Descripción de la albañilería en la construccionDescripción completa
Descripción: ALBAÑILERIA CONFINADA
Mampostería confinadaDescripción completa
Descripción: albañileria
Descripción: MAMPOSTERIA
Descripción: analisis de albañileria
Descripción: aisladores y disipadores
Descripción: sistema de aisladores sismicos
VALOR DEL CORTANTE BASAL "X " hm = Z= U= S= R= Tp = Ct = C= T= ZUSC / R = P= CB = C/R =
10.28 0.4
Altura de la edificacion
1
3
1
1
3
1.2
2
6
4
0.6
Periodo del suelo 3
60 8.75 0. 0.1 171 0.20
2.5 (Tp /T) < 2.5, Para Tp > T entonces C = 2.5 Peri Period odo o fu fund ndam amen enta tall < 0.70 .70 Factor
877632 877 632.35 .35
Peso Peso Total Total de la la estru estructu ctura ra (Kg) (Kg)
17 1755 5526 26.4 .47 7
Cort Cortan ante te en la Base Base
1.46
> 0.125
Distribución de la fuerza cortante en altura
Piso
Pi
hi
Pi x hi
Pixhi/∑Pixhi
Fi
Vi
4
229107.20
10.28
2355221.965
0.41
72671.80
72671.80
3
216175.05
7.71
1666709.636
0.29
51427.33
124099.13
2
216175.05
5.14
1111139.757
0.20
34284.89
158384.02
1
216175.05
2.57
555569.8785
0.10
17142.44
175526.47
877632.345 _
h=
7.77
5688641.236
175526.47
Tabla Nº 1
Factores de Zona ZONA
Z
1
1 2 3
Zona 3 Zona 2 Zona 1
0.40 0.30 0.15
Tabla Nº 2
Parámetros de Suelo Tipo
Descripción
S
1
0.4
1
1
S2 Suelos Intermedios
2
0.6
2
1.2
S3 Suelos Flexibles S4 Condiciones excepcion
3
0.9
3
1.4
S1
Roca o suelos muy Rig
Tp(s)
4
4
Tabla Nº 3
Categoria
Categoria de las Edificaciones Descripcion
Categoria A
Edific. Esenciales
Categoria B
Edific. Importantes
Categoria C
Edific. Comunes
Categoria D Edific. Menores
U 1 2 3 4
1.5 1.3 1
(*) (*) En estas edificaciones, a criterio del proyectista, se podrá omitir el análisis por fuerzas sísmicas, pero deberá proveerse de la resistencia y rigidez adecuadas para acciones laterales
Tabla Nº 6
Sistemas Estructurales Coeficiente de reducción, R Sistema Estructural Para estructuras regulares Acero con arriostres en cruz
1
6
Acero con arriostres excéntricos
2
6.5
Acero con Pórticos dúctiles con uniones re
3
9.5
Albañilería armada o confinada
4
6
Concreto armado con muros de ductilidad l
5
4
Concreto armado de muros estructurales
6
6
Concreto armado Dual
7
7
Concreto armado Pórticos
8
8
Madera (por esfuerzos admisibles)
9
7
Características para hallar el periodo fundament
CT
Elementos resistentes en la dirección de lo
1
35
Elementos resistentes pórticos, cajas de a
