ANALISIS Y DISEÑO DE UN EDIFICIO DE ALBAÑILERIA ARMADA Y CONFINADA
I.- CARACTERISTICAS DEL EDIFICIO La figuara corresponde a una planta de un edificio de 3 niveles destinado a uso de vivienda ubicado en Moquegua se pide diseñar los muros en X y Y bajo las siguientes condiciones. 10
LAVANDERIA
DORMITORIO 3 DORMITORIO PRINCIPAL SALA SALA
24 BAÑO
HALL
COMEDOR BAÑO
DORMITORIO 1
1.1 Caracteristicas Geometricas
SALA
Se consideraran las siguientes dimensiones en las estructuras; en cuanto al espesor efectivo se verificara que cumpla con lo dispuesto en la Norma. Atura libre de Albañileria :
2.5 m
por estar ubicado en zona sismica se considerara: t
h 20
250
=
12.5
=
0.13
20
Predimensionamiento de losas Macizas h = 12 o 13 cm para luces menores o iguales a 4 mts h = 15 cm para luces menores o iguales a 5.5 mts h = 20 cm o Para luces menores o iguales a 6.5 mts
h losa =
0.15
1.2 Caracteristicas de los materiales Los materiales que se emplearan en esta construccion de este edificio presentan las siguientes caracteristicas: Concreto: Según reglamento se utilizara f'c > 175Kg/cm2 Resistencia nominal a la compresion f'c : 175 Kg/cm2 0.175 ton / cm2
Modulo de elasticidad :Ec = Acero: Esfuerzo de fluencia Fy =
15000
Kg/cm2 =
4200 Kg / cm 2
Albañileria: f'm = 65 kg/ cm2 Modulo de corte Gm = 0.4*Em
Ec =
198431.348 kg/cm2
4.2 ton/cm2
Em = Gm =
32500 13000
kg/cm2 kg/ cm
1.3 Cargas Unitarias Concreto armado Losa maciza Sobrecarga de Azotea Sobrecarga de Vivienda Muros de albañileria tarrajeada
2.4 2.4 0.1 0.25 1.8
ton/ m3 ton/ m3 x ton/m2 ton/m2 tn/m2 x
0.15 =
2.- ESTRUCTURACION Niveles = H. Total = Area =
3 pisos 7.5 m 220 m2
2.3 Relación largo ancho : IDEAL : LARGO = ANCHO ACEPTABLE: LARGO < 4* ANCHO 24 MALO : LARGO > 4* ANCHO
<
40
Aceptable
0.360 ton /m 2
2.4 Relación altura - ancho : IDEAL : ALTURA < ANCHO ACEPTABLE: ALTURA < 3* ANCHO7.5 MALO : ALTURA > 3* ANCHO
<
30
Aceptable
<
40
Aceptable
2.5 Competencia torsional : IDEAL : LARGO = ANCHO ACEPTABLE: LARGO < 4* ANCHO 24 MALO : LARGO > 4* ANCHO
ESTRUCTURACION EN PLANTA 2.6 Densidad Minima de muros Ls densidad Minima de muros a reforzar en cada direccion del edificio se obtendra mediante la siguiente expresion area . de .corte . delos . muros . reforzados Area . de .la . planta .tipica
Donde: Z = factor de zona U = factor de uso S = factor de suelo N = numero de pisos Ap = area de la plnata tipica L = longitud del muro confinado t = espesor efectivo del muro
area . de . corte . delos . muros . reforzados Area . de .la . planta .tipica
L *t Ap
ZUSN 56
0.14
L * t Ap
0.030
MUROS EN Y MURO L (m) t (m) Ac(m2) MURO Y-1 5.30 0.14 0.74 MURO Y-2 3.70 0.14 0.52 MURO Y-3 4.05 0.14 0.57 MURO Y-4 4.10 0.14 0.57 MURO Y-5 8.00 0.14 1.12 MURO Y-6 4.40 0.14 0.62 MURO Y-7 10.43 0.14 1.46 MURO Y-8 2.50 0.14 0.35 PLACA Y-1 2.50 0.85 2.14 PLACA Y-2 2.50 0.85 2.14 MURO Y-9 4.10 0.14 0.57 MURO Y-10 4.25 0.14 0.6 MURO Y-11 2.00 0.14 0.28 MURO Y-12 6.19 0.14 0.87 MURO Y-13 1.60 0.14 0.22
S L*t= 2.5 Para X : Para Y :
0.4 1 1.4 3 220
MUROS EN X MURO L (m) t (m) Ac(m2) MURO X-1 2.4 0.14 0.34 MURO X-2 3.5 0.14 0.49 MURO X-3 3 0.14 0.42 MURO X-4 1.9 0.14 0.27 MURO X-5 1.65 0.14 0.23 MURO X-6 2 0.14 0.28 MURO X-7 1.95 0.14 0.27 MURO X-8 1.48 0.14 0.21
Area de corte
S L*t= 12.8 0.011 0.058
> >
0.030 cambiar seccion 0.030 ok
En los Muros X-1; X-5; X-8 se Convertiran a placas por lo tanto se transformara su muro de concreto a albañileria
t
Ec Em
* t
MUROS EN X MURO L (m) t (m) Ac(m2) PLACA X-1 2.4 0.85 2.05 MURO X-1 3.5 0.14 0.49 MURO X-2 3 0.14 0.42 MURO X.3 1.9 0.14 0.27 PLACA X-2 1.65 0.85 1.41 MURO X-4 2 0.14 0.28 MURO X-5 1.95 0.14 0.27 PLACA X-3 1.48 0.85 1.27
MUROS EN Y MURO L (m) t (m) Ac(m2) MURO Y-1 5.30 0.14 5.44 MURO Y-2 3.70 0.14 3.84 MURO Y-3 4.05 0.14 4.19 MURO Y-4 4.10 0.14 4.24 MURO Y-5 8.00 0.14 8.14 MURO Y-6 4.40 0.14 4.54 MURO Y-7 10.43 0.14 10.57 MURO Y-8 2.50 0.14 2.64 PLACA Y-1 2.50 0.85 3.35 PLACA Y-2 2.50 0.85 3.35 MURO Y-9 4.10 0.14 4.24 MURO Y-10 4.25 0.14 4.39 MURO Y-11 2.00 0.14 2.14 MURO Y-12 6.19 0.14 6.33 MURO Y-13 1.60 0.14 1.74
S L*t= 6.76 17.9 2 12 4.08 6.16 2.03 3.23
0.85
S L*t= 69.14 Para X : Para Y :
0.031 0.058
> >
0.030 ok 0.030 ok
PREDIMENSIONAMIENTO DE VIGAS Segun el reglamento peruano de concreto armado ( norma E. 060 ) La norma peruana de concreto armado indican que las vigas deben de tener un ancho minimo de 0.25 m. para el caso de que estas formen parte de porticos o elementos sismo resistentes de estructuras de concreto armado.
V-1 luces
Vigas principales que soportan el peso de la losa h
b1=(0.3 b2=(0.5 *h) *h)
Dimensiones
Dimen. Final
6 5.4 4.1 4 3.93 3.85
0.55 0.49 0.37 0.36 0.36 0.35
0.16 0.15 0.11 0.11 0.11 0.11
0.27 0.25 0.19 0.18 0.18 0.18
0.27 0.25 0.19 0.18 0.18 0.18
0.55 0.49 0.37 0.36 0.36 0.35
b 0.30 0.25 0.20 0.20 0.20 0.20
h 0.60 0.50 0.40 0.40 0.40 0.35
3.6
0.33
0.10
0.16
0.16
0.33
0.20
0.35
V-4
3.43
0.31
0.09
0.16
0.16
0.31
0.20
0.35
V-4
(L/10
b
h
V-1 V-2 V-3 V-3 V-3 V-4
65.62
3.1
0.28
0.08
0.14
0.14
0.28
0.15
0.30
V-5
2.93
0.27
0.08
0.13
0.13
0.27
0.15
0.30
V-5
2.78
0.25
0.08
0.13
0.13
0.25
0.15
0.25
V-6
2.7
0.25
0.07
0.12
0.12
0.25
0.15
0.25
V-6
2.5
0.23
0.07
0.11
0.11
0.23
0.15
0.25
V-6
2.35
0.21
0.06
0.11
0.11
0.21
0.15
0.25
V-6
2.25
0.20
0.06
0.10
0.10
0.20
0.15
0.20
V-7
2.2
0.20
0.06
0.10
0.10
0.20
0.15
0.20
V-7
2
0.18
0.05
0.09
0.09
0.18
0.15
0.20
V-7
1.98
0.18
0.05
0.09
0.09
0.18
0.15
0.20
V-7
1.93
0.18
0.05
0.09
0.09
0.18
0.15
0.20
V-7
1.83
0.17
0.05
0.08
0.08
0.17
0.15
0.20
V-7
1.63
0.15
0.04
0.07
0.07
0.15
0.15
0.15
V-8
1
0.09
0.03
0.05
0.05
0.09
0.15
0.15
V-8
1.15
0.10
0.03
0.05
0.05
0.10
0.15
0.15
V-8
3. METRADO DE CARGAS
t = t losa = h= P especifico = P esp. Concreto =
0.14 0.15 2.5 1.8 2.4
f'm (tn / m2)= Em (tn/m2) =
650 325000 tn/ m 2
1ER NIVEL Elemento
t
h
L
Peso esp.
PESO TOTAL (Wo)
X
Y
Wo X
Wo Y
PLACA X-1 MURO X-1 MURO X-2 MURO X.3 PLACA X-2 MURO X-4 MURO X-5 PLACA X-3 MURO Y-1 MURO Y-2 MURO Y-3 MURO Y-4 MURO Y-5 MURO Y-6 MURO Y-7 MURO Y-8 PLACA Y-1 PLACA Y-2 MURO Y-9 MURO Y-10 MURO Y-11 MURO Y-12 MURO Y-13 X - 11 X - 12 X - 13 X - 14 X - 15
0.85 0.14 0.14 0.14 0.85 0.14 0.14 0.85 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.85 0.85 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14
2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
2.400 3.500 3.000 1.900 1.650 2.000 1.950 1.480 5.300 3.700 4.050 4.100 8.000 4.400 10.425 2.500 2.500 2.500 4.100 4.250 2.000 6.190 1.600 1.200 0.600 0.600 0.600 0.600
1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8
9.23 2.21 1.89 1.20 6.35 1.26 1.23 5.69 3.34 2.33 2.55 2.58 5.04 2.77 6.57 1.58 9.62 9.62 2.58 2.68 1.26 3.90 1.01 0.76 0.38 0.38 0.38 0.38
1.57 8.29 1.50 7.04 0.90 2.25 8.05 9.04 0.08 2.33 4.08 4.68 10.08 0.08 4.08 6.15 7.93 10.08 7.15 10.08 8.15 2.41 0.08 0.75 2.70 4.45 2.70 4.30
7.53 7.93 11.50 12.43 13.48 14.33 13.78 18.63 2.65 5.68 2.05 6.05 4.00 14.78 16.64 11.25 10.93 11.25 15.75 16.70 20.78 24.55 7.20 3.98 3.98 3.98 6.50 6.50
14.49 18.28 2.84 8.43 5.71 2.84 9.89 51.46 0.25 5.42 10.40 12.08 50.78 0.21 26.76 9.69 76.21 96.88 18.47 26.98 10.27 9.40 0.08 0.57 1.02 1.68 1.02 1.63
69.51 17.49 21.74 14.88 85.55 18.06 16.93 106.06 8.85 13.23 5.23 15.63 20.16 40.96 109.27 17.72 105.06 108.18 40.68 44.71 26.18 95.74 7.26 3.01 1.50 1.50 2.46 2.46
X - 16 X - 17 X - 18 X - 19 X - 20 X - 21 Y - 12 ALFEIZ - 1 ALFEIZ - 2 ALFEIZ - 3 ALFEIZ - 4 ALFEIZ - 5 ALFEIZ - 6 ALFEIZ - 7 ALFEIZ - 8 ALFEIZ - 9 LOSA
0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.15
2.5 2.5 2.5 2.5 2.5 2.5 2.5 1.8 1.8 1.8 1 1 1 1 1 1 220
SWoX XCM SWo
5.155
SWoY YCM SWo
11.843
0.600 0.720 0.930 1.130 1.130 0.650 0.700 1.100 1.000 0.850 0.760 0.530 1.610 0.850 2.150 1.070 1.000
1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 2.4 S Wo =
0.38 0.45 0.59 0.71 0.71 0.41 0.44 0.50 0.45 0.39 0.19 0.13 0.41 0.21 0.54 0.27 105.60 201.13
4.30 6.59 4.61 9.44 9.44 7.55 1.58 0.08 0.08 8.95 4.96 5.69 4.96 0.58 4.08 3.60 5.00
7.50 10.08 11.50 14.78 16.00 16.00 3.98 5.85 12.07 14.28 17.73 18.66 18.93 18.93 22.90 24.12 12.00 S Wo*X =
1.63 2.99 2.70 6.72 6.72 3.09 0.69 0.04 0.03 3.45 0.95 0.76 2.01 0.12 2.21 0.97 528.00 1036.79
Excentricidad calculada ex = ey =
-0.475 -0.105
2 Elemento
t
h
L
Peso esp.
PESO TOTAL (Wo)
X
Y
Wo X
Wo Y
PLACA X-1 MURO X-1 MURO X-2 MURO X.3 PLACA X-2 MURO X-4 MURO X-5 PLACA X-3 MURO Y-1 MURO Y-2 MURO Y-3 MURO Y-4 MURO Y-5
0.85 0.14 0.14 0.14 0.85 0.14 0.14 0.85 0.14 0.14 0.14 0.14 0.14
2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
2.400 3.500 3.000 1.900 1.650 2.000 1.950 1.480 5.300 3.700 4.050 4.100 8.000
1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8
9.23 2.21 1.89 1.20 6.35 1.26 1.23 5.69 3.34 2.33 2.55 2.58 5.04
1.57 8.29 1.50 7.04 0.90 2.25 8.05 9.04 0.08 2.33 4.08 4.68 10.08
7.53 7.93 11.50 12.43 13.48 14.33 13.78 18.63 2.65 5.68 2.05 6.05 4.00
14.49 18.28 2.84 8.43 5.71 2.84 9.89 51.46 0.25 5.42 10.40 12.08 50.78
69.51 17.49 21.74 14.88 85.55 18.06 16.93 106.06 8.85 13.23 5.23 15.63 20.16
2.84 4.57 6.74 10.52 11.39 6.55 1.75 2.92 5.48 5.50 3.39 2.49 7.68 4.05 12.41 6.50 1267.20 2381.97
S Wo*Y
MURO Y-6 MURO Y-7 MURO Y-8 PLACA Y-1 PLACA Y-2 MURO Y-9 MURO Y-10 MURO Y-11 MURO Y-12 MURO Y-13 X - 11 X - 12 X - 13 X - 14 X - 15 X - 16 X - 17 X - 18 X - 19 X - 20 X - 21 Y - 12 ALFEIZ - 1 ALFEIZ - 2 ALFEIZ - 3 ALFEIZ - 4 ALFEIZ - 5 ALFEIZ - 6 ALFEIZ - 7 ALFEIZ - 8 ALFEIZ - 9 LOSA
0.14 0.14 0.14 0.85 0.85 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.15
2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 1.8 1.8 1.8 1 1 1 1 1 1 220
SWoX XCM SWo
5.155
SWoY YCM SWo
11.843
4.400 10.425 2.500 2.500 2.500 4.100 4.250 2.000 6.190 1.600 1.200 0.600 0.600 0.600 0.600 0.600 0.720 0.930 1.130 1.130 0.650 0.700 1.100 1.000 0.850 0.760 0.530 1.610 0.850 2.150 1.070 1.000
1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 2.4 S Wo =
2.77 6.57 1.58 9.62 9.62 2.58 2.68 1.26 3.90 1.01 0.76 0.38 0.38 0.38 0.38 0.38 0.45 0.59 0.71 0.71 0.41 0.44 0.50 0.45 0.39 0.19 0.13 0.41 0.21 0.54 0.27 105.60
0.08 4.08 6.15 7.93 10.08 7.15 10.08 8.15 2.41 0.08 0.75 2.70 4.45 2.70 4.30 4.30 6.59 4.61 9.44 9.44 7.55 1.58 0.08 0.08 8.95 4.96 5.69 4.96 0.58 4.08 3.60 5.00
201.13
Excentricidad calculada ex = -0.475 ey = -0.105
3ER NIVEL
14.78 16.64 11.25 10.93 11.25 15.75 16.70 20.78 24.55 7.20 3.98 3.98 3.98 6.50 6.50 7.50 10.08 11.50 14.78 16.00 16.00 3.98 5.85 12.07 14.28 17.73 18.66 18.93 18.93 22.90 24.12 12.00 S Wo*X =
0.21 26.76 9.69 76.21 96.88 18.47 26.98 10.27 9.40 0.08 0.57 1.02 1.68 1.02 1.63 1.63 2.99 2.70 6.72 6.72 3.09 0.69 0.04 0.03 3.45 0.95 0.76 2.01 0.12 2.21 0.97 528.00
40.96 109.27 17.72 105.06 108.18 40.68 44.71 26.18 95.74 7.26 3.01 1.50 1.50 2.46 2.46 2.84 4.57 6.74 10.52 11.39 6.55 1.75 2.92 5.48 5.50 3.39 2.49 7.68 4.05 12.41 6.50 1267.20
1036.79
2381.97
S Wo*Y
3ER NIVEL Elemento
t
h
L
Peso esp.
