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CALCULOS GENERALES
APELLIDO: URRUCHI SANCHEZ
NOMBRE: DIEGO E.
DATOS GENERALES:
Especificaciones
UBICACIÓN : HUANCAYOUSO : HOSPITAL FACTOR U = 1.5TIPO DE SUELO : TIPO 3 FACTOR S = 1.4
Tp = 0.9TIPO DE ESTR. : MIXTO FACTOR R = 7
L1 = 7 mL2 = 5 m
Lint X = 6 m
Lint Y = 3.5 m
f´c = 210 Kg/cm2
400 Kg/m2
S/C azotea = 100 Kg/m2
Acabados = 100 Kg/m2
Tabiqueria = 210 Kg/m2
Concreto = 2400 kg/m3
ALTURAS DE ENTREPISO
Nº de pisos 8
H1 = 4.3 m
H2 = 3.5 m
H3 = 3.5 m
H4 = 3.5 m
H5 = 3.5 m
H6 = 3.5 m
H7 = 3.5 mH8 = 3.0 m
PREDIMENSIONAMIENTO
1.- LOSA ALIGERADA:
L1/L2= 1.40
TIPO DE LOSA:
ALIGERADA
f’c = 210 kg/cm2
fy = 4200 kg/cm2
S/C (hospital) =
C1
C1
C2 C6
C2 C6
C3
C3
C4
C4
C5
C5
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ESPESOR DE LA LOSA: ALIGERADA
e losa = 0.28 m
e asumido= 0.30 m
S/C losa = 400 Kg/m2
2.- VIGAS:
2.1 12 vigash viga = 0.5m
b viga = 0.25m
h(m) = 0.5m
b(m) = 0.25m
2.2 6 vigas
h viga = 0.35m
b viga = 0.18m
h(m) = 0.35m
b(m) = 0.2m
2.3 16 vigas
h viga = 0.7m
b viga = 0.35m
h(m) = 0.7m
b(m) = 0.35m
2.4 4 vigas
h viga = 0.6m
b viga = 0.3m
h(m) = 0.6m
b(m) = 0.3m
3.- COLUMNAS
AREA TRIBUTARIA
COLUMNA AREA
C-1 8.750 m2
C-2 17.500 m2C-3 14.875 m2
C-4 29.750 m2
C-5 27.625 m2
C-6 16.250 m2
Total Techado 459.00 m2
METRADO
Peso S/C 400 Kg/m2Peso Acabados 100 Kg/m2
Peso Tabiqueria 210 Kg/m2
Peso Aligerado (30cm) 420 Kg/m2
VIGAS V-1
VIGAS V-2
VIGAS V-3
VIGAS V-4
V-1
V-1
V-1 V-1
V-1 V-1
V-2 V-2 V-2
V-3 V-3
V-3 V-3
V-3 V-3
V-3 V-3
C1
C1
C2 C6
C2 C6
C3
C3
C4
C4
C5
C5
C 1 C 2
C 3 C 4
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Tipo de ColumnaP n
C-1 1.50 0.20
C-2, C-3, C-6 1.25 0.25
C-4 , C-5 1.10 0.30
3.1 4 columnas 3.4
Peso viga 2808.0Kg Peso viga
Peso losa 1102.5Kg Peso losa
Peso acabados 875.0Kg Peso acabados
Peso tabiquería 1837.5Kg Peso tabiquería
Peso S/C 3500.0Kg Peso S/C
PESO TOTAL = CARGA MUERTA + CARGA VIVA PESO TOTAL = C
PESO TOTAL = 10123 Kg PESO TOTAL =
Area req = 2892.29 cm2 Area req =
Area real = 3000 m Area real =
Dimension = 0.6 m Dimension =
0.5m
3.2 4 columnas 3.5
Peso viga 4866.0Kg Peso viga
Peso losa 2205.0Kg Peso losaPeso acabados 1750.0Kg Peso acabados
