Instruction manuals y memoria calculo estructural vivienda multifamiliar 4 niveles">
Memoria de Cálculo Edificio Multifamiliar
Memoria de Cálculo Edificio Multifamiliar
Memoria de Cálculo Edificio Multifamiliar
PROPIETARIO: Sr. ..
Sra. .
1.1. GENERALIDADES
La estructura se ubica en la urbanizacin san remo iii etapa, lote n 1, mz H, distrito de San Martin de
Porres, Departamento de Lima.
D: Carga muerta
L: Carga viva
S: Carga de sismo
Simplicidad y simetra
Resistencia y ductilidad
Hiperestaticidad y monolitismo
Uniformidad y continuidad de la estructura
Rigidez lateral
Existencia de diafragmas rgidos
Anlisis de la influencia de los elementos no estructurales.
Halig. ln/25
Elemento
Pao
Luz Libre
L (m)
3.90
Peralte
L/25
0.152
H elegido (m)
0.20
3.2. VIGAS
La estructuracin de la edificacin implica en su mayora prticos ductiles con vigas para demanda
ssmica por que se tomar como peralte de estas un dcimo de la luz libre, adems como ancho mnimo
25 cm.
Resumiendo:
h ln/10
b 25 cm
Luz Libre
L (m)
4.80
Peralte
L/10
0.48
H elegido (m)
0.50
Base
B (m)
0.25
En general todas las vigas que forman prticos ductiles tendrn peralte de 50 cm y ancho de base 25 cm.
3.3. PLANTA
Pesos Unitarios
Sobrecarga
300
Kg/m2
Piso Terminado
100
Kg/m2
Tabiquera
150
Kg/m2
Vivienda
200
Kg/m2
El anlisis se ha desarrollado haciendo uso del programa ETABS v.13, elaborado por Computers and
Estructures Inc. Y permite colocar las cargas de gravedad y definir la carga ssmica. Adicionalmente al
colocar las dimensiones de los elementos y definir la densidad del concreto como parmetro me permite
modelar de una manera muy cercana a la realidad estos elementos.
4.1. CARGA MUERTA
Load
Case/Combo
PESO
FX
1.68E-06
FY
FZ
0
467.01
3
C
S
C
S2
0.4
1
Tp(s)
hn
0.6
10.8
1.2
2.50
CT
T
60
0.18
Para el diseo estructural se tomara R= 3, a fin de no daar los elementos ms dbiles de albailera
teniendo secciones robustas de concreto armado.
Rxx
3.00
Ryy
3.00
Vxx
0.40
Vyy
0.40
646.40
Tn
Vxx
258.56
Tn
Vyy
258.56
Tn
SaXX
C
2.50
2.50
2.50
2.50
2.50
2.50
2.50
2.14
1.88
1.67
1.50
1.36
1.25
1.15
1.07
1.00
0.94
0.88
0.83
0.79
0.75
0.71
0.68
0.65
0.63
0.60
0.58
0.56
0.54
0.52
0.50
0.48
0.47
0.45
0.44
0.43
0.42
0.41
0.39
0.38
0.38
T
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
1.1
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
2.0
2.1
2.2
2.3
2.4
2.5
2.6
2.7
2.8
2.9
3.0
3.1
3.2
3.3
3.4
3.5
3.6
3.7
3.8
3.9
4.0
SaYY
Sax
3.92
3.92
3.92
3.92
3.92
3.92
3.92
3.36
2.94
2.62
2.35
2.14
1.96
1.81
1.68
1.57
1.47
1.38
1.31
1.24
1.18
1.12
1.07
1.02
0.98
0.94
0.91
0.87
0.84
0.81
0.78
0.76
0.74
0.71
0.69
0.67
0.65
0.64
0.62
0.60
0.59
T
0.0
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00
1.10
1.20
1.30
1.40
1.50
1.60
1.70
1.80
1.90
2.00
2.10
2.20
2.30
2.40
2.50
2.60
2.70
2.80
2.90
3.00
3.10
3.20
3.30
3.40
3.50
3.60
3.70
3.80
3.90
4.00
Say
3.92
3.92
3.92
3.92
3.92
3.92
3.92
3.36
2.94
2.62
2.35
2.14
1.96
1.81
1.68
1.57
1.47
1.38
1.31
1.24
1.18
1.12
1.07
1.02
0.98
0.94
0.91
0.87
0.84
0.81
0.78
0.76
0.74
0.71
0.69
0.67
0.65
0.64
0.62
0.60
0.59
Mode
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
11.00
12.00
Period
0.37
0.22
0.17
0.14
0.11
0.08
0.06
0.06
0.05
0.04
0.04
0.03
UX
0.04
0.62
0.04
0.02
0.08
0.01
0.07
0.04
0.02
0.00
0.04
0.01
UY
0.46
0.08
0.06
0.26
0.00
0.01
0.05
0.00
0.05
0.01
0.01
0.01
UZ
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SumUX
0.04
0.65
0.70
0.71
0.79
0.80
0.87
0.91
0.93
0.93
0.97
0.98
SumUY
0.46
0.54
0.60
0.85
0.85
0.86
0.91
0.91
0.96
0.97
0.98
0.99
SumUZ
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Por otra parte, los desplazamientos obtenidos durante el anlisis ssmico son del tipo elstico, por ello
deben multiplicarse por 0.75R para obtener los desplazamientos inelsticos. Es decir, tanto en la
direccin X como en la direccin Y se multiplicar los resultados por 5.25.
