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PRE- DIMENSIONAMIENTO CONCRETO ARMADO I UNPRG - ING. C

Lon. Tabiqueria 24.08

Espesor 0.15

altura 2.6

Peso especifico 1350

area libre 118.04

PESO TABIQUERIA EQ 107.4

0.20 mH =

0.14 m

1350 Kg/m

2400 Kg/m

4200 Kg/cm

1. PREDIMENSIONAMIENTO DE LOSA ALIGERADA

PREDIMENSIONAMIENTO DE ELEMENTOS ESTRUCTURALES

PESO TABIQUERIA EQN PISOS

ALTURA DE ENTREPISO

PESO ESPECIFICO DE MURO DE ALBAILERIA

5 Pisos

2.60 m

0.13 m

3.70 m

3.70 m

3.30 m

120 Kg/m

CARACTERISTICAS DEL CONCRETO Y ACERO

RESISTENCIA A LA COMPRESION f'c

PESO ESPECIFICO DEL CONCRETO c

ESFUERZO DE FLUENCIA DEL ACERO fy

210 Kg/cm

H

2.90 m 0.12 m0.15 m

0.15 m

0.15 m

0.14 m

F

AB

C

D

E

3.70 m

0.14 m3.45 m

G

PESO POR METRO CUADRADO

PERALTE DE LOSA : H >= LUZ/25

3.45 m

3.45 mH

PAOS LUZ

300 Kg/m

100 Kg/m

0.15 m

200 Kg/m

ANCHO TABIQUERIA

6

20.00 m

10.00 m

3

VIVIENDA S/C

ALIGERADO

PESO MUERTO

PROYECTO VIVIENDA MULTIFAMILIAR - 4 PISOS MAS AZOTEA

DISEO EN CONCRETO ARMADO

LARGO

ANCHO

N PORTICOS X-X

N PORTICOS Y-Y

DATOS GEOMETRICOS

ROBERTO JOSE TINCALLPA BAUTISTA

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b

h

2.1 VIGAS PRINCIPALES

EJES LUZ h

6.17 0.514

3.53 0.294

h

b

2.2 VIGAS SECUNDARIA

EJES LUZ h

1-2-3 3.00 0.250

1-2-3 3.70 0.308

1-2-3 3.90 0.325

1-2-3 3.50 0.292

2-3 2.54 0.212 h

b

25 cm

0.35 m

0.25 m

Seleccionamos el mayor, y redondeamos al

multiplo superior inmediato

ENTRE EJES

Luz/12

0.30 m

ENTRE EJES

A-B

B-C

0.294

1-2

2-3

3.53

C-D

F 2-3

Seleccionamos el mayor, y redondeamos al

multiplo superior inmediato

D-E

E-F

0.55 m

A,B,C,D,E

2. PREDIMENSIONAMIENTO DE VIGAS


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3. PREDIMENSIONAMIENTO DE COLUMNAS

= 0.7 TIPO

= 3 % C1 1.3

f'c = C2 1.7

fy = C3 1.5

C4 2.0

3.1

=

=

=

=

==

=

=

b = t =

4.85 x 3.33

Largo Ancho Alto A/V14.04

14.04

16.15

4.50 0.30 0.55 0.74

3.05 0.25 0.35 0.27

0.30 0.25 2.60 0.20

P. PARCIAL

2400 Kg/m

2400 Kg/m

120 Kg/m

4211.40

1684.56

1615.05

2400 Kg/m

100 Kg/m

10401.51TOTAL =

300 Kg/m

= 16.151m

210 Kg/cm

4200 Kg/cm

PESO PISOS Y ACABADOS

y

PESO DE COLUMNAS

Asumo incialmente : 0.25 m

PESO DE TABIQUERIA EQUIVALENTE

PESO DE COLUMNAS

COLUMNA : C1

PESO DE VIGA PRINCIPAL

PESO DE VIGA SECUNDARIA

EJES : B-2

Ac =

Long.Tab.*e*h*y/(area libre)

Pu ( C )

Columnas ext. Pisos altos

Columnas ext. Pisos bajos

ELEMENTOS P . UNIT

METRADO DE CARGAS

24.08 m

640.50

468.00

AREA TRIBUTARIA =

PESO DE LOSA ALIGERADA

COLUMNAS INTERIORES

CALCULO DE TABIQUERIA EQUIVALENTE

(0.85f'c+fy)

Long. Tabiq.

h

Peso Tab. Equ.

e 0.15 m

2.60 m

VALORES DE C

Columnas Interiores

columnas esquinas

1782.00

2400 Kg/m


PESO DE TABQUERIA EQUIVALENTEPESO DE PISOS Y ACABADOS

Peso T.E. 120 Kg/m

PESO

300 Kg/m

120 Kg/m100 Kg/m

1350 Kg/m118.40m

107.0787162

Area Libre

CARGAS MUERTAS

Peso T.E.

