Pre Dimension a Mien To, Metrados y Rigideces -HOSPITAL 8 PISOS

CALCULOS GENERALES APELLIDO: NOMBRE:

URRUCHI SANCHEZ DIEGO E.

DATOS GENERALES: Especificaciones f’c = 210 kg/cm 2 fy = 4200 kg/cm2 HUANCAYO UBICACIÓN : HOSPITAL USO : TIPO 3 TIPO DE SUELO : TIPO

FACTOR U = FACTOR S = Tp = FACTOR R =

TIPO DE ESTR. : MIXTO

L1 L2 Lint X Lint Y

= = = =

7 5 6 3.5

f´c = S/C (hospital) = S/C azotea = Acabados = Tabiqueria = Concreto =

m m m m

210 400 100 100 210 2400

C1

Kg/cm2 Kg/m2 Kg/m2 Kg/m2 Kg/m2 kg/m3

ALTURAS DE ENTREPISO 8 4.3 3.5 3.5 3.5 3.5 3.5 3.5 3.0

Nº de pisos H1 = H2 = H3 = H4 = H5 = H6 = H7 = H8 =

1.5 1.4 0.9 7

m m m m m m m m

LOSA AL ALIGERADA: L1/L2=

1.40

TIPO DE LOSA: ALIGERADA

C6

C3

C4

C5

C3

C4

C5

C1

PREDIMENSIONAMIENTO 1.-

C2

C2

C6

ESPESOR DE LA LOSA: e losa = e asumido= S/C losa = 2.-

ALIGERADA 0.28 m 0.30 m 400 Kg/m2

VIGAS:

2.1 VIGAS V-1 h viga = b viga = h(m) = b(m) =

12 vigas vigas 0.5 m 0.25 0.25 m 0.5 m 0.25 0.25 m


6 viga vigas s 0.35 0.35 m 0.18 0.18 m 0.35 0.35 m 0.2 m

C1

C2

V -3

V-3

V-1

V -1

C3

16 vigas vigas 0.7 m 0.35 0.35 m 0.7 m 0.35 0.35 m


4 viga vigas s 0.6 m 0.3 m 0.6 m 0.3 m

3.-

V -1

C4

C5

V -3

V-3

V-2


C6

V-2

V -3

C3

V-2

V-3

C4

V-1

V-1

V-1

V -3 C1

V-3 C6

C2

COLUMNAS AREA TRIBUTARIA COLUMNA C-1 C-2 C-3 C-4 C-5 C-6 Total Techado

AREA 8.750 17.500 14.875 29.750 27.625 16.250 459.00

C 1

C 2

m2 m2 m2 m2 m2 m2 m2

METRADO Peso S/C Peso Acabados Peso Tabiqueria Peso Aligerado (30cm)

400 100 210 420

Kg/m2 Kg/m2 Kg/m2 Kg/m2

C 3

C5

C 4

ESPESOR DE LA LOSA: e losa = e asumido= S/C losa = 2.-

ALIGERADA 0.28 m 0.30 m 400 Kg/m2

VIGAS:


12 vigas vigas 0.5 m 0.25 0.25 m 0.5 m 0.25 0.25 m


6 viga vigas s 0.35 0.35 m 0.18 0.18 m 0.35 0.35 m 0.2 m

C1

C2

V -3

V-3

V-1

V -1

C3

16 vigas vigas 0.7 m 0.35 0.35 m 0.7 m 0.35 0.35 m


4 viga vigas s 0.6 m 0.3 m 0.6 m 0.3 m

3.-

V -1

C4

C5

V -3

V-3

V-2


C6

V-2

V -3

C3

V-2

V-3

C4

V-1

V-1

V-1

V -3 C1

V-3 C6

C2

COLUMNAS AREA TRIBUTARIA COLUMNA C-1 C-2 C-3 C-4 C-5 C-6 Total Techado

AREA 8.750 17.500 14.875 29.750 27.625 16.250 459.00

C 1

C 2

m2 m2 m2 m2 m2 m2 m2

METRADO Peso S/C Peso Acabados Peso Tabiqueria Peso Aligerado (30cm)