Peso tabiquería 3675.0Kg Peso tabiquería
Peso S/C 7000.0Kg Peso S/C
PESO TOTAL = CARGA MUERTA + CARGA VIVA PESO TOTAL = C
PESO TOTAL = 19496.0 Kg PESO TOTAL =
Area req = 3713.52 cm2 Area req =
Area real = 4200 m Area real =
Dimension = 0.7 m Dimension =
0.6m
3.3 4 columnas 3.6
Peso viga 3402.0Kg Peso viga
Peso losa 1874.3Kg Peso losa
Peso acabados 1487.5Kg Peso acabados
Peso tabiquería 3123.8Kg Peso tabiquería
Peso S/C 5950.0Kg Peso S/C
PESO TOTAL = CARGA MUERTA + CARGA VIVA PESO TOTAL = CPESO TOTAL = 15837.5 Kg PESO TOTAL =
Area req = 3016.67 cm2 Area req =
COLUMNA C-1 COLUMNA C-4
COLUMNA C-2 COLUMNA C-5
COLUMNA C-3 COLUMNA C-6
C 4
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Area real = 3500 m Area real =
Dimension = 0.5 m Dimension =
0.7m
4.- PLACAS:
e = 0.25 m
VERIFICACION DE LA CONFIGURACION EN PLANTA
1.- IRREGULARIDAD EN PLANTA:
* No existe discontinuidades en planta mayores al 50%.
2.- IRREGULARIDAD EN ALTURA:
* No existe una irregularidad de rigidecez considerables .* No existe una irregularidad en masa ,pues entres pisos adyacentes no existe una diferencia d
50% en peso.
* No existe irregularidad vertical ,pues todos los porticos tienen las mismas dimensiones
* No existe disontinuidad de elementos verticales.
CONCLUSION:
* No presenta discontinuidades significativas tanto en planta como en elevacion
por lo que se considera ESTRUCTURA REGULAR
C 3
C 3
C 4 C 4
C 4C 4
C 5
C 5 C 5
C 5
V-3 (0.70x0.35)
V-3 (0.70x0.35)
V -3 (0.70x0.35)
V-3 (0.70x0.35)
V-3 (0.70x0.35)
V-3 (0.70x0.35)
V -4 (0.60x0.30)
V -4 (0.60x0.30)
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 2
( 0 . 3
5 x 0 . 2
0 )
V - 2
( 0 . 3
5 x 0 . 2
0 )
V - 2
( 0 . 3
5 x 0 . 2
0 )
V - 2
( 0 . 3
5 x 0 . 2
0 )
V - 2
( 0 . 3
5 x 0 . 2
0 )
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C1
C1
C2C6
C2
C6
C6 C6
C3
C3
C4
C4
C5
C5 C5
C5
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V-1 V-1 V-1 V-1
V-1 V-1 V-1 V-1
V-2 V-2 V-2 V-2
V-3 V-3 V-3V-4
V-3 V-3 V-3V-4
V-3 V-3 V-3V-4
V-3 V-3 V-3V-4
C1
C1
C2C6
C2
C6
C6 C6
C3
C3
C4
C4
C5
C5 C5
C5
C 2 C 6
C 4 C 5
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4 columnas
5160.0Kg
3748.5Kg
2975.0Kg
6247.5Kg
11900.0 Kg