Direccin X
Story
STORY6
STORY5
STORY4
STORY3
STORY2
STORY1
Item
Max Drift X
Max Drift X
Max Drift X
Max Drift X
Max Drift X
Max Drift X
Load
SDX
SDX
SDX
SDX
SDX
SDX
Story
Item
Load
STORY6
Max Drift Y
SDY
STORY5
Max Drift Y
SDY
STORY4
STORY3
Max Drift Y
Max Drift Y
SDY
SDY
STORY2
STORY1
Max Drift Y
Max Drift Y
SDY
SDY
DriftX
0.75 R he
0.000489
0.001699
0.00063
0.000664
0.000641
0.000428
0.0011
0.0038
0.0014
0.0015
0.0014
0.0010
DriftY
0.00189
0.00184
0.00211
0.00216
0.00218
0.00153
0.75 R he
Direccin Y
Las derivas de entre piso en ambas direcciones son menores que 0.005.
0.0043
0.0041
0.0047
0.0049
0.0049
0.0034
Cortante Esttico
Story
NIVEL 1
NIVEL 1
Load
Case/Combo
SEX
SEY
Location
Bottom
Bottom
VX
VY
MX
MY
tonf
-258.56
0.00
tonf
0.00
-258.56
tonf-m
1074.22
-2732.26
tonf-m
0.00
2081.16
tonf-m
-2081.16
0.00
VX
VY
MX
MY
tonf
166.75
69.00
tonf
69.00
143.66
tonf-m
1193.30
1845.37
tonf-m
590.73
1110.38
tonf-m
1379.41
561.46
Cortante Dinmico
Story
NIVEL 1
NIVEL 1
Load
Case/Combo
SD x Max
SD y Max
Location
Bottom
Bottom
Fax = 1.24
Fay = 1.44
0.42
cm
As max =
1.86
cm
A02
A04
A01
A03
0.75
T.m
min =
0.00242
Mu =
0.35
T.m
min =
0.00242
As =
1.26
cm2
b =
0.02125
As =
0.59
cm2
b =
0.02125
a=
2.96
cm
0.50b =
0.01063
a=
1.38
cm
0.50b =
0.01063
As =
1.24
cm2
0.00707
As =
0.55
cm2
0.00314
a=
2.91
cm
As =
0.55
cm
a=
1.30
cm
As =
0.55
cm2
As =
1.24
cm
cm
As min =
0.42
cm
a=
1.29
cm
As min =
0.42
cm
1.24
cm2
As max =
1.86
cm
As =
0.55
cm2
As max =
1.86
cm
2.91
cm
As real =
1.27
cm
a=
1.29
cm
As real =
0.71
cm
As =
1.24
cm2
a=
2.91
As =
a=
Usar: 1 1/2"
Usar: 1 3/8"
A02:
Mu =
0.36
T.m
min =
0.00242
Mu =
0.35
T.m
min =
0.00242
As =
1.26
cm2
b =
0.02125
As =
0.59
cm2
b =
0.02125
a=
2.96
cm
As =
1.24
cm2
a=
2.91
cm
0.50b =
0.01063
a=
1.38
cm
0.00323
As =
0.55
cm2
a=
1.30
cm
As =
0.55
cm2
0.50b =
0.01063
0.00314
As =
0.55
cm
As =
0.56
cm
cm
As min =
0.42
cm
a=
1.29
cm
As min =
0.42
cm
1.24
cm2
As max =
1.86
cm
As =
0.55
cm2
As max =
1.86
cm
2.91
cm
As real =
1.27
cm
a=
1.29
cm
As real =
0.71
cm
As =
1.24
cm2
a=
2.91
As =
a=
Usar: 1 3/8"
Usar: 1 3/8"
A03:
Mu =
0.85
T.m
min =
0.00242
Mu =
0.70
T.m
min =
0.00242
As =
1.26
cm2
b =
0.02125
As =
0.59
cm2
b =
0.02125
a=
2.96
cm
0.50b =
0.01063
a=
1.38
cm
0.50b =
0.01063
As =
1.24
cm2
0.00812
As =
0.55
cm2
0.00655
a=
2.91
cm
a=
1.30
cm
As =
1.24
cm2
As =
0.55
cm
a=
2.91
As =
a=
As =
1.42
cm
As =
0.55
cm2
cm
As min =
0.42
cm
a=
1.29
cm
As min =
0.42