2
45
Elementos sismorresistentes por muros de
3
60
PRIMER PISO
CENTRO DE RIGID Muro
t
h
(m)
(m)
X
Direccion
Distancias (m)
x
y
3h/l
4(h/l)
3
3h/l +4(h/l )
3
Kx /E
(Kx /E) y
3h/l
1X
0.23
2.40
4.15
3.675
12.33
1.73
0.77
2.51
0.091685
1.1300
31.30
2X
0.23
2.40
2.60
1.3
8.675
2.77
3.15
5.92
0.038882
0.3373
31.30
3X
0.23
2.40
3.60
6.55
8.675
2.00
1.19
3.19
0.072209
0.6264
31.30
4X
0.23
2.40
3.60
6.55
7.18
2.00
1.19
3.19
0.072209
0.5181
31.30
5X
0.13
2.40
2.20
2.7
4.18
3.27
5.19
8.47
0.015356
0.0641
55.38
6X
0.13
2.40
7.35
10.875
4.18
0.98
0.14
1.12
0.116190
0.4851
55.38
7X
0.13
2.40
5.75
4.475
0.08
1.25
0.29
1.54
0.084249
0.0063
55.38
8X
0.13
2.40
4.00
10.85
0.08
1.80
0.86
2.66
0.048799
0.0037
55.38
9X
0.23
2.40
4.15
18.075
12.33
1.73
0.77
2.51
0.091685
1.1300
31.30
10 X
0.23
2.40
2.60
20.45
8.68
2.77
3.15
5.92
0.038882
0.3373
31.30
11 X
0.23
2.40
3.60
15.2
8.68
2.00
1.19
3.19
0.072209
0.6264
31.30
12 X
0.23
2.40
3.60
15.2
7.18
2.00
1.19
3.19
0.072209
0.5181
31.30
13 X
0.13
2.40
2.20
19.05
4.18
3.27
5.19
8.47
0.015356
0.0641
55.38
14 X
0.13
2.40
5.75
17.275
0.08
1.25
0.29
1.54
0.084249
0.0063
55.38
2.40
0.23
0.125
8.28
31.30
4544.75
4576.06
0.001825
0.0151
0.86
1y
8.35
2y
3.90
2.40
0.23
3.675
10.50
31.30
4544.75
4576.06
0.000852
0.0089
1.85
3y
3.45
2.40
0.23
3.675
5.83
31.30
4544.75
4576.06
0.000754
0.0044
2.09
4y
3.90
2.40
0.13
7.275
10.50
55.38
25168.87
25224.25
0.000155
0.0016
1.85
5y
2.05
2.40
0.13
7.275
5.13
55.38
25168.87
25224.25
0.000081
0.0004
3.51
6y
3.10
2.40
0.13
7.275
1.55
55.38
25168.87
25224.25
0.000123
0.0002
2.32
7y
1.75
2.40
0.23
8.225
7.93
31.30
4544.75
4576.06
0.000382
0.0030
4.11
8y
8.35
2.40
0.23
10.875
8.28
31.30
4544.75
4576.06
0.001825
0.0151
0.86
9y
1.75
2.40
0.23
13.525
7.93
31.30
4544.75
4576.06
0.000382
0.0030
4.11
10y
3.10
2.40
0.13
14.475
1.55
55.38
25168.87
25224.25
0.000123
0.0002
2.32
11y
2.05
2.40
0.13
14.475
5.13
55.38
25168.87
25224.25
0.000081
0.0004
3.51
12y
3.90
2.40
0.13
14.475
10.50
55.38
25168.87
25224.25
0.000155
0.0016
1.85
13y
3.45
2.40
0.23
18.075
5.83
31.30
4544.75
4576.06
0.000754
0.0044
2.09
14y
3.90
2.40
0.23
18.075
10.50
31.30
4544.75
4576.06
0.000852
0.0089
1.85
15y
8.35
2.40
0.23
21.625
8.28
31.30
4544.75
4576.06
0.001825
0.0151
0.86
16y
2.90
2.40
0.13
9.55
2.80
55.38
25168.87
25224.25
0.000115
0.0003
2.48
17y
2.90
2.40
0.13
12.2
2.80
55.38
25168.87
25224.25
0.000115