RGA MUERTA + CARGA VIVA
30031.0 Kg
4194.81 cm2
4200m
0.7m
0.6m
4 columnas
4398.0Kg
3480.8Kg2762.5Kg
5801.3Kg
11050.0 Kg
RGA MUERTA + CARGA VIVA
27492.5 Kg
3840.22 cm2
4200m
0.7m
0.6m
4 columnas
4104.0Kg
2047.5Kg
1625.0Kg
3412.5Kg
6500.0Kg
RGA MUERTA + CARGA VIVA17689.0 Kg
3369.33 cm2
C 4 C 5
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3500m
0.7m
0.5m
l
C
C 3
C 4
C 4
0x0.35)
0x0.35)
V-3 (0.70x0.35)
V-3 (0.70x0.35)
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 1
( 0 . 5
0 x 0 . 2
5 )
V - 2
( 0 . 3
5 x 0 . 2
0 )
V - 2
( 0 . 3
5 x 0 . 2
0 )
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METRADO DE CARGAS POR PISODATOS:P.E. Concreto = 2400 kg/m3 H1 = 4.30m L(V-1) = 5.0m
400kg/m2 H2 = 3.50m L(V-2) = 3.5mS/C azotea = 100kg/m2 H3 = 3.50m L(V-3) = 7.0m
Acabados = 100kg/m2 H4 = 3.50m L(V-4) = 6.0mTabiqueria = 210kg/m2 H5 = 3.50mP. aligerado = 420kg/m2 H6 = 3.50mespesor alig = 0.30m H7 = 3.50m
H8 = 3.00m
METRADO 1ER PISO
PCM
Peso columnas C-1 = 2400 x 0.60 x 0.50 x 3.90 x 4 =C-2 = 2400 x 0.70 x 0.60 x 3.90 x 4 =C-3 = 2400 x 0.50 x 0.70 x 3.90 x 4 =C-4 = 2400 x 0.70 x 0.60 x 3.90 x 4 =C-5 = 2400 x 0.70 x 0.60 x 3.90 x 4 =C-6 = 2400 x 0.70 x 0.50 x 3.90 x 4 =
Peso vigas V-1 = 2400 x 0.5 x 0.25 x 5.0 x 12 =V-2 = 2400 x 0.35 x 0.2 x 3.5 x 6 =V-3 = 2400 x 0.7 x 0.35 x 7.0 x 16 =V-4 = 2400 x 0.6 x 0.3 x 6.0 x 4 =
Peso losa aligerado 420 x 13.5 x 34.0 =
Peso acabado 100 x 13.5 x 34.0 =Tabiquería móvil 210 x 13.5 x 34.0 =Placas Pl(V-2) 2400 x 0.25 x 3.5 x 3.90 x 2 =
Pl(V-3) 2400 x 0.25 x 7.0 x 3.90 x 2 =
Pl(V-4) 2400 x 0.25 x 6.0 x 3.90 x 1 =
PD =
PCV
S/C Hospital 400 x 13.5 x 34.0 =
PL =
METRADO 2DO PISO - 6TO PISO
PCM
Peso columnas C-1 = 2400 x 0.60 x 0.50 x 3.50 x 4 =C-2 = 2400 x 0.70 x 0.60 x 3.50 x 4 =C-3 = 2400 x 0.50 x 0.70 x 3.50 x 4 =C-4 = 2400 x 0.70 x 0.60 x 3.50 x 4 =C-5 = 2400 x 0.70 x 0.60 x 3.50 x 4 =C-6 = 2400 x 0.70 x 0.50 x 3.50 x 4 =
Peso vigas V-1 = 2400 x 0.5 x 0.25 x 5.0 x 12 =
V-2 = 2400 x 0.35 x 0.2 x 3.5 x 6 =V-3 = 2400 x 0.7 x 0.35 x 7.0 x 16 =V-4 = 2400 x 0.6 x 0.3 x 6.0 x 4 =
S/C (hospital) =
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Peso losa aligerado 420 x 13.5 x 34.0 =Peso acabado 100 x 13.5 x 34.0 =Tabiquería móvil 210 x 13.5 x 34.0 =Placas Pl(V-2) 2400 x 0.25 x 3.5 x 3.50 x 2 =