400 100 210 420

Kg/m2 Kg/m2 Kg/m2 Kg/m2

C 3

C5

C 4

C 4

Tipo de Columna C-1 C-2, C-3, C-6 C-4 , C-5

3.1 COLUMNA C-1 Peso viga Peso losa Peso acabados Peso tabiquería Peso S/C

P

n 1.50 1.25 1.10

0.20 0.25 0.30

4 columnas columnas 2808.0 2808.0 Kg 1102.5 1102.5 Kg 875.0 875.0 Kg 1837.5 1837.5 Kg 3500.0 3500.0 Kg


PESO TOTAL = CARGA MUERTA + CARGA VIVA 10123 10123 Kg PESO TOTAL =

PESO TOTAL = C PESO TOTAL =

Area req = Area real = Dimension =



2892.29 cm2 3000 m 0.6 m 0.5 m 4 columnas columnas 4866.0 4866.0 Kg 2205.0 2205.0 Kg 1750.0 1750.0 Kg 3675.0 3675.0 Kg 7000.0 7000.0 Kg


PESO TOTAL = CARGA MUERTA + CARGA VIVA 19496.0 19496.0 Kg PESO TOTAL =





3713.52 cm2 4200 m 0.7 m 0.6 m 4 columnas columnas 3402.0 3402.0 Kg 1874.3 1874.3 Kg 1487.5 1487.5 Kg 3123.8 3123.8 Kg 5950.0 5950.0 Kg


PESO TOTAL = CARGA MUERTA + CARGA VIVA 15837.5 15837.5 Kg PESO TOTAL =


Area req =

Area req =

3016.67 cm2

Area real = Dimension =

4.-

3500 m 0.5 m 0.7 m

Area real = Dimension =

PLACAS: e=

0.25

m

VERIFICACION DE LA CONFIGURACION EN PLANTA 1.* 2.* * * *

IRREGULARIDAD EN PLANTA: No existe discontinuidades en planta mayores al 50%. 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

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

1 V

1 V

1 V

1 V

1 V

C3

C4 V -3 (0.70x0.35)

C5 V -3 (0.70x0.35)

C5

C4 V -3 (0.70x0.35)

V -4 (0.60x0.30)

) 0 2 . 0 x 5 3 . 0 (

) 0 2 . 0 x 5 3 . 0 (

) 0 2 . 0 x 5 3 . 0 (

) 0 2 . 0 x 5 3 . 0 (

) 0 2 . 0 x 5 3 . 0 (

2 V

2 V

2 V

2 V

2 V

V -3 (0.70x0.35)

V -3 (0.70x0.35)

C4

C3

V -4 (0.60x0.30)

C5

V -3 (0.70x0.35)

C5

C4

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

1 V

1 V

1 V

1 V

1 V

C6

C6

C2

C1

C5

C5

C4

C3

C5

C5

C4

C3

C6

C6

C2

C1

C6

V-3

C6

V-4

V-1

C5

V-4 V-2

V-4

V-1

V-3

V-4

C 4

C 6

C 5

V-3

V-3

C4

V-2

V-3

V-1

V-3 C6

C3

V-2

V-1

C6

C 2

C5

V-1

C4

V-3

V-2

C5

V-3

V-1

C5

V-3

C1

V-3

V-1

V-3

C2

C3

V-1 V-3

C2

C1

C 4

C 5

4 columnas 5160.0 Kg 3748.5 Kg 2975.0 Kg 6247.5 Kg 11900.0 Kg RGA MUERTA + CARGA VIVA

30031.0 Kg 4194.81 cm2 4200 m 0.7m 0.6m 4 columnas 4398.0 Kg 3480.8 Kg 2762.5 Kg 5801.3 Kg 11050.0 Kg RGA MUERTA + CARGA VIVA