PESO DE VIGAS 2400 Kg/m


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4.85 x 3.80

Largo Ancho Alto A/V

16.32

16.32

18.43

4.50 0.30 0.55 0.743.05 0.25 0.35 0.27

0.30 0.25 2.60 0.20

4.85 x 3.70


15.83

15.83

17.954.50 0.30 0.55 0.74

3.05 0.25 0.35 0.27

0.30 0.25 2.60 0.20

4.85 x 3.03


12.51

12.51

14.70

4.38 0.30 0.55 0.72

3.50 0.25 0.35 0.31

0.25 0.25 2.60 0.16

4749.75

1899.90

1794.50

11334.65

= 14.696m

1734.48

735.00

390.00

P. PARCIAL

3751.95

1500.78

1469.55

9581.76

100 Kg/m

1782.00

640.50

468.00

P . UNIT

2400 Kg/m

PESO DE VIGA SECUNDARIA 2400 Kg/m

PERO DE COLUMNAS 2400 Kg/m

PESO DE LOSA ALIGERADA 300 Kg/m

PESO DE TABIQUERIA EQUIVALENTE 120 Kg/m




PERO DE COLUMNAS


ELEMENTOS


TOTAL =

1782.00

P. PARCIAL

COLUMNA : C1

COLUMNA : C1 EJES : E-2 AREA TRIBUTARIA =


= 18.430m

P . UNIT

EJES : D-2

ELEMENTOS




TOTAL =

TOTAL =

2400 Kg/m

300 Kg/m

120 Kg/m

100 Kg/m2400 Kg/m

2400 Kg/m

AREA TRIBUTARIA =

P . UNIT


= 17.945m

2400 Kg/m


640.50

468.00

P. PARCIAL

1958.10

1843.00100 Kg/m

ELEMENTOS

COLUMNA : C1


4895.25

11586.85

PESO DE VIGA PRINCIPAL 2400 Kg/m

AREA TRIBUTARIA =

300 Kg/m

120 Kg/m

EJES : C-2


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4.85 x 4.65


20.94

20.9422.55

4.21 0.30 0.55 0.69

1.40 0.25 0.35 0.12

0.30 0.25 2.60 0.20

3.24 x 1.66


4.1594.159

5.378

2.94 0.30 0.55 0.485

1.35 0.25 0.35 0.118

0.30 0.25 2.60 0.195

1.91 x 3.33


5.11

5.11

6.36

1.61 0.30 0.55 0.27

3.08 0.25 0.35 0.27

0.30 0.25 2.60 0.20

3.24 x 3.80


10.54

12.31

2.94 0.30 0.55 0.49

3.55 0.25 0.35 0.31

0.30 0.25 2.60 0.20

1164.24

283.50

1667.16

294.00

468.00

468.00


468.00

537.84

1532.19

3162.75

= 6.360m

= 5.378m

4200.32

499.07

13479.00

637.56

646.80

468.00

TOTAL =

= 12.312m

TOTAL =

2512.742255.25

TOTAL =

100 Kg/m

100 Kg/m

AREA TRIBUTARIA =

2400 Kg/m

ELEMENTOS

ELEMENTOS

2400 Kg/m

120 Kg/m

P . UNIT

2400 Kg/m

EJES : B-3

P . UNIT

P . UNIT

2400 Kg/m

2400 Kg/m

2400 Kg/m

2400 Kg/m

2400 Kg/m


PESO PISOS Y ACABADOS 100 Kg/m

AREA TRIBUTARIA =

AREA TRIBUTARIA =

300 Kg/m120 Kg/m

TOTAL =

745.50

P. PARCIAL

P. PARCIAL

P. PARCIAL

1247.67

1265.10

1164.24

4533.46

612.88

636.03

6281.85

P. PARCIAL

= 22.553m

1231.20

8036.79


EJES : A-2 AREA TRIBUTARIA =COLUMNA : C3

COLUMNAS EXTERIORES PISOS BAJOS

P . UNIT

PESO DE TABIQUERIA EQUIVALENTE 120 Kg/mPESO PISOS Y ACABADOS 100 Kg/m


ELEMENTOS


PESO DE COLUMNAS

COLUMNA : C3


ELEMENTOS


COLUMNA : C3

COLUMNA : C3 EJES : C-1



PESO DE COLUMNAS



PESO DE COLUMNAS

PESO DE LOSA ALIGERADAPESO DE TABIQUERIA EQUIVALENTE


EJES : B-1


2400 Kg/m

300 Kg/mPESO DE LOSA ALIGERADA

2400 Kg/m

PESO DE COLUMNAS



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1.91 x 3.80


5.89

5.89

7.26

1.61 0.30 0.55 0.273.55 0.25 0.35 0.31

0.30 0.25 2.60 0.20

3.24 x 3.70


10.244

10.244

11.9882.94 0.30 0.55 0.485

3.45 0.25 0.35 0.302

0.30 0.25 2.60 0.195

1.91 x 1.85


2.20

2.20

3.53

1.61 0.30 0.55 0.27

3.42 0.25 0.35 0.30

0.30 0.25 2.60 0.20

1.91 x 1.88


2.40

2.403.59

1.66 0.30 0.55 0.27

2.77 0.25 0.35 0.24

0.30 0.25 2.60 0.20

P. PARCIAL

2400 Kg/m

720.09

658.65

263.46

= 3.591m

1164.24

1229.22

581.70

718.20

= 3.534m

468.00

353.35

1198.80

P. PARCIAL

3073.05

P. PARCIAL

724.50

468.00

7857.81

3099.22

637.56

TOTAL =

468.00

TOTAL =

100 Kg/m

2400 Kg/m

120 Kg/m

5049.61

725.80

1766.25

706.50

P. PARCIAL

= 7.258m

= 11.988m

637.56745.50




P . UNIT

2400 Kg/m

2400 Kg/m

300 Kg/m

COLUMNA : C3



ELEMENTOS



PESO DE VIGA PRINCIPALPESO DE VIGA SECUNDARIA

PESO DE COLUMNAS

COLUMNA : C3

AREA TRIBUTARIA =

EJES : E-3

EJES : D-3


PESO DE COLUMNAS

ELEMENTOS

COLUMNA : C3 EJES : D-1



P . UNIT

ELEMENTOS

2400 Kg/m

PESO DE COLUMNAS 2400 Kg/m

AREA TRIBUTARIA =

100 Kg/m

2400 Kg/m

2400 Kg/m

120 Kg/m

P . UNIT

300 Kg/m



COLUMNA : C3

AREA TRIBUTARIA =

AREA TRIBUTARIA =

P . UNIT

EJES : C-3


300 Kg/m

120 Kg/m

TOTAL =


2400 Kg/m



ELEMENTOS

300 Kg/m

468.00

TOTAL =

PESO DE COLUMNAS

3074.27

288.04359.08PESO PISOS Y ACABADOS 100 Kg/m

PESO DE VIGA PRINCIPAL 657.36


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COLUMNAS EN ESQUINAS

3.24 x 1.65


4.11

4.11

5.35

2.94 0.30 0.55 0.49

1.40 0.25 0.35 0.12

0.30 0.25 2.60 0.20

1.91 x 1.65


2.322.32

3.15

1.61 0.30 0.55 0.27

1.40 0.25 0.35 0.12

0.30 0.25 2.60 0.20

3.24 x 3.97


11.14

12.86

2.94 0.30 0.55 0.49

3.37 0.25 0.35 0.29

0.30 0.25 2.60 0.20

1.91 x 1.40


0.00

0.00

2.67

1.61 0.30 0.55 0.27

1.15 0.25 0.35 0.10

0.30 0.25 2.60 0.20

TOTAL = 1614.46

9195.37

2873.96

4188.72

TOTAL =


2400 Kg/m

1164.24

707.70

637.56

241.50

P . UNIT



P. PARCIAL

468.00

= 2.674m

468.00

0.00

267.40PESO PISOS Y ACABADOS 100 Kg/m

ELEMENTOS

PESO DE LOSA ALIGERADA 300 Kg/mELEMENTOS


2400 Kg/m


ELEMENTOS

AREA TRIBUTARIA =

EJES : F-3 AREA TRIBUTARIA =


100 Kg/m

2400 Kg/m

PESO DE COLUMNAS 2400 Kg/m

0.00

TOTAL =

294.00

468.00




EJES : E-1



2400 Kg/m

2400 Kg/m


300 Kg/m


COLUMNA : C4 EJES : A-3

2400 Kg/m


P . UNIT


COLUMNA : C4

AREA TRIBUTARIA =


PESO DE LOSA ALIGERADAPESO DE TABIQUERIA EQUIVALENTE

COLUMNA : C4



COLUMNA : C4 EJES : A-1


ELEMENTOS P . UNIT

TOTAL =

AREA TRIBUTARIA = = 12.863m

P. PARCIAL

300 Kg/m200 Kg/m

100 Kg/m

695.55463.70

315.15

3341.49

2227.66

1286.28

637.56

1164.24

294.00

468.00

= 3.152m

P. PARCIAL

= 5.346m

P . UNIT

P. PARCIAL

534.60

493.68

1234.20


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CARGA ULTIMA PRIMEROS 4 PISOS

CARGA ULTIMA - ULTIMO PISO

= 0.7 TIPO

= 2% C1 1.3

f'c = C2 1.7

fy = C3 1.5

C4 2.0

NIVEL TIPO

5

4

3

2

1

b x t = 0.30 x 0.30 m

NIVEL TIPO

5

4

32

1

b x t = 0.30 x 0.30 m

C4 9195.37 2572.56

PM PV

1843.00

TIPO

C1

A. TRIB

3686.00

12.863m 1942.26 1286.28

C3

18.430m 11586.85

15786.75 88874.42911276.25 62335.979

3875.11 2255.25 9259.079 65.506 8.094

253.261 15.914

628.77144312.11

57791.11 20297.25

21.000

Ac LADO

25.075

816.526 28.575115412.879

441.016C3

13479.00 4510.50

12.863m

PV

22.553m

TIPO A. TRIB PM

17354.11

PM.acum PV.acum PU

6765.75 35797.529

30833.11

38445.940

9215.00 60933.730

12901.00 83421.520

431.096

10.625

LADO

C1

20747.60

32334.45

590.193 24.294

749.290 27.373

43921.30

PUPV.acumPM.acum

APLICAMOS LA SIGUIENTE FORMULA PARA DETERMINAR EL AREA DE COLUMNA:

C3 22.553m 3875.11 2255.25

C4

(0.85f'c+fy)

Columnas ext. Pisos altos

Columnas ext. Pisos bajos

columnas esquinas

210 Kg/cm

4200 Kg/cm

55508.15 16587.00 105909.310

20.763

Ac

112.901

271.998 16.492

Ac =Columnas Interiores

CUADRO DE CARGAS MAXIMAS

Pu ( C )

C1 18.430m 9160.75

9160.75

5529.00

1843.00 15958.150

VALORES DE C


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NIVEL TIPO

5

4

3

2

1

b x t = 0.25 x 0.25 m

b x t = 0.30 x 0.30 m

22.864

34.708 5.891

11137.63 3858.84 22152.710 156.727 12.519

16.696

29528.37 9003.96 56646.450 400.764 20.019

LAS DIMENSIONES DE COLUMNA A USAR PARA EL DISEO SERA :

C4 20333.00 6431.40 39399.580 278.745

38723.74 11576.52 73893.320 522.783

PM.acum PV.acum PU Ac LADO

1942.26 1286.28 4905.840


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METRADO DE CARGAS CONCRETO ARMADO I UNPRG - ING. CIVI

METRADO DE CARGAS

200 Kg/m

PRIMEROS 4 PISOS

TOTAL

520 Kg/m

CARGA MUERTA

1068.00 Kg/mCARGA ULTIMA = 1.4xCm + 1.7xCv =

ULTIMO PISOS

CARGA MUERTA

CARGA VIVA

ELEMENTO

VIVIENDA S/C

P.UNIT

200 Kg/m

TOTAL

1. METRADO DE CARGAS DE LOSA ALIGERADA

ELEMENTOS

PESO LOSA ALIGERADA

PESO TABIQUERIA EQUIVALENTE

PESO DE PISOS Y ACABADOS

P. UNIT

300 Kg/m

120 Kg/m

100 Kg/m

CARGA VIVA

ELEMENTOS P. UNIT TOTAL

PESO LOSA ALIGERADA 300 Kg/m

400 Kg/mPESO TABIQUERIA EQUIVALENTE 0 Kg/m

PESO DE PISOS Y ACABADOS 100 Kg/m

ELEMENTO P.UNIT TOTAL

VIVIENDA S/C 100 Kg/m 100 Kg/m

CARGA ULTIMA = 1.4Cm + 1.7Cv = 730.00 Kg/m


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Wu = +

Luz =

Ancho Altura

0.15 2.600.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV


2877.30 Kg/m

330.00

396.00

1654.50

526.50

120 Kg/m 162.00

100 Kg/m 165.00

TOTAL

PARA DETERMINAR LA CARGA ULTIMA, UTILIZAMOS LOS FACTORES DE MAYORACION DE CARGAS,

ESTABLECIDOS EN LA NORMA TECNICA DE EDIFICACION E-060 CONCRETO ARMADO :

VIGAS PRINCIPALES

6.17m

300 Kg/m 405.00

PESO (kg/m)

1.4 Cm 1.7 Cv

300 Kg/m

CARGA MUERTA

CARGA VIVA

ELEMENTO

VIVIENDA S/CCARGA VIVA

Ancho Tributario = 1.65mVIGA: EJE A-A TRAMO 1-2

PRIMEROS 4 PISOS

1.65m

P . UNIT

TOTAL =

1350 Kg/m2400 Kg/m

Wu =

CARGA

MUERTA

ELEMENTOS




TABIQUERIA EN VIGAPESO DE VIGA PRINCIPAL

2. METRADO DE CARGA DE VIGAS

1654.50 Kg/m

330.00 Kg/mCARGA

ULTIMA

VIGA: EJE A-A TRAMO 2-3

Wu =330.00 Kg/m

P.UNIT TOTAL

VIVIENDA S/C 200 Kg/m 330.00

CARGA MUERTA 1654.50 Kg/m CARGA

ULTIMA


2877.30 Kg/mCARGA VIVA

CARGA VIVAELEMENTO

165.00

3.53m

405.00



TABIQUERIA EN VIGA

Ancho Tributario =

ELEMENTOS P . UNIT PESO (kg/m)

1654.50

P.UNIT

200 Kg/m

1350 Kg/m 526.50

2400 Kg/m 396.00

120 Kg/m 162.00

100 Kg/m

CARGA

MUERTA

TOTAL =


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Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

ELEMENTOS P . UNIT

TOTAL = 2024.10

405.00PESO DE LOSA ALIGERADA


ULTIMAWu = 3965.94 Kg/m

CARGA VIVA 666.00 Kg/m

CARGA VIVA 666.00 Kg/m3965.94 Kg/m

Ancho Tributario = 3.33m 3.53m

330.00 Kg/m


PESO (kg/m)

200 Kg/m 666.00

CARGA


TOTAL = 2024.10

CARGA

ULTIMAWu =

VIGA: EJE B-B TRAMO 1-2

2400 Kg/m 396.00

100 Kg/m 165.00

1350 Kg/m 526.50

120 Kg/m 162.00PESO DE TABIQUERIA EQUIVALENTE



PESO DE LOSA ALIGERADA 300 Kg/m 405.00

330.00

CARGA MUERTA 1654.50 Kg/m

6.17m

CARGA

MUERTA

2400 Kg/m

P . UNIT PESO (kg/m)


396.00

TABIQUERIA EN VIGA 1350 Kg/m 526.50


PESO PISOS Y ACABADOS 100 Kg/m 333.00

VIGA: EJE B-B TRAMO 1-2 Ancho Tributario = 3.33m 3.53m

CARGA

MUERTA

ELEMENTOS

TOTAL

TOTAL = 1654.50

300 Kg/m 405.00

PESO DE TABIQUERIA EQUIVALENTE 120 Kg/m 363.60

CARGA VIVA

CARGA VIVAELEMENTO P.UNIT

VIVIENDA S/C 200 Kg/m

Ancho Tributario = 1.65m

TABIQUERIA EN VIGA

TRAMO 2-3VIGA: EJE B-B


CARGA VIVA

300 Kg/m

666.00

CARGA

MUERTA

CARGA VIVAELEMENTO

VIVIENDA S/C

P.UNIT TOTAL

396.00


333.00







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Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

VIGA: EJE C-C

100 Kg/m 380.00


PESO DE VIGA PRINCIPAL 2400 Kg/m 396.00

TOTAL = 2127.50

CARGA VIVAELEMENTO P.UNIT TOTAL





TOTAL = 2127.50

Wu = 4270.50 Kg/mCARGA VIVA 760.00 Kg/m


ULTIMA

526.50




P . UNIT

TABIQUERIA EN VIGA 1350 Kg/m


300 Kg/m 405.00

420.00


VIGA: EJE C-C TRAMO 1-2 Ancho Tributario = 3.80m 6.17m

CARGA

MUERTA

ELEMENTOS


PESO (kg/m)