cm
1.24
cm2
As max =
1.86
cm
As =
0.55
cm2
As max =
1.86
cm
2.91
cm
As real =
1.42
cm
a=
1.29
cm
As real =
0.71
cm
Usar: 2 3/8"
Usar: 1 1/2"
A04:
Mu =
0.44
T.m
min =
0.00242
Mu =
0.35
T.m
min =
0.00242
As =
1.26
cm2
b =
0.02125
As =
0.59
cm2
b =
0.02125
a=
2.96
cm
0.50b =
0.01063
a=
1.38
cm
0.50b =
0.01063
As =
1.24
cm2
0.00399
As =
0.55
cm2
0.00314
a=
2.91
cm
As =
0.55
cm
a=
1.30
cm
As =
0.55
cm2
As =
0.70
cm
cm
As min =
0.42
cm
a=
1.29
cm
As min =
0.42
cm
1.24
cm2
As max =
1.86
cm
As =
0.55
cm2
As max =
1.86
cm
2.91
cm
As real =
1.42
cm
a=
1.29
cm
As real =
1.42
cm
As =
1.24
cm2
a=
2.91
As =
a=
Usar: 1 1/2"
Usar: 1 1/2"
Vu= 0.81 Tn
Vc= 0.85*0.53*210*10*17.5 = 1.14 T
Por tal Vc > Vu
Se utilizara en el refuerzo por corte en el A03 - se retirara un ladrillo alternadamente en los bordes con
vigas y se colocara concreto.
6.2. VIGAS
A. Diseo por Flexin
La seccin de la viga tpica utilizada es de 25x50, siendo el As mnimo y mximo:
2
As min. =
2.66 cm
As mx. =
11.69 cm
Ig = 260416.7 cm4
fr =
28.98 kg/cm2
yt =
25.00 cm
Mcr =
1.2*Mcr =
3.02 T.m
3.62 T.m
Momento (T.m)
6
4
Diseo positivo
Diseo negativo
0
0
0.5
1.5
-2
-4
-6
-8
Negativo
Longitud (m)
2.5
3.5
Mu
As
As real
Mn
(T.m)
(cm2)
(cm2)
(T.m)
9.26
5.95
25/8+21/2
10.06
Positivo
Mu
(T.m)
As
(cm2)
As real (cm2)
Mn
(T.m)
7.00
4.42
25/8+11/2
10.06
4.49
2.78
25/8
6.31
4.75
2.95
25/8
6.31
4.14
2.56
25/8
6.31
4.68
2.90
25/8
6.31
8.73
5.58
25/8+21/2
10.06
6.93
4.37
25/8+11/2
10.06
El diseo del acero por corte deber cumplir con los requisitos de diseo de la Norma E.60
Concreto Armado- Cap. 21:
Ve =
Mni =
Mnd =
Mpri =
Mprd =
Ln =
Vu =
2.78 T
11.18 T.m
9.12 T.m
13.97 T.m
8.44 T.m
3.00 m
11.26 T
1.42
15
7.18
7.82
9.20
28.53
cm2
T
T
T
T
cm
1 3/8"
V02-25x50
Negativo
Mu
(T.m)
As
(cm2)
As real (cm2)
Mn
(T.m)
Positivo
Mu
(T.m)
As
(cm2)
As real (cm2)
Mn
(T.m)
3.62
2.23
25/8
6.31
4.02
2.48
25/8
6.31
8.45
5.39
25/8+21/2
10.06
4.24
2.95
25/8+21/2
10.06
7.30
4.62
25/8+21/2
10.06
3.89
2.90
25/8+21/2
10.06
1.93
1.18
25/8
6.31
3.56
4.37
25/8
6.31
1.42
15
7.18
7.82
9.20
28.53
cm2
T
T
T
T
cm
2.12 f'c bd
1 3/8"
6.16
3.86
25/8
6.31
4.40
2.72
25/8
6.31
5.53
3.45
25/8
6.31
7.44
4.71
25/8+11/2
8.21
Positivo
Mu
(T.m)
As
(cm2)
As real (cm2)
Mn
(T.m)
3.23
1.98
25/8
6.31
3.57
2.20
25/8
6.31
3.89
2.40
25/8
6.31
4.96
3.08
25/8
6.31
1.42
15
7.18
7.82
9.20
28.53
cm2
T
T
T
T
cm
2.12 f'c bd
1 3/8"
6.3. COLUMNAS
Se muestra los diagramas de carga axial y momento.