27492.5 Kg 3840.22 cm2 4200 m 0.7m 0.6m 4 columnas 4104.0 Kg 2047.5 Kg 1625.0 Kg 3412.5 Kg 6500.0 Kg RGA MUERTA + CARGA VIVA

17689.0 Kg 3369.33 cm2

3500 m 0.7m 0.5m

l

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

1 V

1 V

C

C4 V -3 (0.70x0.35)

0x0.35) ) 0 2 . 0 x 5 3 . 0 (

) 0 2 . 0 x 5 3 . 0 (

2 V

2 V

V -3 (0.70x0.35)

0x0.35)

C4

C3

) 5 2 . 0 x 0 5 . 0 (

) 5 2 . 0 x 0 5 . 0 (

1 V

1 V

METRADO DE CARGAS POR PISO DATOS: P.E. Concreto = S/C (hospital) = S/C azotea = Acabados = Tabiqueria = P. aligerado = espesor alig =

2400 kg/m3 400 kg/m2 100 kg/m2 100 kg/m2 210 kg/m2 420 kg/m2 0.30m

H1 H2 H3

= = =

H4

= = = = =

H5 H6 H7 H8

4.30m 3.50m 3.50m 3.50m 3.50m 3.50m 3.50m 3.00m

5.0m 3.5m 7.0m 6.0m

L(V-1) = L(V-2) = L(V-3) = L(V-4) =

METRADO 1ER PISO PCM

Peso columnas

Peso vigas

C-1 = C-2 = C-3 = C-4 = C-5 = C-6 = V-1 = V-2 = V-3 = V-4 =

Peso losa aligerado Peso acabado Tabiquería móvil Pl(V-2) Placas

Pl(V-3) Pl(V-4)

2400 2400 2400 2400 2400 2400 2400 2400 2400 2400 420 100 210 2400 2400 2400

x x x x x x x x x x x x x x x x

0.60 0.70 0.50 0.70 0.70 0.70 0.5 0.35 0.7 0.6

x x x x x x x x x x

0.25 0.25 0.25

x x x

0.50 0.60 0.70 0.60 0.60 0.50 0.25 0.2 0.35 0.3 13.5 13.5 13.5 3.5 7.0 6.0


3.90 3.90 3.90 3.90 3.90 3.90 5.0 3.5 7.0 6.0 34.0 34.0 34.0 3.90 3.90 3.90

x x x x x x x x x x

4 4 4 4 4 4 12 6 16 4

x x x

2 2 1 PD

= = = = = = = = = = = = = = = = =

PCV

S/C Hospital

400 x

13.5 x

34.0

PL

= =

METRADO 2DO PISO - 6TO PISO PCM

Peso columnas

Peso vigas

C-1 = C-2 = C-3 = C-4 = C-5 = C-6 = V-1 = V-2 = V-3 = V-4 =

2400 2400 2400 2400 2400 2400 2400 2400 2400 2400

x x x x x x x x x x

0.60 0.70 0.50 0.70 0.70 0.70 0.5 0.35 0.7 0.6

x x x x x x x x x x

0.50 0.60 0.70 0.60 0.60 0.50 0.25 0.2 0.35 0.3

x x x x x x x x x x

3.50 3.50 3.50 3.50 3.50 3.50 5.0 3.5 7.0 6.0

x x x x x x x x x x

4 4 4 4 4 4 12 6 16 4

= = = = = = = = = =

Peso losa aligerado Peso acabado Tabiquería móvil Placas Pl(V-2)

Pl(V-3) Pl(V-4)

420 100 210 2400 2400 2400

x x x x x x

0.25 0.25 0.25

x x x

13.5 13.5 13.5 3.5 7.0 6.0

x x x x x x

34.0 34.0 34.0 3.50 3.50 3.50

x x x

2 2 1 PD

= = = = = = =

PCV

S/C Hospital

400 x

13.5 x

34.0

PL

= =

METRADO 7MO PISO PCM

Peso columnas

Peso vigas

C-1 = C-2 = C-3 = C-4 = C-5 = C-6 = V-1 = V-2 = V-3 = V-4 =


Pl(V-3) Pl(V-4)