405.00

420.00



TRAMO 2-3 Ancho Tributario = 3.80m 3.53m

CARGA

MUERTA

ELEMENTOS



300 Kg/m

VIVIENDA S/C 200 Kg/m 740.00CARGA VIVA



ULTIMA

408.00

TOTAL = 2105.50

1350 Kg/m 526.50

2400 Kg/m 396.00

120 Kg/m

100 Kg/m 370.00

6.17m

300 Kg/m 405.00

VIGA: EJE D-D TRAMO 1-2 Ancho Tributario = 3.70m

CARGA

MUERTA





TABIQUERIA EN VIGA




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Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV



TOTAL = 2105.50





1.77m




1.76m

VIGA: EJE D-D TRAMO 2-3 Ancho Tributario =

TRAMO 2-3 Ancho Tributario = 3.70m

CARGA

MUERTA

ELEMENTOS

VIGA: EJE D-D




1.90m






VIVIENDA S/C

CARGA

MUERTA

200 Kg/m 380.00

120 Kg/m 192.00

TOTAL = 1709.50

405.00


300 Kg/m 405.00





VIGA: EJE E-E TRAMO 1-2 Ancho Tributario = 4.04m 6.17m

CARGA

MUERTA








TOTAL = 2180.30



ULTIMA


7/22/2019 diseo97

15/585


Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

ELEMENTOS P . UNIT

3.00m

CARGA

MUERTA

PESO (kg/m)



VIGAS SECUNDARIAS

VIGA: EJE 1-1 TRAMO A-B Ancho Tributario = 3.24m

300 Kg/m 405.00






CARGA

MUERTA



606.00



CARGA MUERTA

CARGA VIVA

TOTAL = 1958.10



2400 Kg/m 396.00




CARGA VIVA


1599.50


TOTAL =

CARGA VIVA

CARGA

ULTIMA

TRAMO 2-3 Ancho Tributario = 1.40m 3.53m

CARGA

MUERTA


140.00

526.50


Wu = 2715.30 Kg/m280.00 Kg/m

1958.10 Kg/m CARGA


606.00 Kg/m

VIGA: EJE F-F

736.50 Kg/m CARGA


2400 Kg/m 210.00

TOTAL = 736.50

CARGA MUERTA


7/22/2019 diseo97

16/585


Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

CARGA


210.00

TOTAL = 736.50


3.70m

CARGA

MUERTA




VIGA: EJE 2-2 TRAMO B-C Ancho Tributario = 4.85m

TOTAL = 736.50



CARGAULTIMA

Wu = 1031.10 Kg/m



VIGA: EJE 1-1 TRAMO B-C Ancho Tributario = 3.24m 3.70m

TOTAL = 736.50


1031.10 Kg/m

VIGA: EJE 3-3

CARGA

MUERTA


526.50


TOTAL = 736.50

CARGA MUERTA 736.50 Kg/m CARGAULTIMA

Wu =

TRAMO A-B Ancho Tributario = 1.91m 3.00m

CARGA

MUERTA



526.50


VIGA: EJE 2-2 TRAMO A-B Ancho Tributario = 4.85m 3.00m

CARGA

MUERTA




2400 Kg/m 210.00

TOTAL = 736.50



CARGA

MUERTA





7/22/2019 diseo97

17/585


Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

TOTAL = 736.50



210.00

VIGA: EJE 1-1 TRAMO C-D Ancho Tributario = 3.24m 3.90m

CARGA

MUERTA


3.90m

CARGA

MUERTA




VIGA: EJE 2-2 TRAMO C-D Ancho Tributario = 4.85m

1350 Kg/m 526.50





CARGA

MUERTA


TABIQUERIA EN VIGA

TOTAL = 736.50


Wu = 1031.10 Kg/m

CARGA

MUERTA




Wu = 1031.10 Kg/m

VIGA: EJE 1-1 TRAMO D-E Ancho Tributario = 3.24m 3.51m

1350 Kg/m 526.50


TOTAL = 736.50


ULTIMA


CARGA

MUERTA


TABIQUERIA EN VIGA

TOTAL = 736.50



Wu = 1031.10 Kg/m

TOTAL = 736.50


ULTIMA


7/22/2019 diseo97

18/585


Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

TOTAL = 736.50



210.00

2.54m

CARGA

MUERTA




210.00

TOTAL = 736.50



2.54m

CARGA

MUERTA




VIGA: EJE 2-2 TRAMO E-F Ancho Tributario = 4.85m


CARGA

MUERTA





1350 Kg/m 526.50


VIGA: EJE 1-1 TRAMO E-F Ancho Tributario = 3.24m 2.54m

CARGA

MUERTA


TABIQUERIA EN VIGA

TOTAL = 736.50



TOTAL = 736.50


Wu = 1031.10 Kg/m


7/22/2019 diseo97

19/585


Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 0.000.30 0.55

Ancho Altura

CM

CV

TOTAL


TOTAL = 1134.00





TABIQUERIA EN VIGA 1350 Kg/m 0.00PESO DE VIGA PRINCIPAL 2400 Kg/m 396.00

405.00



TOTAL


CARGA

MUERTA




TOTAL = 1492.50

CARGA VIVA

ELEMENTO P.UNIT





0.00



165.00

CARGA

MUERTA




2400 Kg/m 396.00

TOTAL = 1492.50



165.00 Kg/m

VIGA: EJE A-A TRAMO 2-3 Ancho Tributario = 1.65m 3.53m





CARGA VIVA

300 Kg/m 405.00

PESO DE TABIQUERIA EQUIVALENTE 0 Kg/m 0.00PESO PISOS Y ACABADOS 100 Kg/m 165.00

VIGA: EJE A-A TRAMO 1-2 Ancho Tributario = 1.65m 6.17m

CARGAMUERTA



ULTIMO PISO

VIGAS PRINCIPALES


7/22/2019 diseo97

20/585


Luz =

Ancho Altura

0.00 0.000.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.00 0.00

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.00 0.00

0.30 0.55

Ancho Altura

CM

CV

2299.40 Kg/mCARGA VIVA 380.00 Kg/m


1181.00 Kg/m CARGA

ULTIMAWu =

300 Kg/m 405.00






0.00


380.00


TOTAL = 1181.00





380.00



PESO (kg/m)



CARGA MUERTA


CARGA

MUERTA

ELEMENTOS P . UNIT


CARGA

MUERTA

ELEMENTOS



TOTAL


396.00

TOTAL = 1181.00




TOTAL = 1134.00


TABIQUERIA EN VIGA 1350 Kg/m 0.00PESO DE VIGA PRINCIPAL 2400 Kg/m 396.00

405.00



CARGA

MUERTA





7/22/2019 diseo97

21/585


Luz =

Ancho Altura

0.15 2.600.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.15 2.60

0.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.00 0.00

0.30 0.55

Ancho Altura

CM

CV

100 Kg/m 303.00


CARGA

MUERTA





CARGA






TOTAL


TOTAL = 1104.00PESO DE VIGA PRINCIPAL 2400 Kg/m 396.00


TOTAL = 1697.50







405.00



TOTAL


CARGA

MUERTA



VIGA: EJE D-D TRAMO 2-3 Ancho Tributario = 3.70m 3.53m

TOTAL = 1697.50






0.00



CARGA

MUERTA




VIGA: EJE D-D TRAMO 1-2 Ancho Tributario = 3.70m 6.17m


7/22/2019 diseo97

22/585


Luz =

Ancho Altura

0.00 0.000.30 0.55

Ancho Altura

CM

CV

Luz =

Ancho Altura

0.00 0.00

0.30 0.55

Ancho Altura

CM

CV




1350 Kg/m 0.00


CARGA

MUERTA






TOTAL


TOTAL = 941.00


TABIQUERIA EN VIGA

VIGA: EJE F-F TRAMO 2-3 Ancho Tributario = 1.40m 3.53m

TOTAL = 1104.00






0 Kg/m 0.00



CARGA

MUERTA






7/22/2019 diseo97

23/585



7/22/2019 diseo97

24/585


Luz =

Ancho Altura

0.15 2.600.25 0.35

CM

Luz =

Ancho Altura

0.00 0.000.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

PESO (kg/m)