PESO TOTAL (Wo)
X
Y
Wo X
Wo Y
PLACA X-1 MURO X-1 MURO X-2 MURO X.3 PLACA X-2 MURO X-4 MURO X-5 PLACA X-3 MURO Y-1 MURO Y-2 MURO Y-3 MURO Y-4 MURO Y-5 MURO Y-6 MURO Y-7 MURO Y-8 PLACA Y-1 PLACA Y-2 MURO Y-9 MURO Y-10 MURO Y-11 MURO Y-12 MURO Y-13 X - 11 X - 12 X - 13 X - 14 X - 15 X - 16 X - 17 X - 18 X - 19 X - 20 X - 21 Y - 12 ALFEIZ - 1 ALFEIZ - 2 ALFEIZ - 3 ALFEIZ - 4 ALFEIZ - 5
0.85 0.14 0.14 0.14 0.85 0.14 0.14 0.85 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.85 0.85 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14
2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 1.8 1.8 1.8 1 1
2.400 3.500 3.000 1.900 1.650 2.000 1.950 1.480 5.300 3.700 4.050 4.100 8.000 4.400 10.425 2.500 2.500 2.500 4.100 4.250 2.000 6.190 1.600 1.200 0.600 0.600 0.600 0.600 0.600 0.720 0.930 1.130 1.130 0.650 0.700 1.100 1.000 0.850 0.760 0.530
1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8 1.8
9.23 2.21 1.89 1.20 6.35 1.26 1.23 5.69 3.34 2.33 2.55 2.58 5.04 2.77 6.57 1.58 9.62 9.62 2.58 2.68 1.26 3.90 1.01 0.76 0.38 0.38 0.38 0.38 0.38 0.45 0.59 0.71 0.71 0.41 0.44 0.50 0.45 0.39 0.19 0.13
1.57 8.29 1.50 7.04 0.90 2.25 8.05 9.04 0.08 2.33 4.08 4.68 10.08 0.08 4.08 6.15 7.93 10.08 7.15 10.08 8.15 2.41 0.08 0.75 2.70 4.45 2.70 4.30 4.30 6.59 4.61 9.44 9.44 7.55 1.58 0.08 0.08 8.95 4.96 5.69
7.53 7.93 11.50 12.43 13.48 14.33 13.78 18.63 2.65 5.68 2.05 6.05 4.00 14.78 16.64 11.25 10.93 11.25 15.75 16.70 20.78 24.55 7.20 3.98 3.98 3.98 6.50 6.50 7.50 10.08 11.50 14.78 16.00 16.00 3.98 5.85 12.07 14.28 17.73 18.66
14.49 18.28 2.84 8.43 5.71 2.84 9.89 51.46 0.25 5.42 10.40 12.08 50.78 0.21 26.76 9.69 76.21 96.88 18.47 26.98 10.27 9.40 0.08 0.57 1.02 1.68 1.02 1.63 1.63 2.99 2.70 6.72 6.72 3.09 0.69 0.04 0.03 3.45 0.95 0.76
69.51 17.49 21.74 14.88 85.55 18.06 16.93 106.06 8.85 13.23 5.23 15.63 20.16 40.96 109.27 17.72 105.06 108.18 40.68 44.71 26.18 95.74 7.26 3.01 1.50 1.50 2.46 2.46 2.84 4.57 6.74 10.52 11.39 6.55 1.75 2.92 5.48 5.50 3.39 2.49
ALFEIZ - 6 ALFEIZ - 7 ALFEIZ - 8 ALFEIZ - 9 LOSA
0.14 0.14 0.14 0.14 0.15
SWoX XCM SWo
SWoY XCM SWo
1 1 1 1 220
1.610 0.850 2.150 1.070 1.000
1.8 1.8 1.8 1.8 2.4 S Wo =
0.41 0.21 0.54 0.27 105.60 201.13
4.96 0.58 4.08 3.60 5.00
ex = ey =
-0.475 -0.105
18.93 2.01 18.93 0.12 22.90 2.21 24.12 0.97 12.00 528.00 S Wo*X = 1036.792
7.68 4.05 12.41 6.50 1267.20 2381.9739
5.15
11.84
3.1 PESO TOTAL DE LA ESTRUCTURA
PESO DE CARGA MUERTA 1ER NIVEL 201.13 2DO NIVEL 201.13 3ER NIVEL 201.13
PESO DE CARGA VIVA NIVEL AREA S/C 1ER NIVEL 220 0.25 2DO NIVEL 220 0.25 3ER NIVEL 220 0.1
PESO 55 55 22 132
Para edificaciones de la categoria C se tomara el 25% de carga viva:
1ER NIVEL 2DO NIVEL 3ER NIVEL
TIPO DE CARGA CM CV 201.13 55 201.13 55 201.13 22 PESO TOTAL
0.25
%
212.1261
0.96
25% 214.8761 214.8761 206.6261 636.3784 636378.4
TN Kg
S Wo*Y
H =
2.5
DESCRIP NIVELES 3 MURO Y2 5 1 MURO Y6 MURO Y7 MURO Y8 PLACA Y1 PLACA Y2
3 2 1 3 2 1 3 2 1 3 2 1 3 2
SISMO SEVERO 17.92 44.79 30.34 165.43 36.55 377.44 7.79 13.18 15.88 24.51 41.50 50.00 2.71 4.59 5.53 16.56 28.04 33.78 16.56 28.04
19.46 71.89 164.02 61.27 226.29 516.31 6.78 25.04 57.13 41.40 152.89 348.82 41.40 152.89
SISMO MODERADO 8.96 22.40 15.17 82.71 18.27 188.72 3.89 6.59 7.94 12.25 20.75 25.00 1.36 2.30 2.77 8.28 14.02 16.89 8.28 14.02
9.73 35.94 82.01 30.64 113.15 258.15 3.39 12.52 28.57 20.70 76.44 174.41 20.70 76.44
PLACA Y2 MURO Y9 MURO Y10 MURO Y11 MURO Y12 MURO Y13
1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1
33.78 6.94 11.75 14.15 7.36 12.46 15.02 1.64 2.78 3.35 12.74 21.58 26.00 0.95 1.61 1.94
348.82 17.35 64.06 146.17 18.40 67.97 155.08 4.10 15.16 34.59 31.86 117.67 268.47 2.38 8.79 20.05
16.89 3.47 5.87 7.08 3.68 6.23 7.51 0.82 1.39 1.67 6.37 10.79 13.00 0.48 0.81 0.97
174.41 8.67 32.03 73.08 9.20 33.98 77.54 2.05 7.58 17.29 15.93 58.83 134.23 1.19 4.39 10.03
AREAS TRIBUTARIAS S/C = S/C = Pe Cº = Pe Alb = h= t= t placa = Pe Cº =
0.25 0.1 0.36 1.8 2.5 0.13 0.85 2.4
tn/m2 tn/m3 m
Area Tributar 7.91 MURO X-1 3 2 1 6.18 MURO X-2 3 2 1 1.48 MURO X.3 3 2 1 2.20 MURO X-4 3 2 1 1.47 MURO X-5 3 2 1 4.28 MURO Y-1 3 2 1 5.51 MURO Y-2 3 2 1 7.59 MURO Y-3 3 2 1 6.14 MURO Y-4 3 2 1 7.13 MURO Y-5 3 2 1 3.02 MURO Y-6 3 2 1
Long
P losa
P muro
3.50
2.85
2.05
P Column 0.27
S/C 0.79 1.98 1.98
3.00
2.22
1.76
0.27 0.62 1.55 1.55
1.90
0.53
1.11
0.405 0.15 0.37 0.37
2.00
0.79
1.17
0.405 0.22 0.55 0.55
1.95
0.53
1.14
0.27 0.15 0.37 0.37
5.30
1.54
3.10
0.405 0.43 1.07 1.07
3.70
1.98
2.16
0.27 0.55 1.38 1.38
4.05
2.73
2.37
0.27 0.76 1.90 1.90
4.10
2.21
2.40
0.27 0.61 1.54 1.54
8.00
2.57
4.68
0.405 0.71 1.78 1.78
4.40
1.09
2.57
0.405 0.30 0.76 0.76
MURO Y-7 3 2 1 MURO Y-8 3 2 1 MURO Y-9 3 2 1 MURO Y-10 3 2 1 MURO Y-11 3 2 1 MURO Y-12 3 2 1 MURO Y-13 3 2 1
15.82
10.43
5.70
6.10
0.81 1.58 3.96 3.96
1.84
2.50
0.66
1.46
0.405 0.18 0.46 0.46
9.04
4.10
3.25
2.40
0.27 0.90 2.26 2.26
4.50
4.25
1.62
2.49
0.27 0.45 1.13 1.13
1.49
2.00
0.54
1.17
0.27 0.15 0.37 0.37
3.96
6.19
1.43
3.62
0.405 0.40 0.99 0.99
0.63
1.60
0.23
0.94
0.405 0.06 0.16 0.16
S/C = 0.25 S/C = 0.1 Pe = 2.4 Espesor losa=0.15 t= 0.13 t= 0.92 MURO MURO X-1 Col. Extrema Col. Extrema MURO X-2 Col. Extrema
At Losa 3.49 1.00 0.49 3.58
L muro trans
b
VIGA h
L viga
CV
Pd P losa
8.00
0.15 0.15
0.15 0.20
1.90 2.00
0.87 0.25
1.26 0.36
0.15 0.20
0.15 0.35
1.00 3.43
0.12 0.90
0.18 1.29
Col. Extrema MURO X.3 Col. Extrema Col. Extrema MURO X-4 Col. Extrema Col. Interior Col. Extrema MURO X-5 Col. Extrema
1.93
0.15
0.15
1.00
0.48
0.69
0.15 0.15 0.15
0.15 0.15 0.20
1.20 1.20 2.00
0.34 0.23 0.21
0.49 0.32 0.30
0.15 0.15 0.15
0.30 0.15 0.15
2.88 1.20 1.00
0.96 0.23 0.19
1.38 0.32 0.27
0.20 0.15
0.40 0.15
4.05 0.9
1.72 0.10
2.47 0.14
1.16 3.72 3.7
0.15 0.15 0.20
0.15 0.20 0.40
1.1 2.1 3.85
0.29 0.93 0.93
0.42 1.34 1.33
3.72 2.72 4.21
0.15 0.15 0.15
0.20 0.20 0.20
2.10 1.60 2.20
0.93 0.68 1.05
1.34 0.98 1.52
3.7 7.45 2.72 0.34
0.2 0.30 0.15 0.15
0.4 0.60 0.2 0.2
3.85 5.85 1.6 0.45
0.93 1.86 0.68 0.09
1.33 2.68 0.98 0.12
14.47 0.34 4.21 3.49 5.58
0.15 0.15 0.15 0.15 0.20
0.2 0.2 0.2 0.15 0.35
5.25 0.45 2.2 1.90 3.42
3.62 0.09 1.05 0.87 1.40
5.21 0.12 1.52 1.26 2.01
7.45 14.47 1.00
0.3 0.25 0.15
0.6 0.50 0.20
5.85 5.25 2.00
1.86 3.62 0.25
2.68 5.21 0.36
0.15
0.15
1.00
0.12
0.18
0.83 6.88
0.15 0.20
0.15 0.40
1.98 3.85
0.21 1.72
0.30 2.48
1.93 1.7 4.58 3.82 6.88 4.54 6.87 3.61 3.68 1.79
0.15 0.15 0.15 0.15 0.2 0.15 0.20 0.15 0.20 0.15
0.15 0.20 0.25 0.30 0.4 0.25 0.40 0.25 0.40 0.25
1.00 1.95 2.35 2.88 3.85 2.78 4.05 2.54 4.05 2.33
0.48 0.43 1.15 0.96 1.72 1.14 1.72 0.90 0.92 0.45
0.69 0.61 1.65 1.38 2.48 1.63 2.47 1.30 1.32 0.64
1.58
0.15
0.15
1.35
0.40
0.57
1.36 0.90 0.84
2.50
3.82 0.90 0.74
4.10
6.87 0.4
Col. Extrema MURO Y-1 Col. Extrema Col. Interior Col. Extrema MURO Y-2 Col. Extrema Col. Extrema MURO Y-3 Col. Extrema Col. Extrema MURO Y-4 Col. Extrema Col. Extrema
MURO Y-5 Col. Extrema Col. Interior Col. Extrema MURO Y-6 Col. Extrema Col. Interior Col. Extrema MURO Y-7 Col. Extrema Col. Interior 1 Col. Interior 2 Col. Interior 3 Col. Extrema
MURO Y-8 Col. Extrema
2.50
4.25
2.1
3.5
0.49 1.65
Col. Interior 1 Col. Extrema MURO Y-9 Col. Extrema Col. Extrema MURO Y-10 Col. Extrema Col. Extrema MURO Y-11 Col. Extrema Col. Extrema MURO Y-12 Col. Extrema Col. Interior Col. Extrema MURO Y-13 Col. Extrema Col. Extrema
2.65 1.7 1.36
0.15 0.15 0.15
0.15 0.20 0.15
1.60 1.95 1.20
0.66 0.43 0.34
0.95 0.61 0.49
0.15 0.15
0.30 0.15
2.88 1.00
0.96 0.29
1.38 0.41
0.15 0.15
0.15 0.20
1.28 2.20
0.06 0.21
0.09 0.31
0.41 3.68
0.15 0.2
0.15 0.4
0.90 4.05
0.10 0.92
0.15 1.32
0.49 4.54 3.61
0.15 0.15 0.15
0.15 0.25 0.25
1.07 2.78 2.54
0.12 1.14 0.90
0.18 1.63 1.30
0.15 0.20
0.15 0.35
1.1 3.43
0.29 0.90
0.42 1.29
3.82 1.15
1.9 2.00
0.24 0.85 1.95
1.48 1.16 3.58
2.40
Pcm
Pcv
Pm
5.17 10.33 15.50
0.79 2.77 4.75
5.96 13.10 20.24
5.84 12.87 19.90
4.25 8.50 12.75
0.62 2.16 3.71
4.87 10.66 16.46
4.73 10.39 16.05
2.05 4.10 6.15
0.15 0.52 0.89
2.20 4.62 7.04
1.88 3.98 6.08
2.37 4.73 7.10
0.22 0.77 1.32
2.59 5.50 8.42
2.27 4.87 7.48
1.94 3.88 5.82
0.15 0.51 0.88
2.09 4.39 6.70
1.90 4.03 6.16
5.05 10.09 15.14
0.43 1.50 2.57
5.47 11.59 17.71
5.31 11.26 17.21
4.42 8.84 13.25
0.55 1.93 3.31
4.97 10.76 16.56
4.87 10.56 16.25
5.37 10.74 16.11
0.76 2.66 4.55
6.13 13.40 20.67
6.04 13.22 20.41
4.88 9.76 14.64
0.61 2.15 3.68
5.49 11.91 18.32
5.41 11.74 18.06
7.65 15.30 22.96
0.71 2.50 4.28
8.36 17.80 27.23
8.32 17.71 27.10
4.07 8.13 12.20
0.30 1.06 1.81
4.37 9.19 14.01
4.16 8.78 13.39
12.60 25.21 37.81
1.58 5.54 9.49
14.19 30.74 47.30
13.84 30.06 46.28
2.53 5.06 7.59
0.18 0.64 1.10
2.71 5.70 8.69
2.42 5.12 7.82
5.92 11.85 17.77
0.90 3.16 5.42
6.83 15.01 23.19
6.74 14.84 22.94
4.38 8.75 13.13
0.45 1.58 2.70
4.83 10.33 15.83
4.75 10.17 15.59
1.98 3.95 5.93
0.15 0.52 0.89
2.13 4.47 6.82
1.95 4.11 6.28
5.45 10.90 16.36
0.40 1.39 2.38
5.85 12.29 18.73
5.72 12.04 18.35
1.57 3.14 4.70
0.06 0.22 0.38
1.63 3.36 5.08
1.30 2.69 4.08
Pd P viga
Pd 3 nivelPd (1 y2)
0.10 0.14
0.85 0.30
1.12 0.38
0.05 0.58
1.25
1.56
6t
25%At
MAX
Pt
0.78
0.26
0.78
2.66
0.05
0.47
0.62
0.06 0.06 0.14
0.35 0.50
0.45 0.64
0.31 0.06 0.05
1.03 0.24 0.39
1.32 0.31 0.51
0.78 0.05
2.09
2.63
0.06 0.15 0.74
0.30 0.93 1.22
0.38 1.21 1.50
0.15 0.12 0.16
1.61
2.10
1.05
1.36
0.74 2.53 0.12 0.03
4.20
5.03
0.78
1.01
0.38 0.03 0.16 0.10 0.57
3.61
4.72
3.47
4.47
2.53 1.58 0.14
2.98 4.12 0.30
3.54 5.20 0.38
0.05
0.14
0.18
0.11 0.74
2.44
3.08
0.05 0.14 0.21 0.31 0.74 0.25 0.78 0.23 0.78 0.21
0.9321
1.20
2.19
2.82
1.95 3.14
2.47 3.99
2.70
3.38
0.07
1.05
1.37
0.78
0.08
0.78
2.71
0.78
0.08
0.78
1.24
0.78 0.78 0.78
0.13
0.78
4.41
0.78
0.14
0.78
2.91
0.78
0.07
0.78
2.99
0.78
0.11
0.78
3.67
0.78
0.05
0.78
2.26
0.09 0.14 0.06
0.46 0.35
0.59 0.45
0.31 0.05
1.03 0.29
1.32 0.38
0.07 0.16
0.45
0.55
0.05 0.78
0.12 1.24
0.15 1.51
0.06 0.25 0.23
1.31
1.69
0.94
1.22
0.06 0.58
0.30 1.11
0.38 1.38
0.78
0.06
0.78
2.89
0.78
0.07
0.78
3.28
0.78
0.06
0.78
2.68
0.78
0.05
0.78
1.00
0.78
0.08
0.78
2.62
CORTANTE BASAL Tp 0.90 1.00 7.50 45.00
S3 U: hn : Ct :
S Suelo Flexible 1.40 Vivienda Factor de Uso
Cohef. para estimar el periodo predominante de un edificio
Periodo fundamental de la Estructura T:
Tp : Parametro del Suelo S : Factor de Suelo
T
hn Ct
Altura total del Edificio
0.17
C 2.5 *
C: C: Z: R: P:
Tp 2.5 T
13.50 ≤ 2.5 Factor de Amplificacion Sismica 2.50 0.40 Factor de Zona Sismica 3.00 Factor de Ductilidad 636378.35 Kg Peso Total de Diseño V
Z *U *C*S *P R
V : 296976.56 KG V : 296.98 TON
eyacc 0 . 05 * Ly
exacc 0 .05 * Lx NIVEL 1 2 3
PESO 214.88 214.88 206.63
H 2.50 5.00 7.50
PiHi 537.19 1074.38 1549.70 3161.27
FUERZAS POR NIVEL
Vx 296.98 296.98 296.98
Vy 296.98 296.98 296.98
Fix 50.46 100.93 145.58 296.98
Fiy 50.46 100.93 145.58 296.98
Lx : Ly :
10.00 24.00
Vx 296.98 246.51 145.58
Vy 296.98 246.51 145.58
CORTANTE POR NIVEL
m m Lx 10.00 10.00 10.00
Ly 24.00 24.00 24.00
ex 0.5 0.5 0.5
ey 1.2 1.2 1.2
145.58
145.58
100.93
246.51
50.46
296.98
DESPLAZAMIENTO DE PORTICOS DESPLAZAMIENTO PERMITIDO SEGÚN NORMA E.070 =
PORTIC O Nº 1
0.005
X
DESPLAZAMI ENTOS
0.001720
0.004
OK
0.001597
0.004
OK
0.000906
0.002
OK
0.000341
0.001
OK
PORTIC O Nº 2
PORTIC OR
PORTIC OR
Em = G= G=
325000 0.4 * Em 130000
K
tn/m2 tn/m2
h= I= f= Em =
Em h h *(Em/ Gm) f* 3I Area 3
0.000354
0.001
OK
0.000235
0.001
OK
altura entre piso inercia de la figura area de la seccion / area del alma Modulo de elasticidad de la albañileria
P R I M E R ANGULO Elemento 20 PLACA X-1 MURO X-1 MURO X-2 MURO X.3 PLACA X-2 MURO X-4 MURO X-5 8 MURO X-6 PLACA X-3
T 0.85 0.14 0.14 0.14 0.85 0.14 0.14 0.14 0.85
H 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
Lx 2.4 3.5 3 1.9 1.65 2 1.95 0.86 1.48
At m2 Alma m2 2.3400 1.9320 0.9045 0.4800 0.6810 0.4050 0.6705 0.2400 1.7160 1.3800 0.7950 0.2550 0.6773 0.2475 1.4037 0.8823 1.5886 1.3156
f 1.21 1.88 1.68 2.79 1.24 3.12 2.74 1.59 1.21
I m4 1.2198 1.5343 0.8070 0.3797 0.4676 0.4007 0.3792 6.2778 0.4004
h3/3I 4.26982565 3.39459906 6.45394465 13.7169695 11.1384374 12.9980867 13.7350563 0.82964308 13.0078255
f.h(Em/G) 3.23498965 13.0208333 15.4320988 26.0416667 4.52898551 24.5098039 25.2525253 7.08375836 4.7506841 SKx
Kx 40693.88645 19798.44285 14849.64613 8174.324651 20743.67953 8664.843444 8335.987702 5715.779511 18301.08535 145277.6756
X 1.57 8.29 1.50 7.04 0.90 2.25 8.05 2.41 9.04
YCR
ANGULO Elemento MURO Y-1 MURO Y-2 MURO Y-3
T 0.14 0.14 0.14
H 2.5 2.5 2.5
LY 5.3 3.7 4.05
At m2 Alma m2 1.1415 0.75 0.921 0.51 0.8385 0.5625
f 1.52 1.81 1.49
I m4 3.5755 1.7251 1.7092
h3/3I 1.45667273 3.01914865 3.04723457
f.h(Em/G) Ky 8.33333333 33197.11939 12.254902 21277.91824 11.1111111 22954.6592
P I S O Y 7.53 7.93 11.50 12.43 13.48 14.33 13.78 24.55 18.63 SKx*Y
S Kx * Y S Kx
X 0.08 2.33 4.08
Y 2.65 5.68 2.05
8
MURO Y-4 MURO Y-5 MURO Y-6 MURO Y-7 MURO Y-8 PLACA Y-1 PLACA Y-2 MURO Y-9 MURO Y-10 MURO Y-11 MURO Y-12 MURO Y-13
0.14 0.14 0.14 0.14 0.14 0.85 0.85 0.14 0.14 0.14 0.14 0.14
2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
4.1 8 4.4 10.425 2.5 2.5 2.5 4.1 4.25 2 6.12 1.6
0.846 1.6815 1.1415 2.142 0.8565 2.366 2.3 0.981 2.0035 0.531 1.4037 0.471
0.568 1.155 0.615 1.5195 0.33 2.162 2.3 0.57 0.5925 0.255 0.8823 0.195
1.49 1.46 1.86 1.41 2.60 1.09 1.00 1.72 3.38 2.08 1.59 2.42
1.763 11.875 2.4369 21.818 0.6682 1.289 1.1979 2.2178 2.4225 0.2981 6.2778 0.1731
2.95424466 0.43861127 2.13727824 0.23871617 7.79457248 4.04059995 4.34788658 2.34842336 2.1499828 17.4717656 0.82964308 30.0885808
11.0035211 5.41125541 10.1626016 4.11319513 18.9393939 2.89084181 2.7173913 10.9649123 10.5485232 24.5098039 7.08375836 32.0512821
23284.52884 55556.82171 26423.02231 74679.83086 12156.81934 46887.79206 45999.60615 24411.61319 25593.56194 7741.492362 40669.88447 5230.137068 466064.8071
4.68 10.08 0.08 4.08 6.15 7.93 10.08 7.15 10.08 8.15 2.41 0.08
6.05 4.00 14.78 16.64 11.25 10.93 11.25 15.75 16.70 20.78 24.55 7.20
SKy * X XCR SKy
ANGULO Elemento 20 PLACA X-1 MURO X-1 MURO X-2 MURO X.3 PLACA X-2 MURO X-4 MURO X-5 8 MURO X-6 PLACA X-3
T 0.85 0.14 0.14 0.14 0.85 0.14 0.14 0.14 0.85
H 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
Lx 2.4 3.5 3 1.9 1.65 2 1.95 0.86 1.48
At m2 Alma m2 2.3400 1.9320 0.9045 0.4800 0.6810 0.4050 0.6705 0.2400 1.7160 1.3800 0.7950 0.2550 0.6773 0.2475 1.4037 0.8823 1.5886 1.3156
f 1.21 1.88 1.68 2.79 1.24 3.12 2.74 1.59 1.21
I m4 1.2198 1.5343 0.8070 0.3797 0.4676 0.4007 0.3792 6.2778 0.4004
h3/3I 4.26982565 3.39459906 6.45394465 13.7169695 11.1384374 12.9980867 13.7350563 0.82964308 13.0078255
f.h(Em/G) 3.23498965 13.0208333 15.4320988 26.0416667 4.52898551 24.5098039 25.2525253 7.08375836 4.7506841
SEGUNDO
PISO
Kx 40693.88645 19798.44285 14849.64613 8174.324651 20743.67953 8664.843444 8335.987702 5715.779511 18301.08535 145277.6756
Y 7.53 7.93 11.50 12.43 13.48 14.33 13.78 24.55 18.63
X 1.57 8.29 1.50 7.04 0.90 2.25 8.05 2.41 9.04
SKy * X XCR SKy
ANGULO Elemento MURO Y-1 MURO Y-2 MURO Y-3 MURO Y-4 MURO Y-5 MURO Y-6 MURO Y-7 MURO Y-8 PLACA Y-1 PLACA Y-2 MURO Y-9 MURO Y-10 MURO Y-11 8 MURO Y-12 MURO Y-13
T 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.85 0.85 0.14 0.14 0.14 0.14 0.14
H 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
LY 5.3 3.7 4.05 4.1 8 4.4 10.425 2.5 2.5 2.5 4.1 4.25 2 6.12 1.6
At m2 Alma m2 1.1415 0.75 0.921 0.51 0.8385 0.5625 0.846 0.568 1.6815 1.155 1.1415 0.615 2.142 1.5195 0.8565 0.33 2.366 2.162 2.3 2.3 0.981 0.57 2.0035 0.5925 0.531 0.255 1.4037 0.8823 0.471 0.195
f 1.52 1.81 1.49 1.49 1.46 1.86 1.41 2.60 1.09 1.00 1.72 3.38 2.08 1.59 2.42
I m4 3.5755 1.7251 1.7092 1.763 11.875 2.4369 21.818 0.6682 1.289 1.1979 2.2178 2.4225 0.2981 6.2778 0.1731
h3/3I 1.45667273 3.01914865 3.04723457 2.95424466 0.43861127 2.13727824 0.23871617 7.79457248 4.04059995 4.34788658 2.34842336 2.1499828 17.4717656 0.82964308 30.0885808
f.h(Em/G) 8.33333333 12.254902 11.1111111 11.0035211 5.41125541 10.1626016 4.11319513 18.9393939 2.89084181 2.7173913 10.9649123 10.5485232 24.5098039 7.08375836 32.0512821
Ky 33197.11939 21277.91824 22954.6592 23284.52884 55556.82171 26423.02231 74679.83086 12156.81934 46887.79206 45999.60615 24411.61319 25593.56194 7741.492362 40669.88447 5230.137068 466064.8071
X 0.08 2.33 4.08 4.68 10.08 0.08 4.08 6.15 7.93 10.08 7.15 10.08 8.15 2.41 0.08
YCR
S Kx * Y S Kx
TERCER ANGULO Elemento 20 PLACA X-1 MURO X-1 MURO X-2 MURO X.3 PLACA X-2 MURO X-4 MURO X-5 8 MURO X-6
T 0.854781 0.14 0.14 0.14 0.854781 0.14 0.14 0.14
H 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
Lx 2.4 3.5 3 1.9 1.65 2 1.95 0.86
At m2 Alma m2 2.34 1.932 0.9045 0.48 0.681 0.405 0.6705 0.24 1.716 1.38 0.795 0.255 0.6773 0.2475 1.4037 0.8823
f 1.21 1.88 1.68 2.79 1.24 3.12 2.74 1.59
I m4 1.2198 1.5343 0.8070 0.3797 0.4676 0.4007 0.3792 6.2778
h3/3I 4.26982565 3.39459906 6.45394465 13.7169695 11.1384374 12.9980867 13.7350563 0.82964308
f.h(Em/G) 3.23498965 13.0208333 15.4320988 26.0416667 4.52898551 24.5098039 25.2525253 7.08375836
Kx 40693.88645 19798.44285 14849.64613 8174.324651 20743.67953 8664.843444 8335.987702 5715.779511
Y 2.65 5.68 2.05 6.05 4.00 14.78 16.64 11.25 10.93 11.25 15.75 16.70 20.78 24.55 7.20
X 1.57 8.29 1.50 7.04 0.90 2.25 8.05 2.41
PISO Y 7.53 7.93 11.50 12.43 13.48 14.33 13.78 24.55
PLACA X-3
0.854781
2.5
1.48
1.5886
1.3156
1.21
0.4004
13.0078255
4.7506841
18301.08535 145277.6756
9.04
18.63
SKy * X XCR SKy
ANGULO Elemento MURO Y-1 MURO Y-2 MURO Y-3 MURO Y-4 MURO Y-5 MURO Y-6 MURO Y-7 MURO Y-8 PLACA Y-1 PLACA Y-2 MURO Y-9 MURO Y-10 MURO Y-11 8 MURO Y-12 MURO Y-13
T 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.85 0.85 0.14 0.14 0.14 0.14 0.14
H 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
LY 5.3 3.7 4.05 4.1 8 4.4 10.425 2.5 2.5 2.5 4.1 4.25 2 6.12 1.6
At m2 Alma m2 1.1415 0.75 0.921 0.51 0.8385 0.5625 0.846 0.568 1.6815 1.155 1.1415 0.615 2.142 1.5195 0.8565 0.33 2.366 2.162 2.3 2.3 0.981 0.57 2.0035 0.5925 0.531 0.255 1.4037 0.8823 0.471 0.195
f 1.52 1.81 1.49 1.49 1.46 1.86 1.41 2.60 1.09 1.00 1.72 3.38 2.08 1.59 2.42
I m4 3.5755 1.7251 1.7092 1.763 11.875 2.4369 21.818 0.6682 1.289 1.1979 2.2178 2.4225 0.2981 6.2778 0.1731