2400 2400 2400 2400 2400 2400 2400 2400 2400 2400 420 100 210 2400 2400 2400


0.60 0.70 0.50 0.70 0.70 0.70 0.5 0.35 0.7 0.6

x x x x x x x x x x

0.25 0.25 0.25

x x x

0.50 0.60 0.70 0.60 0.60 0.50 0.25 0.2 0.35 0.3 13.5 13.5 13.5 3.5 7.0 6.0


3.25 3.25 3.25 3.25 3.25 3.25 5.0 3.5 7.0 6.0 34.0 34.0 34.0 3.25 3.25 3.25

x x x x x x x x x x

4 4 4 4 4 4 12 6 16 4

x x x

2 2 1 PD

= = = = = = = = = = = = = = = = =

PCV

S/C Hospital

400 x

13.5 x

34.0

PL

= =

METRADO 8VO PISO (AZOTEA) PCM

Peso columnas

Peso vigas

C-1 = C-2 = C-3 = C-4 = C-5 = C-6 = V-1 = V-2 = V-3 = V-4 =

2400 2400 2400 2400 2400 2400 2400 2400 2400 2400

x x x x x x x x x x

0.60 0.70 0.50 0.70 0.70 0.70 0.5 0.35 0.7 0.6

x x x x x x x x x x

0.50 0.60 0.70 0.60 0.60 0.50 0.25 0.2 0.35 0.3

x x x x x x x x x x

1.50 1.50 1.50 1.50 1.50 1.50 5.0 3.5 7.0 6.0

x x x x x x x x x x

4 4 4 4 4 4 12 6 16 4

= = = = = = = = = =


Pl(V-3) Pl(V-4)

420 100 210 2400 2400 2400

x x x x x x

0.25 0.25 0.25

x x x

13.5 13.5 13.5 3.5 7.0 6.0

x x x x x x

34.0 34.0 34.0 1.50 1.50 1.50

x x x

2 2 1 PD

= = = = = = =

PCV

S/C Hospital

100 x

13.5 x

34.0

PL

= =

1º 2º 3º 4º 5º 6º

11.23 Ton. 15.72 Ton. 13.1 Ton. 15.72 Ton. 15.72 Ton. 13.1 Ton. 18Ton. 3.53 Ton. 65.86 Ton. 10.37 Ton. 192.78 Ton. 45.9 Ton. 96.39 Ton. 16.38 Ton. 32.76 Ton. 14.04 Ton. ### Ton.

183.6 Ton. 183.60 Ton.

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.

7º 8º TOTAL

192.78 Ton. 45.9 Ton. 96.39 Ton. 14.7 Ton. 29.4 Ton. 12.6 Ton. ### Ton.

183.6 Ton. 183.60 Ton.

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. 192.78 Ton. 45.9 Ton. 96.39 Ton. 13.65 Ton. 27.3 Ton. 11.7 Ton. ### Ton.

183.6 Ton. 183.60 Ton.

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.

192.78 Ton. 45.9 Ton. 96.39 Ton. 6.3 Ton. 12.6 Ton. 5.4 Ton. ### Ton.

45.9 Ton. 45.9 Ton.

MASA TOTAL DEL EDIFICIO - PISO X PISO

α= PCM

0.5 PCV

g= Pi

580.6164 183.60 672.416 Ton. 565.4580 183.60 657.258 Ton. 565.4580 183.60 657.258 Ton. 565.4580 183.60 657.258 Ton. 565.4580 183.60 657.258 Ton. 565.4580 183.60 657.258 Ton. 555.9840 183.60 647.784 Ton. 489.6660 45.90 512.616 Ton. ### 1331.10 5119.106 Ton.