VIGA: EJE 1-1 TRAMO B-C Ancho Tributario = 3.24m



Wu = 1031.10 Kg/m

TOTAL = 736.50

3.70m

CARGA

MUERTA

ELEMENTOS P . UNIT

TOTAL = 736.50


ULTIMA

210.00



CARGA

MUERTA




Wu = 1031.10 Kg/m


TOTAL =

1350 Kg/m 0.00PESO DE VIGA PRINCIPAL 2400 Kg/m 210.00

TOTAL = 736.50


ULTIMA


CARGA

MUERTA


TABIQUERIA EN VIGA

3.00m

1350 Kg/m 526.50PESO DE VIGA PRINCIPAL 2400 Kg/m 210.00

VIGAS SECUNDARIAS

VIGA: EJE 1-1 TRAMO A-B Ancho Tributario = 3.24m

CARGA

MUERTA


TABIQUERIA EN VIGA


7/22/2019 diseo97

25/585


Luz =

Ancho Altura

0.00 0.00

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.00 0.00

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.00 0.00

0.25 0.35

CM

TOTAL = 210.00


Wu = 294.00 Kg/m




CARGA

MUERTA


210.00



Wu = 1031.10 Kg/m

TOTAL =

1350 Kg/m 0.00


TOTAL = 736.50


ULTIMA


CARGA

MUERTA


TABIQUERIA EN VIGA

210.00



CARGA

MUERTA




Wu = 1031.10 Kg/m


TOTAL =

1350 Kg/m 0.00


TOTAL = 736.50


ULTIMA


CARGA

MUERTA


TABIQUERIA EN VIGA

1350 Kg/m 526.50



CARGA

MUERTA


TABIQUERIA EN VIGA


7/22/2019 diseo97

26/585


Luz =

Ancho Altura

0.00 0.00

0.25 0.35

CM

Luz =

Ancho Altura

0.00 0.00

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

CARGA

MUERTA


TABIQUERIA EN VIGA

TOTAL =



736.50

Wu = 1031.10 Kg/m

VIGA: EJE 1-1 TRAMO E-F Ancho Tributario = 3.24m 2.54m

1350 Kg/m 526.50


TOTAL = 736.50


ULTIMA

210.00


ULTIMA

Wu = 294.00 Kg/m

CARGA

MUERTA




Wu = 294.00 Kg/m


TOTAL =

1350 Kg/m 0.00


TOTAL = 210.00



CARGA

MUERTA


TABIQUERIA EN VIGA

CARGA

MUERTA






7/22/2019 diseo97

27/585


Luz =

Ancho Altura

0.15 2.60

0.25 0.35

CM

Luz =

Ancho Altura

0.15 2.600.25 0.35

CM

210.00

TOTAL = 736.50



2.54m

CARGA

MUERTA


TABIQUERIA EN VIGA 1350 Kg/m 526.50PESO DE VIGA PRINCIPAL 2400 Kg/m

210.00

TOTAL = 736.50



2.54m

CARGA

MUERTA







7/22/2019 diseo97

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7/22/2019 diseo97

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A-B 0.737 tn/m

VIGAS SECUNDARIAS - PISOS 1,2,3,4

E-F 0.737 tn/m

1.032 tn/m

1.032 tn/m

2-2

3-3

0.737 tn/m

E-F 0.737 tn/m 1.032 tn/m

C-D

D-E

1.032 tn/m

E-F 0.737 tn/m 1.032 tn/m

C-D 0.737 tn/m 1.032 tn/m

D-E 0.737 tn/m

B-C 0.737 tn/m 1.032 tn/mC-D 0.737 tn/m 1.032 tn/m

B-C 1.031 tn/m

A-B 0.737 tn/m 1.032 tn/m

0.737 tn/m

0.737 tn/m

EJE TRAMO CM CV Wu

1-1

A-B 0.737 tn/m 1.031 tn/m

D-E 0.737 tn/m 1.032 tn/m

0.737 tn/m 1.032 tn/m

1.032 tn/m

B-C

1.032 tn/m

F-F

B-B1-2 3.679 tn/m 0.996 tn/m

2-3 1.599 tn/m 0.280 tn/m 2.715 tn/m

E-E1-2 2.180 tn/m 0.808 tn/m

2-3 1.958 tn/m 0.606 tn/m

4.270 tn/m

4.270 tn/m

4.205 tn/m

4.851 tn/m

4.426 tn/m

3.771 tn/m

D-D1-2 2.105 tn/m 0.740 tn/m

2-3 2.105 tn/m 1.120 tn/m

C-C1-2 2.127 tn/m 0.760 tn/m

2-3 2.127 tn/m 0.760 tn/m

Wu

2.877 tn/m

2.877 tn/m

2-3 2.024 tn/m 0.666 tn/m

6.843 tn/m

3.966 tn/m

CUADROS RESUMEN DE CARGAS SOBRE VIGAS

VIGAS PRINCIPALES - PISOS 1,2,3,4

1-2

2-3A-A

1.655 tn/m

1.655 tn/m 0.330 tn/m

0.330 tn/m

EJE TRAMO CM CV


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0.294 tn/m

0.210 tn/m 0.294 tn/m

C-D

0.294 tn/m

C-D 0.210 tn/m 0.294 tn/m

D-E 0.736 tn/m 0.294 tn/m

2-2

3-3

B-C 0.736 tn/m

E-F 0.736 tn/m

0.294 tn/m

E-F

TRAMO CM CV

1.030 tn/m

0.736 tn/m 0.294 tn/m

D-E 0.210 tn/m

0.736 tn/m

0.736 tn/m

D-E 0.210 tn/m 0.294 tn/m

Wu

A-B

C-D 0.210 tn/m 0.294 tn/m

A-B 0.736 tn/m 0.294 tn/m

A-B 0.210 tn/m 0.294 tn/m

B-C

0.736 tn/m

VIGAS SECUNDARIAS - ULTIMO PISO

1.030 tn/m

B-C

E-F 0.736 tn/m 0.294 tn/m

0.294 tn/m

3.006 tn/m

E-E1-2 1.104 tn/m 0.303 tn/m 2.061 tn/m

EJE

1-1

D-D1-2 1.698 tn/m 0.370 tn/m 3.006 tn/m

F-F 2-3 0.941 tn/m 0.140 tn/m 1.555 tn/m

2.370 tn/m

2.154 tn/m

2-3 1.134 tn/m 0.333 tn/m 2.154 tn/m

2.061 tn/m

C-C1-2 1.181 tn/m 0.380 tn/m 2.299 tn/m

2-3 1.181 tn/m 0.380 tn/m 2.299 tn/m

B-B1-2 1.134 tn/m 0.333 tn/m

2-3 1.104 tn/m 0.303 tn/m

2-3 1.698 tn/m 0.370 tn/m

Wu

VIGAS PRINCIPALES - ULTIMO PISO

A-A1-2 1.493 tn/m 0.165 tn/m 2.370 tn/m

2-3 1.493 tn/m 0.165 tn/m

EJE TRAMO CM CV


7/22/2019 diseo97

31/585

MOMENTOS ULTIMOS CONCRETO ARMADO I UNPRG - ING.CIVIL

OBTENIDOS CON EL METODO DE SAP

11.4211