Pl(V-3) 2400 x 0.25 x 7.0 x 3.50 x 2 =
Pl(V-4) 2400 x 0.25 x 6.0 x 3.50 x 1 =
PD =
PCV
S/C Hospital 400 x 13.5 x 34.0 =
PL =
METRADO 7MO PISO
PCM
Peso columnas C-1 = 2400 x 0.60 x 0.50 x 3.25 x 4 =C-2 = 2400 x 0.70 x 0.60 x 3.25 x 4 =
C-3 = 2400 x 0.50 x 0.70 x 3.25 x 4 =C-4 = 2400 x 0.70 x 0.60 x 3.25 x 4 =C-5 = 2400 x 0.70 x 0.60 x 3.25 x 4 =C-6 = 2400 x 0.70 x 0.50 x 3.25 x 4 =
Peso vigas V-1 = 2400 x 0.5 x 0.25 x 5.0 x 12 =V-2 = 2400 x 0.35 x 0.2 x 3.5 x 6 =V-3 = 2400 x 0.7 x 0.35 x 7.0 x 16 =V-4 = 2400 x 0.6 x 0.3 x 6.0 x 4 =
Peso losa aligerado 420 x 13.5 x 34.0 =Peso acabado 100 x 13.5 x 34.0 =
Tabiquería móvil 210 x 13.5 x 34.0 =Placas Pl(V-2) 2400 x 0.25 x 3.5 x 3.25 x 2 =
Pl(V-3) 2400 x 0.25 x 7.0 x 3.25 x 2 =
Pl(V-4) 2400 x 0.25 x 6.0 x 3.25 x 1 =PD =
PCV
S/C Hospital 400 x 13.5 x 34.0 =PL =
METRADO 8VO PISO (AZOTEA)
PCM
Peso columnas C-1 = 2400 x 0.60 x 0.50 x 1.50 x 4 =C-2 = 2400 x 0.70 x 0.60 x 1.50 x 4 =C-3 = 2400 x 0.50 x 0.70 x 1.50 x 4 =C-4 = 2400 x 0.70 x 0.60 x 1.50 x 4 =C-5 = 2400 x 0.70 x 0.60 x 1.50 x 4 =C-6 = 2400 x 0.70 x 0.50 x 1.50 x 4 =
Peso vigas V-1 = 2400 x 0.5 x 0.25 x 5.0 x 12 =V-2 = 2400 x 0.35 x 0.2 x 3.5 x 6 =V-3 = 2400 x 0.7 x 0.35 x 7.0 x 16 =V-4 = 2400 x 0.6 x 0.3 x 6.0 x 4 =
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Peso losa aligerado 420 x 13.5 x 34.0 =Peso acabado 100 x 13.5 x 34.0 =Tabiquería móvil 210 x 13.5 x 34.0 =Placas Pl(V-2) 2400 x 0.25 x 3.5 x 1.50 x 2 =
Pl(V-3) 2400 x 0.25 x 7.0 x 1.50 x 2 =
Pl(V-4) 2400 x 0.25 x 6.0 x 1.50 x 1 =
PD =
PCV
S/C Hospital 100 x 13.5 x 34.0 =
PL =
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1º
2º
3º
4º
5º
6º
11.23 Ton. 7º
15.72 Ton. 8º
13.1 Ton. TOTAL
15.72 Ton.15.72 Ton.13.1 Ton.
18Ton.3.53 Ton.
65.86 Ton.10.37 Ton.
192.78Ton.
45.9 Ton.96.39 Ton.16.38 Ton.32.76 Ton.
14.04 Ton.
###Ton.
183.6Ton.
183.60Ton.
10.08 Ton.14.11 Ton.11.76 Ton.14.11 Ton.14.11 Ton.11.76 Ton.
18Ton.
3.53 Ton.65.86 Ton.10.37 Ton.
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192.78Ton.45.9 Ton.
96.39 Ton.14.7 Ton.29.4 Ton.
12.6 Ton.
###Ton.
183.6Ton.
183.60Ton.