9.81 m/seg2 Mi

### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2 ### ton-m/seg2

C1

C2

C6

C6

C2

C1

A

C3

C4

C5

C3

C4

C5

B

C

C5

C4

C3

C4

C3

RIGIDEZ LATERAL f'c = E =

210 kg/cm2 ### k g/cm2

Fórmulas:

DIMENSIONES DE COLUMNAS h(cm) b(cm)

C-1 C-2 C-3 C-4 C-5 C-6

60 70 50 70 70 70

50 60 70 60 60 50

Area (cm2)

Inercia (cm4)

3000 900000 4200 1715000 3500 ### 4200 1715000 4200 1715000 3500 ###

alt. Piso1 (cm)

430 430 430 430 430 430

alt. Piso2-7 alt piso8 K relat. Piso1 K relat. Piso2-7 (cm) (cm)

350 350 350 350 350 350

300 2093.023 300 3988.372 300 1695.736 300 3988.372 300 3988.372 300 3323.643

DIMENSIONES DE VIGAS h(cm) b(cm)

V-1 V-2 V-3 V-4

50 35 70 60

Area (cm2) Inercia (cm4Long. (cm) Krelat.

25 20 35 30

1250 260416.67 700 71458.33 2450 ### 1800 540000

500 520.83 350 204.17 700 1429.17 600 900

2571.429 4900.000 2083.333 4900.000 4900.000 4083.333

Fórmulas de Muto: C1

C3

C3

PÓRTICO 1 y 6 COLUMNA Kraya 0.25 C1 0.43 C3 0.43 C3 0.25 C1

PORT. 1 PORT. 6 mpot Piso1 K empot Piso2-7 K empot Piso8 K relat. Piso8 K e(ton/cm) (ton/cm) (ton/cm)

3000.000 5716.667 2430.556 5716.667 5716.667 4763.889

29.527 56.265 23.922 56.265 56.265 46.888

54.755 104.338 44.361 104.338 104.338 86.948

86.948 165.685 70.444 165.685 165.685 138.071


PORT. 2 PORT. 5 217.37

### PÓRTICO 3 y 4 COLUMNA Kraya 0.16 C6 0.18 C5 0.18 C5 0.16 C6

PORT. 3 PORT. 4

PÓRTICO A y D

COLUMNA Kraya 0.68 C1 0.72 C2 0.7 C6 0.7 C6 0.72 C2 0.68 C1

PORT. A PORT. D

PÓRTICO B y C COLUMNA Kraya 0.84 C3 0.72 C4 0.58 C5 0.58 C5 0.72 C4 0.84 C3

PORT. B PORT. C

P PÓRTICO 1 y 6 COLUMNA Kraya 0.2 C1 0.35 C3 0.35 C3 0.2 C1

PORT. 1 PORT. 6


PORT. 2 PORT. 5


PORT. 3 PORT. 4

PÓRTICO A y D COLUMNA Kraya 0.56 C1 0.58 C2 0.57 C6 0.57 C6 0.58 C2 0.56 C1

PORT. A PORT. D


PORT. B PORT. C

PÓRTICO 1 y 6

COLUMNA Kraya 0.17 C1 0.3 C3 0.3 C3 0.17 C1

PORT. 1 PORT. 6


PORT. 2 PORT. 5


PORT. 3 PORT. 4

PÓRTICO A y D COLUMNA Kraya 0.48 C1 0.5 C2 0.49 C6 0.49 C6 0.5 C2 0.48 C1

PORT. A PORT. D


PORT. B PORT. C

PISO 1

a

KL (ton/cm)

0.33 0.38 0.38 0.33

KL = KL =

527.37 ton/cm 527.37 ton/cm

a

KL (ton/cm)

0.3 0.31 0.31 0.3 KL = KL =

16.65 ### 17.58 16.65 68.47 ton/cm 68.47 ton/cm

a

KL (ton/cm)

0.3 0.31 0.31 0.3 KL = KL =

9.83 9.14 9.14 9.83

14.28 ### 17.58 14.28 63.72 ton/cm 63.72 ton/cm

PLACA

E t h L KL =

### ton/cm2 25 cm 430 cm 350 cm 489.43 ton/cm

a

KL (ton/cm)