h3/3I 1.45667273 3.01914865 3.04723457 2.95424466 0.43861127 2.13727824 0.23871617 7.79457248 4.04059995 4.34788658 2.34842336 2.1499828 17.4717656 0.82964308 30.0885808
f.h(Em/G) 8.33333333 12.254902 11.1111111 11.0035211 5.41125541 10.1626016 4.11319513 18.9393939 2.89084181 2.7173913 10.9649123 10.5485232 24.5098039 7.08375836 32.0512821
Ky 33197.11939 21277.91824 22954.6592 23284.52884 55556.82171 26423.02231 74679.83086 12156.81934 46887.79206 45999.60615 24411.61319 25593.56194 7741.492362 40669.88447 5230.137068 466064.8071
X 0.08 2.33 4.08 4.68 10.08 0.08 4.08 6.15 7.93 10.08 7.15 10.08 8.15 2.41 0.08
YCR
3 5 4 1 2 3
descripcion PLACA X-1 MURO X-1 MURO X-2 MURO X.3 PLACA X-2 MURO X-4
Long. M 2.4 3.5 3 1.9 1.65 2
V diseño 86.611 42.21 31.616 17.421 44.166 18.451
29% 14% 11% 6% 15% 6%
Y 2.65 5.68 2.05 6.05 4.00 14.78 16.64 11.25 10.93 11.25 15.75 16.70 20.78 24.55 7.20
S Kx * Y S Kx
2 1
MURO X-5 PLACA X-3
1.95 1.48
17.769 38.994 297.24
6% 13% 100%
9 4 5 6 11 8 12 3 2 1 6 7 2 10 1
descripcion MURO Y-1 MURO Y-2 MURO Y-3 MURO Y-4 MURO Y-5 MURO Y-6 MURO Y-7 MURO Y-8 PLACA Y-1 PLACA Y-2 MURO Y-9 MURO Y-10 MURO Y-11 MURO Y-12 MURO Y-13
Long. M 5.30 3.70 4.05 4.10 8.00 4.40 10.43 2.50 2.50 2.50 4.10 4.25 2.00 6.19 1.60
V diseño 21.153 13.558 14.627 14.837 35.401 16.837 47.586 7.7463 29.877 29.311 15.555 16.308 4.9329 25.915 3.3326 296.98
7.12% 4.57% 4.93% 5.00% 11.92% 5.67% 16.02% 2.61% 10.06% 9.87% 5.24% 5.49% 1.66% 8.73% 1.12% ######
20 PLACA X-1 MURO X-1 MURO X-2 MURO X.3 PLACA X-2 MURO X-4 MURO X-5 PLACA X-3
0.854781 0.14 0.14 0.14 0.854781 0.14 0.14 0.854781
ANGULO Elemento T H MURO Y-1 0.14 MURO Y-2 0.14 MURO Y-3 0.14 MURO Y-4 0.14 MURO Y-5 0.14 MURO Y-6 0.14 MURO Y-7 0.14 MURO Y-8 0.14 PLACA Y-1 0.854781 PLACA Y-2 0.854781 MURO Y-9 0.14 MURO Y-10 0.14 MURO Y-11 0.14 82 MURO Y-12 0.14 MURO Y-13 0.14
2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
2.4 3.5 3 1.9 1.65 2 1.95 1.58
Ly 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5
5.3 3.7 4.05 4.1 8 4.4 10.425 2.5 2.5 2.5 4.1 4.25 2 6.12 1.6
2.2596 0.819 0.616 0.6972 0.5642 0.707 0.6174 1.6292
1.785 0.448 0.378 0.224 0.21 0.2366 0.231 1.275
1.2658824 1.828125 1.6296296 3.1125 2.6866667 2.9881657 2.6727273 1.2778039
1.2521 1.3695 0.7099 0.4067 0.2217 0.346 0.3381 0.4655
4.15967841 3.80309115 7.33671409 12.8063274 23.4927079 15.0529865 15.4047126 11.188686
3.50140056 13.9508929 16.5343915 27.9017857 29.7619048 26.4158918 27.0562771 4.90196078
At m2 Alma m2 f I m4 h3/3I 1.036 0.6986 1.4829659 3.1738 1.64104018 0.8316 0.476 1.7470588 1.5215 3.42315697 0.763 0.525 1.4533333 1.516 3.43557608 0.77 0.532 1.4473684 1.5642 3.32971061 1.5316 1.0766 1.4226268 10.62 0.49042687 1.0276 0.5726 1.794621 2.1508 2.42157957 1.9516 1.4154 1.3788328 19.799 0.26306308 0.763 0.308 2.4772727 0.5838 8.92143428 2.3986 2.162 1.1094357 1.3265 3.92637266 2.1165 2.1165 1 1.0935 4.76299345 0.8876 0.532 1.6684211 1.9607 2.65636422 0.9086 0.553 1.643038 2.1434 2.42993997 0.476 0.238 2 0.2592 20.0938786 1.295 0.8402 1.5412997 5.8006 0.89789562 0.4816 0.126 3.8222222 0.0985 52.8764805
f.h(Em/G) 8.94646436 13.1302521 11.9047619 11.7481203 5.80531302 10.915124 4.41571287 20.2922078 2.89084181 2.95298842 11.7481203 11.3019892 26.2605042 7.43870507 49.6031746
39863.84987 18305.75041 13614.78622 7983.666536 6102.757751 7837.202577 7654.084433 20198.06937 121560.1672
1.57 8.29 1.5 7.04 0.9 2.25 8.05 9.04
7.53 7.93 11.5 12.43 13.48 14.33 13.78 18.63
Ky X Y 30696.56299 0.075 2.65 19633.41802 2.325 5.675 21185.97389 4.075 2.05 21554.82456 4.675 6.05 51622.20893 10.075 4 24368.84036 0.075 14.775 69462.61227 4.075 16.637 11124.93948 6.15 11.25 47673.43044 7.925 10.925 42120.36854 10.075 11.25 22562.41794 7.15 15.75 23667.46851 10.075 16.7 7011.203264 8.15 20.775 38605.3182 2.41 24.55 3171.361179 0.075 7.2 434460.9486
M torsor Accidental Mtx Mty 60.56 25.23 121.12 50.46 174.70 72.79
P I S O Kx.Y 306425 157002 170771 101607 279625 124167 114870 140322 340949 2E+06
Cort. de Traslacio V1 296.98 296.98 296.98 296.98 296.98 296.98 296.98 296.98 296.98
Momento Torsor Vm ton 83.186 40.472 30.356 16.71 42.404 17.713 17.04 11.684 37.411 296.98
Mtx1 60.6 60.6 60.6 60.6 60.6 60.6 60.6 60.6 60.6
Mtx2 25.23 25.23 25.23 25.23 25.23 25.23 25.23 25.23 25.23
M*Kx(Yi-Xcr) 4681480.223 2757220.319 5278396.144 3365981.069 9860727.149 4564940.479 4114042.639 6548774.021 14407227.11
ΣKx(Yi-Xcr)2 ΣKy(Xi-Ycr)2 ∆Vxi 6263993.964 282606904 0.01620613 9179608.394 35107570.3 0.06225775 59801907.24 286432251 0.01524516 80253292.02 63203193.8 0.02346343 106952164.3 320275822 0.02308071 131368753.8 246784676 0.01207166 115283387.4 39865851.2 0.02651668 621315741.1 238708594 0.00761464 293325888 22186327.7 0.04566298
Vm ton 21.15 13.56 14.63
Mtx1 60.6 60.6 60.6
Mty2 25.23 25.23 25.23
M*Ky(Xi-Ycr) -745884.0477 -12011836.9 -18581587.61
ΣKx(Yi-Xcr)2 ΣKy(Xi-Ycr)2 ∆Vxi 15417215.64 369895675 -0.00193579 3467.187305 242982284 -0.04943433 22249718.05 162640482 -0.10050066
Cortante de Diseño Vx = Vt+Vr 83.20 40.53 30.37 16.73 42.43 17.72 17.07 11.69 37.46 297.21
Kx * Y 11.95 SKx
Ky.X 2489.8 49471 93540
V1 296.98 296.98 296.98
Vx = Vt+Vr 21.15 13.56 14.63
108855 559735 1981.7 304320 74764 371586 463446 174543 257855 63093 98014 392.26 3E+06
SKy * X R SKy
O
296.98 296.98 296.98 296.98 296.98 296.98 296.98 296.98 296.98 296.98 296.98 296.98
14.84 35.40 16.84 47.59 7.75 29.88 29.31 15.56 16.31 4.93 25.91 3.33 296.98
60.6 60.6 60.6 60.6 60.6 60.6 60.6 60.6 60.6 60.6 60.6 60.6
25.23 25.23 25.23 25.23 25.23 25.23 25.23 25.23 25.23 25.23 25.23 25.23
-19975861.39 -26449409.74 -593681.3553 -60452643.08 -10937347.04 -37717139.45 -21899424.65 -21129888.11 -12184545.22 -6045958.626 -23588158.49 -117512.4793
305737.7815 4613415.306 145151819 210279975.2 54816265.85 48659298.07 54816265.85 177753798.7 212694061 398111885.1 621315741.1 4276751.326
138794685 9202949.03 369895675 162640482 88205115 42463846.5 9202949.03 60401718.4 9202949.03 37846497 238708594 369895675
-0.14360748 -1.91435381 -0.00115267 -0.162106 -0.07647351 -0.41391394 -0.34207581 -0.08872307 -0.05491081 -0.0138682 -0.02742732 -0.00031406
14.84 35.40 16.84 47.59 7.75 29.88 29.31 15.56 16.31 4.93 25.91 3.33 296.98
5.63
PISO
SKy * X R SKy
Kx.Y 306425 157002 170771 101607 279625 124167 114870 140322 340949 2E+06 11.95
Cort. de Traslacio V1 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51
Momento Torsor Vm ton 69.051 33.595 25.197 13.87 35.199 14.703 14.145 9.6987 31.054 246.51
Mtx1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1 121.1
Mtx2 50.46 50.46 50.46 50.46 50.46 50.46 50.46 50.46 50.46
M*Kx(Yi-Ycr) 9362960.446 5514440.638 10556792.29 6731962.139 19721454.3 9129880.958 8228085.278 13097548.04 28814454.22
ΣKx(Yi-Ycr)2 ΣKy(Xi-Xcr)2 ∆Vxi 6263993.964 282606904 0.03241227 9179608.394 35107570.3 0.12451551 59801907.24 286432251 0.03049033 80253292.02 63203193.8 0.04692686 106952164.3 320275822 0.04616143 131368753.8 246784676 0.02414332 115283387.4 39865851.2 0.05303336 621315741.1 238708594 0.01522928 293325888 22186327.7 0.09132595
Cortante de Diseño Vx = Vt+Vr 69.08 33.72 25.23 13.92 35.24 14.73 14.20 9.71 31.15 246.98
Ky.X 2489.8 49471 93540 108855 559735 1981.7 304320 74764 371586 463446 174543 257855 63093 98014 392.26 3E+06
Kx * Y SKx
V1 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51 246.51
Vm ton 17.56 11.25 12.14 12.32 29.39 13.98 39.50 6.43 24.80 24.33 12.91 13.54 4.09 21.51 2.77 246.51
Momento Torsor Mtx1 Mty2 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46 121.1 50.46
M*Ky(Xi-Ycr) -1168228.017 -15660211.77 -46722180 -32398349.33 -224499070.6 282748.8031 72015452.96 -2632506.498 -19178194.93 -16318248.46 33491536.32 61839562.49 28105937.31 62334441.58 -93982.97996
ΣKx(Yi-Xcr)2 ΣKy(Xi-Ycr)2 ∆Vxi 15417215.64 369895675 -0.00303189 3467.187305 242982284 -0.0644491 22249718.05 162640482 -0.25270231 305737.7815 138794685 -0.23291338 4613415.306 9202949.03 -16.2487804 145151819 369895675 0.00054898 210279975.2 162640482 0.1931121 54816265.85 88205115 -0.01840638 48659298.07 42463846.5 -0.21046459 54816265.85 9202949.03 -0.2548961 177753798.7 60401718.4 0.14062885 212694061 9202949.03 0.27868588 398111885.1 37846497 0.06446931 621315741.1 238708594 0.07247986 4276751.326 369895675 -0.00025118
Vx = Vt+Vr 17.56 11.25 12.14 12.32 29.39 13.98 39.69 6.43 24.80 24.33 13.05 13.82 4.16 21.58 2.77 247.26
5.63
PISO Kx.Y 306425 157002 170771 101607 279625 124167 114870 140322
Cort. de Traslacio V1 145.58 145.58 145.58 145.58 145.58 145.58 145.58 145.58
Momento Torsor Vm ton 40.779 19.84 14.881 8.1914 20.787 8.683 8.3534 5.7278
Mtx1 174.7 174.7 174.7 174.7 174.7 174.7 174.7 174.7
Mtx2 72.79 72.79 72.79 72.79 72.79 72.79 72.79 72.79
M*Kx(Yi-Ycr) 13505215.38 7954077.02 15227208.79 9710240.597 28446396.79 13169019.51 11868261.59 18892016.93
ΣKx(Yi-Ycr)2 ΣKy(Xi-Xcr)2 ∆Vxi 6263993.964 282606904 0.04675173 9179608.394 35107570.3 0.17960225 59801907.24 286432251 0.04397951 80253292.02 63203193.8 0.06768771 106952164.3 320275822 0.06658365 131368753.8 246784676 0.03482454 115283387.4 39865851.2 0.07649578 621315741.1 238708594 0.02196684
Cortante de Diseño Vx = Vt+Vr 40.83 20.02 14.92 8.26 20.85 8.72 8.43 5.75
SKy * X R SKy
Kx * Y SKx
340949 2E+06
145.58
18.339 145.58
V1 145.58 145.58 145.58 145.58 145.58 145.58 145.58 145.58 145.58 145.58 145.58 145.58 145.58 145.58 145.58
Vm ton 10.37 6.65 7.17 7.27 17.35 8.25 23.33 3.80 14.65 14.37 7.63 7.99 2.42 12.70 1.63 145.58
174.7
72.79
41562218.77
293325888
22186327.7
0.13172935
18.47 146.25
11.95
Ky.X 2489.8 49471 93540 108855 559735 1981.7 304320 74764 371586 463446 174543 257855 63093 98014 392.26 3E+06 5.63
Momento Torsor Mtx1 Mty2 174.7 174.7 174.7 174.7 174.7 174.7 174.7 174.7 174.7 174.7 174.7 174.7 174.7 174.7 174.7
72.79 72.79 72.79 72.79 72.79 72.79 72.79 72.79 72.79 72.79 72.79 72.79 72.79 72.79 72.79
M*Ky(Xi-Ycr) -22467496.37 -9715451.754 -16538031.37 -9996077.042 -32140884.1 5437857.69 25490972.81 -617422.7988 -3490573.472 -2336236.542 6756431.13 8853391.71 4974263.537 37307775.67 -1807491.543
ΣKx(Yi-Xcr)2 ΣKy(Xi-Ycr)2 ∆Vxi 15417215.64 369895675 -0.05830974 3467.187305 242982284 -0.03998363 22249718.05 162640482 -0.08944785 305737.7815 138794685 -0.07186231 4613415.306 9202949.03 -2.32629101 145151819 369895675 0.01055797 210279975.2 162640482 0.06835499 54816265.85 88205115 -0.004317 48659298.07 42463846.5 -0.03830611 54816265.85 9202949.03 -0.03649274 177753798.7 60401718.4 0.02836983 212694061 9202949.03 0.03989865 398111885.1 37846497 0.01140995 621315741.1 238708594 0.04337991 4276751.326 369895675 -0.00483064
Cortante de Diseño Vx = Vt+Vr 10.37 6.65 7.17 7.27 17.35 8.26 23.40 3.80 14.65 14.37 7.65 8.03 2.43 12.75 1.63 145.78
300175 145165 156570 99237 82265 112307 105473 376290
297.4533 297.4533 297.4533 297.4533 297.4533 297.4533 297.4533 297.4533
97.545 44.794 33.315 19.536 14.933 19.177 18.729 49.424 297.45
Cort. de Traslacion Ky.X V1 Vm ton 2302.2 297.4533 21.016 45648 297.4533 13.442 86333 297.4533 14.505 100769 297.4533 14.757 520094 297.4533 35.343 1827.7 297.4533 16.684 283060 297.4533 47.558 68418 297.4533 7.6167 377812 297.4533 32.64 424363 297.4533 28.838 161321 297.4533 15.447 238450 297.4533 16.204 57141 297.4533 4.8002 93039 297.4533 26.431 237.85 297.4533 2.1713 297.45
H=
DESCRIPCIO N PLACA X-1
MURO X-1
MURO X-2
MURO X.3
PLACA X-2
MURO X-4
MURO X-5
2.5
NIVELES 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2
SISMO SEVERO VE 40.83 69.08 83.20 20.02 33.72 40.53 14.92 25.23 30.37 8.26 13.92 16.73 20.85 35.24 42.43 8.72 14.73 17.72 8.43 14.20
SISMO MODERADO Ve 20.41 34.54 41.60 10.01 16.86 20.27 7.46 12.61 15.19 4.13 6.96 8.37 10.43 17.62 21.21 4.36 7.36 8.86 4.21 7.10
Fi
M (Tn-m)
20.41 14.13 7.06 10.01 6.85 3.41 7.46 5.15 2.57 4.13 2.83 1.41 10.43 7.20 3.59 4.36 3.00 1.50 4.21 2.88
51.03 137.39 241.39 25.02 67.17 117.84 18.66 50.19 88.15 10.32 27.72 48.64 26.07 70.12 123.16 10.90 29.31 51.46 10.54 28.28
23.90 40.44 48.70 11.08 18.65 22.40 8.18 13.82 16.64 4.82 8.13 9.77 3.67 6.20 7.46 4.71 7.96 9.58 4.63
MURO X-5
MURO X-6
PLACA X-3
MURO Y-1
MURO Y-2
MURO Y-3
MURO Y-4
MURO Y-5
MURO Y-6
MURO Y-7
MURO Y-8
PLACA Y-1
PLACA Y-2
1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2
17.07 5.75 9.71 11.69 18.47 31.15 37.46 10.37 17.56 21.15 6.65 11.25 13.56 7.17 12.14 14.63 7.27 12.32 14.84 17.35 29.39 35.40 8.26 13.98 16.84 23.40 39.69 47.59 3.80 6.43 7.75 14.65 24.80 29.88 14.37 24.33
8.53 2.87 4.86 5.85 9.24 15.57 18.73 5.18 8.78 10.58 3.32 5.63 6.78 3.59 6.07 7.31 3.64 6.16 7.42 8.68 14.69 17.70 4.13 6.99 8.42 11.70 19.85 23.79 1.90 3.22 3.87 7.32 12.40 14.94 7.18 12.17
1.43 2.87 1.98 0.99 9.24 6.34 3.16 5.18 3.59 1.80 3.32 2.30 1.15 3.59 2.49 1.24 3.64 2.52 1.26 8.68 6.02 3.01 4.13 2.86 1.43 11.70 8.15 3.95 1.90 1.32 0.66 7.32 5.08 2.54 7.18 4.98
49.62 7.19 19.33 33.94 23.09 62.02 108.84 12.96 34.91 61.35 8.31 22.38 39.32 8.96 24.14 42.42 9.09 24.49 43.03 21.69 58.42 102.67 10.33 27.80 48.85 29.24 78.86 138.34 4.75 12.78 22.47 18.31 49.31 86.65 17.96 48.37
7.79 9.37 12.19 20.54 24.70 5.14 8.71 10.49 3.29 5.57 6.71 3.55 6.01 7.24 3.61 6.12 7.37 8.65 14.65 17.64 4.09 6.92 8.33 11.68 19.74 23.76 1.86 3.16 3.80 7.99 13.52 16.29 7.06 11.95 14.40
PLACA Y-2
MURO Y-9
MURO Y-10
MURO Y-11
MURO Y-12
MURO Y-13
1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1
29.31 7.65 13.05 15.56 8.03 13.82 16.31 2.43 4.16 4.93 12.75 21.58 25.91 1.63 2.77 3.33 145.78 247.26 296.98
14.66 3.83 6.53 7.78 4.02 6.91 8.15 1.21 2.08 2.47 6.37 10.79 12.96 0.82 1.38 1.67
2.49 3.83 2.70 1.25 4.02 2.89 1.25 1.21 0.86 0.39 6.37 4.42 2.17 0.82 0.57 0.28 140.50 237.26 285.52
85.01 9.57 25.88 45.33 10.04 27.31 47.70 3.04 8.24 14.40 15.93 42.91 75.31 2.04 5.50 9.67
3.80 6.41 7.72 3.99 6.73 8.10 1.18 1.99 2.40 6.50 10.97 13.20 0.53 0.90 1.08
DESCRIPCION NIVELES 59.74 220.59 503.19 27.71 102.03 232.36 20.44 75.44 172.03 12.06 44.43 101.23 9.17 33.82 77.12 11.78 43.46 99.09 11.57
PLACA X-1
MURO X-1
MURO X-2
MURO X.3
PLACA X-2
MURO X-4
MURO X-5
3 2 1 3 2 1 3
53.04 89.75 108.10 19.85 33.37 40.09 14.71
132.60 489.58 1116.80 49.64 182.71 416.00 36.77
26.52 44.88 54.05 9.93 16.69 20.04 7.35
66.30 244.79 558.40 24.82 91.35 208.00 18.39
2 1 3 2 1 3 2 1 3 2 1 3
24.86 29.93 5.46 9.19 11.05 23.43 39.60 47.67 6.13 10.36 12.47 5.81
135.70 309.45 13.65 50.27 114.52 58.58 216.15 492.90 15.33 56.56 128.95 14.53
12.43 14.96 2.73 4.60 5.52 11.72 19.80 23.83 3.07 5.18 6.23 2.91
67.85 154.72 6.82 25.14 57.26 29.29 108.08 246.45 7.67 28.28 64.47 7.27
42.63 97.10 30.47 112.30 255.90 12.86 47.49 108.34 8.22 30.37 69.30 8.87 32.77 74.78 9.03 33.34 76.08 21.62 79.86 182.20 10.22 37.75 86.09 29.21 107.76 245.71 4.66 17.21 39.27 19.97 73.75 168.26 17.64 65.16 148.66
MURO X-5
PLACA X-3
MURO Y-1
MURO Y-2
MURO Y-3
MURO Y-4
MURO Y-5
MURO Y-6
MURO Y-7
MURO Y-8
PLACA Y-1
PLACA Y-2
2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1 3 2 1
9.78 11.76 17.85 30.08 36.17 10.35 17.52 21.11 5.82 9.86 11.88 6.80 11.51 13.87 6.94 11.75 14.15 17.92 30.34 36.55 7.79 13.18 15.88 24.51 41.50 50.00 2.71 4.59 5.53
53.53 121.91 44.62 164.45 374.71 25.87 95.53 217.95 14.55 53.75 122.64 16.99 62.77 143.20 17.35 64.06 146.17 44.79 165.43 377.44 19.46 71.89 164.02 61.27 226.29 516.31 6.78 25.04 57.13
4.89 5.88 8.92 15.04 18.08 5.17 8.76 10.55 2.91 4.93 5.94 3.40 5.76 6.93 3.47 5.87 7.08 8.96 15.17 18.27 3.89 6.59 7.94 12.25 20.75 25.00 1.36 2.30 2.77
26.76 60.95 22.31 82.23 187.35 12.93 47.76 108.98 7.28 26.88 61.32 8.50 31.38 71.60 8.67 32.03 73.08 22.40 82.71 188.72 9.73 35.94 82.01 30.64 113.15 258.15 3.39 12.52 28.57
3 2 1 3 2 1
16.56 28.04 33.78 16.56 28.04 33.78
41.40 152.89 348.82 41.40 152.89 348.82
8.28 14.02 16.89 8.28 14.02 16.89
20.70 76.44 174.41 20.70 76.44 174.41
9.50 35.04 79.87 9.98 36.79 83.85 2.95 10.89 24.83 16.24 59.90 136.58 1.33 4.91 11.19
MURO Y-9
MURO Y-10
MURO Y-11
MURO Y-12
MURO Y-13
3 2 1 3 2 1 3 2 1 3 2 1 3 2 1
6.94 11.75 14.15 7.36 12.46 15.02 1.64 2.78 3.35 12.74 21.58 26.00 0.95 1.61 1.94
17.35 64.06 146.17 18.40 67.97 155.08 4.10 15.16 34.59 31.86 117.67 268.47 2.38 8.79 20.05
3.47 5.87 7.08 3.68 6.23 7.51 0.82 1.39 1.67 6.37 10.79 13.00 0.48 0.81 0.97
8.67 32.03 73.08 9.20 33.98 77.54 2.05 7.58 17.29 15.93 58.83 134.23 1.19 4.39 10.03
ALBAÑILERIA CONFINADA
DATOS
10.01
f 'm v 'm f`c = fy =
650 97 0.175 4.2
tn/m2 tn/m2 tn/cm2 tn/cm2
0.15 2.5
6.85
0.15 2.5
X
N colum L= Lm t=
2.00 1.48 1.48 0.15
3.41
0.15
m m m
2.5
NIVEL V3 V2 V1
Fi 10.01 6.85 3.41
M 25.02 67.17 117.84
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 5.17 10.33 15.50
Muro en X Pcv Pm (Tn) 0.79 5.96 2.77 13.10 4.75 20.24
Pg (tn) 5.36 tn 11.02 tn 16.68 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 26.83 59.00 91.18
< < < <
σAdm. 100.52 100.52 100.52
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
recalcular recalcular recalcular
0.05*f'm 32.5 32.5 32.5
0.55 0.34 0.33
Entonces : a 0.54621 0.34 0.33
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 0.55 0.34 0.24
NIVEL 3 2 1
Ve 9.24 15.57 18.73
< < < <
Vm 7.11 6.23 7.43
h de ladrillo =
8
0,55*Vm 3.91 3.43 4.08
7.11 13.34 20.77
20.02 33.72 40.53
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0011 0.0022 0.0022
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash
f 3/4 f 3/4 f 3/4
A cm2 0.32 0.64 0.64
cm cm cm
1 2 2
> > >
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 9.24 15.57 18.73
donde :
fs
fy 2
tn/cm2
< < < <
V`m 12.35 16.70 17.89
0,55*V`m Necesita 6.79 refuerzo horizontal Necesita 9.18 refuerzo horizontal Necesita 9.84 refuerzo horizontal
NIVEL 3 2 1
V`m 12.35 16.70 17.89
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
0.40
<
NIVEL 3 2 1
Vui 18.47 31.15 37.46
Mui 50.05 134.35 235.68
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.00
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 3.56 3.11 3.71
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
COLUMNA C - 1 NIVEL Pd 3 0.85 2 1.12 1 1.12
cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea Numero de columnas
9.83 21.74 19.84
1 Pm 2
Pm * B L
Pt
Vm = Lm = Nc =
Vm * Lm L * Nc 1