9.36 Ton.13.1 Ton.
10.92 Ton.13.1 Ton.13.1 Ton.
10.92 Ton.18Ton.
3.53 Ton.65.86 Ton.10.37 Ton.
192.78Ton.45.9 Ton.
96.39 Ton.13.65 Ton.27.3 Ton.
11.7 Ton.###Ton.
183.6Ton.183.60Ton.
4.32 Ton.6.05 Ton.5.04 Ton.6.05 Ton.6.05 Ton.5.04 Ton.
18Ton.3.53 Ton.
65.86 Ton.10.37 Ton.
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192.78Ton.45.9 Ton.
96.39 Ton.6.3Ton.
12.6 Ton.
5.4Ton.
###Ton.
45.9 Ton.
45.9 Ton.
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MASA TOTAL DEL EDIFICIO - PISO X PISO
α = 0.5 g = 9.81 m/seg2
PCM PCV Pi Mi
580.6164 183.60 672.416 Ton. ### ton-m/seg2565.4580 183.60 657.258 Ton. ### ton-m/seg2565.4580 183.60 657.258 Ton. ### ton-m/seg2565.4580 183.60 657.258 Ton. ### ton-m/seg2
565.4580 183.60 657.258 Ton. ### ton-m/seg2565.4580 183.60 657.258 Ton. ### ton-m/seg2555.9840 183.60 647.784 Ton. ### ton-m/seg2489.6660 45.90 512.616 Ton. ### ton-m/seg2
### 1331.10 5119.106 Ton. ### ton-m/seg2
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RIGIDEZ LATERAL
f'c = 210kg/cm2E = ###kg/cm2
Fórmulas:
DIMENSIONES DE COLUMNAS
h(cm) b(cm)
C-1 60 50 3000 900000 430 350 300 2093.023 2571.429C-2 70 60 4200 1715000 430 350 300 3988.372 4900.000C-3 50 70 3500 ### 430 350 300 1695.736 2083.333C-4 70 60 4200 1715000 430 350 300 3988.372 4900.000C-5 70 60 4200 1715000 430 350 300 3988.372 4900.000
C-6 70 50 3500 ### 430 350 300 3323.643 4083.333
DIMENSIONES DE VIGAS
h(cm) b(cm) Area (cm2) Inercia (cm4Long. (cm) Krelat.
V-1 50 25 1250 260416.67 500 520.83
V-2 35 20 700 71458.33 350 204.17V-3 70 35 2450 ### 700 1429.17V-4 60 30 1800 540000 600 900
Area(cm2)
Inercia(cm4)
alt. Piso1(cm)
alt. Piso2-7(cm)
alt piso8(cm)
K relat. Piso1 K relat. Piso2-7
A
B
C
C1 C1C2 C2C6 C6
C3
C3
C3
C3
C4 C4
C4C4
C5
C5 C5
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Fórmulas de Muto:
PÓRTICO 1 y 6
COLUMNA Kraya
C1 0.25C3 0.43C3 0.43C1 0.25
PORT. 1
PORT. 6
3000.000 29.527 54.755 86.948 PÓRTICO 2 y 55716.667 56.265 104.338 165.685 COLUMNA Kraya
2430.556 23.922 44.361 70.444 C2 0.135716.667 56.265 104.338 165.685 C4 0.185716.667 56.265 104.338 165.685 C4 0.18
4763.889 46.888 86.948 138.071 C2 0.13
PORT. 2PORT. 5
217.37 ###PÓRTICO 3 y 4
COLUMNA Kraya
C6 0.16C5 0.18C5 0.18C6 0.16
PORT. 3PORT. 4
PÓRTICO A y D
K relat. Piso8K empot Piso1
(ton/cm)K empot Piso2-7
(ton/cm)K empot Piso8
(ton/cm)
C1
C3
C3
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COLUMNA Kraya