0.0003
2.48
0.924569
5.9364
YCR = ∑ (Kx/E) Y =
6.421
∑ Kx/E
XCR = ∑ (Ky/E) X = ∑ Ky/E
10.875
ECES
CENTRO DE MASAS Y
Direccion 4(h/l)
3
3h/l +4(h/l
)
3
Ky /E
(Ky /E) X
Peso
P*X
P*Y
(kg)
(kg-m)
kgt-m)
4544.7522
4576.0565
0.000907
0.003333
4123.44
15153.64
50821.40
4544.7522
4576.0565
0.000568
0.000739
2583.36
3358.37
22410.65
4544.7522
4576.0565
0.000787
0.005153
3576.96
23429.09
31030.13
4544.7522
4576.0565
0.000787
0.005153
3576.96
23429.09
25664.69
25168.8666
25224.2513
0.000087
0.000235
1235.52
3335.90
5158.30
25168.8666
25224.2513
0.000291
0.003169
4127.76
44889.39
17233.40
25168.8666
25224.2513
0.000228
0.001020
3229.20
14450.67
242.19
25168.8666
25224.2513
0.000159
0.001721
2246.40
24373.44
168.48
4544.7522
4576.0565
0.000907
0.016392
4123.44
74531.18
50821.40
4544.7522
4576.0565
0.000568
0.011619
2583.36
52829.71
22410.65
4544.7522
4576.0565
0.000787
0.011958
3576.96
54369.79
31030.13
4544.7522
4576.0565
0.000787
0.011958
3576.96
54369.79
25664.69
25168.8666
25224.2513
0.000087
0.001661
1235.52
23536.66
5158.30
25168.8666
25224.2513
0.000228
0.003938
3229.20
55784.43
242.19
0.0950
0.9573
0.240270
0.030034
8296.56
1037.07
68654.03
0.9322
2.7783
0.082783
0.304229
3875.04
14240.77
40687.92
1.3466
3.4335
0.066986
0.246174
3427.92
12597.61
19967.63
0.9322
2.7783
0.046791
0.340402
2190.24
15934.00
22997.52
6.4185
9.9307
0.013091
0.095235
1151.28
8375.56
5900.31
1.8561
4.1787
0.031110
0.226326
1740.96
12665.48
2698.49
10.3176
14.4319
0.015937
0.131081
1738.80
14301.63
13779.99
0.0950
0.9573
0.240270
2.612938
8296.56
90225.09
68654.03
10.3176
14.4319
0.015937
0.215547
1738.80
23517.27
13779.99
1.8561
4.1787
0.031110
0.450318
1740.96
25200.40
2698.49
6.4185
9.9307
0.013091
0.189489
1151.28
16664.78
5900.31
0.9322
2.7783
0.046791
0.677294
2190.24
31703.72
22997.52
1.3466
3.4335
0.066986
1.210773
3427.92
61959.65
19967.63
0.9322
2.7783
0.082783
1.496310
3875.04
70041.35
40687.92
0.0950
0.9573
0.240270
5.195841
8296.56
179413.11
68654.03
2.2673
4.7500
0.027368
0.261368
1628.64
15553.51
4560.19
2.2673
4.7500
0.027368
0.333894
1628.64
19869.41
4560.19
1.296120
14.09530
99420.48
1081141.56
715202.78
XCM = ∑ P* X / ∑ P = YCM = ∑ P* Y /∑ P =
10.874 7.194
1º PISO Direccion X Muro Espesor
h
m
t (m)
(m)
1X 2X 3X 4X 5X 6X 7X 8X 9X 10 X 11 X 12 X 13 X 14 X
0.23
Peso propio Tributaria Muro Area m2
Peso Aligerado
Peso Acabados kg
Peso Parapeto