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 3.83 7.67 11.24
M 41.16 126.56 226.40
F 27.81 85.51 152.97
T 23.98 77.85 141.74
tn tn tn
Pc 5.94 9.58 13.15
M 41.16 126.56 226.40
F 27.81 85.51 152.97
T 21.87 75.93 139.82
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.30 0.38 0.38
C
Pt 2.66 2.66 2.66
Pc
COLUMNA C - 1 NIVEL C 3 31.64 2 93.18 1 164.21
F COLUMNA C - 2 NIVEL C 3 33.74 2 95.10 1 166.13
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
Asf = Ast =
T f
y
* f
Refuerzo requerido por corte friccion Refuerzo requerido por traccion
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
6.72 21.81 39.70
4
COLUMNA C - 2 NIVEL Ast 3 6.13 2 21.27 1 39.17
1.04
40.74
4
Asf
As
Nº Varillas 4
1.04
40.21
4
3/8 1/2 1/2
0.71 1.27 1.27
f 3/8 5/8 1/2
As 0.71 1.98 1.27
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
An = Area del nucleo
rec= 2 16
20
rec= 2 L
COLUMNA C - 1 NIVEL An 3 149.51 2 370.76 1 574.08
d + rec 13 27 40
L= 25.00 25.00 25.00
t= 20.00 20.00 20.00
COLUMNA C - 2 NIVEL An 3 157.20 2 334.00 1 500.44
A col 500.00 500.00 500.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 119.57 104.69 124.80
> > > >
Acf 500.00 500.00 500.00
> > > >
15t 300 300 300
h 25 25 25
L 25.00 25.00 25.00
t 20.00 20.00 20.00
> > > >
Acf 500.00 500.00 500.00
> > > >
15t 300 300 300
h 25 25 25
L 25.00 25.00 25.00
t 20.00 20.00 20.00
COLUMNA C - 2 NIVEL 3 2 1
Acf 119.57 104.69 124.80
ESTRIBOS Usando: tn = S1
1/4 espesor del nucleo
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
6.56
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
6.25
Av * f y 0,12 * tn * f c
8.00
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 37.50 45.00 37.50 45.00 37.50 45.00
f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
3.56 3.11 3.71
0.94 0.82 0.98
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
No necesita refuerzo horizontal Necesita refuerzo horizontal Necesita refuerzo horizontal
S Vm 101.79 87.25 75.91 306.16 309.10 285.89
> > > > > > >
Vei 66.10 111.50 134.12 116.77 198.13 237.79
3*Vei 198.30 334.51 402.37
cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Numero de columnas
M Mui
1 *Vm* h 2
F= Pc =
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Refuerzo requerido por corte friccion Refuerzo requerido por traccion
Nº Varillas
f
As
As total
Fuerza a xial en las columnas extremas Sumatoria de Cargas grvitacionales
3/8 5/8 5/8
0.71 1.98 1.98
2.85 7.92 16.94
CORREGIR CORREGIR CORREGIR
f 3/8 5/8 5/8
As 0.71 1.98 1.98
As total 2.85 7.92 16.94
CORREGIR CORREGIR CORREGIR
d + rec 14 25 35
L= 25.00 25.00 25.00
t= 20.00 20.00 20.00
A col 500.00 500.00 500.00
Ac 500.00 500.00 500.00
An 336 336 336
0,1*fc*Acs/f y 2.08 2.08 2.08
OK OK OK
Ac 500.00 500.00 500.00
An 336 336 336
0,1*fc*Acs/f y 2.08 2.08 2.08
OK OK OK
4 6
Nº Varillas 4 6
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
10.01
f 'm v 'm f`c = fy =
650 81 0.175 4.2
tn/m2 tn/m2 tn/cm2 tn/cm2
0.15 2.5
6.85
0.15 2.5
X
N colum L= Lm t=
2.00 1.65 1.65 0.15
3.41
0.15
m m m
2.5
NIVEL V3 V2 V1
Fi 10.01 6.85 3.41
M 25.02 67.17 117.84
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 5.17 10.33 15.50
Muro en X Pcv Pm (Tn) 0.79 5.96 2.77 13.10 4.75 20.24
Pg (tn) 5.36 tn 11.02 tn 16.68 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 24.07 52.92 81.78
< < < <
σAdm. 100.52 100.52 100.52
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
recalcular recalcular recalcular
0.05*f'm 32.5 32.5 32.5
0.69 0.43 0.33
Entonces : a 0.6875 0.43 0.33
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 0.69 0.43 0.30
NIVEL 3 2 1
Ve 10.43 17.62 21.21
< < < <
Vm 8.12 6.87 7.18
h de ladrillo =
8
0,55*Vm 4.47 3.78 3.95
8.12 15.00 22.18
20.02 33.72 40.53
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0011 0.0022 0.0022
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash
f 3/4 f 3/4 f 3/4
A cm2 0.32 0.64 0.64
cm cm cm
1 2 2
> > >
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 10.43 17.62 21.21
donde :
fs
fy 2
tn/cm2
< < < <
V`m 13.96 18.55 18.85
0,55*V`m Necesita 7.68 refuerzo horizontal Necesita 10.20 refuerzo horizontal Necesita 10.37 refuerzo horizontal
NIVEL 3 2 1
V`m 13.96 18.55 18.85
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
0.34
<
NIVEL 3 2 1
Vui 20.85 35.24 42.43
Mui 50.05 134.35 235.68
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.00
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 4.06 3.44 3.59
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
COLUMNA C - 1 NIVEL Pd 3 0.85 2 1.12 1 1.12
cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea Numero de columnas
9.83 21.74 19.84
1 Pm 2
Pm * B L
Pt
Vm = Lm = Nc =
Vm * Lm L * Nc 1
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 3.83 7.67 11.24
M 39.89 125.75 226.71
F 24.18 76.21 137.40
T 20.35 68.55 126.16
tn tn tn
Pc 5.94 9.58 13.15
M 39.89 125.75 226.71
F 24.18 76.21 137.40
T 18.24 66.63 124.25
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.30 0.38 0.38
C
Pt 2.66 2.66 2.66
Pc
COLUMNA C - 1 NIVEL C 3 28.01 2 83.88 1 148.64
F COLUMNA C - 2 NIVEL C 3 30.11 2 85.80 1 150.55
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
Asf = Ast =
T f
y
* f
Refuerzo requerido por corte friccion Refuerzo requerido por traccion
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
5.70 19.20 35.34
4
COLUMNA C - 2 NIVEL Ast 3 5.11 2 18.66 1 34.80
1.01
36.35
4
Asf
As
Nº Varillas 4
1.01
35.81
4
3/8 1/2 1/2
0.71 1.27 1.27
f 3/8 5/8 1/2
As 0.71 1.98 1.27
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
An = Area del nucleo
rec= 2 16
20
rec= 2 L
COLUMNA C - 1 NIVEL An 3 140.81 2 348.46 1 537.92
d + rec 13 26 38
L= 25.00 25.00 25.00
t= 20.00 20.00 20.00
COLUMNA C - 2 NIVEL An 3 150.03 2 315.63 1 470.63
A col 500.00 500.00 500.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 136.55 115.53 120.64
> > > >
Acf 500.00 500.00 500.00
> > > >
15t 300 300 300
h 25 25 25
L 25.00 25.00 25.00
t 20.00 20.00 20.00
> > > >
Acf 500.00 500.00 500.00
> > > >
15t 300 300 300
h 25 25 25
L 25.00 25.00 25.00
t 20.00 20.00 20.00
COLUMNA C - 2 NIVEL 3 2 1
Acf 136.55 115.53 120.64
ESTRIBOS Usando: tn = S1
1/4 espesor del nucleo
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
6.56
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
6.25
Av * f y 0,12 * tn * f c
8.00
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 37.50 45.00 37.50 45.00 37.50 45.00
f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
4.06 3.44 3.59
1.07 0.91 0.95
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
No necesita refuerzo horizontal Necesita refuerzo horizontal Necesita refuerzo horizontal
S Vm 56.37 42.69 35.65 306.16 309.10 285.89
> > > > > > >
Vei 66.10 111.50 134.12 116.77 198.13 237.79
3*Vei 198.30 334.51 402.37
cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Numero de columnas
M Mui
1 *Vm* h 2
F= Pc =
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Refuerzo requerido por corte friccion Refuerzo requerido por traccion
Nº Varillas
f
As
As total
Fuerza a xial en las columnas extremas Sumatoria de Cargas grvitacionales
3/8 5/8 5/8
0.71 1.98 1.98
2.85 7.92 16.94
CORREGIR CORREGIR CORREGIR
f 3/8 5/8 5/8
As 0.71 1.98 1.98
As total 2.85 7.92 16.94
CORREGIR CORREGIR CORREGIR
d + rec 13 24 33
L= 25.00 25.00 25.00
t= 20.00 20.00 20.00
A col 500.00 500.00 500.00
Ac 500.00 500.00 500.00
An 336 336 336
0,1*fc*Acs/f y 2.08 2.08 2.08
OK OK OK
Ac 500.00 500.00 500.00
An 336 336 336
0,1*fc*Acs/f y 2.08 2.08 2.08
OK OK OK
4 6
Nº Varillas 4 6
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
10.01
f 'm v 'm f`c = fy =
650 81 0.175 4.2
tn/m2 tn/m2 tn/cm2 tn/cm2
0.15 2.5
6.85
0.15 2.5
X
N colum L= Lm t=
2.00 2.40 2.40 0.15
3.41
0.15
m m m
2.5
NIVEL V3 V2 V1
Fi 10.01 6.85 3.41
M 25.02 67.17 117.84
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 5.17 10.33 15.50
Muro en X Pcv Pm (Tn) 0.79 5.96 2.77 13.10 4.75 20.24
Pg (tn) 5.36 tn 11.02 tn 16.68 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 16.54 36.39 56.23
< < < <
σAdm. 100.52 100.52 100.52
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
recalcular recalcular recalcular
0.05*f'm 32.5 32.5 32.5
1.96 1.23 0.85
Entonces : a 1 1.00 0.85
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 1.96 1.23 0.85
NIVEL 3 2 1
Ve 20.41 34.54 41.60
< < < <
Vm 15.81 17.12 16.19
h de ladrillo =
8
0,55*Vm 8.70 9.41 8.90
15.81 32.93 49.12
20.02 33.72 40.53
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0011 0.0022 0.0022
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash
f 3/4 f 3/4 f 3/4
A cm2 0.32 0.64 0.64
cm cm cm
1 2 2
> > >
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 20.41 34.54 41.60
donde :
fs
fy 2
tn/cm2
< < < <
V`m 24.30 34.09 33.17
0,55*V`m Necesita 13.37 refuerzo horizontal Necesita 18.75 refuerzo horizontal Necesita 18.24 refuerzo horizontal
NIVEL 3 2 1
V`m 24.30 34.09 33.17
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
0.39
<
NIVEL 3 2 1
Vui 40.83 69.08 83.20
Mui 50.05 134.35 235.68
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.00
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 7.91 8.56 8.10
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
COLUMNA C - 1 NIVEL Pd 3 0.85 2 1.12 1 1.12
cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea Numero de columnas
9.83 21.74 19.84
1 Pm 2
Pm * B L
Pt
Vm = Lm = Nc =
Vm * Lm L * Nc 1
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 3.83 7.67 11.24
M 30.28 112.95 215.44
F 12.62 47.06 89.77
T 8.79 39.40 78.53
tn tn tn
Pc 5.94 9.58 13.15
M 30.28 112.95 215.44
F 12.62 47.06 89.77
T 6.68 37.48 76.62
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.30 0.38 0.38
C
Pt 2.66 2.66 2.66
Pc
COLUMNA C - 1 NIVEL C 3 16.45 2 54.73 1 101.01
F COLUMNA C - 2 NIVEL C 3 18.55 2 56.65 1 102.92
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
Asf = Ast =
T f
y
* f
Refuerzo requerido por corte friccion Refuerzo requerido por traccion
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
2.46 11.04 22.00
4
COLUMNA C - 2 NIVEL Ast 3 1.87 2 10.50 1 21.46
2.27
24.27
4
Asf
As
Nº Varillas 4
2.27
23.73
4
3/8 1/2 1/2
0.71 1.27 1.27
f 3/8 5/8 1/2
As 0.71 1.98 1.27
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
An = Area del nucleo
rec= 2 16
20
rec= 2 L
COLUMNA C - 1 NIVEL An 3 113.08 2 278.54 1 380.39
d + rec 11 21 28
L= 25.00 25.00 25.00
t= 20.00 20.00 20.00
COLUMNA C - 2 NIVEL An 3 127.20 2 258.06 1 342.19
A col 500.00 500.00 500.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 265.77 287.65 272.10
> > > >
Acf 500.00 500.00 500.00
> > > >
15t 300 300 300
h 25 25 25
L 25.00 25.00 25.00
t 20.00 20.00 20.00
> > > >
Acf 500.00 500.00 500.00
> > > >
15t 300 300 300
h 25 25 25
L 25.00 25.00 25.00
t 20.00 20.00 20.00
COLUMNA C - 2 NIVEL 3 2 1
Acf 265.77 287.65 272.10
ESTRIBOS Usando: tn = S1
1/4 espesor del nucleo
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
6.56
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
6.25
Av * f y 0,12 * tn * f c
8.00
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 37.50 45.00 37.50 45.00 37.50 45.00
f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
7.91 8.56 8.10
2.09 2.26 2.14
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
No necesita refuerzo horizontal Necesita refuerzo horizontal Necesita refuerzo horizontal
S Vm 64.06 52.93 44.67 306.16 309.10 285.89
> > > > > > >
Vei 66.10 111.50 134.12 116.77 198.13 237.79
3*Vei 198.30 334.51 402.37
cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Numero de columnas
M Mui
1 *Vm* h 2
F= Pc =
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Refuerzo requerido por corte friccion Refuerzo requerido por traccion
Nº Varillas
f
As
As total
Fuerza a xial en las columnas extremas Sumatoria de Cargas grvitacionales
3/8 5/8 5/8
0.71 1.98 1.98
2.85 7.92 16.94
OK CORREGIR CORREGIR
f 3/8 5/8 5/8
As 0.71 1.98 1.98
As total 2.85 7.92 16.94
OK CORREGIR CORREGIR
d + rec 12 20 25
L= 25.00 25.00 25.00
t= 20.00 20.00 20.00
A col 500.00 500.00 500.00
Ac 500.00 500.00 500.00
An 336 336 336
0,1*fc*Acs/f y 2.08 2.08 2.08
OK OK OK
Ac 500.00 500.00 500.00
An 336 336 336
0,1*fc*Acs/f y 2.08 2.08 2.08
OK OK OK
4 6
Nº Varillas 4 6
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
10.01
f 'm v 'm f`c = fy =
650 81 0.175 4.2
tn/m2 tn/m2 tn/cm2 tn/cm2
0.15 2.5
6.85
0.15 2.5
X
N colum L= Lm t=
2.00 3.50 3.50 0.15
3.41
0.15
m m m
2.5
NIVEL V3 V2 V1
Fi 10.01 6.85 3.41
M 25.02 67.17 117.84
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 5.17 10.33 15.50
Muro en X Pcv Pm (Tn) 0.79 5.96 2.77 13.10 4.75 20.24
Pg (tn) 5.36 tn 11.02 tn 16.68 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 11.34 24.95 38.55
< < < <
σAdm. 100.52 100.52 100.52
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
recalcular recalcular recalcular
0.05*f'm 32.5 32.5 32.5
1.40 0.88 0.60
Entonces : a 1 0.88 0.60
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 1.40 0.88 0.60
NIVEL 3 2 1
Ve 10.01 16.86 20.27
< < < <
Vm 22.50 21.21 16.64
h de ladrillo =
8
0,55*Vm 12.37 11.67 9.15
22.50 43.71 60.35
20.02 33.72 40.53
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0011 0.0022 0.0022
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 3/8 3/8 3/8
A cm2 0.71 0.71 0.71
cm cm cm
1 1 1
> > >
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 10.01 16.86 20.27
donde :
fs
fy 2
tn/cm2
< < < <
V`m 50.06 48.78 44.20
0,55*V`m 27.53 26.83 24.31
NIVEL 3 2 1
Ok Ok Ok
V`m 22.50 48.78 44.20
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
0.82
<
NIVEL 3 2 1
Vui 20.02 33.72 40.53
Mui 50.05 134.35 235.68
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.00
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 11.25 10.61 8.32
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
COLUMNA C - 1 NIVEL Pd 3 0.85 2 1.12 1 1.12
cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea Numero de columnas
9.83 21.74 19.84
1 Pm 2
Pm * B L
Pt
Vm = Lm = Nc =
Vm * Lm L * Nc 1
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 3.83 7.67 11.24
M 21.93 107.83 214.89
F 6.27 30.81 61.40
T 2.43 23.14 50.16
tn tn tn
Pc 5.94 9.58 13.15
M 21.93 107.83 214.89
F 6.27 30.81 61.40
T 0.33 21.23 48.24
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.30 0.38 0.38
C
Pt 2.66 2.66 2.66
Pc
COLUMNA C - 1 NIVEL C 3 10.10 2 38.47 1 72.63
F COLUMNA C - 2 NIVEL C 3 12.20 2 40.39 1 74.55
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
Asf = Ast =
T f
y
* f
Refuerzo requerido por corte friccion Refuerzo requerido por traccion
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
0.68 6.48 14.05
4
COLUMNA C - 2 NIVEL Ast 3 0.09 2 5.95 1 13.51
2.33
16.38
4
Asf
As
Nº Varillas 4
2.33
15.84
4
3/8 1/2 1/2
0.71 1.27 1.27
f 3/8 5/8 1/2
As 0.71 1.98 1.27
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
An = Area del nucleo
rec= 2 16
20
rec= 2 L
COLUMNA C - 1 NIVEL An 3 97.84 2 239.55 1 310.19
d + rec 10 19 23
L= 25.00 25.00 25.00
t= 20.00 20.00 20.00
COLUMNA C - 2 NIVEL An 3 114.66 2 225.96 1 284.46
A col 500.00 500.00 500.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 378.08 356.52 279.59
> > > >
Acf 500.00 500.00 500.00
> > > >
15t 300 300 300
h 25 25 25
L 25.00 25.00 25.00
t 20.00 20.00 20.00
> > > >
Acf 500.00 500.00 500.00
> > > >
15t 300 300 300
h 25 25 25
L 25.00 25.00 25.00
t 20.00 20.00 20.00
COLUMNA C - 2 NIVEL 3 2 1
Acf 378.08 356.52 279.59
ESTRIBOS Usando: tn = S1
1/4 espesor del nucleo
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
6.56
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
6.25
Av * f y 0,12 * tn * f c
8.00
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 37.50 45.00 37.50 45.00 37.50 45.00
f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
11.25 10.61 8.32
2.98 2.81 2.20
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK CORREGIR
No necesita refuerzo horizontal No necesita refuerzo horizontal Necesita refuerzo horizontal
X S Vm 70.74 57.03 45.11
306.16 309.10 285.89
> > > >
> > >
Vei 60.35 101.79 122.43 Y
116.77 198.13 237.79
OK Mal Mal
OK OK OK
X S Vm 70.74 154.30 142.38
> > > >
Vei 60.35 101.79 122.43
OK OK OK
cortante de agrietamiento diagonal Longitud del paño mayor o 0.5L o lo q sea mayor, en muros de un paño Lm = L Numero de columnas
M Mui
1 *Vm* h 2
F= Pc =
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Refuerzo requerido por corte friccion Refuerzo requerido por traccion
Nº Varillas
f
As
As total
Fuerza a xial en las columnas extremas Sumatoria de Cargas grvitacionales
3/8 5/8 5/8
0.71 1.98 1.98
2.85 7.92 16.94
OK OK OK
f 3/8 5/8 5/8
As 0.71 1.98 1.98
As total 2.85 7.92 16.94
OK OK OK
d + rec 11 18 22
L= 25.00 25.00 25.00
t= 20.00 20.00 20.00
A col 500.00 500.00 500.00
Ac 500.00 500.00 500.00
An 336 336 336
0,1*fc*Acs/f y 2.08 2.08 2.08
OK OK OK
Ac 500.00 500.00 500.00
An 336 336 336
0,1*fc*Acs/f y 2.08 2.08 2.08
OK OK OK
4 6
Nº Varillas 4 6
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
7.46
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 2.00 3.00 3.00 0.15
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.5
5.15
0.15 2.5
2.57
0.15
m m m
2.5
NIVEL V3 V2 V1
Fi 7.46 5.15 2.57
M 18.66 50.19 88.15
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 4.11 8.23 12.34
Muro en X Pcv Pm (Tn) 0.62 4.73 2.16 10.39 3.71 16.05
Pg (tn) 4.27 tn 8.77 tn 13.27 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 10.52 23.09 35.67
< < < <
σAdm. 100.52 100.52 100.52
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
recalcular recalcular recalcular
0.05*f'm 32.5 32.5 32.5
1.20 0.75 0.52
Entonces : a 1 0.75 0.52
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 1.20 0.75 0.52
NIVEL 3 2 1
Ve 7.46 12.61 15.19
< < < <
h de ladrillo =
Vm 19.21 15.76 12.47
8
0,55*Vm 10.56 8.67 6.86
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0011 0.0022 0.0022
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 1 1 1
3/8 3/8 3/8
A cm2 0.71 0.71 0.71
cm cm cm
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 7.46 12.61 15.19
donde :
fs
fy 2
tn/cm2
< < < <
V`m 42.83 39.38 36.10
0,55*V`m 23.56 21.66 19.85
NIVEL 3 2 1
Ok Ok Ok
V`m 19.21 39.38 36.10
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
0.82
<
NIVEL 3 2 1
