 8 9 10
Altura arriba
7 .....J ff- s:Oo
¡
I
:
l - • I
i- r
f
II H .. ... · - . j -�
!
L___ =r
_ __
_ L___L___ _________:::r______j
Luz 6.00 6.00 [
!
, i
Altura abajo _J____ !
Tramo 2 3 4 5 6 7 8 9 10
Columna arriba
Viga
Columna abajo ¡- �-------------�------�-------�------�------------¡
Nudo 2 3 4 5 6 8 9 10 11
o 0.066 0.323 0.505 0.612 0.643 0.599 0.479 0.264 0.014 -0.332 -0.753
s
Lmln -0.002 -0.010 -0.016 -0.026 -0.035 -0.043 -0.051 -0.059 -0.067 -0.093 -0.197
Lmáx 0.017 0.064 0.132 0.160 0.166 0.160 0.145 0.115 0.070 0.026 0.030
o 0.515 0.384 0.252 0.120 -0.011 -0.143 -0.275 -0.407 -0.538 -0.670 -0.602
s
Lmln -0.014 -0.014 -0.014 -0.014 -0.014 -0.037 -0.072 -0.1oe -0.140 -0.175 -0.209
Lmáx 0.134 0.100 0.066 0.038 0.012 0.005 0.005 0.005 0.005 0.005 0.005
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.260 5.650
o .o.ns -0.439 -0.176 0.009 0.121 0.159 0.121 0.009 -0.176 -0.439 .o.ns
s
Lmln -0.202 -0.115 -0.086 -0.086 -0.086 -0.086 -0.086 -0.086 -0.086 -0.115 -0.202
Lmáx 0.028 0.013 0.051 0.086 0.109 0.117 0.109 0.086 0.051 0.013 0.026
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.260 5.650
o 0.656 0.524 0.393 0.262 0.131 0.000 -0.131 -0.262 -0.393 -0.524 -0.656
s
Lmín -0.025 -0.025 -0.025 -0.025 -0.025 -0.025 -O.OSO -0.076 -0.103 -0.137 -0.171
Lmáx 0.171 0.137 0.103 0.076 o.oso 0.025 0.025 0.025 0.025 0.025 0.025
X 0.150 0.723 1.295 1.568 2.440 3.013 3.585 4.156 4.730 5.303 5.675
o -0.753 -0.332 0.014 0.264 0.479 0.599 0.643 0.612 0.505 0.323 0.066
s
Lmln -0.197 -0.093 -0.067 -0.059 -0.051 -0.043 -0.035 -0.026 -0.016 -0.010 -0.002
Lmb 0.030 0.026 0.070 0.115 0.145 0.160 0.166 0.160 0.132 0.064 0.017
X 0.150 0.723 1.295 1.568 2.440 3.013 3.585 4.156 4.730 5.303 5.875
o 0.602 0.670 0.538 0.407 0.275 0.143 0.011 -0.120 -0.252 -0.364 -0.515
s
Lmln -0.005 -0.005 -0.005 -0.005 -0.005 -0.005 -0.012 -0.038 -0.066 -0.100 -0.134
Lmb 0.209 0.175 0.140 0.106 0.072 0.037 0.014 0.014 0.014 0.014 0.014
y Pórticos Simples
Refuerzo de Flexión
X 0.125 0.698 1.270 1.843 2.415 2.988 3.5e0 4.133 4.705 5.278 5.850
Refuerzo de Corte
X 0.125 0.698 1.270 1.843 2.415 2.988 3.5e0 4.133 4.705 5.278 5.850
s0113 11.0
Refuerzo de Flexión
X 0.150 0.720 1.290 1.860 2430 3.000 3.570 4.140 4.710 5.260 5.850
Refuerzo de Corte
X 0.150 0.720 1.290 1.860 2,430 3.000 3,570 4.140 4.710 5.260 5.850
•0113
Refuerzo de Flexión
X 0.150 0.723 1.295 1.868 2.440 3.013 3.565 4.156 4.730 5.303 5.875
Refuerzo de Corte
X 0.150 0.723 1.295 1.868 2440 3.013 3.565 4.156 4.730 5.303 5.875
•01113 11.0
Diagramas de Momentos Flectores Diagramas de Fuerzas Cortantes
1.00 1.00
0.80 0.80
0.60 0.60
0.40
e
0.40
0.20
0.20 E o.oo
; 0.00 > -0.20
-0.20 20 � 2 .......... 4 ----e 8 "'lll. ---i2 14 16.......... 18 20
-0.40
-0.40 -0.60
-0.60 -0.80
-0.80 -1.00
x(m) x(m)
200 2.00
1.50 1.50
1.00 1.00
e o.50
0.50
';' 0.00
oi 0.00 > -0.50 � 2 .......... 4 6 8 '"'lll. 12 14 1s, 18 20
-0.50
-1.00
-1.00 -1.50
-1.50 -2.00
x(m) x(m)
2 3 4 5 6 7 8 9 10
Tramo
Altura arriba
Luz
Altura abajo
2 3 4 5 6 7 8 9 10
Tramo
Columna arriba
Viga
. �
Nudo
Código 0.25 0.30
3
0.30
_____ _____
, ....�
4
..,__
- - --e-
5 6 7 8 9
�--- !