Total
Total
CM
CV
kg
(kg)
(kg)
kg
kg
2.40
3974.40
0.00
0.00
210.6
4185.00
0.00
0.23
2.40
3974.40
0.00
0.00
0.00
3974.40
0.00
0.23
2.40
3974.40
0.00
0.00
0.00
3974.40
0.00
0.23
2.40
3974.40
0.00
0.00
0.00
3974.40
0.00
0.13
2.40
2.125
2246.40
2380.00
850.00
0.00
5476.40
1593.75
0.13
2.40
2.125
2246.40
2380.00
850.00
210.6
5687.00
1593.75
0.13
2.40
2.125
2246.40
2380.00
850.00
210.6
5687.00
1593.75
0.13
2.40
0.60
2246.40
672.00
240.00
210.6
3369.00
450.00
0.23
2.40
3974.40
0.00
0.00
0.00
3974.40
0.00
0.23
2.40
3974.40
0.00
0.00
0.00
3974.40
0.00
0.23
2.40
3974.40
0.00
0.00
0.00
3974.40
0.00
0.23
2.40
3974.40
0.00
0.00
0.00
3974.40
0.00
0.13
2.40
2.125
2246.40
2380.00
850.00
210.6
5687.00
1593.75
0.13
2.40
2.125
2246.40
2380.00
850.00
210.6
5687.00
1593.75
Direccion Y 1y
8.35
2.40
1.90
3974.4
2128.00
760.00
210.6
7073.00
1425.00
2y
3.90
2.40
3.60
3974.4
4032.00
1440.00
0.00
9446.40
2700.00
3y
3.45
2.40
3.60
3974.4
4032.00
1440.00
0.00
9446.40
2700.00
4y
3.90
2.40
3.65
2246.4
4088.00
1460.00
0.00
7794.40
2737.50
5y
2.05
2.40
3.65
2246.4
4088.00
1460.00
0.00
7794.40
2737.50
6y
3.10
2.40
0.00
2246.4
0.00
0.00
0.00
2246.40
0.00
7y
1.75
2.40
1.825
3974.4
2044.00
730.00
0.00
6748.40
1368.75
8y
8.35
2.40
3.65
3974.4
4088.00
1460.00
0.00
9522.40
2737.50
9y
1.75
2.40
1.825
3974.4
2044.00
730.00
0.00
6748.40
1368.75
10y
3.10
2.40
0.00
2246.4
0.00
0.00
0.00
2246.40
0.00
11y
2.05
2.40
3.65
2246.4
4088.00
1460.00
0.00
7794.40
2737.50
12y
3.90
2.40
3.65
2246.4
4088.00
1460.00
0.00
7794.40
2737.50
13y
3.45
2.40
3.60
3974.4
4032.00
1440.00
0.00
9446.40
2700.00
14y
3.90
2.40
3.60
3974.4
4032.00
1440.00
0.00
9446.40
2700.00
15y
8.35
2.40
1.90
3974.4
2128.00
760.00
210.6
7073.00
1425.00
16y
2.90
2.40
0.00
2246.4
0.00
0.00
210.6
17y
2.90
2.40
0.00
2246.4
0.00
0.00
210.6
2457.00 2457.00
0.00 0.00
Esfuerzo act. x CM
Esfuerzo act. x CV
Esf. Total
Fa
(kg/cm2)
(kg/cm2)
(kg/cm2)
1.82
0.00
1.82
1.73
0.00
1.73
1.73
0.00
1.73
1.73
0.00
1.73
4.21
1.23
5.44
4.37
1.23
5.60
4.37
1.23
5.60
2.59
0.35
2.94
1.73
0.00
1.73
1.73
0.00
1.73
1.73
0.00
1.73
1.73
0.00
1.73
4.37
1.23
5.60
4.37
1.23
5.60
3.08
0.62
3.69
4.11
1.17
5.28
4.11
1.17
5.28
6.00
2.11
8.10
6.00
2.11
8.10
1.73
0.00
1.73
2.93
0.60
3.53
4.14
1.19
5.33
2.93
0.60
3.53
1.73
0.00
1.73
6.00
2.11
8.10
6.00
2.11
8.10
4.11
1.17
5.28
4.11
1.17
5.28
3.08
0.62
3.69
1.89
0.00
1.89
1.89
0.00
1.89