Vui 14.92 25.23 30.37
Mui 37.31 100.38 176.31
4.- DISEÑO DE CONFINAMIENTO
Donde :
3
2.00
2
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 9.60 7.88 6.24
Vm * L L * Nc 1
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
1 Pm 2
Pm * B L
Pt
COLUMNA C - 1 NIVEL Pd 3 1.34 2 1.64 1 1.64
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 3.70 6.84 9.67
M 13.30 80.68 160.72
F 4.43 26.89 53.57
T 0.73 20.06 43.90
tn tn tn
Pc 5.58 8.56 11.39
M 13.30 80.68 160.72
F 4.43 26.89 53.57
T -1.15 18.34 42.19
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.57 0.72 0.72
Pt 2.64 2.64 2.64
Pc
T
COLUMNA C - 1 NIVEL C 3 8.14 2 33.73 1 63.24
F COLUMNA C - 2 NIVEL C 3 10.02 2 35.45 1 64.96
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
0.20 5.62 12.30
COLUMNA C - 2 NIVEL Ast 3 -0.32 2 5.14 1 11.82
1.75
14.04
Asf
As
1.75
cm2 cm2 cm2
cm2 cm2 cm2
13.56
4 2
Nº Varillas 4 2
3/8 1/2 1/2
0.71 1.27 1.27
f 3/8 1/2 5/8
As 0.71 1.27 1.98
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 16
20
rec= 2 L
COLUMNA C - 1 NIVEL An 3 90.69 2 212.32 1 277.57
d + rec 10 17 21
L= 25.00 25.00 25.00
t= 20.00 20.00 20.00
COLUMNA C - 2 NIVEL An 3 104.95 2 200.56 1 254.45
A col 500.00 500.00 500.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 322.81 264.84 209.59
> > > >
Acf 500.00 500.00 500.00
> > > >
15t 300 300 300
h 25 25 25
L 25.00 25.00 25.00
t 20.00 20.00 20.00
> > > >
Acf 400.00 400.00 400.00
> > > >
15t 300 300 300
h 20 20 20
L 20.00 20.00 20.00
t 20.00 20.00 20.00
COLUMNA C - 1 NIVEL 3 2 1
Acf 322.81 264.84 209.59
ESTRIBOS Usando:
S1
1/4
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
Av 0.64
6.56
S2
cm
S2 =
NIVEL 3 2 1
8.00
S4 10cm
d 5cm 4
S3 =
Av * f y 0,12 * tn * f c
S4 =
6.25
10.00
cm
cm
cm
L Max 45 confinam cm 37.50 45.00 37.50 45.00 37.50 45.00
f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
9.60 19.69 18.05
2.54 5.21 4.77
f
Area
Varillas 1º
Varillas 2º
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
4
4
A v solera=
Ts
f* fy
0,1* f c* Acs fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 0.00 0.00 2.84 5.08 5.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.08 5.08 2.84 OK CORREGIR OK
No necesita refuerzo horizontal No necesita refuerzo horizontal Necesita refuerzo horizontal
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Nº Varillas
f
As
As total
3/8 5/8 5/8
0.71 1.98 1.98
2.85 7.92 14.41
OK OK OK
f 3/8 5/8 5/8
As 0.71 1.98 1.98
As total 2.85 7.92 15.83
OK OK OK
d + rec 11 17 20
L= 20.00 20.00 20.00
t= 20.00 20.00 20.00
A col 400.00 400.00 400.00
Ac 500.00 500.00 500.00
An 336 336 336
0,1*fc*Acs/f y 2.08 2.08 2.08
OK OK OK
Ac 400.00 400.00 400.00
An 256 256 256
0,1*fc*Acs/f y 1.67 1.67 1.67
OK OK OK
4 6
Nº Varillas 4 6
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
4.13
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 2.00 1.90 1.90 0.15
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
2.83
0.15 2.4
1.41
0.15
m m m
2.4
NIVEL V3 V2 V1
Fi 4.13 2.83 1.41
M 10.32 27.72 48.64
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 1.73 3.46 5.19
Muro en X Pcv Pm (Tn) 0.15 1.88 0.52 3.98 0.89 6.08
Pg (tn) 1.77 tn 3.59 tn 5.41 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 6.59 13.96 21.32
< < < <
σAdm. 102.83 102.83 102.83
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
recalcular recalcular recalcular
0.05*f'm 32.5 32.5 32.5
0.76 0.48 0.33
Entonces : a 0.76 0.48 0.33
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 0.76 0.48 0.33
NIVEL 3 2 1
Ve 4.13 6.96 8.37
< < < <
h de ladrillo =
Vm 9.18 6.33 5.09
8
0,55*Vm 5.05 3.48 2.80
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0011 0.0022 0.0022
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 1 2 2
3/8 3/8 3/8
A cm2 0.71 0.71 0.71
cm cm cm
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 4.13 6.96 8.37
donde :
fs
fy 2
tn/cm2
< < < <
V`m 24.14 21.29 20.06
0,55*V`m 13.28 11.71 11.03
NIVEL 3 2 1
Ok Ok Ok
V`m 9.18 21.29 20.06
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
0.61
<
NIVEL 3 2 1
Vui 8.26 13.92 16.73
Mui 20.65 55.44 97.27
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.00
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 4.59 3.17 2.55
Vm * L L * Nc 1
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
1 Pm 2
Pm * B L
Pt
COLUMNA C - 1 NIVEL Pd 3 1.34 2 1.64 1 1.64
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 2.28 3.63 4.68
M 9.63 47.84 91.16
F 5.07 25.18 47.98
T 2.79 21.55 43.30
tn tn tn
Pc 4.15 5.35 6.40
M 9.63 47.84 91.16
F 5.07 25.18 47.98
T 0.92 19.83 41.58
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.57 0.72 0.72
Pt 2.64 2.64 2.64
Pc
T
COLUMNA C - 1 NIVEL C 3 7.35 2 28.81 1 52.66
F COLUMNA C - 2 NIVEL C 3 9.22 2 30.53 1 54.38
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
0.78 6.04 12.13
COLUMNA C - 2 NIVEL Ast 3 0.26 2 5.56 1 11.65
0.71
12.84
Asf
As
0.71
cm2 cm2 cm2
cm2 cm2 cm2
12.36
4 4
Nº Varillas 4 4
3/8 1/2 1/2
0.71 1.27 1.27
f 3/8 1/2 1/2
As 0.71 1.27 1.27
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 16
20
rec= 2 L
COLUMNA C - 1 NIVEL An 3 61.36 2 138.89 1 191.81
d + rec 8 13 16
L= 20.00 20.00 20.00
t= 20.00 20.00 20.00
COLUMNA C - 2 NIVEL An 3 81.60 2 141.91 1 185.60
A col 400.00 400.00 400.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 154.26 106.40 85.58
> > > >
Acf 400.00 400.00 400.00
> > > >
15t 300 300 300
h 20 20 20
L 20.00 20.00 20.00
t 20.00 20.00 20.00
> > > >
Acf 400.00 400.00 400.00
> > > >
15t 300 300 300
h 20 20 20
L 20.00 20.00 20.00
t 20.00 20.00 20.00
COLUMNA C - 1 NIVEL 3 2 1
Acf 154.26 106.40 85.58
ESTRIBOS Usando:
S1
1/4
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
5.69
S2
cm
S2 =
NIVEL 3 2 1
8.00
S4 10cm
d 5cm 4
S3 =
Av * f y 0,12 * tn * f c
S4 =
5.00
10.00
cm
cm
cm
L Max 45 confinam cm 28.00 45.00 28.00 45.00 28.00 45.00
f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
4.59 3.17 2.55
1.21 0.84 0.67
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 12 mm 1/2 5/8 3/4 1
0.71 1.13 1.27 1.98 2.85 5.07
Ts
f* fy
0,1* f c* Acs fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
No necesita refuerzo horizontal No necesita refuerzo horizontal No necesita refuerzo horizontal
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Nº Varillas
f
As
As total
3/8 5/8 5/8
0.71 1.98 1.98
2.85 7.92 12.98
OK OK OK
f 3/8 5/8 5/8
As 0.71 1.98 1.98
As total 2.85 7.92 12.98
OK OK OK
d + rec 9 13 16
L= 20.00 20.00 20.00
t= 20.00 20.00 20.00
A col 400.00 400.00 400.00
Ac 400.00 400.00 400.00
An 256 256 256
0,1*fc*Acs/f y 1.67 1.67 1.67
OK OK OK
Ac 400.00 400.00 400.00
An 256 256 256
0,1*fc*Acs/f y 1.67 1.67 1.67
OK OK OK
4 4
Nº Varillas 4 4
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
4.36
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 3.00 2.00 1.1 0.15
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
3.00
0.15 2.4
1.50
0.15
m m m
2.4
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 2.05 4.10 6.16
Muro en X Pcv Pm (Tn) 0.22 2.27 0.77 4.87 1.32 7.48
Pg (tn) 2.11 tn 4.30 tn 6.49 tn
NIVEL V3 V2 V1
Fi 4.36 3.00 1.50
recalcular recalcular recalcular
0.05*f'm 32.5 32.5 32.5
0.80 0.50 0.34
Entonces : a 0.80 0.50 0.34
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 7.57 16.25 24.92
< < < <
σAdm. 102.83 102.83 102.83
< < < <
σmax. 97.5 97.5 97.5
1 1.00 1.00 1.00
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 0.80 0.50 0.34
< < < <
NIVEL
Ve
<
Vm
0,55*Vm
M 10.90 29.31 51.46
3 2 1
4.36 7.36 8.86
< < <
10.20 7.09 5.68
h de ladrillo =
5.61 3.90 3.12
8
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0011 0.0022 0.0022
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 3/8 3/8 3/8
A cm2 0.71 0.71 0.71
cm cm cm
1 2 2
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 4.36 7.36 8.86
donde :
fs
fy 2
tn/cm2
< < < <
V`m 25.96 22.85 21.43
0,55*V`m 14.28 12.56 11.79
NIVEL 3 2 1
Ok Ok Ok
V`m 10.20 22.85 21.43
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
0.64
<
NIVEL 3 2 1
Vui 8.72 6.01 3.00
Mui 21.79 58.61 102.92
Donde : 2 3
4.- DISEÑO DE CONFINAMIENTO
Vc
1,5 *
Vm * L L * Nc 1
2.00
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 2.10 1.46 1.17
TRACCION
1,5 *
Vc
Columna Interior NIVEL Vc 3 1.40 2 0.98 1 0.78
ton ton ton
F
T
1 Pm 2
Pcd
Pm * B L
m m
entonces :
B=
0.9
Pt 4.36 4.36 4.36
Pc 6.76 8.35 9.65
M 9.55 50.10 96.11
Pt
Pc 1.43 2.80 4.10
T 10.82 24.62 21.61
Pc 1.62 3.03 4.33
M 9.55 50.10 96.11
COLUMNA C - 1 NIVEL Pd 3 1.26 2 1.55 1 1.55
M L Pt
F
Pt 0.9 0
ton ton ton
Pc Pc
B=
Vm * L L * Nc 1
Donde B =
o
6 * t
F 4.77 25.05 48.06
T -1.99 16.70 38.40
tn tn tn
F 4.77 25.05 48.06
T 3.16 22.02 43.72
tn tn tn
1
4
* Lt
COLUMNA INTERIOR NIVEL 3 2 1
Pd 0.29 0.36 0.36
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.48 0.59 0.59
Pt
Pc
T
COLUMNA C - 1 NIVEL C 3 11.54 2 33.40 1 57.71
F
tn tn tn
COLUMNA INTERIOR NIVEL C 3 -4.69 tn 2 -10.91 tn 1 -8.76 tn
Determinacion del refuerzo vertical Asf
Vc f y * m *f
As Asf Ast
A
st
0 ,1 * f c * Ac fy
T f
y
* f
COLUMNA C - 2 NIVEL 3 2 1
f
0.85 0.8 1
m
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast 3 -0.56 2 4.68 1 10.76
Asf
COLUMNA INTERIOR NIVEL Ast 3 3.03 2 6.90 1 6.05
COLUMNA C - 2 NIVEL Ast 3 0.88 2 6.17 1 12.25
As
0.33
11.09
Asf
As
0.22
6.27
Asf
As
0.33
12.58
cm2 cm2 cm2
cm2 cm2 cm2
cm2 cm2 cm2
Nº Varillas 4
f 3/8 1/2 1/2
As 0.71 1.27 1.27
Nº Varillas 4 6 6
f 3/8 1/2 1/2
As 0.71 1.27 1.27
Nº Varillas 4
f 3/8 5/8 1/2
As 0.71 1.98 1.27
4
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 16
20
rec= 2 L
COLUMNA C - 1 NIVEL An 3 125.97 2 193.37 1 252.29
d + rec 11.87 16.09 19.77
L= 20.00 20.00 20.00
t= 20.00 20.00 20.00
A col 400.00 400.00 400.00
COLUMNA INTERIOR NIVEL An 3 -160.24 2 -367.43 1 -320.27
d + rec -6.02 -18.96 -16.02
L= 15.00 15.00 15.00
t= 20.00 20.00 20.00
A col 300.00 300.00 300.00
COLUMNA C - 2 NIVEL An 3 46.44 2 125.59 1 197.64
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 70.75 49.18 39.35
> > > >
Acf 400.00 400.00 400.00
> > > >
15t 300 300 300
h 20.00 20.00 20.00
L 20.00 20.00 20.00
t 20.00 20.00 20.00
> > > >
Acf 300.00 300.00 300.00
> > > >
15t 300 300 300
h 15.00 15.00 15.00
L 15.00 15.00 15.00
t 20.00 20.00 20.00
> > > >
Acf 400.00 400.00 400.00
> > > >
15t 300 300 300
h 20.00 20.00 20.00
L 20.00 20.00 20.00
t 20.00 20.00 20.00
Av 0.64
cm
COLUMNA INTERMEDIA
NIVEL 3 2 1
Acf 47.16 32.79 26.24
COLUMNA C - 2 NIVEL 3 2 1
Acf 70.75 49.18 39.35
ESTRIBOS COLUMNA C - 1 Usando:
S1
1/4
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
S3 =
NIVEL 3 2 1
5.69
S2
cm
S2 =
d 5cm 4
5.00
8.00
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 30.00 45.00 30.00 45.00 30.00 45.00
f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20
ESTRIBOS COLUMNA INTERMEDIA Usando:
Av * f y 0,12 * tn * f c
1/4
Av 0.64
cm
S1
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
4.54
S2
cm
S2 =
NIVEL 3 2 1
8.00
S4 10cm
d 5cm 4
S3 =
Av * f y 0,12 * tn * f c
S4 =
5.00
10.00
cm
cm
cm
L Max 45 confinam cm 22.50 45.00 22.50 45.00 22.50 45.00
f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
2.81 1.95 1.56
0.74 0.52 0.41
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts
f* fy
0,1* f c* Acs fy
cm2 Amin (4 0,1*fc*Ac s/fy f 8mm 2 0.8125 2 0.8125 2 0.8125
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
No necesita refuerzo horizontal No necesita refuerzo horizontal No necesita refuerzo horizontal
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Mu L
COLUMNA C - 2 C 6.39 28.08 52.39
tn tn tn
Vm Ve
Nº Varillas 0 4 6
f 3/8 5/8 5/8
As 0.71 1.98 1.98
As total 2.85 7.92 11.88
OK OK OK
Nº Varillas
f 3/8 5/8 5/8
As 0.71 1.98 1.98
As total 2.85 7.60 7.60
CORREGIR OK OK
f 1/2 5/8 5/8
As 1.27 1.98 1.98
As total 2.85 7.92 12.98
OK OK OK
L= 20.00 20.00 20.00
t= 20.00 20.00 20.00
A col 400.00 400.00 400.00
Nº Varillas 4 4
as por muros transversales
d + rec 6.90 11.85 16.35
Ac 400.00 400.00 400.00
An 256 256 256
0,1*fc*Acs/f y 1.67 1.67 1.67
OK OK OK
Ac 300.00 300.00 300.00
An 176 176 176
0,1*fc*Acs/f y 1.25 1.25 1.25
OK OK OK
Ac 400.00 400.00 400.00
An 256 256 256
0,1*fc*Acs/f y 1.67 1.67 1.67
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
4.21
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 2.00 1.95 1.95 0.15
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
2.88
0.15 2.4
1.43
0.15
m m m
2.4
NIVEL V3 V2 V1
Fi 4.21 2.88 1.43
M 10.54 28.28 49.62
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 1.76 3.52 5.27
Muro en X Pcv Pm (Tn) 0.15 1.90 0.51 4.03 0.88 6.16
Pg (tn) 1.79 tn 3.64 tn 5.49 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 6.51 13.78 21.04
< < < <
σAdm. 102.83 102.83 102.83
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
recalcular recalcular recalcular
0.05*f'm 32.5 32.5 32.5
0.78 0.49 0.34
Entonces : a 0.78 0.49 0.34
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 0.78 0.49 0.34
NIVEL 3 2 1
Ve 4.21 7.10 8.53
< < < <
h de ladrillo =
Vm 9.65 6.64 5.24
8
0,55*Vm 5.31 3.65 2.88
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0011 0.0022 0.0022
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 1 2 2
3/8 3/8 3/8
A cm2 0.71 0.71 0.71
cm cm cm
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 4.21 7.10 8.53
donde :
fs
fy 2
tn/cm2
< < < <
V`m 25.01 21.99 20.59
0,55*V`m 13.76 12.10 11.33
NIVEL 3 2 1
Ok Ok Ok
V`m 9.65 21.99 20.59
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
0.61
<
NIVEL 3 2 1
Vui 8.43 14.20 17.07
Mui 21.07 56.57 99.24
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.00
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 4.83 3.32 2.62
Vm * L L * Nc 1
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
1 Pm 2
Pm * B L
Pt
COLUMNA C - 1 NIVEL Pd 3 2.31 2 2.86 1 2.86
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 3.27 4.88 5.94
M 9.49 48.61 92.95
F 4.87 24.93 47.67
T 1.60 20.05 41.73
tn tn tn
Pc 3.81 4.88 5.94
M 9.49 48.61 92.95
F 4.87 24.93 47.67
T 1.05 20.05 41.73
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd
Pt 2.86 2.86 2.86
Pc
T
COLUMNA C - 1 NIVEL C 3 8.13 2 29.80 1 53.61
F COLUMNA C - 2 NIVEL C 3 8.68 2 29.80 1 53.61
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
0.45 5.62 11.69
COLUMNA C - 2 NIVEL Ast 3 0.30 2 5.62 1 11.69
0.73
12.42
Asf
As
0.73
cm2 cm2 cm2
cm2 cm2 cm2
12.42
4 4
Nº Varillas 4 4
3/8 1/2 1/2
0.71 1.27 1.27
f 3/8 1/2 1/2
As 0.71 1.27 1.27
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 82.28 2 165.14 1 217.51
d + rec 13 22 28
L= 30.00 30.00 30.00
t= 13.00 13.00 13.00
COLUMNA C - 2 NIVEL An 3 75.34 2 133.27 1 176.52
A col 390.00 390.00 390.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 162.23 111.53 88.01
> > > >
Acf 390.00 390.00 390.00
> > > >
15t 195 195 195
h 30 30 30
L 30.00 30.00 30.00
t 13.00 13.00 13.00
> > > >
Acf 325.00 325.00 325.00
> > > >
15t 195 195 195
h 25 25 25
L 25.00 25.00 25.00
t 13.00 13.00 13.00
COLUMNA C - 1 NIVEL 3 2 1
Acf 162.23 111.53 88.01
ESTRIBOS Usando:
S1
1/4
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
8.53
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
7.50
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 43.00 45.00 43.00 45.00 45.00 45.00
f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 9 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 15
h 15
225
NIVEL
Ts
As
3 2 1
4.83 3.32 2.62
1.28 0.88 0.69
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.9375 0.9375 0.9375
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
No necesita refuerzo horizontal No necesita refuerzo horizontal No necesita refuerzo horizontal
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Nº Varillas
f
As
As total
3/8 5/8 5/8
0.71 1.98 1.98
2.85 7.92 12.98
OK OK OK
f 3/8 5/8 5/8
As 0.71 1.98 1.98
As total 2.85 7.92 12.98
OK OK OK
d + rec 12 19 24
L= 25.00 25.00 25.00
t= 13.00 13.00 13.00
A col 325.00 325.00 325.00
Ac 390.00 390.00 390.00
An 234 234 234
0,1*fc*Acs/f y 1.63 1.63 1.63
OK OK OK
Ac 325.00 325.00 325.00
An 189 189 189
0,1*fc*Acs/f y 1.35 1.35 1.35
OK OK OK
4 4
Nº Varillas 4 4
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
5.18
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 3.00 5.30 3.98 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.5
3.59
0.15 2.5
1.80
0.15
m m m
2.5
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 4.88 9.76 14.64
Muro en X Pcv Pm (Tn) 0.43 5.31 1.50 11.26 2.57 17.21
Pg (tn) 4.99 tn 10.13 tn 15.28 tn
NIVEL V3 V2 V1
Fi 5.18 3.59 1.80
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 7.70 16.34 24.97
< < < <
σAdm. 90.75 90.75 90.75
< < < <
σmax. 97.5 97.5 97.5
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 2.12 1.33 0.91
< < < <
NIVEL
Ve
<
Vm
0,55*Vm
2.12 1.33 0.91
Entonces : a 1.00 1.00 0.91
M 12.96 34.91 61.35
3 2 1
5.18 8.78 10.58
< < <
29.05 30.24 29.01
h de ladrillo =
15.98 16.63 15.96
8
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
1 1 1
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 5.18 8.78 10.58
donde :
fs
fy 2
tn/cm2
< < < <
V`m 47.80 48.98 47.76
0,55*V`m 26.29 26.94 26.27
NIVEL 3 2 1
Ok Ok Ok
V`m 29.05 30.24 29.01
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.74
<
NIVEL 3 2 1
Vui 14.22 9.86 4.93
Mui 35.55 95.76 168.28
Donde : 2 3
4.- DISEÑO DE CONFINAMIENTO
Vc
1,5 *
Vm * L L * Nc 1
2.74
Vm 1 3 Ve 1
2.74
FUERZA CORTANTE
NIVEL 3 2 1
Vc 8.18 8.51 8.17
TRACCION
1,5 *
Vc
Columna Interior NIVEL Vc 3 5.45 2 5.68 1 5.45
ton ton ton
F
T
1 Pm 2
Pcd
Pm * B L
m m
entonces :
B=
0.78
Pt
Pc 3.01 6.07 9.04
M 72.63 120.23 132.02
Pc 3.77 7.02 10.00
T 9.93 7.24 3.68
Pc 3.91 7.16 10.14
M 72.63 120.23 132.02
COLUMNA C - 1 NIVEL Pd 3 0.35 2 0.44 1 0.44
M L Pt
F
Pt 0.78 0
ton ton ton
Pc Pc
B=
Vm * L L * Nc 1
Donde B =
o
6 * t
F 13.70 22.68 24.91
T 10.70 16.62 15.87
tn tn tn
F 18.25 30.21 33.17
T 14.34 23.04 23.03
tn tn tn
1
4
* Lt
COLUMNA INTERIOR NIVEL 3 2 1
Pd 1.12 1.40 1.40
Pt
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 1.26 1.54 1.54
Pt
Pc
T
COLUMNA C - 1 NIVEL C 3 16.71 2 28.75 1 33.95
F
tn tn tn
COLUMNA INTERIOR NIVEL C 3 -3.08 tn 2 -0.11 tn 1 3.16 tn
Determinacion del refuerzo vertical Asf
Vc f y * m *f
As Asf Ast
A
st
0 ,1 * f c * Ac fy
T f
y
* f
COLUMNA C - 2 NIVEL 3 2 1
f
0.85 0.8 1
m