13 7.582 4.281 4.963 14

M.COL

M.COL

15

0.919 0.749 1.847

6.277 5.495

M.COL

210 7.456 4.125 4.687 11 6.254 5.413 11.230 12

1.526 1.639 3.497

M.COL

37 7.352 4.026 4.548 8 6.127 5.395 10.952 9

1.431 1.465 3.180

510.752 3

1.304 1.496 3.050 M.COL

44 7.210 3.963 4.269 5 6.014 5.287 10.841 6

1.485 1.477 3.241

M- NUDO

1 7.111 3.852 4.154 2 5.998 5.069

M.COL

PORTICOS C-C

NIV NUDO M- M+ M- NUDO M- M+

M.COL

113 10.769 4.745 4.889 14 7.264 7.264 9.830 15

1.477 0.950 2.878

M.COL

210 10.657 4.254 4.785 11 7.222 7.199 9.682 12

2.068 1.770 3.906

M.COL

37 10.369 4.125 4.357 8 7.148 7.158 9.457 9

1.903 1.674 3.588

59.128 3

1.721 1.699 3.374 M.COL

44 10.258 3.987 4.222 5 6.986 7.012 9.354 6

1.974 1.669 3.594

M- NUDO

1 10.114 3.889 4.124 2 6.885 6.985

M.COL

PORTICOS B-B

NIV NUDO M- M+ M- NUDO M- M+

M.COL

113 20.575 6.573 7.229 14 9.010 6.562 8.401 15

0.784 0.432 1.328

M.COL

210 20.365 6.489 7.159 11 8.999 6.489 8.396 12

1.299 1.050 1.923

M.COL

37 20.125 6.347 6.958 8 8.965 6.325 8.335 9

1.241 0.839 1.828

5

8.621 6.123 8.124 3

1.244 0.909 M.COL

44 19.995 6.235 6.789 5 8.748 6.256 8.269

M- M+ M- NUDO

6

1.253 1.012 1.837

1.924

1 19.457 6.123 6.547 2

MOMENTOS ULTIMOS VIGAS - EJES X-X

PORTICOS A-A

NIV NUDO M- M+ M- NUDO

PEREZ DIAZ EDWIN

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MOMENTOS ULTIMOS CONCRETO ARMADO I UNPRG - ING.CIVIL

4.741

M.COL

4 0.000 0.000 M.COL

2

0.000 0.000 0.000

37 7.382 3.951

M.COL

PORTICOS E-E

NIV NUDO M- M+ M-

5.100 4.274 12.951 6

0.000

2

5.039 4.186 12.887 3

4 7.274 3.910 4.620 5

51 7.178 3.863 4.510 2

M- NUDO M- M+ M- NUDO

0.000 0.000 0.000

PORTICOS D-D

NIV NUDO M- M+

12

8 5.264 4.350 13.122 9

M.COL

M.COL

10 7.420 4.259 4.754 11 5.299 4.445 13.324

5.304 4.489 13.438 15

0.000 0.000 0.0001

13 7.551 4.324 4.765 14

0.000 0.000 0.000 M.COL

2 9.352 4.528 16.231 3

NUDO M- M+ M- NUDO

51 4.025 2.547 3.452

M.COL

44 5.953 3.947 5.289 5 11.875 5.875 16.524

9

M.COL

37 6.002 4.012 5.360 8 11.963 5.962 16.660

6

M.COL

10 6.021 4.589 5.473 11 12.124 6.015 16.784 12

12.230 6.122 16.895 151 13 6.045 4.674 5.737 14

M.COL

9.520 3.520 5.201 2.001

M.CO

PORTICOS F-F


51

M.CO

4 3 11.523 4.960 6.777 4

M.CO

35 11.647 4.994 6.854 6

M.CO

27 11.789 5.048 6.987 8

M.CO1

9 12.276 5.122 7.173 10

PEREZ DIAZ EDWIN

7/22/2019 diseo97

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MOMENTOS ULTIMOS CONCRETO ARMADO I UN

OBTENIDOS DEL PROGRAMA SAP2000 V14.1

1.800

1.820

1.820

1.820

M-

1.817

M+NUDO

PORTICOS 1-1

NIV NUDO M- M+

MOMENTOS ULTIMOS EN VIGAS - EJES X-X

M- NUDO M- M+ M-

30.513 0.593 1.924

1 2.627 0.873 0.511

1.006 7 0.598 0.771 2.598

0.596 0.853 2.3872

1.467 0.513 1.545 108

0.591 0.612 4.241

2.757

13

2.900 2.542

1.383 0.500 1.661 15

54.570

1.745 0.698 1.875 94

6 2.378 1.096

4.1053

11 2.924 0.938 1.323 12 0.625 0.777 2.548

0.742 2.420

0.537 0.504

216 2.557 0.721 1.412 17

0.982 0.717 2.182

18

0.520 0.314 4.239

0.768

1.735 0.694 1.890

2.2521

21 1.721 0.509 1.397 22

M- NUDO

0.457 0.163 1.088 50.256 0.683 4

M- M+

1.729 0.701 1.900 19

M- M+ M- NUDO

1.018

0.491 1.671 25

2.363

1.380 0.505 1.649 20

14

2.791

1.1321.744

2.103

1.383

D

23

0.297 0.160

241.761 0.707 1.897

PORTICOS 2-2

NIV NUDO M- M+ M-

2.774

2 0.284 0.031 1.156NUDO M- NUDO

0.217M+ M-

5

0.514 0.595 2.757

1.656 4NUDO

51 2.302 1.197 1.239

M+ M- NUDO M- M- M+

9 1.024

M-0.525

13 2.032

1.713 100.711

3 0.284

4.574

7 0.840 0.761 2.309

0.550 0.373

2.938

2.904

8 2.063 0.708 1.5794

0.591 0.614 4.252

6 2.941 1.161 1.056

15

0.537 0.504 4.105

0.757 2.314

17

2.542

311 2.210 1.039 0.840 12 0.833

2.774 2.103

0.726 1.650 19 1.271 0.644 1.521

0.731 1.575

2.791 2.363

14 1.195 0.675 1.558

0.160 2.252

216 2.817

0.520 0.314

0.531 0.287 22 1.090 0.715 2.092

1.133

0.954 0.723 2.226 18 1.963 20

4.239

23

0.814 0.472

1.909 0.737 1.685 24 1.446 0.619 1.355 25

1.7441

21 1.909

0.297

A B C D E

A B C

M-

E

0.705 3.1

2.20.704

3.70.705

2.293

1.993

2.778

1.732

0.581

2.50.685

3.50.985M+ M


7/22/2019 diseo97

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MOMENTOS ULTIMOS CONCRETO ARMADO I U