Story
Column
Load Case/Combo
Station
M2
M3
tonf
tonf-m
tonf-m
NIVEL 4
C14
0.00
10.93
-3.13
0.20
NIVEL 4
C14
2.20
10.01
3.32
-0.18
NIVEL 4
C14
0.00
12.44
-4.04
0.13
NIVEL 4
C14
2.20
11.52
2.70
-0.22
NIVEL 4
C14
0.00
8.52
-1.26
3.55
NIVEL 4
C14
2.20
7.69
4.19
3.20
NIVEL 4
C14
0.00
12.11
-4.99
-3.25
NIVEL 4
C14
2.20
11.29
1.08
-3.56
NIVEL 4
C14
0.00
8.52
-1.26
3.55
NIVEL 4
C14
2.20
7.69
4.19
3.20
NIVEL 4
C14
0.00
12.11
-4.99
-3.25
NIVEL 4
C14
2.20
11.29
1.08
-3.56
NIVEL 4
C14
0.00
5.50
1.53
5.36
NIVEL 4
C14
2.20
4.67
6.64
4.66
NIVEL 4
C14
0.00
15.14
-7.78
-5.06
NIVEL 4
C14
2.20
14.31
-1.37
-5.02
NIVEL 4
C14
0.00
5.50
1.53
5.36
NIVEL 4
C14
2.20
4.67
6.64
4.66
NIVEL 4
C14
0.00
15.14
-7.78
-5.06
NIVEL 4
C14
2.20
14.31
-1.37
-5.02
NIVEL 4
C14
0.00
5.78
-0.48
3.50
NIVEL 4
C14
2.20
5.19
3.06
3.22
NIVEL 4
C14
0.00
8.27
-3.54
-3.24
NIVEL 4
C14
2.20
7.68
0.40
-3.51
NIVEL 4
C14
0.00
5.78
-0.48
3.50
NIVEL 4
C14
2.20
5.19
3.06
3.22
NIVEL 4
C14
0.00
8.27
-3.54
-3.24
NIVEL 4
C14
2.20
7.68
0.40
-3.51
NIVEL 4
C14
0.00
2.76
2.31
5.31
NIVEL 4
C14
2.20
2.17
5.50
4.69
NIVEL 4
C14
0.00
11.29
-6.33
-5.05
NIVEL 4
C14
2.20
10.70
-2.05
-4.97
NIVEL 4
C14
0.00
2.76
2.31
5.31
NIVEL 4
C14
2.20
2.17
5.50
4.69
NIVEL 4
C14
0.00
11.29
-6.33
-5.05
NIVEL 4
C14
2.20
10.70
-2.05
-4.97
NIVEL 3
C14
0.00
24.20
-2.92
0.00
NIVEL 3
C14
2.20
23.28
3.14
0.08
NIVEL 3
C14
0.00
28.83
-3.94
-0.12
NIVEL 3
C14
2.20
27.91
2.30
-0.02
NIVEL 3
C14
0.00
18.49
-1.44
3.22
NIVEL 3
C14
2.20
17.67
3.55
2.60
NIVEL 3
C14
0.00
28.13
-4.52
-3.31
NIVEL 3
C14
2.20
27.31
1.18
-2.56
NIVEL 3
C14
0.00
18.49
-1.44
3.22
NIVEL 3
C14
2.20
17.67
3.55
2.60
NIVEL 3
C14
0.00
28.13
-4.52
-3.31
NIVEL 3
C14
2.20
27.31
1.18
-2.56
NIVEL 3
C14
0.00
11.30
0.70
4.22
NIVEL 3
C14
2.20
10.48
5.23
3.38
NIVEL 3
C14
0.00
35.32
-6.66
-4.31
NIVEL 3
C14
2.20
34.50
-0.51
-3.34
NIVEL 3
C14
0.00
11.30
0.70
4.22
NIVEL 3
C14
2.20
10.48
5.23
3.38
NIVEL 3
C14
0.00
35.32
-6.66
-4.31
NIVEL 3
C14
2.20
34.50
-0.51
-3.34
NIVEL 3
C14
0.00
12.45
-0.72
3.22
NIVEL 3
C14
2.20
11.85
2.36
2.54
NIVEL 3
C14
0.00
18.69
-3.04
-3.23
NIVEL 3
C14
2.20
18.09
0.61
-2.56
NIVEL 3
C14
0.00
12.45
-0.72