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast 3 3.00 2 4.65 1 4.44
Asf
COLUMNA INTERIOR NIVEL Ast 3 2.78 2 2.03 1 1.03
COLUMNA C - 2 NIVEL Ast 3 4.02 2 6.45 1 6.45
4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 6 2 2
f 3/8 3/8 3/8
As 0.71 0.71 0.71
As
2.29
6.73
Asf
As
1.53
2.56
Asf
As
2.29
8.74
cm2 cm2 cm2
Nº Varillas 6
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 78.85 2 149.35 1 142.69
d + rec 13 21 20
L= 25.00 25.00 25.00
t= 13.00 13.00 13.00
A col 325.00 325.00 325.00
COLUMNA INTERIOR NIVEL An 3 -132.41 2 -70.80 1 -49.81
d + rec -10.71 -3.87 -1.53
L= 15.00 15.00 15.00
t= 13.00 13.00 13.00
A col 195.00 195.00 195.00
DISEÑO POR CORTE POR FRICCION
COLUMNA C - 2 NIVEL An 3 103.45 2 183.12 1 177.91
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 274.99 286.20 274.60
> > > >
Acf 325.00 325.00 325.00
> > > >
15t 195 195 195
h 25 25 25
L 25.00 25.00 25.00
t 13.00 13.00 13.00
> > > >
Acf 195.00 195.00 195.00
> > > >
15t 195 195 195
h 15 15 15
L 15.00 15.00 15.00
t 13.00 13.00 13.00
> > > >
Acf 325.00 325.00 325.00
> > > >
15t 195 195 195
h 25 25 25
L 25.00 25.00 25.00
t 13.00 13.00 13.00
Av 0.64
cm
COLUMNA INTERMEDIA
NIVEL 3 2 1
Acf 183.33 190.80 183.07
COLUMNA C - 2 NIVEL 3 2 1
Acf 274.99 286.20 274.60
ESTRIBOS COLUMNA C - 1 Usando:
S1
1/4
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
S3 =
NIVEL 3 2 1
7.91
S2
cm
S2 =
S4 =
10.00
cm
cm
cm
L Max 45 confinam cm 37.50 45.00 35.50 45.00 37.50 45.00
f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20 f 1/4 : 1 @ 0,05; 5 @ 0,075 r @ 0,20 f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20
ESTRIBOS COLUMNA INTERMEDIA Usando:
14.22
S4 10cm
d 5cm 4
6.25
Av * f y 0,12 * tn * f c
1/4
Av 0.64
cm
S1
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
5.87
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
3.75
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 20.50 45.00 20.50 45.00 20.50 45.00
f 1/4 : 3 @ 0,05; 4@ 0,075; r @ 0,20 f 1/4 : 3 @ 0,05; 4 @ 0,075; r @ 0,20 f 1/4 : 3 @ 0,05; 4 @ 0,075; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
10.91 11.35 10.89
2.89 3.00 2.88
Varillas 1º 6
Varillas 2º 6
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts
f* fy
0,1* f c* Acs fy
cm2 Amin (4 0,1*fc*Ac s/fy f 8mm 2 0.8125 2 0.8125 2 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 6 4.26 4.26 4.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.26 4.26 4.26 OK OK OK
No necesita refuerzo horizontal No necesita refuerzo horizontal No necesita refuerzo horizontal
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Mu L
COLUMNA C - 2 C 22.16 37.37 43.31
tn tn tn
Vm Ve
Nº Varillas 4 4
Nº Varillas
Nº Varillas 4 6
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 4.28 5.07 7.92
OK OK OK
f 3/8 5/8 1/2
As 0.71 1.98 1.27
As total 2.85 2.85 2.85
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 4.28 6.49 9.03
OK OK OK
L= 25.00 25.00 25.00
t= 13.00 13.00 13.00
A col 325.00 325.00 325.00
as por muros transversales
d + rec 15 24 24
Ac 325.00 325.00 325.00
An 189 189 189
0,1*fc*Acs/f y 1.35 1.35 1.35
OK OK OK
Ac 195.00 195.00 195.00
An 99 99 99
0,1*fc*Acs/f y 0.81 0.81 0.81
OK OK OK
Ac 325.00 325.00 325.00
An 189.00 189.00 189.00
0,1*fc*Acs/f y 1.35 1.35 1.35
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
3.32
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 2.00 3.70 3.70 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
2.30
0.15 2.4
1.15
0.15
m m m
2.4
NIVEL V3 V2 V1
Fi 3.32 2.30 1.15
M 8.31 22.38 39.32
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 4.31 8.63 12.94
Muro en X Pcv Pm (Tn) 0.55 4.87 1.93 10.56 3.31 16.25
Pg (tn) 4.45 tn 9.11 tn 13.77 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 10.12 21.95 33.78
< < < <
σAdm. 93.83 93.83 93.83
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 1.48 0.93 0.64
1.48 0.93 0.64
Entonces : a 1 0.93 0.64
NIVEL 3 2 1
Ve 3.32 5.63 6.78
< < < <
h de ladrillo =
Vm 20.50 20.22 15.59
8
0,55*Vm 11.28 No necesita refuerzo horizontal 11.12 No necesita refuerzo horizontal 8.58 No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 1 1 1
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 3.32 5.63 6.78
donde :
fs
fy 2
tn/cm2
< < < <
V`m 33.59 33.31 28.68
0,55*V`m 18.47 18.32 15.77
NIVEL 3 2 1
Ok Ok Ok
V`m 20.50 20.22 15.59
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.30
<
NIVEL 3 2 1
Vui 7.64 12.94 15.59
Mui 19.11 51.47 90.45
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.30
Vm 1 3 Ve 1
2.30
FUERZA CORTANTE
NIVEL 3 2 1
Vc 10.25 10.11 7.80
Vm * L L * Nc 1
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
1 Pm 2
Pm * B L
Pt
COLUMNA C - 1 NIVEL Pd 3 1.93 2 2.42 1 2.42
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 4.37 7.70 10.54
M 51.26 80.41 71.74
F 13.85 21.73 19.39
T 9.49 14.04 8.85
tn tn tn
Pc 5.48 8.33 11.17
M 51.26 80.41 71.74
F 13.85 21.73 19.39
T 8.38 13.41 8.22
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd
Pt 3.05 3.05 3.05
Pc
T
COLUMNA C - 1 NIVEL C 3 18.22 2 29.43 1 29.93
F COLUMNA C - 2 NIVEL C 3 19.33 2 30.06 1 30.56
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
2.66 3.93 2.48
COLUMNA C - 2 NIVEL Ast 3 2.35 2 3.76 1 2.30
2.18
4.66
Asf
As
2.18
cm2 cm2 cm2
cm2 cm2 cm2
4.49
4 4
Nº Varillas 4 4
3/8 3/8 3/8
0.71 0.71 0.71
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 127.61 2 218.45 1 199.44
d + rec 18 28 26
L= 30.00 30.00 30.00
t= 13.00 13.00 13.00
COLUMNA C - 2 NIVEL An 3 121.78 2 186.39 1 171.33
A col 390.00 390.00 390.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 344.61 339.86 262.06
> > > >
Acf 390.00 390.00 390.00
> > > >
15t 195 195 195
h 30 30 30
L 30.00 30.00 30.00
t 13.00 13.00 13.00
> > > >
Acf 344.61 339.86 325.00
> > > >
15t 195 195 195
h 27 26 25
L 30.00 30.00 30.00
t 13.00 13.00 13.00
COLUMNA C - 1 NIVEL 3 2 1
Acf 344.61 339.86 262.06
ESTRIBOS Usando:
S1
1/4
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
8.53
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
7.50
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 43.00 45.00 43.00 45.00 45.00 45.00
f 1/4 : 1 @ 0,05; 5 @ 0,075 r @ 0,20 f 1/4 : 1@ 0,05; 5 @ 0,075; r @ 0,20 f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
10.25 10.11 7.80
2.71 2.67 2.06
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Nº Varillas
f
As
As total
4 4
3/8 1/2 1/2
0.71 1.27 1.27
2.85 5.07 7.92
OK OK OK
Nº Varillas 0 4 4
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 5.07 7.92
OK OK OK
d + rec 18 25 23
L= 25.00 25.00 25.00
t= 13.00 13.00 13.00
A col 325.00 325.00 325.00
Ac 390.00 390.00 390.00
An 234 234 234
0,1*fc*Acs/f y 1.63 1.63 1.63
OK OK OK
Ac 390.00 390.00 390.00
An 234 234 234
0,1*fc*Acs/f y 1.63 1.63 1.63
OK OK OK
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
3.59
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 2.00 4.05 4.05 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
2.49
0.15 2.4
1.24
0.15
m m m
2.4
NIVEL V3 V2 V1
Fi 3.59 2.49 1.24
M 8.96 24.14 42.42
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 5.28 10.57 15.85
Muro en X Pcv Pm (Tn) 0.76 6.04 2.66 13.22 4.55 20.41
Pg (tn) 5.47 tn 11.23 tn 16.99 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 11.48 25.12 38.76
< < < <
σAdm. 93.83 93.83 93.83
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 1.62 1.02 0.70
1.62 1.02 0.70
Entonces : a 1 1.00 0.70
NIVEL 3 2 1
Ve 3.59 6.07 7.31
< < < <
h de ladrillo =
Vm 22.58 23.91 18.80
8
0,55*Vm 12.42 No necesita refuerzo horizontal 13.15 No necesita refuerzo horizontal 10.34 No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 1 1 1
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 3.59 6.07 7.31
donde :
fs
fy 2
tn/cm2
< < < <
V`m 36.91 38.23 33.12
0.55*V`m 20.30 21.03 18.22
NIVEL 3 2 1
Ok Ok Ok
V`m 22.58 23.91 18.80
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.57
<
NIVEL 3 2 1
Vui 9.21 15.60 18.80
Mui 23.03 62.04 109.03
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.57
Vm 1 3 Ve 1
2.57
FUERZA CORTANTE
NIVEL 3 2 1
Vc 11.29 11.95 9.40
Vm * L L * Nc 1
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
1 Pm 2
Pm * B L
Pt
COLUMNA C - 1 NIVEL Pd 3 4.05 2 4.89 1 4.89
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 7.07 11.50 15.09
M 56.46 95.06 86.47
F 13.94 23.47 21.35
T 6.87 11.97 6.26
tn tn tn
Pc 3.95 7.77 11.36
M 56.46 95.06 86.47
F 13.94 23.47 21.35
T 9.99 15.71 9.99
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.92 1.15 1.15
Pt
Pc
T
COLUMNA C - 1 NIVEL C 3 21.01 2 34.97 1 36.44
F COLUMNA C - 2 NIVEL C 3 17.89 2 31.24 1 32.71
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
1.92 3.35 1.75
COLUMNA C - 2 NIVEL Ast 3 2.80 2 4.40 1 2.80
2.63
4.39
Asf
As
2.63
cm2 cm2 cm2
cm2 cm2 cm2
5.43
4 2
Nº Varillas 4 4
3/8 3/8 3/8
0.71 0.71 0.71
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 186.26 2 304.79 1 287.03
d + rec 25 38 36
L= 40.00 40.00 40.00
t= 13.00 13.00 13.00
COLUMNA C - 2 NIVEL An 3 118.71 2 224.13 1 206.37
A col 520.00 520.00 520.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 379.53 401.79 315.89
> > > >
Acf 520.00 520.00 520.00
> > > >
15t 195 195 195
h 40 40 40
L 40.00 40.00 40.00
t 13.00 13.00 13.00
> > > >
Acf 390.00 401.79 390.00
> > > >
15t 195 195 195
h 30 31 30
L 35.00 35.00 35.00
t 13.00 13.00 13.00
COLUMNA C - 1 NIVEL 3 2 1
Acf 379.53 401.79 315.89
ESTRIBOS Usando:
S1
1/4
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
9.40
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
10.00
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 58.00 55.00 58.00 55.00 60.00 55.00
f 1/4 : 1 @ 0,05; 7 @ 0,075; r @ 0,20 f 1/4 : 1 @ 0,05; 7 @ 0,75; r @ 0,20 f 1/4 : 1 @ 0,05; 7@ 0,75; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
11.29 11.95 9.40
2.99 3.16 2.49
Varillas 1º 6
Varillas 2º 6
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 6 4.26 4.26 4.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.26 4.26 4.26 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Nº Varillas
f
As
As total
3/8 1/2 1/2
0.71 1.27 1.27
2.85 5.07 6.49
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 5.07 7.92
OK OK OK
d + rec 17 29 27
L= 30.00 30.00 30.00
t= 13.00 13.00 13.00
A col 390.00 390.00 390.00
Ac 520.00 520.00 520.00
An 324 324 324
0,1*fc*Acs/f y 2.17 2.17 2.17
OK OK OK
Ac 455.00 455.00 455.00
An 279 279 279
0,1*fc*Acs/f y 1.90 1.90 1.90
OK OK OK
4 4
Nº Varillas 4 4
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
3.64
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 2.00 4.10 4.10 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
2.52
0.15 2.4
1.26
0.15
m m m
2.4
NIVEL V3 V2 V1
Fi 3.64 2.52 1.26
M 9.09 24.49 43.03
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 4.79 9.59 14.38
Muro en X Pcv Pm (Tn) 0.61 5.41 2.15 11.74 3.68 18.06
Pg (tn) 4.95 tn 10.12 tn 15.30 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 10.15 22.02 33.89
< < < <
σAdm. 93.83 93.83 93.83
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 1.64 1.03 0.71
1.64 1.03 0.71
Entonces : a 1 1.00 0.71
NIVEL 3 2 1
Ve 3.64 6.16 7.42
< < < <
h de ladrillo =
Vm 22.72 23.92 18.78
8
0,55*Vm 12.50 No necesita refuerzo horizontal 13.15 No necesita refuerzo horizontal 10.33 No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 1 1 1
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 3.64 6.16 7.42
donde :
fs
fy 2
tn/cm2
< < < <
V`m 37.23 38.42 33.28
0,55*V`m 20.47 21.13 18.30
NIVEL 3 2 1
Ok Ok Ok
V`m 22.72 23.92 18.78
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.53
<
NIVEL 3 2 1
Vui 9.20 15.59 18.78
Mui 23.01 61.98 108.92
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.53
Vm 1 3 Ve 1
2.53
FUERZA CORTANTE
NIVEL 3 2 1
Vc 11.36 11.96 9.39
Vm * L L * Nc 1
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
1 Pm 2
Pm * B L
Pt
COLUMNA C - 1 NIVEL Pd 3 4.40 2 5.51 1 5.51
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 7.10 11.38 14.54
M -4.26 33.28 86.39
F -1.04 8.12 21.07
T -8.14 -3.26 6.53
tn tn tn
Pc 6.77 10.93 14.10
M -4.26 33.28 86.39
F -1.04 8.12 21.07
T -7.81 -2.82 6.97
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 4.07 5.06 5.06
Pt
Pc
T
COLUMNA C - 1 NIVEL C 3 6.06 2 19.49 1 35.61
F COLUMNA C - 2 NIVEL C 3 5.73 2 19.05 1 35.17
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
-2.28 -0.91 1.83
COLUMNA C - 2 NIVEL Ast 3 -2.19 2 -0.79 1 1.95
2.63
4.46
Asf
As
2.63
4.58
cm2 cm2 cm2
4 4 8
3/8 3/8 3/8
0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 8
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 150.97 2 265.32 1 274.58
d + rec 21 33 35
L= 35.00 35.00 35.00
t= 13.00 13.00 13.00
COLUMNA C - 2 NIVEL An 3 143.87 2 255.73 1 265.00
A col 455.00 455.00 455.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 381.92 401.93 315.58
> > > >
Acf 455.00 455.00 455.00
> > > >
15t 195 195 195
h 35 35 35
L 35.00 35.00 35.00
t 13.00 13.00 13.00
> > > >
Acf 455.00 455.00 455.00
> > > >
15t 195 195 195
h 35 35 35
L 35.00 35.00 35.00
t 13.00 13.00 13.00
COLUMNA C - 1 NIVEL 3 2 1
ESTRIBOS
Acf 381.92 401.93 315.58
Usando:
S1
1/4
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
9.02
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
8.75
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 50.50 60.00 50.50 60.00 52.50 60.00
f 1/4 : 1 @ 0,05; 7@ 0,075; r @ 0,125 f 1/4 : 1 @ 0,05; 7 @ 0,075; r @ 0,125 f 1/4 : 1 @ 0,05; 7 @ 0,075 r @ 0,125
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
11.36 11.96 9.39
3.01 3.16 2.48
Varillas 1º 6
Varillas 2º 6
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 6 4.26 4.26 4.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.26 4.26 4.26 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Nº Varillas
f
As
As total
3/8 1/2 1/2
0.71 1.27 1.27
2.85 2.85 5.70
OK OK OK
f 3/8 1/2 5/8
As 0.71 1.27 1.98
As total 2.85 2.85 5.70
OK OK OK
d + rec 20 32 33
L= 35.00 35.00 35.00
t= 13.00 13.00 13.00
A col 455.00 455.00 455.00
Ac 455.00 455.00 455.00
An 279 279 279
0,1*fc*Acs/f y 1.90 1.90 1.90
OK OK OK
Ac 455.00 455.00 455.00
An 279 279 279
0,1*fc*Acs/f y 1.90 1.90 1.90
OK OK OK
Nº Varillas
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
8.68
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 3.00 8.00 4 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.5
6.02
0.15 2.5
3.01
0.15
m m m
2.5
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 7.61 15.21 22.82
Muro en X Pcv Pm (Tn) 0.71 8.32 2.50 17.71 4.28 27.10
Pg (tn) 7.79 tn 15.84 tn 23.89 tn
NIVEL V3 V2 V1
Fi 8.68 6.02 3.01
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 8.00 17.03 26.06
< < < <
σAdm. 90.75 90.75 90.75
< < < <
σmax. 97.5 97.5 97.5
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 3.20 2.01 1.38
< < < <
NIVEL
Ve
<
Vm
0,55*Vm
3.20 2.01 1.38
Entonces : a 1.00 1.00 1.00
M 21.69 58.42 102.67
3 2 1
8.68 14.69 17.70
< < <
43.91 45.76 47.61
h de ladrillo =
24.15 25.17 26.19
8
No necesita refuerzo horizontal No necesita refuerzo horizontal No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
1 1 1
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 8.68 14.69 17.70
donde :
fs
fy 2
tn/cm2
< < < <
V`m 72.21 74.06 75.91
0,55*V`m 39.71 40.73 41.75
NIVEL 3 2 1
Ok Ok Ok
V`m 43.91 45.76 47.61
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.69
<
NIVEL 3 2 1
Vui 23.34 16.18 8.09
Mui 58.35 157.16 276.20
Donde : 2 3
4.- DISEÑO DE CONFINAMIENTO
Vc
1,5 *
Vm * L L * Nc 1
2.69
Vm 1 3 Ve 1
2.69
FUERZA CORTANTE
NIVEL 3 2 1
Vc 8.23 8.58 8.93
TRACCION
1,5 *
Vc
Columna Interior NIVEL Vc 3 5.49 2 5.72 1 5.95
ton ton ton
F
T
Vm * L L * Nc 1
Pc
Donde B =
Pt
1 Pm 2
Pcd
Pm * B L
COLUMNA C - 1 NIVEL Pd 3 2.79 2 3.35 1 3.35
M L Pt
F
Pc
Pt
ton ton ton
Pc 6.95 12.21 16.90
M 109.78 181.97 216.68
Pc 8.75 14.53 19.22
T 4.97 -0.23 -4.34
Pc 8.06 12.83 17.53
M 109.78 181.97 216.68
o
6 * t
F 13.72 22.75 27.09
T 6.77 10.54 10.18
tn tn tn
F 27.44 45.49 54.17
T 19.38 32.66 36.64
tn tn tn
1
4
* Lt
COLUMNA INTERIOR NIVEL 3 2 1
Pd 4.59 5.68 5.68
Pt
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.33 0.40 0.40
Pt 3.58 3.58 3.58
Pc
T
COLUMNA C - 1 NIVEL C 3 20.67 2 34.95 1 43.99
F
tn tn tn
COLUMNA INTERIOR NIVEL C 3 1.89 tn 2 7.38 tn 1 11.78 tn
Determinacion del refuerzo vertical Asf
Vc f y * m *f
As Asf Ast
A
st
0 ,1 * f c * Ac fy
T f
y
* f
COLUMNA C - 2 NIVEL C 3 35.51 2 58.33 1 71.70
f
0.85 0.8 1
m
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast 3 1.90 2 2.95 1 2.85
Asf
COLUMNA INTERIOR NIVEL Ast 3 1.39 2 -0.06 1 -1.22
COLUMNA C - 2 NIVEL Ast 3 5.43 2 9.15 1 10.26
cm2 cm2 cm2
Nº Varillas 4 6 2
f 3/8 3/8 3/8
As 0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Nº Varillas
f 3/8 3/8 3/8
As 0.71 0.71 0.71
As
2.50
5.35
Asf
As
1.67
1.67
Asf
As
2.50
12.76
cm2 cm2 cm2
4 4
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 183.16 2 318.33 1 344.44
d + rec 24 39 42
L= 45.00 45.00 45.00
t= 13.00 13.00 13.00
A col 585.00 585.00 585.00
COLUMNA INTERIOR NIVEL An 3 -25.09 2 90.79 1 84.30
d + rec 1 14 13
L= 15.00 15.00 15.00
t= 13.00 13.00 13.00
A col 195.00 195.00 195.00
DISEÑO POR CORTE POR FRICCION
Acf
Vc Ac 15t (cm2 ) 0.2 * f c *f
COLUMNA C - 2 NIVEL An 3 193.15 2 310.99 1 340.92
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 276.75 288.42 300.09
> > > >
Acf 585.00 585.00 585.00
> > > >
15t 195 195 195
h 45.00 45.00 45.00
L 45.00 45.00 45.00
t 13.00 13.00 13.00
> > > >
Acf 195.00 195.00 200.06
> > > >
15t 195 195 195
h 15.00 15.00 15.39
L 15.00 15.00 15.00
t 13.00 13.00 13.00
> > > >
Acf 585.00 585.00 585.00
> > > >
15t 195 195 195
h 45.00 45.00 45.00
L 45.00 45.00 45.00
t 13.00 13.00 13.00
Av 0.64
cm
COLUMNA INTERMEDIA
NIVEL 3 2 1
Acf 184.50 192.28 200.06
COLUMNA C - 2 NIVEL 3 2 1
Acf 276.75 288.42 300.09
ESTRIBOS COLUMNA C - 1 Usando:
S1
1/4
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 =
9.72
S3
S3 =
3 2 1
cm
S2 =
Av * f y 0,12 * tn * f c
14.22
S4 10cm
d 5cm 4
11.25
NIVEL
S2
S4 =
10.00
S1
cm
cm
L Max 45 confinam cm 65.50 65.00 65.50 65.00 65.50 65.00
f 1/4 : 1 @ 0,05; 8 @ 0,075; r @ 0,20 f 1/4 : 1 @ 0,05; 8 @ 0,075 r @ 0,20 f 1/4 : 1 @ 0,05; 8 @ 0,075; r @ 0,20
ESTRIBOS COLUMNA INTERMEDIA Usando:
cm
1/4
Av 0.64
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