C1 0.68C2 0.72C6 0.7C6 0.7C2 0.72C1 0.68
PORT. APORT. D
PÓRTICO B y CCOLUMNA Kraya
C3 0.84C4 0.72C5 0.58C5 0.58C4 0.72C3 0.84
PORT. BPORT. C
P
PÓRTICO 1 y 6COLUMNA Kraya
C1 0.2C3 0.35
C3 0.35C1 0.2
PORT. 1PORT. 6
PÓRTICO 2 y 5COLUMNA Kraya
C2 0.11C4 0.15C4 0.15C2 0.11
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PORT. 2PORT. 5
PÓRTICO 3 y 4COLUMNA Kraya
C6 0.13C5 0.15C5 0.15C6 0.13
PORT. 3PORT. 4
PÓRTICO A y DCOLUMNA Kraya
C1 0.56C2 0.58C6 0.57C6 0.57C2 0.58C1 0.56
PORT. APORT. D
PÓRTICO B y C
COLUMNA KrayaC3 0.69C4 0.58C5 0.48C5 0.48C4 0.58C3 0.69
PORT. BPORT. C
PÓRTICO 1 y 6
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COLUMNA Kraya
C1 0.17C3 0.3C3 0.3C1 0.17
PORT. 1PORT. 6
PÓRTICO 2 y 5COLUMNA Kraya
C2 0.09C4 0.13C4 0.13C2 0.09
PORT. 2PORT. 5
PÓRTICO 3 y 4COLUMNA Kraya
C6 0.11C5 0.13
C5 0.13C6 0.11
PORT. 3PORT. 4
PÓRTICO A y DCOLUMNA Kraya
C1 0.48
C2 0.5C6 0.49C6 0.49C2 0.5C1 0.48
PORT. APORT. D
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PÓRTICO B y CCOLUMNA Kraya
C3 0.84C4 0.72C5 0.58C5 0.58C4 0.72C3 0.84
PORT. BPORT. C
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PISO 1
a KL (ton/cm) PLACA
0.33 9.83 E ### ton/cm20.38 9.14 t 25 cm0.38 9.14 h 430 cm0.33 9.83 L 350 cm
KL = 489.43 ton/cm
KL = 527.37ton/cm
KL = 527.37ton/cm
a KL (ton/cm)
0.3 16.650.31 ###0.31 17.58
0.3 16.65
KL = 68.47 ton/cmKL = 68.47 ton/cm
a KL (ton/cm)
0.3 14.280.31 ###0.31 17.580.3 14.28
KL = 63.72 ton/cmKL = 63.72 ton/cm
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a KL (ton/cm) PLACA PORT. A
0.44 13.02 E ### ton/cm20.45 ### t 25 cm0.44 20.85 h 430 cm0.44 20.85 L 700 cm0.45 25.2 KL = 1961.79 ton/cm0.44 13.02
PLACA PORT. D
E ### ton/cm2t 25 cmh 430 cmL 600 cmKL = 1500.2 ton/cm
KL = 2079.92 ton/cmKL = 1618.33 ton/cm
a KL (ton/cm)
0.47 11.30.45 ###0.42 23.60.42 23.60.45 25.20.47 11.3
KL = 120.2 ton/cmKL = 120.2 ton/cm
ISOS 2 - 7
a KL (ton/cm) PLACA
0.09 5.04 E ### ton/cm20.15 6.57 t 25 cm
0.15 6.57 h 350 cm0.09 5.04 L 350 cmKL = 776.32 ton/cm
KL = 799.54ton/cmKL = 799.54ton/cm
a KL (ton/cm)
0.05 5.270.07 ###0.07 7.190.05 5.27
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KL = 24.91 ton/cmKL = 24.91 ton/cm
a KL (ton/cm)
0.06 5.210.07 ###0.07 7.190.06 5.21
KL = 24.8 ton/cmKL = 24.8 ton/cm
a KL (ton/cm) PLACA PORT. A
0.22 11.91 E ### ton/cm20.23 ### t 25 cm0.22 19.29 h 350 cm0.22 19.29 L 700 cm0.23 23.56 KL = 2717.13 ton/cm0.22 11.91