Excentricidad Real e = ex + ey
Primer Piso Real ex = ey =
De Diseño -0.0006 0.7730
m
e'x = e''x = e'y =
2.17416 -2.17556 2.40446
2.175
m
e''y =
-0.47203
1.245
m
m
Accidental
ex acc = ey acc = Momento torsor Mtx1 = Mtx2 = Mty1 = Mty2 =
354207.3 -82853.64 381671.5 -381868.7
kgm
381622.2
kgm
422045.7
kgm
kgm kgm kgm
MOMENTO POLAR DE INE Primer Piso X
2
(Ky/E) X
2
Muro
X = x-xCR
Y = y-yCR
1X
-7.200
51.840
0.047013
5.904254
2X
-9.575
91.681
0.052091
2.254254
3X
-4.325
18.706
0.014716
2.254254
4X
-4.325
18.706
0.014716
0.754254
5X
-8.175
66.831
0.005829
-2.245746
6X
0.000
0.000
0.000000
-2.245746
7X
-6.400
40.960
0.009337
-6.345746
8X
-0.025
0.001
0.000000
-6.345746
9X
7.200
51.840
0.047013
5.904254
10 X
9.575
91.681
0.052091
2.254254
11 X
4.325
18.706
0.014716
2.254254
12 X
4.325
18.706
0.014716
0.754254
13 X
8.175
66.831
0.005829
-2.245746
14 X
6.400
40.960
0.009337
-6.345746
1y
-10.750
115.562
27.766201
1.854254
2y
-7.200
51.840
4.291489
4.079254
3y
-7.200
51.840
3.472555
-0.595746
4y
-3.600
12.960
0.606406
4.079254
5y
-3.600
12.960
0.169656
-1.295746
6y
-3.600
12.960
0.403186
-4.870746
7y
-2.650
7.022
0.111917
1.504254
8y
0.000
0.000
0.000000
1.854254
9y
2.650
7.023
0.111917
1.504254
10y
3.600
12.960
0.403187
-4.870746
11y
3.600
12.960
0.169656
-1.295746
12y
3.600
12.960
0.606408
4.079254
13y
7.200
51.840
3.472561
-0.595746
14y
7.200
51.840
4.291496
4.079254
15y
10.750
115.563
27.766232
1.854254
16y
-1.325
1.756
0.048048
-3.620746
17y
1.325
1.756
0.048049
-3.620746
CORTANTES FINALES DE DISEÑO V= 175,526.47
XCR =
10.875
Cortantes Y
y = y - yCR
x = x - xCR
3.675
12.33
5.90
0.00057
1.300
8.675
0.07221
0.00079
6.550
4X
0.07221
0.00079
5X
0.01536
6X
Muro
Kx /E
Ky /E
X
1X
0.09168
0.00091
2X
0.03888
3X
V tras
∆V1
∆V2
-7.200
17406.040
2102.796
-491.871
2.25
-9.575
7381.616
340.476
-79.642
8.675
2.25
-4.325
13708.705
632.312
-147.906
6.550
7.175
0.75
-4.325
13708.705
211.566
-49.488
0.00009
2.700
4.175
-2.25
-8.175
2915.264
-133.959
31.335
0.11619
0.00029
10.875
4.175
-2.25
0.000
22058.369
-1013.599
237.094
7X
0.08425
0.00023
4.475
0.075
-6.35
-6.400
15994.476
-2076.753
485.779
8X
0.04880
0.00016
10.850
0.075
-6.35
-0.025
9264.296
-1202.894
281.372
9X
0.09168
0.00091
18.075
12.325
5.90
7.200
17406.040
2102.796
-491.871
10 X
0.03888
0.00057
20.450
8.675
2.25
9.575
7381.616
340.476
-79.642
11 X
0.07221
0.00079
15.200
8.675
2.25
4.325
13708.705