cm
S2
Av * f y 0,12 * tn * f c
S1
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
5.87
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
3.75
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 20.50 45.00 20.50 45.00 20.50 45.00
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
10.98 11.44 11.90
2.90 3.03 3.15
Varillas 1º 6
Varillas 2º 6
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 Amin (4 0,1*fc*Ac s/fy f 8mm 2 0.8125 2 0.8125 2 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 6 4.26 4.26 4.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.26 4.26 4.26 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
tn tn tn
Mu L
Vm Ve
Nº Varillas 0 4
Nº Varillas
Nº Varillas 6 6 8
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 4.28 6.49
OK OK OK
f 3/8 1/2 5/8
As 0.71 1.27 1.98
As total 2.85 2.85 2.85
OK OK OK
f 1/2 1/2 1/2
As 1.27 1.27 1.27
As total 7.60 10.45 12.98
OK OK OK
L= 45.00 45.00 45.00
t= 13.00 13.00 13.00
A col 585.00 585.00 585.00
as por muros transversales
d + rec 25 39 42
Ac 585.00 585.00 585.00
An 369 369 369
0,1*fc*Acs/f y 2.44 2.44 2.44
OK OK OK
Ac 195.00 195.00 195.00
An 99 99 99
0,1*fc*Acs/f y 0.81 0.81 0.81
OK OK OK
Ac 585.00 585.00 585.00
An 369.00 369.00 369.00
0,1*fc*Acs/f y 2.44 2.44 2.44
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
4.13
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 3.00 4.40 3.5 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.5
2.86
0.15 2.5
1.43
0.15
m m m
2.5
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 3.86 7.72 11.58
Muro en X Pcv Pm (Tn) 0.30 4.16 1.06 8.78 1.81 13.39
Pg (tn) 3.93 tn 7.98 tn 12.03 tn
NIVEL V3 V2 V1
Fi 4.13 2.86 1.43
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 7.27 15.34 23.41
< < < <
σAdm. 90.75 90.75 90.75
< < < <
σmax. 97.5 97.5 97.5
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 1.76 1.11 0.76
< < < <
NIVEL
Ve
<
Vm
0,55*Vm
1.76 1.11 0.76
Entonces : a 1.00 1.00 0.76
M 10.33 27.80 48.85
3 2 1
4.13 6.99 8.42
< < <
24.07 25.00 20.33
h de ladrillo =
13.24 13.75 11.18
8
No necesita refuerzo horizontal No necesita refuerzo horizontal No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
1 1 1
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 4.13 6.99 8.42
donde :
fs
fy 2
tn/cm2
< < < <
V`m 39.63 40.56 35.90
0,55*V`m 21.80 22.31 19.74
NIVEL 3 2 1
Ok Ok Ok
V`m 24.07 25.00 20.33
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.42
<
NIVEL 3 2 1
Vui 9.98 6.90 3.45
Mui 24.95 67.15 117.99
Donde : 2 3
4.- DISEÑO DE CONFINAMIENTO
Vc
1,5 *
Vm * L L * Nc 1
2.42
Vm 1 3 Ve 1
2.42
FUERZA CORTANTE
NIVEL 3 2 1
Vc 7.18 7.46 6.07
TRACCION
1,5 *
Vc
Columna Interior NIVEL Vc 3 4.79 2 4.97 1 4.04
ton ton ton
F
T
1 Pm 2
Pcd
Pm * B L
m m
entonces :
B=
0.78
Pt
Pc 2.24 4.58 6.89
M 60.18 99.46 92.57
Pt 2.31 2.31 2.31
Pc 4.39 6.70 9.01
T 9.28 7.51 2.55
Pt
Pc 4.85 7.80 10.10
M 60.18 99.46 92.57
COLUMNA C - 1 NIVEL Pd 3 0.16 2 0.19 1 0.19
M L Pt
F
Pt 0.78 0
ton ton ton
Pc Pc
B=
Vm * L L * Nc 1
Donde B =
o
6 * t
F 13.68 22.61 21.04
T 11.44 18.03 14.15
tn tn tn
F 13.68 22.61 21.04
T 8.83 14.81 10.93
tn tn tn
1
4
* Lt
COLUMNA INTERIOR NIVEL 3 2 1
Pd
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 2.77 3.41 3.41
Pc
T
COLUMNA C - 1 NIVEL C 3 15.91 2 27.19 1 27.93
F
tn tn tn
COLUMNA INTERIOR NIVEL C 3 -2.45 tn 2 -0.40 tn 1 3.23 tn
Determinacion del refuerzo vertical Asf
Vc f y * m *f
As Asf Ast
A
st
0 ,1 * f c * Ac fy
T f
y
* f
COLUMNA C - 2 NIVEL C 3 18.53 2 30.40 1 31.14
f
0.85 0.8 1
m
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast 3 3.20 2 5.05 1 3.96
Asf
COLUMNA INTERIOR NIVEL Ast 3 2.60 2 2.10 1 0.71
COLUMNA C - 2 NIVEL Ast 3 2.47 2 4.15 1 3.06
cm2 cm2 cm2
Nº Varillas 6 2 2
f 3/8 3/8 3/8
As 0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 6
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Nº Varillas 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
As
1.70
5.66
Asf
As
1.13
1.85
Asf
As
1.70
4.76
cm2 cm2 cm2
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 81.13 2 153.20 1 141.03
d + rec 13 21 20
L= 25.00 25.00 25.00
t= 13.00 13.00 13.00
A col 325.00 325.00 325.00
COLUMNA INTERIOR NIVEL An 3 -94.31 2 -61.13 1 -19.25
d + rec -6.48 -2.79 1.86
L= 15.00 15.00 15.00
t= 13.00 13.00 13.00
A col 195.00 195.00 195.00
DISEÑO POR CORTE POR FRICCION
COLUMNA C - 2 NIVEL An 3 137.60 2 222.71 1 210.54
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 241.35 250.69 203.88
> > > >
Acf 325.00 325.00 325.00
> > > >
15t 195 195 195
h 25 25 25
L 25.00 25.00 25.00
t 13.00 13.00 13.00
> > > >
Acf 195.00 195.00 195.00
> > > >
15t 195 195 195
h 15 15 15
L 15.00 15.00 15.00
t 13.00 13.00 13.00
> > > >
Acf 390.00 390.00 390.00
> > > >
15t 195 195 195
h 30.00 30.00 30.00
L 30.00 30.00 30.00
t 13.00 13.00 13.00
Av 0.64
cm
COLUMNA INTERMEDIA
NIVEL 3 2 1
Acf 160.90 167.13 135.92
COLUMNA C - 2 NIVEL 3 2 1
Acf 241.35 250.69 203.88
ESTRIBOS COLUMNA C - 1 Usando:
S1
1/4
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
S3 =
NIVEL 3 2 1
8.53
S2
cm
S2 =
S4 =
10.00
cm
cm
cm
L Max 45 confinam cm 37.50 45.00 35.50 45.00 37.50 45.00
f 1/4 : 1 @ 0,05; 5@ 0,075; r @ 0,20 f 1/4 : 1 @ 0,05; 5 @ 0,075 r @ 0,20 f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20
ESTRIBOS COLUMNA INTERMEDIA Usando:
14.22
S4 10cm
d 5cm 4
7.50
Av * f y 0,12 * tn * f c
1/4
Av 0.64
cm
S1
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
5.87
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
3.75
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 20.50 45.00 20.50 45.00 20.50 45.00
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
9.57 9.94 8.09
2.53 2.63 2.14
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts
f* fy
0,1* f c* Acs fy
cm2 Amin (4 0,1*fc*Ac s/fy f 8mm 2 0.8125 2 0.8125 2 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
tn tn tn
Mu L
Vm Ve
Nº Varillas 4 4
Nº Varillas
Nº Varillas 0 4 4
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 4.28 6.49 6.49
OK OK OK
f 3/8 1/2 5/8
As 0.71 1.27 1.98
As total 2.85 2.85 4.28
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 5.07 5.07
OK OK OK
L= 30.00 30.00 30.00
t= 13.00 13.00 13.00
A col 390.00 390.00 390.00
as por muros transversales
d + rec 19 29 27
Ac 325.00 325.00 325.00
An 189 189 189
0,1*fc*Acs/f y 1.35 1.35 1.35
OK OK OK
Ac 195.00 195.00 195.00
An 99 99 99
0,1*fc*Acs/f y 0.81 0.81 0.81
OK OK OK
Ac 390.00 390.00 390.00
An 234.00 234.00 234.00
0,1*fc*Acs/f y 1.63 1.63 1.63
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
11.70
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 5.00 10.43 5.22 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
8.15
0.15 2.4
3.95
0.15
m m m
2.4
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 12.60 25.21 37.81
Muro en X Pcv Pm (Tn) 1.58 14.19 5.54 30.74 9.49 47.30
Pg (tn) 13.00 tn 26.59 tn 40.18 tn
NIVEL V3 V2 V1
Fi 11.70 8.15 3.95
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 10.47 22.69 34.90
< < < <
σAdm. 93.83 93.83 93.83
< < < <
σmax. 97.5 97.5 97.5
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 4.17 2.62 1.79
< < < <
NIVEL
Ve
<
Vm
0,55*Vm
4.17 2.62 1.79
Entonces : a 1 1 1
M 29.24 78.86 138.34
3 2 1
11.70 19.85 23.79
< < <
57.88 61.00 64.13
h de ladrillo =
31.83 33.55 35.27
8
No necesita refuerzo horizontal No necesita refuerzo horizontal No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
1 1 1
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 11.70 19.85 23.79
donde :
fs
fy 2
tn/cm2
< < < <
V`m 94.75 97.88 101.00
0,55*V`m 52.11 53.83 55.55
NIVEL 3 2 1
Ok Ok Ok
V`m 57.88 61.00 64.13
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.70
<
NIVEL 3 2 1
Vui 31.53 21.96 10.64
Mui 78.82 212.56 372.88
Donde :
3
4.- DISEÑO DE CONFINAMIENTO
Vc
1,5 *
Vm * L L * Nc 1
2.70
2
2.70
Vm 1 3 Ve 1
FUERZA CORTANTE
NIVEL 3 2 1
TRACCION
Vc
Vc 7.25 7.64 8.03
0.78 0
ton ton ton
Pc Pc
B=
Vm * L L * Nc 1
Columna Interior NIVEL Vc 3 4.83 2 5.09 1 5.35
ton ton ton
F
T
1,5 *
Pcd
1 Pm 2
Pt
Pm * B L
m m
entonces :
B=
0.78
Pt
Pc 8.03 16.58 24.86
M 144.69 242.40 295.92
Pc 9.29 18.20 26.48
T 4.04 -4.15 -11.71
tn tn tn
Pc 9.04 17.84 26.12
T 4.28 -3.80 -11.36
tn tn tn
Pc 10.23 19.37 27.65
T 3.09 -5.32 -12.88
tn tn tn
Pc 9.79 18.75 27.03
M 144.69 242.40 295.92
COLUMNA C - 1 NIVEL Pd 3 0.93 2 1.20 1 1.20
M L Pt
F
Donde B =
o
6 * t
F 13.88 23.25 28.39
T 5.85 6.68 3.53
tn tn tn
F 13.88 23.25 28.39
T 4.09 4.50 1.36
tn tn tn
1
4
* Lt
COLUMNA INTERIOR 1 NIVEL 3 2 1
Pd 2.19 2.82 2.82
Pt
COLUMNA INTERIOR 2 NIVEL 3 2 1
Pd 1.95 2.47 2.47
Pt
COLUMNA INTERIOR 3 NIVEL 3 2 1
Pd 3.14 3.99 3.99
Pt
COLUMNA C - 2 NIVEL 3 2 1
Pd 2.70 3.38 3.38
Pt
COMPRESION
Columnas Extremas
Columnas Internas
C Pc F COLUMNA C - 1 NIVEL C 3 21.90 2 39.83 1 53.24
C Pc COLUMNA C - 2 NIVEL C 3 23.67 2 42.00 1 55.42
tn tn tn
COLUMNA INTERIOR 1 NIVEL C 3 2.62 tn 2 11.17 tn 1 19.09 tn
Vm
* h
2 * L tn tn tn
COLUMNA INTERIOR 2 NIVEL C 3 2.38 tn 2 11.18 tn 1 19.46 tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast 3 1.64 2 1.87 1 0.99
Asf
2.25
COLUMNA INTERIOR 1 NIVEL Ast Asf 3 1.13 2 -1.16 1 -3.28 1.50
COLUMNA INTERIOR 2 NIVEL Ast Asf 3 1.20 2 -1.06 1 -3.18 1.50
COLUMNA INTERIOR 3 NIVEL Ast Asf 3 0.87 2 -1.49 1 -3.61 1.50
cm2 cm2 cm2
Nº Varillas 6 6 6
f 3/8 3/8 3/8
As 0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
As
3.24
As
1.50
As
1.50
As
1.50
COLUMNA C - 2 NIVEL Ast 3 1.15 2 1.26 1 0.38
Asf
As
2.25
2.63
cm2 cm2 cm2
Nº Varillas 6 6 6
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 16
20
rec= 2 L
COLUMNA C - 1 NIVEL An 3 206.72 2 414.01 1 528.14
d + rec 17 30 37
L= 40.00 40.00 40.00
t= 20.00 20.00 20.00
A col 800.00 800.00 800.00
COLUMNA C - 2 NIVEL An 3 244.85 2 460.97 1 575.10
COLUMNA INTERIOR 1 NIVEL An d + rec 3 -7.29 4 2 174.02 15 1 177.80 15
L= 15.00 15.00 15.00
t= 20.00 20.00 20.00
A col 300.00 300.00 300.00
COLUMNA INTERIOR 2 NIVEL An 3 -12.50 2 170.66 1 182.17
COLUMNA INTERIOR 3 NIVEL An d + rec 3 13.13 5 2 203.64 17 1 200.49 17
L= 20.00 20.00 20.00
t= 20.00 20.00 20.00
A col 400.00 400.00 400.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3
Acf 243.53
> >
Acf 800.00
> >
15t 300
h 40
L 40.00
t 20.00
2 1
256.69 269.84
> >
800.00 800.00
> >
300 300
40 40
40.00 40.00
20.00 20.00
Acf 300.00 300.00 300.00
> > > >
15t 300 300 300
h 15 15 15
L 15.00 15.00 15.00
t 20.00 20.00 20.00
Acf 300.00 300.00 300.00
> > > >
15t 300 300 300
h 15.00 15.00 15.00
L 15.00 15.00 15.00
t 20.00 20.00 20.00
> > > >
Acf 400.00 400.00 400.00
> > > >
15t 300 300 300
h 20.00 20.00 20.00
L 20.00 20.00 20.00
t 20.00 20.00 20.00
> > > >
Acf 800.00 800.00 800.00
> > > >
15t 300 300 300
h 40.00 40.00 40.00
L 40.00 40.00 40.00
t 20.00 20.00 20.00
Av 0.64
cm
COLUMNA INTERMEDIA 1
NIVEL 3 2 1
Acf 162.36 171.12 179.89
> > > >
COLUMNA INTERMEDIA 2
NIVEL 3 2 1
Acf 162.36 171.12 179.89
> > > >
COLUMNA INTERMEDIA 3
NIVEL 3 2 1
Acf 162.36 171.12 179.89
COLUMNA C - 2 NIVEL 3 2 1
Acf 243.53 256.69 269.84
ESTRIBOS COLUMNA C - 1 Usando:
S1
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
S3 =
NIVEL 3 2
1/4
8.23
cm
d 5cm 4
10.00
S2
S2 =
Av * f y 0,12 * tn * f c
8.00
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 60.00 60.00 60.00 60.00
f 1/4 : 1 @ 0,05; 7@ 0,075; r @ 0,20 f 1/4 : 1 @ 0,05; 7@ 0,075; r @ 0,20
1
60.00
f 1/4 : 1 @ 0,05; 7@ 0,075; r @ 0,20
60.00
ESTRIBOS COLUMNA INTERMEDIA Usando:
S1
1/4
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
4.54
S2
cm
S2 =
NIVEL 3 2 1
8.00
S4 10cm
d 5cm 4
S3 =
Av * f y 0,12 * tn * f c
S4 =
5.00
10.00
cm
cm
cm
L Max 45 confinam cm 20.50 45.00 20.50 45.00 20.50 45.00
f 1/4 : 1 @ 0,05; 4@ 0,10 r @ 0,20 f 1/4 : 1 @ 0,05; 4@ 0,10; r @ 0,20 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
14.49 15.27 16.06
3.83 4.04 4.25
Varillas 1º 6
Varillas 2º 6
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts
f* fy
0,1* f c* Acs fy
cm2 Amin (4 0,1*fc*Ac s/fy f 8mm 2 0.8125 2 0.8125 2 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 6 4.26 4.26 4.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.26 4.26 4.26 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Mu L
Vm Ve
COLUMNA INTERIOR 3 NIVEL C 3 3.57 tn 2 12.70 tn 1 20.98 tn
Nº Varillas
Nº Varillas
Nº Varillas
Nº Varillas
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 4.28 4.28 4.28
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 2.85 2.85
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 2.85 2.85
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 2.85 2.85
OK OK OK
f 3/8 1/2 5/8
As 0.71 1.27 1.98
As total 4.28 4.28 4.28
d + rec 19 33 40
L= 40.00 40.00 40.00
t= 20.00 20.00 20.00
A col 800.00 800.00 800.00
OLUMNA INTERIOR 2 d + rec 3 15 15
L= 15.00 15.00 15.00
t= 20.00 20.00 20.00
A col 300.00 300.00 300.00
An 576
0,1*fc*Acs/f y 3.33
OK
Nº Varillas
as por muros transversales
Ac 800.00
OK OK OK
800.00 800.00
576 576
3.33 3.33
OK OK
Ac 300.00 300.00 300.00
An 176 176 176
0,1*fc*Acs/f y 1.25 1.25 1.25
OK OK OK
Ac 300.00 300.00 300.00
An 176 176 176
0,1*fc*Acs/f y 1.25 1.25 1.25
OK OK OK
Ac 400.00 400.00 400.00
An 256 256 256
0,1*fc*Acs/f y 1.67 1.67 1.67
OK OK OK
Ac 800.00 800.00 800.00
An 576.00 576.00 576.00
0,1*fc*Acs/f y 3.33 3.33 3.33
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
1.90
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 3.00 2.50 1.5 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.5
1.32
0.15 2.5
0.66
0.15
m m m
2.5
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 2.24 4.47 6.71
Muro en X Pcv Pm (Tn) 0.18 2.42 0.64 5.12 1.10 7.82
Pg (tn) 2.28 tn 4.64 tn 6.99 tn
NIVEL V3 V2 V1
Fi 1.90 1.32 0.66
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 7.45 15.75 24.05
< < < <
σAdm. 90.75 90.75 90.75
< < < <
σmax. 97.5 97.5 97.5
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 1.00 0.63 0.43
< < < <
NIVEL
Ve
<
Vm
0,55*Vm
1.00 0.63 0.43
Entonces : a 1.00 0.63 0.43
M 4.75 12.78 22.47
3 2 1
1.90 3.22 3.87
< < <
13.69 9.34 7.28
h de ladrillo =
7.53 5.14 4.00
8
No necesita refuerzo horizontal No necesita refuerzo horizontal No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
1 1 1
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 1.90 3.22 3.87
donde :
fs
fy 2
tn/cm2
< < < <
V`m 22.53 18.18 16.12
0,55*V`m 12.39 10.00 8.87
NIVEL 3 2 1
Ok Ok Ok
V`m 13.69 9.34 7.28
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
1.88
<
NIVEL 3 2 1
Vui 3.80 2.63 1.32
Mui 9.49 25.57 44.93
Donde : 2 3
4.- DISEÑO DE CONFINAMIENTO
Vc
1,5 *
Vm * L L * Nc 1
2.00
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 3.08 2.10 1.64
TRACCION
1,5 *
Vc
Columna Interior NIVEL Vc 3 2.05 2 1.40 1 1.09
ton ton ton
F
T
1 Pm 2
Pcd
Pm * B L
m m
entonces :
B=
0.78
Pt
Pc 2.48 4.14 5.49
M 34.22 37.15 35.83
Pc 1.74 3.22 4.56
T 11.95 6.13 2.72
Pc 4.12 5.57 6.92
M 34.22 37.15 35.83
COLUMNA C - 1 NIVEL Pd 3 1.27 2 1.58 1 1.58
M L Pt
F
Pt 0.78 0
ton ton ton
Pc Pc
B=
Vm * L L * Nc 1
Donde B =
o
6 * t
F 13.69 14.86 14.33
T 11.21 10.72 8.84
tn tn tn
F 13.69 14.86 14.33
T 9.57 9.29 7.42
tn tn tn
1
4
* Lt
COLUMNA INTERIOR NIVEL 3 2 1
Pd 0.53 0.66 0.66
Pt
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 0.41 0.51 0.51
Pt 2.49 2.49 2.49
Pc
T
COLUMNA C - 1 NIVEL C 3 16.16 2 19.00 1 19.83
F
tn tn tn
COLUMNA INTERIOR NIVEL C 3 -5.11 tn 2 -1.46 tn 1 0.92 tn
Determinacion del refuerzo vertical Asf
Vc f y * m *f
As Asf Ast
A
st
0 ,1 * f c * Ac fy
T f
y
* f
COLUMNA C - 2 NIVEL C 3 17.80 2 20.43 1 21.25
f
0.85 0.8 1
m
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast 3 3.14 2 3.00 1 2.48
Asf
COLUMNA INTERIOR NIVEL Ast 3 3.35 2 1.72 1 0.76
COLUMNA C - 2 NIVEL Ast 3 2.68 2 2.60 1 2.08
cm2 cm2 cm2
Nº Varillas 6 6 6
f 3/8 3/8 3/8
As 0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 6 6 6
f 3/8 3/8 3/8
As 0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
As
0.46
2.94
Asf
As
0.31
1.07
Asf
As
0.46
2.54
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 86.37 2 125.18 1 137.33
d + rec 14 18 19
L= 20.00 20.00 20.00
t= 13.00 13.00 13.00
A col 260.00 260.00 260.00
COLUMNA INTERIOR NIVEL An 3 -176.07 2 -76.33 1 -25.50
d + rec -15.56 -4.48 1.17
L= 15.00 15.00 15.00
t= 13.00 13.00 13.00
A col 195.00 195.00 195.00
DISEÑO POR CORTE POR FRICCION
COLUMNA C - 2 NIVEL An 3 97.97 2 125.28 1 134.99
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 103.52 70.65 55.06
> > > >
Acf 260.00 260.00 260.00
> > > >
15t 195 195 195
h 20.00 20.00 20.00
L 20.00 20.00 20.00
t 13.00 13.00 13.00
> > > >
Acf 195.00 195.00 195.00
> > > >
15t 195 195 195
h 15.00 15.00 15.00
L 15.00 15.00 15.00
t 13.00 13.00 13.00
> > > >
Acf 260.00 260.00 260.00
> > > >
15t 195 195 195
h 20.00 20.00 20.00
L 20.00 20.00 20.00
t 13.00 13.00 13.00
Av 0.64
cm
COLUMNA INTERMEDIA
NIVEL 3 2 1
Acf 69.01 47.10 36.71
COLUMNA C - 2 NIVEL 3 2 1
Acf 103.52 70.65 55.06
ESTRIBOS COLUMNA C - 1 Usando:
S1
1/4
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
S3 =
NIVEL 3 2 1
7.06
S2
cm
S2 =
S4 =
10.00
cm
cm
cm
L Max 45 confinam cm 30.00 45.00 28.00 45.00 30.00 45.00
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4@ 0,10 r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10 ; r @ 0,25
ESTRIBOS COLUMNA INTERMEDIA Usando:
14.22
S4 10cm
d 5cm 4
5.00
Av * f y 0,12 * tn * f c
1/4
Av 0.64
cm
S1
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
5.87
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
3.75
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 20.50 45.00 20.50 45.00 20.50 45.00
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 15
h 15
225
NIVEL
Ts
As
3 2 1
4.11 2.80 2.18
1.09 0.74 0.58
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts
f* fy
0,1* f c* Acs fy
cm2 Amin (4 0,1*fc*Ac s/fy f 8mm 2 0.9375 2 0.9375 2 0.9375
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
tn tn tn
Mu L
Vm Ve
Nº Varillas
Nº Varillas
Nº Varillas
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 4.28 4.28 4.28
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 4.28 4.28 4.28
OK OK OK
f 1/2 1/2 1/2
As 1.27 1.27 1.27
As total 2.85 2.85 2.85
OK OK OK
L= 20.00 20.00 20.00
t= 13.00 13.00 13.00
A col 260.00 260.00 260.00
as por muros transversales
d + rec 15 18 19
Ac 260.00 260.00 260.00