0

0.171

1.496 0.568 1.425 29 0.729 0.266

1

0.319

1.403 0.572 1.523 23 0.402 0.315

1

0.378

1.384 0.586 1.547 17 0.279 0.325

10.401

1.320 0.591 1.618 11 0.026 0.383

1

0.557

1.283 0.682 1.581 5 0.400 0.342

M- M+ M- NUDO M- M+

E


0.8630.819 0.597

PORTICOS 3-3

M- M+ M- NUDO M- M+

0.272 0.708 4

M- NUDO

51 1.225 0.464 0.872

0.519 8 1.579 0.633 1.629

1.0242 1.512 0.705

4 100.612 0.478 0.399

7 1.693 0.446

0.709

9 1.989 0.757 1.629

1.608 0.638

0.6220.576 0.453 0.4163

13 1.580 0.437 0.605 14

1.436 0.419 0.740 20 1.603 0.631

0.630

221 1.934

0.521 0.413 0.481

19

5

1 0.819 0.663 1.339 2


0.819 0.597

M- NUDOM- M+

1.928 1.468

NUDOM+ M- NUDO

1.923 0.545 50..025

M+ M-

1.405 0.076

0.863

1.293

M-

47 1.301 0.608 0.946 8

0.612 0.478

0.576 0.4533

13 1.183 0.592 1.063 14

1.980

0.925 10 2.236 1.833

0.622

0.709

0.450 4 1.2643

1.940 1.312 2.277 9

0.645 0.4010.399

1.200 11

0.270

0.481

0.959 222

19 1.074 0.562 1.186 20

0.573

125 0.790 0.627 1.468 26

0.521 0.413

2.035 1.310 2.181 21 1.352 0.080

1.336 2.077 27 1.355 0.043

0.272

M-

0.212 0.258

0.997 28 1.8002.091

0.322 1.354 1

0.557

232.065 1.731

0.319

0.378

1.810 1.326 17

1.537

M- M+

0.558 1.278 11.320 2.206 15 1.430 0.056

0.171

1.654 1.893 29

0.722 0

0.416

0.933 16 2.1311.990

1

A

0.050

1.461 1.114 1

0.873 0.884

0.573

125 1.056 0.445 1.059 26 1.538 1.667 27 1.862 0.746 1.697 28

0.2720.270 0.212 0.258

0.645

1.522 3

A B C D

1.657 22

1.570 15 1.966 0.750 1.661 16

1.599

B C D E

0.743


7/22/2019 diseo97

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=

=

=

==

=

=

=

=

1 2 3

=

=

f'c

fy=

Cuantias maximas y minimas:

= =

= =

= =

DISEO DE VIGAS

b= 30.00 cm

d 43.78 cm

DATOS GENERALES A TOMAR PARA EL CALCULO:

PORTICO A-A

DISEO POR FLEXION

Viga Principal

TRAMO 1-2

PRIMER NIVEL

Valores asumidos para el Diseo:

21.351 cm

3.172 cm>>>

Asmax

Asmin

min 0.7 *

max

6.17 m 3.53 m

20.575 tn.m

43.78 cm

M12+= M23+=

Para

min

0.0162563

0.0024152

>>>

=

( 1'')

M1-

d

50 cm

30 cm

25 cm

6.573 tn.m 6.562 tn.m

Determinacion del acero de refuerzo

2.54 cm

b 0.021675

max 0.75 * b

(6300 + fy)

63000.85 * *

Dimensiones de vigas, obtenidas en el

predimensionamiento:

3/8'')

Diam.Estr.

recubr.

4200 Kg/cm

210 Kg/cmf'c

fy

Viga Secundaria

35 cm

0.85

0.90.95 cm

4.00 cm

Diam. As

M3- =

*b

Para el calculo de los momentos de empotramiento se desarrollaron con el metodo de Analisis

Estructural de Kani.

8.401 tn.mM1- = 20.575 tn.m M2- = 9.010 tn.m

(^ )/

7/22/2019 diseo97

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Consideramos a = d ,

determinar el area de acero

"a" incial: a = d , a =

= a =

= a =

= a =

= + =

=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= =

=

As3 5.331 cm >>> 2 3/4" 5.70 cm

2.85 6 0.00 0 ###

y teniendo en cuenta las sgtes formulas, iteramos, para

10 % >>>

As 5.739

As

As

14.084 11.046

14.228 11.159

>>>

>>>

As1 14.228 cm >>> 2 3/4" 2

9.010 tn.m

15.90 cm

2.85 6 5.10 8 ### 0

1"

0

5/8" 4.56 cm

M2-

Para M3- 8.401 tn.m

10 % >>> 4.378

>>> 4.191

As 5.332 >>> 4.182

Para

As 5.331 >>> 4.181

As 5.344

As2 5.740 cm >>> 2 3/4"

>>> 4.378

5.70 cm

2.85 6 0.00 0 ### 0

Verificamos que el acero calculado, se encuentre en el rango del acero maximo y minimo, de no

estar, es decir, si supera el acero maximo se procede a recalcular modificando el peralte efectivo y

si es menor que el acero minimo, se asume el acero minimo.

4.181 >>> 3.279

As 4.126 >>> 3.236

Para

10 % >>> 4.378

As 5.731 >>> 4.495

0

TRAMO 2-3


As 5.740 >>> 4.502

M12+ 6.573 tn.m

10 %

1

As 4.124 >>> 3.235

As

0.004 *

1.29 4 1.98 5 ###

2

10 %

As =0.90 * fy * (d - a/2)

Mu

4.378

As 13.087 >>> 10.265

a =0.85 * f'c * b

As * fy

>>> 4.501

As12 4.124 cm >>> 1/2"

7/22/2019 diseo97

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=


= a =

= a =

= a =

= + =

1 2 3

=

=

f'c

fy

=


= =

= =

= =




= a =

= a =

= a =

=

min 0.0024152

TRAMO 1-2


Para

d 43.78 cm

b = 0.85 * *

min 0.7 *

>>> Asmin 3.172 cm

10 % y teniendo en cuenta las sgtes formulas, iteramos, para

0.75 * b

0.021675

M12+= 6.489 tn.m M23+= 6.489 tn.m




max

As = a =0.90 * fy * (d - a/2)

M3- =

SEGUNDO NIVEL

b

*

M1- = 20.365 tn.m M2- = 8.999 tn.m

(6300 + fy)

As 4.174 >>>

5 ###

Mu As * fy

max 0.0162563 >>>

0.85 * f'c * b

10 % >>> 4.378

As 13.921 >>> 10.919

0

0.0031 *

As 14.059 >>> 11.027

As 12.954 >>> 10.160

4.56 cmAs23 4.117 cm >>> 2 1/2" 1

3.274

Asmax 21.351 cm

6300

M1- 20.365 tn.m

6.17 m 3.53 m

8.396 tn.m

5/8"

>>> 3.229

As 4.119 >>> 3.231

1.29 4 1.98

As 4.117

Para M23+ 6.562 tn.m

10 % >>> 4.378

(^ )/

7/22/2019 diseo97

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= + =

=


= a == a =

= a =

= =

=


= a =

= a == a =

= + =

=


= a =

= a == a =

= =

=


= a =

= a =

= a =

= + =

1.29

2.85

4.179

5.70 cm

6 0.00 0 ### 0

As23 4.070 cm >>> 1/2" 1 5/8" 4.56 cm

4 1.98 5 ### 0

4.189

As 5.328 4.179

TRAMO 2-3


Para M3- 8.396 tn.m

10 %

As3 5.328 cm >>> 3/4"