10
·-------
1 --·,
11
t
Indicar Fo valor numérico (ancho) para apoyo fijo, R para rótula, E para empotramiento y A para la combinación de F y R
Análisis de Vigas
y Pórticos Simples
Combinaciones de Carga
º
Diseño de Losa Aligerada 5 Nivel 1.50+1.8L
Losa Tipo 04 NTEE-060 1.25 (O + S +L)
0.9 O+ 1.25 S
PF vers/6n 3 • HSF 1999
o 0.061 0.296 0.456 0.540 0.549 0.482 0.340 0.123 -0.170 -0.538 -0.982
s
Lmln -0.002 -0.013 -0.023 -0.033 -0.044 -0.054 -0.064 -0.075 -0.085 -0.140 -0.256
Lmáx 0.016 0.077 0.119 0.141 0.151 0.148 0.131 0.099 0.052
o 0.476 0.345 0.213 0.081 -0.051 -0.182 -0.314 -0.446 -0.577 -0.709 -0.841
s
Lmln -0.018 -0.018 -0.018 -0.018 -0.018 -0.048 -0.082 -0.116 -0.151 -0.185 -0.219
Lmáx 0.124 0.090 0.060 0.034 0.008
o -0.982 -0.540 -0.173 0.119 0.337 0.480 0.548 0.541 0.460 0.304 0.073
s
Lmln -0.256 -0.141 -0.085 -0.075 -0.065 -0.054 -0.044 -0.034 -0.023 -0.013 -0.003
Lmáx 0.051 0.098 0.131 0.148 0.151 0.141 0.120 0.079 0.019
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5280 5.850
D 0.841 0.709 0.578 0.447 0.316 0.185 0.054 -0.077 -0.208 -0.339 -0.470
s
Lmln -0.008 -0.033 -0.059 -0.089 -0.123
Lmáx 0.219 0.185 0.151 0.117 0.082 0.048 0.018 0.018 0.018 0.018 0.018
y Pórticos Simples
Refuerzo de Flexión
X 0.125 0.698 1.270 1.843 2.415 2.988 3.560 4.133 4.705 5.278 5.850
Refuerzo de Corte
X 0.125 0.698 1.270 1.843 2.415 2.988 3.560 4.133 4.705 5.278 5.850
s0#3 11.0
Refuerzo de Flexión
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.280 5.850
Refuerzo de Corte
X 0.150 0.720 1.290 1.860 2.430 3.000 3.570 4.140 4.710 5.280 5.850
s0#3 11.0
Diagramas de Momentos Flectores 1 1
Diagramas de Fuerzas Cortantes
1.20 1.00
1.00 0.80
0,80 0.80
0.60 0.40
o.40 0.20
E
� 0.20 a a.oo
>
::;; 0.00
-0.20 12 14
-0.20
-0.40
t 2
............... 4--6 8 10-............_ -12 14
-0.40 -0.60
-0.60 -0.80
-0.80 -1.00
x(m) x(m)
2.50 2.00
200 1.50
1.50 1.00
1.00 0.50
E
� 0.50 � 0.00
>
::;; 0,00 -0,50 2 ............. 4 6 8 10 ............. 12 14
�
-0.50 2 10 14 ·1.00
•1.00 ·1.50
•1,50 ·2.00
x(m) x(m)
-Mumln -Mumáx -Vumin -Vumáx
Análisis de Vigas
y Pórticos Simples
� �
ilJiseito de Losa Aligerada 5 º Nivel ___ _
¡ Losa Tipo__ 05 --------------------------------·--------------b-----�------------ _______
PF versión 3 • HSF 1999
2 3 4 5 6 7 8 9 10
Tramo
Altura arriba
L_
Luz
Altura abajo ¡---
:��;"'"'..