632.312
-147.906
12 X
0.07221
0.00079
15.200
7.175
0.75
4.325
13708.705
211.566
-49.488
13 X
0.01536
0.00009
19.050
4.175
-2.25
8.175
2915.264
-133.959
31.335
14 X
0.08425
0.00023
17.275
0.075
-6.35
6.400
15994.476
-2076.753
485.779
1y
0.00182
0.24027
0.125
8.275
1.85
-10.750
346.416
13.143
-3.074
2y
0.00085
0.08278
3.675
10.500
4.08
-7.200
161.799
13.505
-3.159
3y
0.00075
0.06699
3.675
5.825
-0.60
-7.200
143.130
-1.745
0.408
4y
0.00015
0.04679
7.275
10.500
4.08
-3.600
29.353
2.450
-0.573
5y
0.00008
0.01309
7.275
5.125
-1.30
-3.600
15.429
-0.409
0.096
6y
0.00012
0.03111
7.275
1.550
-4.87
-3.600
23.332
-2.325
0.544
7y
0.00038
0.01594
8.225
7.925
1.50
-2.650
72.602
2.235
-0.523
8y
0.00182
0.24027
10.875
8.275
1.85
0.000
346.416
13.143
-3.074
9y
0.00038
0.01594
13.525
7.925
1.50
2.650
72.602
2.235
-0.523
10y
0.00012
0.03111
14.475
1.550
-4.87
3.600
23.332
-2.325
0.544
11y
0.00008
0.01309
14.475
5.125
-1.30
3.600
15.429
-0.409
0.096
12y
0.00015
0.04679
14.475
10.500
4.08
3.600
29.353
2.450
-0.573
13y
0.00075
0.06699
18.075
5.825
-0.60
7.200
143.130
-1.745
0.408
14y
0.00085
0.08278
18.075
10.500
4.08
7.200
161.799
13.505
-3.159
15y
0.00182
0.24027
21.625
8.275
1.85
10.750
346.416
13.143
-3.074
16y
0.00011
0.02737
9.550
2.800
-3.62
-1.325
21.826
-1.617
0.378
17y
0.00011
0.02737
12.200
2.800
-3.62
1.325
21.826
-1.617
0.378
0.92457
1.29612
verificar
ojo
RCIA Y
2
(Kx/E) Y
2
J
34.860
3.196147
3.243160
5.082
0.197585
0.249676
5.082
0.366943
0.381659
0.569
0.041080
0.055796
5.043
0.077445
0.083274
5.043
0.585992
0.585992
40.268
3.392596
3.401933
40.268
1.965054
1.965054
34.860
3.196147
3.243160
5.082
0.197585
0.249676
5.082
0.366943
0.381659
0.569
0.041080
0.055796
5.043
0.077445
0.083274
40.268
3.392596
3.401933
3.438
0.006274
27.772475
16.640
0.014182
4.305671
0.355
0.000268
3.472822
16.640
0.002573
0.608978
1.679
0.000136
0.169792
23.724
0.002916
0.406101
2.263
0.000865
0.112782
3.438
0.006274
0.006274
2.263
0.000865
0.112783
23.724
0.002916
0.406103
1.679
0.000136
0.169793
16.640
0.002573
0.608980
0.355
0.000268
3.472828
16.640
0.014182
4.305678
3.438
0.006274
27.772506
13.110
0.001507
0.049556
13.110
0.001507
0.049556
En las Zonas Sísmicas 2 y 3 se reforzará cualquier muro
91.18472
lleve el 10% o más de la fuerza sísmica, y a los muros p
Muros a Reforzar
cierre. En la Zona Sísmica 1 se reforzaran como mínim perimetrales de cierre.