3.22
NIVEL 3
C14
2.20
11.85
2.36
2.54
NIVEL 3
C14
0.00
18.69
-3.04
-3.23
NIVEL 3
C14
2.20
18.09
0.61
-2.56
NIVEL 3
C14
0.00
5.26
1.42
4.22
NIVEL 3
C14
2.20
4.66
4.04
3.31
NIVEL 3
C14
0.00
25.87
-5.18
-4.22
NIVEL 3
C14
2.20
25.28
-1.08
-3.33
NIVEL 3
C14
0.00
5.26
1.42
4.22
NIVEL 3
C14
2.20
4.66
4.04
3.31
NIVEL 3
C14
0.00
25.87
-5.18
-4.22
NIVEL 3
C14
2.20
25.28
-1.08
-3.33
NIVEL 2
C14
0.00
37.55
-3.24
-0.03
NIVEL 2
C14
2.20
36.63
3.21
0.02
NIVEL 2
C14
0.00
45.34
-4.36
-0.16
NIVEL 2
C14
2.20
44.41
2.39
-0.06
NIVEL 2
C14
0.00
28.47
-1.70
3.39
NIVEL 2
C14
2.20
27.65
3.60
2.46
NIVEL 2
C14
0.00
44.32
-4.91
-3.53
NIVEL 2
C14
2.20
43.49
1.27
-2.51
NIVEL 2
C14
0.00
28.47
-1.70
3.39
NIVEL 2
C14
2.20
27.65
3.60
2.46
NIVEL 2
C14
0.00
44.32
-4.91
-3.53
NIVEL 2
C14
2.20
43.49
1.27
-2.51
NIVEL 2
C14
0.00
17.52
0.89
4.88
NIVEL 2
C14
2.20
16.69
5.55
3.47
NIVEL 2
C14
0.00
55.28
-7.50
-5.02
NIVEL 2
C14
2.20
54.45
-0.68
-3.52
NIVEL 2
C14
0.00
17.52
0.89
4.88
NIVEL 2
C14
2.20
16.69
5.55
3.47
NIVEL 2
C14
0.00
55.28
-7.50
-5.02
NIVEL 2
C14
2.20
54.45
-0.68
-3.52
NIVEL 2
C14
0.00
19.10
-0.89
3.40
NIVEL 2
C14
2.20
18.50
2.40
2.42
NIVEL 2
C14
0.00
29.22
-3.28
-3.43
NIVEL 2
C14
2.20
28.63
0.67
-2.50
NIVEL 2
C14
0.00
19.10
-0.89
3.40
NIVEL 2
C14
2.20
18.50
2.40
2.42
NIVEL 2
C14
0.00
29.22
-3.28
-3.43
NIVEL 2
C14
2.20
28.63
0.67
-2.50
NIVEL 2
C14
0.00
8.14
1.69
4.89
NIVEL 2
C14
2.20
7.55
4.35
3.43
NIVEL 2
C14
0.00
40.18
-5.87
-4.92
NIVEL 2
C14
2.20
39.58
-1.27
-3.50
NIVEL 2
C14
0.00
8.14
1.69
4.89
NIVEL 2
C14
2.20
7.55
4.35
3.43
NIVEL 2
C14
0.00
40.18
-5.87
-4.92
NIVEL 2
C14
2.20
39.58
-1.27
-3.50
NIVEL 1
C14
0.00
50.80
-1.29
0.09
NIVEL 1
C14
2.20
49.88
2.64
0.12
NIVEL 1
C14
0.00
61.76
-1.76
0.03
NIVEL 1
C14
2.20
60.84
1.94
0.02
NIVEL 1
C14
0.00
38.27
-0.08
4.52
NIVEL 1
C14
2.20
37.44
2.73
1.63
NIVEL 1
C14
0.00
60.53
-2.56
-4.40
NIVEL 1
C14
2.20
59.70
1.25
-1.52
NIVEL 1
C14
0.00
38.27
-0.08
4.52
NIVEL 1
C14
2.20
37.44
2.73
1.63
NIVEL 1
C14
0.00
60.53
-2.56
-4.40
NIVEL 1
C14
2.20
59.70
1.25
-1.52
NIVEL 1
C14
0.00
24.11
2.79
6.27
NIVEL 1
C14
2.20
23.28
3.98
2.06
NIVEL 1
C14
0.00
74.69
-5.43
-6.15
NIVEL 1