0.44 0.45 0.44 0.44 0.45 0.44

13.02 ### 20.85 20.85 25.2 13.02

PLACA PORT. A

E t h L KL =


PLACA PORT. D

E t h L KL = KL = KL =


2079.92 ton/cm 1618.33 ton/cm

a

KL (ton/cm)

0.47 0.45 0.42 0.42 0.45 0.47

11.3 ### 23.6 23.6 25.2 11.3

KL = KL =

120.2 ton/cm 120.2 ton/cm

ISOS 2 - 7

a

KL (ton/cm)

0.09 0.15 0.15 0.09

KL = KL =

5.04 6.57 6.57 5.04

799.54 ton/cm 799.54 ton/cm

a

KL (ton/cm)

0.05 0.07 0.07 0.05

5.27 ### 7.19 5.27

PLACA

E t h L KL =


KL = KL =

24.91 ton/cm 24.91 ton/cm

a

KL (ton/cm)

0.06 0.07 0.07 0.06 KL = KL =

5.21 ### 7.19 5.21 24.8 ton/cm 24.8 ton/cm

a

KL (ton/cm)

0.22 0.23 0.22 0.22 0.23 0.22

11.91 ### 19.29 19.29 23.56 11.91

PLACA PORT. A

E t h L KL =


PLACA PORT. D


2826.66 ton/cm 2245.65 ton/cm

a

KL (ton/cm)

0.26 0.23 0.19 0.19 0.23 0.26 KL = KL =

PISO 8

11.33 ### 20.04 20.04 23.56 11.33 109.85 ton/cm 109.85 ton/cm


a

KL (ton/cm)

0.08 0.13 0.13 0.08

KL = KL =

6.94 9.14 9.14 6.94

PLACA

E t h L KL =


1099.73 ton/cm 1099.73 ton/cm

a

KL (ton/cm)

0.04 0.06 0.06 0.04 KL = KL =

7.22 ### 9.88 7.22 34.2 ton/cm 34.2 ton/cm

a

KL (ton/cm)

0.05 0.06 0.06 0.05 KL = KL =

7.16 ### 9.88 7.16 34.07 ton/cm 34.07 ton/cm

a

KL (ton/cm)

0.19 0.2 0.2 0.2 0.2 0.19

16.73 ### 27.12 27.12 33.14 16.73

PLACA PORT. A

E t h L KL =


PLACA PORT. D


3549.15 ton/cm 2871.1 ton/cm


a

KL (ton/cm)

0.3 0.26 0.23 0.23 0.26 0.3 KL = KL =

20.88 ### 37.45 37.45 43.71 20.88 204.08 ton/cm 204.08 ton/cm

RO DE RESUMEN DE RIGIDEZ LAT RIGIDEZ LATERAL EJE Y

PISO 1

PISO 2

PISO 3

PISO 4

PISO 5

PISO 6

PISO 7

PORTICO KL(Ton/cm) 1 527.37 2 68.47 3 63.72 4 63.72 5 68.47 6 527.37 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 799.54 2 24.91 3 24.8 4 24.8 5 24.91 6 799.54 1 1099.73

RIGIDEZ LATERAL EJE X

PISO 1

PISO 2

PISO 3

PISO 4

PISO 5

PISO 6

PISO 7

PISO 8

PORTICO KL(Ton/cm) A 2079.92 B 120.2 C 120.2 D 1618.33 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 2826.66 B 109.85 C 109.85 D 2245.65 A 3549.15 B 204.08 C 204.08 D 2871.1

IGIDEZ

PISO PISO PISO PISO PISO PISO PISO PISO

1 2 3 4 5 6 7 8

PISO 8

2 3 4 5 6

34.2 34.07 34.07 34.2 1099.73

ATERAL POR PIS

EJE Y EJE X (ton/cm) (ton/cm) 1319.126 3938.656 1698.497 5292.013 1698.497 5292.013 1698.497 5292.013 1698.497 5292.013 1698.497 5292.013 1698.497 5292.013 2336.001 6828.408

Pre Dimension a Mien To, Metrados y Rigideces -HOSPITAL 8 PISOS

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