YCR = ireccion X
6.421
Cortantes Direccion Y % de Absorcion
V tras
∆V1
∆V2
V asumido
V Diseño
Absorcion
19508.835
11.11 %
122.82
-27.33
27.35
27.35
150.161
0.09 %
340.476
7722.092
4.40 %
76.94
-22.77
22.78
22.78
99.728
0.06 %
632.312
14341.017
8.17 %
106.54
-14.24
14.25
14.25
120.788
0.07 %
211.566
13920.271
7.93 %
106.54
-14.24
14.25
14.25
120.788
0.07 %
31.335
2946.598
1.68 %
11.81
-2.98
2.99
2.99
14.797
0.01 %
237.094
22295.463
12.70 %
39.46
0.00
0.00
0.00
39.461
0.02 %
485.779
16480.255
9.39 %
30.87
-6.11
6.11
6.11
36.980
0.02 %
281.372
9545.668
5.44 %
21.48
-0.02
0.02
0.02
21.492
0.01 %
2102.796
19508.835
11.11 %
122.82
27.33
-27.35
27.33
150.147
0.09 %
340.476
7722.092
4.40 %
76.94
22.77
-22.78
22.77
99.716
0.06 %
632.312
14341.017
8.17 %
106.54
14.24
-14.25
14.24
120.781
0.07 %
211.566
13920.271
7.93 %
106.54
14.24
-14.25
14.24
120.781
0.07 %
31.335
2946.598
1.68 %
11.81
2.98
-2.99
2.98
14.796
0.01 %
485.779
16480.255
9.39 %
30.87
6.11
-6.11
6.11
36.977
0.02 %
13.143
359.560
0.20 %
32538.47
-10811.25
10816.83
10816.83
43355.305
24.70 %
13.505
175.304
0.10 %
11210.91
-2494.84
2496.13
2496.13
13707.040
7.81 %
0.408
143.538
0.08 %
9071.56
-2018.76
2019.80
2019.80
11091.360
6.32 %
2.450
31.803
0.02 %
6336.60
-705.06
705.43
705.43
7042.028
4.01 %
0.096
15.525
0.01 %
1772.81
-197.26
197.36
197.36
1970.169
1.12 %
0.544
23.876
0.01 %
4213.07
-468.78
469.02
469.02
4682.091
2.67 %
2.235
74.837
0.04 %
2158.25
-176.77
176.86
176.86
2335.114
1.33 %
13.143
359.560
0.20 %
32538.47
0.00
0.00
0.00
32538.476
18.54 %
2.235
74.837
0.04 %
2158.25
176.77
-176.87
176.77
2335.023
1.33 %
0.544
23.876
0.01 %
4213.07
468.78
-469.02
468.78
4681.849
2.67 %
0.096
15.525
0.01 %
1772.81
197.26
-197.36
197.26
1970.067
1.12 %
2.450
31.803
0.02 %
6336.60
705.07
-705.43
705.07
7041.665
4.01 %
0.408
143.538
0.08 %
9071.56
2018.76
-2019.80
2018.76
11090.318
6.32 %
13.505
175.304
0.10 %
11210.91
2494.85
-2496.13
2494.85
13705.753
7.81 %
13.143
359.560
0.20 %
32538.47
10811.25
-10816.84
10811.25
43349.724
24.70 %
0.378
22.205
0.01 %
3706.35
-151.79
151.86
151.86
3858.212
2.20 %
0.378
22.205
0.01 %
3706.35
151.79
-151.86
151.79
3858.135
2.20 %
V asumido
V Diseño
2102.796
% de
portante que erimetrales de los muros
Muro 2y Long. Altura libre Espesor efectivo Area de seccion Modulo de seccion Modulo de Inercia
L= h= t= A= S= I=
0.23 2.40 3.90 8.97 583.05 113694.8
m
36840.96 10530.00 47370.96 13707.04
kg
m m cm2 cm3 cm4
Cargas actuantes Carga Muerta Carga viva Carga total Fuerza Cortante Momento
Pd = PL = P= V= M=
kg kg kg-m
Resistencias albañileria a la Compresion Compresion del concreto Acero
f'm= f'c = fy =
60 kg/cm2 210 kg/cm2 4200 kg/cm2
Diseño por compresion axial Esfuerzo actuante fa =
5.28
kg/cm2
esfuerzo admisible Fa = Fa =
kg/cm2 kg/cm2
10.93 8.66
(t = 0.23 m) (t = 0.13 m)
comparando esfuerzos fa < Fa Diseño por corte Esfuerzo cortante actuante va = 1.53 kg/cm2 Esfuerzo cortante admisible con cal vn = 2.54 kg/cm < comparando esfuerzos va < vn OK Diseño por flexion