An 144 144 144
0,1*fc*Acs/f y 1.08 1.08 1.08
OK OK OK
Ac 195.00 195.00 195.00
An 99 99 99
0,1*fc*Acs/f y 0.81 0.81 0.81
OK OK OK
Ac 260.00 260.00 260.00
An 144.00 144.00 144.00
0,1*fc*Acs/f y 1.08 1.08 1.08
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
4.02
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 2.00 4.25 4.25 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
2.89
0.15 2.4
1.25
0.15
m m m
2.4
NIVEL V3 V2 V1
Fi 4.02 2.89 1.25
M 10.04 27.31 47.70
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 4.30 8.60 12.89
Muro en X Pcv Pm (Tn) 0.45 4.75 1.58 10.17 2.70 15.59
Pg (tn) 4.41 tn 8.99 tn 13.57 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 8.59 18.41 28.22
< < < <
σAdm. 93.83 93.83 93.83
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 1.70 1.07 0.73
1.70 1.07 0.73
Entonces : a 1 1.00 0.73
NIVEL 3 2 1
Ve 4.02 6.91 8.15
< < < <
h de ladrillo =
Vm 23.39 24.44 19.38
8
0,55*Vm 12.86 No necesita refuerzo horizontal 13.44 No necesita refuerzo horizontal 10.66 No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 1 1 1
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 4.02 6.91 8.15
donde :
fs
fy 2
tn/cm2
< < < <
V`m 38.42 39.48 34.41
0,55*V`m 21.13 21.71 18.93
NIVEL 3 2 1
Ok Ok Ok
V`m 23.39 24.44 19.38
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.38
<
NIVEL 3 2 1
Vui 9.55 16.42 19.38
Mui 23.87 64.91 113.35
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.38
Vm 1 3 Ve 1
2.38
FUERZA CORTANTE
NIVEL 3 2 1
Vc 11.70 12.22 9.69
Vm * L L * Nc 1
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
1 Pm 2
Pm * B L
Pt
COLUMNA C - 1 NIVEL Pd 3 0.46 2 0.56 1 0.56
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 2.83 5.64 8.36
M 58.48 96.65 90.10
F 13.76 22.74 21.20
T 10.93 17.10 12.84
tn tn tn
Pc 4.84 7.55 10.26
M 58.48 96.65 90.10
F 13.76 22.74 21.20
T 8.92 15.19 10.94
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd
Pt 2.46 2.46 2.46
Pc
T
COLUMNA C - 1 NIVEL C 3 16.59 2 28.39 1 29.56
F COLUMNA C - 2 NIVEL C 3 18.59 2 30.29 1 31.46
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
3.06 4.79 3.60
COLUMNA C - 2 NIVEL Ast 3 2.50 2 4.26 1 3.06
2.71
6.31
Asf
As
2.71
cm2 cm2 cm2
cm2 cm2 cm2
5.78
6 2
Nº Varillas 4 2
3/8 3/8 3/8
0.71 0.71 0.71
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 94.24 2 176.53 1 138.35
d + rec 14 24 19
L= 25.00 25.00 25.00
t= 13.00 13.00 13.00
COLUMNA C - 2 NIVEL An 3 137.51 2 217.64 1 179.47
A col 325.00 325.00 325.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 393.12 410.82 325.68
> > > >
Acf 393.12 410.82 325.68
> > > >
15t 195 195 195
h 30 32 25
L 35.00 35.00 35.00
t 13.00 13.00 13.00
> > > >
Acf 393.12 410.82 390.00
> > > >
15t 195 195 195
h 30 32 30
L 35.00 35.00 35.00
t 13.00 13.00 13.00
COLUMNA C - 1 NIVEL 3 2 1
Acf 393.12 410.82 325.68
ESTRIBOS Usando:
S1
1/4
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
9.02
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
8.75
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 50.50 55.00 50.50 55.00 50.50 55.00
f 1/4 : 1 @ 0,05; 7 @ 0,075 r @ 0,20 f 1/4 : 1 @ 0,05; 7 @ 0,075; r @ 0,20 f 1/4 : 1 @ 0,05; 7 @ 0,075; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
11.70 12.22 9.69
3.09 3.23 2.56
Varillas 1º 6
Varillas 2º 6
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 6 4.26 4.26 4.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.26 4.26 4.26 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Nº Varillas
f
As
As total
1/2 1/2 1/2
1.27 1.27 1.27
4.28 5.07 6.49
OK OK OK
f 1/2 1/2 1/2
As 1.27 1.27 1.27
As total 2.85 5.07 6.49
OK OK OK
d + rec 19 28 24
L= 30.00 30.00 30.00
t= 13.00 13.00 13.00
A col 390.00 390.00 390.00
Ac 455.00 455.00 455.00
An 279 279 279
0,1*fc*Acs/f y 1.90 1.90 1.90
OK OK OK
Ac 455.00 455.00 455.00
An 279 279 279
0,1*fc*Acs/f y 1.90 1.90 1.90
OK OK OK
4 4
Nº Varillas 4 4
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
1.21
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 2.00 2.00 2.00 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
0.86
0.15 2.4
0.39
0.15
m m m
2.4
NIVEL V3 V2 V1
Fi 1.21 0.86 0.39
M 3.04 8.24 14.40
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 1.80 3.59 5.39
Muro en X Pcv Pm (Tn) 0.15 1.95 0.52 4.11 0.89 6.28
Pg (tn) 1.83 tn 3.72 tn 5.61 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 7.48 15.82 24.17
< < < <
σAdm. 93.83 93.83 93.83
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 0.80 0.51 0.34
0.80 0.51 0.34
Entonces : a 0.8 0.51 0.34
NIVEL 3 2 1
Ve 1.21 2.08 2.47
< < < <
h de ladrillo =
Vm 8.85 6.17 4.90
8
0,55*Vm 4.87 No necesita refuerzo horizontal 3.40 No necesita refuerzo horizontal 2.69 No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 1 1 1
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 1.21 2.08 2.47
donde :
fs
fy 2
tn/cm2
< < < <
V`m 15.92 13.25 11.97
0,55*V`m 8.76 7.29 6.58
NIVEL 3 2 1
Ok Ok Ok
V`m 8.85 6.17 4.90
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
1.99
<
NIVEL 3 2 1
Vui 2.43 4.16 4.93
Mui 6.07 16.47 28.80
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.00
Vm 1 3 Ve 1
2.00
FUERZA CORTANTE
NIVEL 3 2 1
Vc 4.42 3.09 2.45
Vm * L L * Nc 1
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
1 Pm 2
Pm * B L
Pt
COLUMNA C - 1 NIVEL Pd 3 0.13 2 0.16 1 0.16
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 1.10 2.22 3.30
M 22.11 24.45 22.93
F 11.06 12.23 11.46
T 9.95 10.01 8.16
tn tn tn
Pc 2.23 3.59 4.68
M 22.11 24.45 22.93
F 11.06 12.23 11.46
T 8.82 8.63 6.78
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 1.26 1.54 1.54
Pt
Pc
T
COLUMNA C - 1 NIVEL C 3 12.16 2 14.44 1 14.77
F COLUMNA C - 2 NIVEL C 3 13.29 2 15.82 1 16.14
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
2.79 2.80 2.29
COLUMNA C - 2 NIVEL Ast 3 2.47 2 2.42 1 1.90
0.69
2.97
Asf
As
0.69
2.59
cm2 cm2 cm2
4 4 6
3/8 3/8 3/8
0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 50.37 2 77.28 1 75.36
d + rec 10 13 12
L= 15.00 15.00 15.00
t= 13.00 13.00 13.00
COLUMNA C - 2 NIVEL An 3 74.81 2 107.01 1 105.09
A col 195.00 195.00 195.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 148.67 103.76 82.31
> > > >
Acf 195.00 195.00 195.00
> > > >
15t 195 195 195
h 15 15 15
L 15.00 15.00 15.00
t 13.00 13.00 13.00
> > > >
Acf 260.00 260.00 260.00
> > > >
15t 195 195 195
h 20 20 20
L 20.00 20.00 20.00
t 13.00 13.00 13.00
COLUMNA C - 1 NIVEL 3 2 1
Acf 148.67 103.76 82.31
ESTRIBOS Usando:
S1
1/4
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
7.06
S2
cm
S2 =
NIVEL 3 2 1
14.22
S4 10cm
d 5cm 4
S3 =
Av * f y 0,12 * tn * f c
S4 =
5.00
10.00
cm
cm
cm
L Max 45 confinam cm 20.50 45.00 20.50 45.00 22.50 45.00
f 1/4 : 3 @ 0,05; 4 @ 0,075; r @ 0,125 f 1/4 : 3 @ 0,05; 4 @ 0,075; r @ 0,125 f 1/4 : 3 @ 0,05; 4 @ 0,10; r @ 0,125
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
4.42 3.09 2.45
1.17 0.82 0.65
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts
f* fy
0,1* f c* Acs fy
cm2 0,1*fc*Ac s/fy 0.8125 0.8125 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Nº Varillas
f
As
As total
3/8 1/2 1/2
0.71 1.27 1.27
2.85 2.85 4.28
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 2.85 2.85
OK OK OK
d + rec 12 16 16
L= 20.00 20.00 20.00
t= 13.00 13.00 13.00
A col 260.00 260.00 260.00
Ac 195.00 195.00 195.00
An 99 99 99
0,1*fc*Acs/f y 0.81 0.81 0.81
OK OK OK
Ac 260.00 260.00 260.00
An 144 144 144
0,1*fc*Acs/f y 1.08 1.08 1.08
OK OK OK
Nº Varillas
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
6.37
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 3.00 6.19 3.26 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
4.42
0.15 2.4
2.17
0.15
m m m
2.4
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 5.33 10.65 15.98
Muro en X Pcv Pm (Tn) 0.40 5.72 1.39 12.04 2.38 18.35
Pg (tn) 5.42 tn 11.00 tn 16.57 tn
NIVEL V3 V2 V1
Fi 6.37 4.42 2.17
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 7.11 14.96 22.81
< < < <
σAdm. 93.83 93.83 93.83
< < < <
σmax. 97.5 97.5 97.5
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 2.48 1.56 1.07
< < < <
NIVEL
Ve
<
Vm
0,55*Vm
2.48 1.56 1.07
Entonces : a 1.00 1.00 1.00
M 15.93 42.91 75.31
3 2 1
6.37 10.79 12.96
< < <
33.84 35.12 36.40
h de ladrillo =
18.61 19.32 20.02
8
No necesita refuerzo horizontal No necesita refuerzo horizontal No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
1 1 1
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 6.37 10.79 12.96
donde :
fs
fy 2
tn/cm2
< < < <
V`m 55.73 57.01 58.29
0,55*V`m 30.65 31.36 32.06
NIVEL 3 2 1
Ok Ok Ok
V`m 33.84 35.12 36.40
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.81
<
NIVEL 3 2 1
Vui 17.91 12.41 6.08
Mui 44.76 120.56 211.56
Donde : 2 3
4.- DISEÑO DE CONFINAMIENTO
Vc
1,5 *
Vm * L L * Nc 1
2.81
Vm 1 3 Ve 1
2.81
FUERZA CORTANTE
NIVEL 3 2 1
Vc 6.68 6.94 7.19
TRACCION
1,5 *
Vc
Columna Interior NIVEL Vc 3 4.46 2 4.62 1 4.79
ton ton ton
F
T
Vm * L L * Nc 1
Pc
Donde B =
Pt
1 Pm 2
Pcd
Pm * B L
COLUMNA C - 1 NIVEL Pd 3 1.54 2 1.91 1 1.91
M L Pt
F
Pc
Pt
ton ton ton
Pc 4.40 7.93 11.09
M 84.59 139.65 167.88
Pc 3.81 7.23 10.39
T 9.31 6.38 3.72
Pc 3.86 7.01 10.17
M 84.59 139.65 167.88
o
6 * t
F 13.67 22.56 27.12
T 9.27 14.63 16.03
tn tn tn
F 13.67 22.56 27.12
T 9.81 15.55 16.95
tn tn tn
1
4
* Lt
COLUMNA INTERIOR NIVEL 3 2 1
Pd 0.94 1.22 1.22
Pt
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd
Pt 1.00 1.00 1.00
Pc
T
COLUMNA C - 1 NIVEL C 3 18.06 2 30.49 1 38.21
F
tn tn tn
COLUMNA INTERIOR NIVEL C 3 -2.75 tn 2 0.43 tn 1 3.33 tn
Determinacion del refuerzo vertical Asf
Vc f y * m *f
As Asf Ast
A
st
0 ,1 * f c * Ac fy
T f
y
* f
COLUMNA C - 2 NIVEL C 3 17.52 2 29.57 1 37.29
f
0.85 0.8 1
m
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast 3 2.60 2 4.10 1 4.49
Asf
COLUMNA INTERIOR NIVEL Ast 3 2.61 2 1.79 1 1.04
COLUMNA C - 2 NIVEL Ast 3 2.75 2 4.36 1 4.75
As
2.01
6.50
Asf
As
1.34
2.39
Asf
As
2.01
6.76
cm2 cm2 cm2
cm2 cm2 cm2
cm2 cm2 cm2
Nº Varillas 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Nº Varillas 4 4 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Nº Varillas 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 127.79 2 225.52 1 235.63
d + rec 18 29 30
L= 30.00 30.00 30.00
t= 13.00 13.00 13.00
A col 390.00 390.00 390.00
COLUMNA INTERIOR NIVEL An 3 -122.55 2 -56.21 1 -41.77
d + rec -9.62 -2.25 -0.64
L= 15.00 15.00 15.00
t= 13.00 13.00 13.00
A col 195.00 195.00 195.00
DISEÑO POR CORTE POR FRICCION
COLUMNA C - 2 NIVEL An 3 93.44 2 165.42 1 174.00
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 224.63 233.14 241.65
> > > >
Acf 390.00 390.00 390.00
> > > >
15t 195 195 195
h 30.00 30.00 30.00
L 30.00 30.00 30.00
t 13.00 13.00 13.00
> > > >
Acf 195.00 195.00 195.00
> > > >
15t 195 195 195
h 15 15 15
L 15.00 15.00 15.00
t 13.00 13.00 13.00
> > > >
Acf 325.00 325.00 325.00
> > > >
15t 195 195 195
h 25.00 25.00 25.00
L 25.00 25.00 25.00
t 13.00 13.00 13.00
Av 0.64
cm
COLUMNA INTERMEDIA
NIVEL 3 2 1
Acf 149.76 155.43 161.10
COLUMNA C - 2 NIVEL 3 2 1
Acf 224.63 233.14 241.65
ESTRIBOS COLUMNA C - 1 Usando:
S1
1/4
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
S3 =
NIVEL 3 2 1
8.53
S2
cm
S2 =
S4 =
10.00
cm
cm
cm
L Max 45 confinam cm 45.00 45.00 45.00 45.00 45.00 45.00
f 1/4 : 1 @ 0,05; 5@ 0,075; r @ 0,20 f 1/4 : 1 @ 0,05; 5@ 0,075 r @ 0,20 f 1/4 : 1 @ 0,05; 5 @ 0,075; r @ 0,20
ESTRIBOS COLUMNA INTERMEDIA Usando:
14.22
S4 10cm
d 5cm 4
7.50
Av * f y 0,12 * tn * f c
1/4
Av 0.64
cm
S1
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
5.87
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
3.75
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 20.50 45.00 20.50 45.00 20.50 45.00
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 1@ 0,05; 4 @ 0,10 ; r @ 0,20 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 13
h 15
195
NIVEL
Ts
As
3 2 1
8.91 9.25 9.59
2.36 2.45 2.54
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts
f* fy
0,1* f c* Acs fy
cm2 Amin (4 0,1*fc*Ac s/fy f 8mm 2 0.8125 2 0.8125 2 0.8125
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
tn tn tn
Mu L
Vm Ve
Nº Varillas 4 6
Nº Varillas
Nº Varillas 4 6
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 5.07 7.60
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 2.85 2.85
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 5.07 7.60
OK OK OK
L= 25.00 25.00 25.00
t= 13.00 13.00 13.00
A col 325.00 325.00 325.00
as por muros transversales
d + rec 14 22 23
Ac 390.00 390.00 390.00
An 234 234 234
0,1*fc*Acs/f y 1.63 1.63 1.63
OK OK OK
Ac 195.00 195.00 195.00
An 99 99 99
0,1*fc*Acs/f y 0.81 0.81 0.81
OK OK OK
Ac 325.00 325.00 325.00
An 189.00 189.00 189.00
0,1*fc*Acs/f y 1.35 1.35 1.35
OK OK OK
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
ALBAÑILERIA CONFINADA
DATOS
X
0.82
f 'm v 'm f`c = fy = Pe Cº = Pe Alb = N colum L= Lm t=
650 81 0.175 4.2 0.36 1.8 2.00 1.60 1.60 0.13
tn/m2 tn/m2 tn/cm2 tn/cm2 tn/m2 tn/m3
0.15 2.4
0.57
0.15 2.4
0.28
0.15
m m m
2.4
NIVEL V3 V2 V1
Fi 0.82 0.57 0.28
M 2.04 5.50 9.67
METRADO DE CARGA DEL MURO
NIVEL 3 2 1
Pcm 1.23 2.47 3.70
Muro en X Pcv Pm (Tn) 0.06 1.30 0.22 2.69 0.38 4.08
Pg (tn) 1.25 tn 2.52 tn 3.80 tn
1.- ESFUERZO MAXIMO
m NIVEL 3 2 1
h 2 Pm 0.2 * f ' m* 1 0.15* f ' m Lt 35*t
σm 6.24 12.93 19.63
< < < <
σAdm. 93.83 93.83 93.83
< < < <
σmax. 97.5 97.5 97.5
< < < <
1 1.00 1.00 1.00
OK OK OK
2.- CONTROL DE AGRIETAMIENTO
Ve 0 , 55 * Vm Vm 0,5 * vm * a * t * *L 0,23 * Pg 1 Ve * L a 1 3 Me
NIVEL 3 2 1
1/3 0.33 0.33 0.33
< < < <
a 0.64 0.40 0.28
0.64 0.40 0.33
Entonces : a 0.64 0.40 0.33
NIVEL 3 2 1
Ve 0.82 1.38 1.67
< < < <
h de ladrillo =
Vm 5.68 3.97 3.68
8
0,55*Vm 3.12 No necesita refuerzo horizontal 2.18 No necesita refuerzo horizontal 2.02 No necesita refuerzo horizontal
cm
8 1.5 8 1.5 8 1.5 8
S=
19
cm
OK OK OK
NIVEL
r
>
r min
3 2 1
0.0013 0.0026 0.0026
> > >
0.001 0.001 0.001
r min r min r min
NIVEL 3 2 1
Ash 1 1 1
f 1/4 f 1/4 f 1/4
A cm2 0.32 0.32 0.32
cm cm cm
Hallando la Resistencia al corte
V m Vm Vd SAsh * fs fs =
2.1
NIVEL 3 2 1
Ve 0.82 1.38 1.67
donde :
fs
fy 2
tn/cm2
< < < <
V`m 11.34 9.63 9.34
0,55*V`m 6.24 5.30 5.14
NIVEL 3 2 1
Ok Ok Ok
V`m 5.68 3.97 3.68
3.- FACTOR DE AMPLIFICACION V ui V e
Vm 1 V e1
2
M
ui
M
e
Vm 1 V e1
<
2.21
<
NIVEL 3 2 1
Vui 1.80 3.06 3.68
Mui 4.51 12.15 21.36
4.- DISEÑO DE CONFINAMIENTO
Donde : 2 3
2.21
Vm 1 3 Ve 1
2.21
FUERZA CORTANTE
NIVEL 3 2 1
Vc 2.84 1.99 1.84
Vm * L L * Nc 1
ton ton ton
T
F
Pc
TRACCION
1,5 *
Vc
Pc
F
Pcd
1 Pm 2
Pm * B L
Pt
COLUMNA C - 1 NIVEL Pd 3 0.35 2 0.44 1 0.44
Donde B =
Pt
1
4
M L
Pt * Lt
o
6 * t
Pc 1.00 1.78 2.48
M 14.20 15.79 16.94
F 8.87 9.87 10.59
T 7.87 8.08 8.11
tn tn tn
Pc 4.50 5.46 6.16
M 14.20 15.79 16.94
F 8.87 9.87 10.59
T 4.38 4.41 4.43
tn tn tn
COLUMNA C - 2 NIVEL 3 2 1
COMPRESION
Pd 1.18 1.45 1.45
Pt 2.67 2.67 2.67
Pc
T
COLUMNA C - 1 NIVEL C 3 9.87 2 11.65 1 13.07
F COLUMNA C - 2 NIVEL C 3 13.37 2 15.33 1 16.74
tn tn tn
tn tn tn
Determinacion del refuerzo vertical Asf
Vc
A
f y * m *f
As Asf Ast f m
0.85 0.8 1
st
T f
y
* f
0 ,1 * f c * Ac fy
Para juntas sin tratamiento Para juntas en que se haya eliminado la lechada
COLUMNA C - 1 NIVEL Ast
Asf
As
Nº Varillas
f
As
3 2 1
2.21 2.26 2.27
COLUMNA C - 2 NIVEL Ast 3 1.23 2 1.23 1 1.24
0.52
2.79
Asf
As
0.52
1.76
cm2 cm2 cm2
4 4 4
3/8 3/8 3/8
0.71 0.71 0.71
cm2 cm2 cm2
Nº Varillas 4 4 4
f 3/8 3/8 3/8
As 0.71 0.71 0.71
Area Neta del diseño a compresion f d d
0.7 0.8 1
o
0.75
Según se utilice estribos cerrados o zunchos Para columnas sin muros transversales Para columnas confinadas por muros transversales
f As * fy 0 , 85 * d * f c
C A
n
As
rec= 2 9
13
rec= 2 L
COLUMNA C - 1 NIVEL An 3 42.90 2 62.21 1 61.29
d + rec 9 11 11
L= 15.00 15.00 15.00
t= 13.00 13.00 13.00
COLUMNA C - 2 NIVEL An 3 118.46 2 141.70 1 140.78
A col 195.00 195.00 195.00
DISEÑO POR CORTE POR FRICCION
Acf f
Vc Ac 15t (cm2 ) 0.2 * f c *f
0.85
COLUMNA C - 1 NIVEL 3 2 1
Acf 95.45 66.73 61.88
> > > >
Acf 195.00 195.00 195.00
> > > >
15t 195 195 195
h 15 15 15
L 15.00 15.00 15.00
t 13.00 13.00 13.00
> > > >
Acf 260.00 260.00 260.00
> > > >
15t 195 195 195
h 20 20 20
L 20.00 20.00 20.00
t 13.00 13.00 13.00
COLUMNA C - 1 NIVEL 3 2 1
Acf 95.45 66.73 61.88
ESTRIBOS Usando:
S1
1/4
Av 0.64
cm
Av * Fy 0 . 3 * tn * f c * ( Ac / An 1 )
S1 = S3
5.87
S2
cm
S2 =
d 5cm 4
S3 =
NIVEL 3 2 1
5.00
Av * f y 0,12 * tn * f c
14.22
cm
S4 10cm S4 = 10.00
cm
cm
L Max 45 confinam cm 20.50 45.00 20.50 45.00 22.50 45.00
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,20
DISEÑO DE VIGAS SOLERAS T s Vm *
f A v solera=
Lm 2L
As
0.9 b 15
h 15
225
NIVEL
Ts
As
3 2 1
2.84 1.99 1.84
0.75 0.53 0.49
Varillas 1º 4
Varillas 2º 4
f
Area
3/8 1/2 5/8 3/4 1
0.71 1.27 1.98 2.85 5.07
Ts 0,1* f c* Acs f* fy fy
cm2 0,1*fc*Ac s/fy 0.9375 0.9375 0.9375
f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 f 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
Varillas 1 er Nivel 2 er Nivel 3 er Nivel 3º 4 2.84 2.84 2.84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.84 2.84 2.84 OK OK OK
M Mui
1 *Vm* h 2
Para pisos superiores: Mui Me *
F
Vm Ve
Mu L
Nº Varillas
f
As
As total
3/8 1/2 1/2
0.71 1.27 1.27
2.85 2.85 2.85
OK OK OK
f 3/8 1/2 1/2
As 0.71 1.27 1.27
As total 2.85 2.85 2.85
OK OK OK
d + rec 17 20 20
L= 20.00 20.00 20.00
t= 13.00 13.00 13.00
A col 260.00 260.00 260.00
Ac 195.00 195.00 195.00
An 99 99 99
0,1*fc*Acs/f y 0.81 0.81 0.81
OK OK OK
Ac 260.00 260.00 260.00
An 144 144 144
0,1*fc*Acs/f y 1.08 1.08 1.08
OK OK OK
Nº Varillas
as por muros transversales
1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25 1/4 : 1 @ 0,05; 4 @ 0,10; r @ 0,25
DISEÑO DE CIMIENTACION
SOBRECIMIENTO DE: CAPACIDAD PORTANTE
0.15 x 0.5 20 ton / m2
200
DEL METRADO DE CARGAS PESO DE LOSA: PESO DE SOBRECARGA: PESO DE SOBRECARGA: AZOTEA PESO DE MUROS: PESO DEL SOBRECIMIENTO: PESO PARCIAL:
3.78 1.75 0.35 2.025 0.18 8.1
Ton Ton Ton Ton Ton Ton
1
3.5
PESO PROPIO DEL CIMIENTO: 10% DEL PESO PARCIAL P. CIMIENTO
1.76 B
PESO TOTAL:
9.8
20
=
8.1
1.76 b
V = = B
P Ppzap t
B =
kg
Ton
B 1.76 B 18.24 B
-
A
1760.0 b
P A
20 B
Ton
0.45
8.1 =
b
0.44
P Ppzap t
CEMENTO - HORMIGON:
3.5
0.15
0.5 m 1/8 +25% de piedra mediana (3")
0.8 m
1/10 +30% de piedra grande (10") 0.5