C14
2.20
73.86
0.01
-1.95
NIVEL 1
C14
0.00
24.11
2.79
6.27
NIVEL 1
C14
2.20
23.28
3.98
2.06
NIVEL 1
C14
0.00
74.69
-5.43
-6.15
NIVEL 1
C14
2.20
73.86
0.01
-1.95
NIVEL 1
C14
0.00
25.60
0.23
4.49
NIVEL 1
C14
2.20
25.00
1.74
1.55
NIVEL 1
C14
0.00
39.80
-1.90
-4.39
NIVEL 1
C14
2.20
39.20
0.77
-1.52
NIVEL 1
C14
0.00
25.60
0.23
4.49
NIVEL 1
C14
2.20
25.00
1.74
1.55
NIVEL 1
C14
0.00
39.80
-1.90
-4.39
NIVEL 1
C14
2.20
39.20
0.77
-1.52
NIVEL 1
C14
0.00
11.44
3.10
6.24
NIVEL 1
C14
2.20
10.84
2.98
1.98
NIVEL 1
C14
0.00
53.96
-4.77
-6.14
NIVEL 1
C14
2.20
53.36
-0.47
-1.95
NIVEL 1
C14
0.00
11.44
3.10
6.24
NIVEL 1
C14
2.20
10.84
2.98
1.98
NIVEL 1
C14
0.00
53.96
-4.77
-6.14
NIVEL 1
C14
2.20
53.36
-0.47
-1.95
Diagrama de Iteraccin
200
150
100
P (tn)
50
-10
-5
-50
10
-100
-150
M (t.m)
Diseo
Piso 4
Piso 3
Piso 2
Piso 1
Diagrama de iteracin Y
Diagrama de Iteraccin
200
150
P (T)
100
50
0
-25
-20
-15
-10
-5
10
15
20
25
-50
-100
M (t.m)
Diseo
Cargas
Diagrama de iteracin X
Las columnas debern cumplir los requisitos de la norma E.060 cap. 21 para la verificacin por corte.
Vn = Vc + Vs
Vs mx= 33.79 T
Av =
Vu =
Vc =
Vs =
Vs =
s=
1.42
15
7.18
7.82
9.20
28.53
cm2
T
T
T
T
cm
2.12 f'c bd
1 3/8"
6.4. ESCALERA
Las escaleras fueron idealizadas como losas macizas armadas en una direccin. Por lo tanto, el diseo por
flexin determinar el refuerzo longitudinal, mientras que el refuerzo perpendicular se hallar con la
cuanta mnima que debe tener la losa (min = 0.0018).
El diseo por flexin en la escalera consiste en calcular la cantidad de acero necesaria que se colocar en
las losas horizontales e inclinadas, pues este elemento estar sometido a cargas vivas y cargas muertas,
las cuales generarn momentos y cortantes.
Cargas Tramo inclinado 1
Design moment: M =
Ton-m
1.00
a1=
As1=
a2=
2.90 cm
2.03 cm2
0.48 cm
As2=
1.85 cm2
a3=
As3=
0.44 cm
1.85 cm2
0.44 cm
a=
As = Mu/(0,9fy(d-a/2))=
cm2
1.85
14.50
cm
Asmin =
2.61
cm2
As=
2.61
cm2
Cargas Descanso
1.00
Ton-m
a1=
As1=
a2=
2.50 cm
2.35 cm2
0.55 cm
As2=
2.16 cm2
a3=
As3=
0.51 cm
2.16 cm2
0.51 cm
a=
As = Mu/(0,9fy(d-a/2))=
2.16
cm2
12.50
cm
Asmin =
2.25
cm2
As=
2.25
cm2