.......i...�" q.,. + n· •(c. ;;:,,·;<li• 1-1.¡¡¡.}
2 3 4 5 6 7 8 9 10
L �
Viga
r-
T a1 tL ; -- -...- j ,:c,.;-.:::,c .,-, .>. • .. ..
.
. _,__ .",l, -----,, ., .-
-,
Columna abajo
3 4 5 6 8 9 10 11
Nudo 2
D 0.084 0.425 0.691 0.881 0.996 1.035 0.999 0.888 0.701 0.438 0.101
Lmin
Lmáx 0.022 0.111 0.180 0.230 0.260 0.270 0.261 0.232 0.183 0.114 0.026
Mumin
Mumáx 0.166 0.838 1.361 1.735 1.961 2.038 1.967 1.748 1.380 0.864 0.199
X 0.125 0.698 1.270 1.843 2.415 2.988 3.560 4.133 4.705 5.278 5.850
D 0.661 0.530 0.398 0.266 0.135 0.003 -0.129 -0.260 -0.392 -0.524 -0.656
s
Lmin -0.034 -0.068 -0.102 -0.137 -0.171
Lmáx 0.173 0.138 0.104 0.069 0.035 0.001
1· Pórticos Simples
Refuerzo de Flexión
X 0.125 0.698 1.270 1.843 2.415 2.988 3.560 4.133 4.705 5.278 5.850
Mumín
Mumáx 0.166 0.838 1.361 1.735 1.961 2.038 1.967 1.748 1.380 0.864 0.199
�sup
�lnf 0.27 1.02 1.67 2.15 2.44 2.54 2.45 2.16 1.70 1.05 0.32
Refuerzo de Corte
X 0.125 0.698 1.270 1.843 2.415 2.988 3.560 4.133 4.705 5.278 5.850
sQ#3
Diagramas de Momentos Flectores Diagramas de Fuerzas Cortantes
0.00 0.80
3 6 7 0.60
-0.20
0.40
e -0.40
e -0.60
0.20
a o.oo
> 1 2 7
-0.20 .Q 3 -----4 6
-0.80
-0.40
-1.00
-0.60
-1.20 -0.80
x(m) x(m)
0.00 1.50
3 6 7
1.00
-0.50
e
e
-1.00
0.50
� 0.00
i -1.50
>
-0.50
Q 1 2 3 ------4 5 6 7
-200 -1.00
-250 -1.50
x(m) x(m)
,,
PCACOL V2.30
4934
o o o
3947+-------___:_,__
o o o o
(/)
700 X 400 mm
::: = 21 MPa
= 420 MPa N
nfinement: Tied
r cover = 49 mm
369
iacing = 118 mm
</Mn (O º ) (kN·m)
10 N- 8 a t 1 . 8 2 %
= 5100 mm A 2
= 3.733e+009 mm A 4
1
= 1.143e+010 mm A 4
·1928
= O mm
' = n mm
1993 PCA
.censed To: Licensee name not yet specified .
. le name: C:\COQUI\CURSOT-l\DISEÑO-2\PCACOL\ClF-1.COL
�oject: Edificio-Talleres Material Properties:
--
o o o
+x
� 3947
o o o o
'700 X 400 mm p
n
e = 21 MPa
k
= 420 MPa N
1nfinement: Tied
·r cover = 49 mm
517
,acing == 118 mm
(/Mn (90º) (kN-m)
)0 N-8 at 1.82%
= 5100 mm"2
= 3.733e+OO9 mm"4
1
= l.143e+O1O mm"4
-1928
= O mm
= n mm
1993 PCA
censed To: Licensee name not yet specified.
le name: C:\COQUI\CURSOT-1\DISEÑ0-2\PCACOL\ClF-1.COL
�ject: Edificio-Talleres Material Properties:
o
3438-+-----....:...
o o o
'700 X 400 mm p
n
e = 21 MPa
k
= 420 MPa N
,nfinement: Tied
r cover = 50 mm
1acing = 122 mm
262
lO N-6 at 1.01%
</Mn (Oº) (kN-m)
. - 2840 mm"2
3.733e+009 mm"4 -1074
1
l.143e+010 mm"4
, = O mm
) = n mm
11993 PCA
.censed To: Licensee name not yet specified.