PLACA PORT. D
E ### ton/cm2
t 25 cmh 350 cmL 600 cmKL = 2136.13 ton/cm
KL = 2826.66 ton/cmKL = 2245.65 ton/cm
a KL (ton/cm)0.26 11.330.23 ###0.19 20.040.19 20.040.23 23.560.26 11.33
KL = 109.85ton/cmKL = 109.85ton/cm
PISO 8
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a KL (ton/cm) PLACA
0.08 6.94 E ### ton/cm20.13 9.14 t 25 cm0.13 9.14 h 300 cm0.08 6.94 L 350 cm
KL = 1067.56 ton/cm
KL = 1099.73 ton/cmKL = 1099.73 ton/cm
a KL (ton/cm)
0.04 7.220.06 ###0.06 9.880.04 7.22
KL = 34.2 ton/cmKL = 34.2 ton/cm
a KL (ton/cm)
0.05 7.160.06 ###
0.06 9.880.05 7.16
KL = 34.07 ton/cmKL = 34.07 ton/cm
a KL (ton/cm) PLACA PORT. A
0.19 16.73 E ### ton/cm2
0.2 ### t 25 cm0.2 27.12 h 300 cm0.2 27.12 L 700 cm0.2 33.14 KL = 3395.18 ton/cm
0.19 16.73PLACA PORT. D
E ### ton/cm2t 25 cmh 300 cmL 600 cm
KL = 2717.13 ton/cm
KL = 3549.15 ton/cmKL = 2871.1ton/cm
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a KL (ton/cm)
0.3 20.880.26 ###0.23 37.450.23 37.450.26 43.710.3 20.88
KL = 204.08ton/cmKL = 204.08ton/cm
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RO DE RESUMEN DE RIGIDEZ LAT
RIGIDEZ LATERAL EJE Y RIGIDEZ LATERAL EJE X IGIDEZ
PORTICO KL(Ton/cm) PORTICO KL(Ton/cm)
PISO 1
1 527.37PISO 1
A 2079.922 68.47 B 120.2 PISO 1
3 63.72 C 120.2 PISO 2
4 63.72 D 1618.33 PISO 3
5 68.47
PISO 2
A 2826.66 PISO 4
6 527.37 B 109.85 PISO 5
PISO 2
1 799.54 C 109.85 PISO 6
2 24.91 D 2245.65 PISO 7
3 24.8
PISO 3
A 2826.66 PISO 8
4 24.8 B 109.85
5 24.91 C 109.856 799.54 D 2245.65
PISO 3
1 799.54
PISO 4
A 2826.662 24.91 B 109.853 24.8 C 109.85
4 24.8 D 2245.655 24.91
PISO 5
A 2826.66
6 799.54 B 109.85
PISO 4
1 799.54 C 109.85
2 24.91 D 2245.653 24.8
PISO 6
A 2826.664 24.8 B 109.855 24.91 C 109.85
6 799.54 D 2245.65
PISO 5
1 799.54
PISO 7
A 2826.662 24.91 B 109.853 24.8 C 109.85
4 24.8 D 2245.655 24.91
PISO 8
A 3549.15
6 799.54 B 204.08
PISO 6
1 799.54 C 204.08
2 24.91 D 2871.13 24.84 24.85 24.91
6 799.54
PISO 7
1 799.542 24.913 24.8
4 24.85 24.91
6 799.54
1 1099.73
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PISO 8
2 34.23 34.074 34.075 34.2
6 1099.73
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ATERAL POR PIS
1319.126 3938.6561698.497 5292.0131698.497 5292.0131698.497 5292.0131698.497 5292.0131698.497 5292.013
1698.497 5292.0132336.001 6828.408
EJE Y
(ton/cm)
EJE X
(ton/cm)