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

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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



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



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 losa 2205.0Kg Peso losaPeso acabados 1750.0Kg Peso acabados



PESO TOTAL = CARGA MUERTA + CARGA VIVA PESO TOTAL = C

PESO TOTAL = 19496.0 Kg PESO TOTAL =




0.6m

3.3 4 columnas 3.6


Peso losa 1874.3Kg Peso losa

Peso acabados 1487.5Kg Peso acabados



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


COLUMNA C-1 COLUMNA C-4



C 4





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 )



C1

C1

C2C6

C2

C6

C6 C6

C3

C3

C4

C4

C5

C5 C5

C5



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



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



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 )



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 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) =



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 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 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 =



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.



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.



192.78Ton.45.9 Ton.

96.39 Ton.6.3Ton.

12.6 Ton.

5.4Ton.

###Ton.

45.9 Ton.

45.9 Ton.



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







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











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



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


C2 0.11C4 0.15C4 0.15C2 0.11



PORT. 2PORT. 5


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



COLUMNA Kraya

C1 0.17C3 0.3C3 0.3C1 0.17

PORT. 1PORT. 6


C2 0.09C4 0.13C4 0.13C2 0.09

PORT. 2PORT. 5


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



PÓRTICO B y CCOLUMNA Kraya

C3 0.84C4 0.72C5 0.58C5 0.58C4 0.72C3 0.84

PORT. BPORT. C



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




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


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




a KL (ton/cm)

0.06 5.210.07 ###0.07 7.190.06 5.21



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


PISO 8



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


a KL (ton/cm)

0.05 7.160.06 ###

0.06 9.880.05 7.16



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



a KL (ton/cm)

0.3 20.880.26 ###0.23 37.450.23 37.450.26 43.710.3 20.88




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



PISO 8

2 34.23 34.074 34.075 34.2

6 1099.73



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)



Documents

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