. le name: C:\COQUI\CURSOT-l\DISEÑO-2\PCACOL\C2F-l.COL
:oject: Edificio-Talleres Material Properties:
)lumn Id: C2 Ec = 23168 MPa eu = 0.003 mm/mm
1gineer: JORGE ARCE POMALIA fe = 17.85 MPa Es = 200000 MPa
o o
3438-i-----------.:�
o
o o o
1700 X 400 mm p
n
:e = 21 MPa
k
= 420 MPa N
mfinernent: Tied
·.r cover = 50 mm
�acing = 122 mm
455
'.O N-6 at 1.01%
(/Mn (90º) (kN-m)
; = 2840 mm "' 2
.' - 3.733e+009 mm "' 4 -1074
1
' = 1.143e+010 mm "' 4
) = O mm
) = n mm
1993 PCA
Lcensed To: Licensee narne not yet specified.
Lle name: C:\COQUI\CURSOT-l\DISEÑO-2\PCACOL\C2F-l.COL
roject: Edificio-Talleres Material Properties:
::>lumn Id: C2 Ec = 23168 MPa eu = 0.003 mm/mm
ngineer: JORGE ARCE POMALIA fe = 17.85 MPa Es = 200000 MPa
) o o 5110 ',,
',
o +x o 4088
o o o
500 X 500 mm p
n
--t,
'e = 21 MPa
k
y = 420 MPa N
·onfinement: Tied
502
1lr cover = 53 mm
n (Oº) (kN-m)
ipacing = 144 mm
' 8 bars at 2.82%
s = 7056 mm"2
K = 5. 208e+009 mm"4
1
y = 5.208e+009 mm"4 -2667
') = n mm
1 1993 PCA
icensed To; Licensee name not yet specified.
ile name: C:\COQUI\CURSOT-1\DISEÑO-2\PCACOL\C3F-l.COL
roject: Edificio-Talleres Material Properties:
) o o 5110
-
+x
y
) o
4088
) o o
j 500 X 500 mm p
n
·e = 21 MPa
k
, = 420 MPa N
mfinement: Tied
482
.r cover = 53 mm
(/)..An (90º) (kN-m)
i)acing = 144 mm
1
8 bars at 2.82%
3 = 7056 mm"2
e = 5.208e+009 mm"4
1
, = 5.208e+009 mm"4 -2667
)=Omm
) = n mm
19-93 PCA
Lcensed To: Licensee name not yet specified.
Lle name: C:\COQUI\CURSOT-1\DISEÑO-2\PCACOL\C3F-1.COL
roject: Edificio-Talleres Material Properties:
::>lumn Id: C3 Ec = 23168 MPa eu = 0.003 mm/mm
i!
1.
1
1'•):1 ANEXONº 9
"
:�
1}
,1
1t
:t
. -.
1'
1
:1
Propiedades de un Área Definida por las Coordenadas de sus Vértices HSF 1995
R
A= 260.063
)
X y X y
o 0.000 Ejes Originales
Propiedades de un Área Definida por las Coordenadas de sus Vértices HSF 1995 ,.
Coordenadas de los Vértices
R
Círculos: agregar (R+) o descontar (R-) A= 0.750
)
X y X y
o 0.000 Ejes Originales
2 2.5 0.000 ymax = 0.750
3 2.5 0.25 Ymin = 0.000
4 0.250 0.25 lx = 4.6875E-02
5 0.250 0.75 ly = 1.3047E+00
6 0.000 0.75 lxy = 1.0547E-01
7 0.000 o J = 1.4102E+00
8
9 Ejes Baricéntricos
10 X= 1.063
11 y= 0.188
12 lx = 2.0508E-02
13 ly = 4.5801E-01
14 lxy = -4.3945E-02
15 J = 4.7852E-01
16 i = 0.799
17 Stop = 3.6458E-02
[7
18 Sbot = 1.0937E-01
19 1
20 Ejes Principales
21 cp = 84.32
22 lx = 4.6238E-01
23 ly = 1.6137E-02
24 Los vértices deben darse en sentido antíhorarío sí el área es positiva y en sentido horario sí es negativa
25 Cada bloque correspondiente a un perfmetro, exterior o interior, debe terminarse con una ({nea en blanco