>>> 4.378

4.070 3.192

As12 4.070 cm >>> 1/2" 1 5/8" 4.56 cm

4 1.98 5 ### 0

5.70 cm

6 0.00 0 ### 0

As 4.127 >>> 3.237

>>>

2.85

2.85


10 % 4.378

As 5.732 >>> 4.496

>>>

10 % 4.378

13.65 cm

Para M2- 8.999 tn.m

14.059 cm >>> 3 3/4"

0

5.732 4.495

As2 5.732 cm >>> 3/4"2

6 5.10 8 ###

1 1"As1

2

>>>

>>>

3.193As

As 5.724 4.489

>>>As 5.328

>>>As 4.072

As

>>>


>>>

>>>

1.29

As 5.340

2

>>> 3.192

10 % >>> 4.378

As 4.127 >>> 3.237

2

As 4.072 >>> 3.193

As 4.070

7/22/2019 diseo97

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1 2 3

=

=

f'c

fy

=


= =

= =

= =




= a =

= a =

= a =

= + =

=


= a =

= a =

= a =

= =

0.0043 * =

5.70 cm2 3/4"

###

As 5.710 >>> 4.478

>>> 4.378

As 5.703 >>> 4.473

=

4.378

0.0106 *

As 5.709 >>> 4.478

5.10 8

13.65 cm

As 13.867 >>> 10.876




As1 13.867 cm >>>

0

Para M2- 8.965 tn.m

1 1"3 3/4"

y teniendo en cuenta las sgtes formulas, iteramos, para

As =Mu

a =As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

6.325 tn.m

As 12.801 >>> 10.040

As 13.736 >>> 10.773

10 %

min 0.0024152 >>> Asmin 3.172 cm

*6300

(6300 + fy)

b 0.021675

M3- =

max 0.0162563 >>> Asmax 21.351 cm

max 0.75 * b min 0.7 *

M12+= 6.347 tn.m M23+=

TRAMO 1-2


TERCER NIVEL

M1- = 20.125 tn.m M2- = 8.965 tn.m

Para M1- 20.125 tn.m

d 43.78 cm

b = 0.85 * *

As2 5.710 cm >>>

2.85 6

10 %

6.17 m 3.53 m

8.335 tn.m

10 % >>>

(

^ )/

7/22/2019 diseo97

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=


= a =

= a =

= a =

= =

=


= a =

= a == a =

= =

=


= a =

= a = ##

= a =

= =

1 2 3

=

=

f'c

fy

=

d

= 0.85 *

3.963 >>> 3.108

As23 3.963 cm


>>> 4.158

>>> 2 5/8"

4.023 >>> 3.155

3.965

0.0040 *

6.256 tn.m

>>> 3.110

43.78 cm

b

=

=

As

As

As

TRAMO 2-3


Para M3- 8.335 tn.m

10 %

b 0.021675

3.96 cm

(6300 + fy)

>>>As 5.288 >>>

>>>

>>> 4.378

As 5.302

4.147As 5.287 4.147

As3 5.287 cm >>> 2 3/4" 5.70 cm

2.85 6 0.00 0 ###

1.98

0


10 % 4.378

As12 3.977 cm >>> 5/8"

0.0030 *

5 0.00 0 ### 0

3.96 cm

>>> =

2.85 6 0.00 0 ### 0


10 % >>> 4.378

As 4.037 >>> 3.166

As 3.979 3.121

0

6300

6.17 m 3.53 m

*

###

CUARTO NIVEL

*

M3- = 8.269 tn.m

1.98 5 0.00 0

M12+= 6.235 tn.m M23+=

TRAMO 1-2


M1- = 19.995 tn.m M2- = 8.748 tn.m

As 3.977 3.119>>>

2

7/22/2019 diseo97

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= =

= =

= =

Consideramos a = d ,determinar el area de acero


= a =

= a =

= a =

= + =

=


= a =

= a = ##= a =

= =

=


= a =

= a =

= a =

= =

=


=

As12 3.904 cm >>> 2 5/8"

3.96 cm

1.98 5 0.00 0 ### 0

>>>

6 5.10 8 ### 0

TRAMO 2-3


Para M3- 8.269 tn.m

10 %

As 3.904

As 3.966

>>> 4.378

3.062

As 3.906 >>> 3.064

0


10 % >>>

>>> 3.111

4.378

As 5.564 >>> 4.364

3

2.85

1"

>>>

Para M2- 8.748 tn.m

10 % 4.378

As 5.563 >>> 4.363

As2 5.563 cm >>> 2 3/4" 5.70 cm

2.85 6 0.00 0 ###

As =

4.378

13.65 cm

Mua

0.75 * b min 0.7 *

9.975

As 13.636 10.695

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 %

As 13.764 >>> 10.795




As1 13.764 cm >>> 3/4" 1

As 5.563 >>> 4.364

As 12.718

>>>

max 0.0162563

>>>


max

>>>

>>>

Asmax 21.351 cm

min 0.0024152 >>> Asmin 3.172 cm

(^ )/

7/22/2019 diseo97

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= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= =

1 2 3

=

=

f'cfy

=


= =

= =

= =




= a =

= a =

= a =

12.376 >>> 9.707

As 13.223

6.123 tn.m

As 13.337 >>> 10.460

>>> 10.371

max 0.0162563 >>> Asmax 21.351 cm

min 0.0024152 >>> Asmin 3.172 cm

As =Mu

a =As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

* *

M23+=

TRAMO 1-2



(6300 + fy)

b 0.021675

max 0.75 * b min 0.7 *

b = 0.85 *

3.96 cm

1.98 5 0.00 0 ### 0

QUINTO NIVEL

M1- = 19.457 tn.m M2- = 8.621 tn.m M3- = 8.124 tn.m


10 % 4.378>>>

As 3.918 >>> 3.073

As23 3.918 cm >>> 2 5/8"

As 5.244 >>> 4.113

As 5.243 >>> 4.112

As3 5.243 cm >>> 2 3/4" 5.70 cm

2.85 6 0.00 0 ### 0

As 5.260 >>> 4.125

>>> 3.121

As 3.920 >>> 3.075

As


d 43.78 cm

6.17 m 3.53 m

M12+= 6.123 tn.m

6300

10 % >>> 4.378

As 3.979

(^ )/

7/22/2019 diseo97

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= + =

=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= =

0

As 3.832 >>> 3.005

As23 3.832 cm >>> 2 5/8" 3.96 cm

1.98 5 0.00 0 ###

2.85

2.85 6 0.00 0 ### 0

3.834 >>> 3.007

As 3.895 >>> 3.055

As12 3.832 cm 2 5/8"


10 % 4.378

As 3.832 >>> 3.005

As

>>> 3.96 cm

1.98 5 0.00 0 ### 0

TRAMO 2-3


Para M3- 8.124 tn.m

10 %

As 5.478 >>> 4.297

As2 5.478 cm >>> 2 3/4"

6 0.00 0 ### 0

13.65 cm

6 5.10 8 ### 0

3 1"

Para M2- 8.621 tn.m

10 % 4.378

2.85

As1 13.337 cm >>> 3/4" 1




5.70 cm


10 % >>> 4.378

5.146

>>> 3.055

As 3.834 >>> 3.007

As 3.895

As 5.167 >>> 4.053

As 5.147 >>> 4.037

As

As3 5.146 cm >>> 2 3/4"

5.70 cm

>>> 4.036

>>> 4.378

>>>

As 5.479 4.297>>>

>>>

>>>

As 5.484 4.301

7/22/2019 diseo97

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1 2 3

=

=

f'c

fy

=


= =

= =

= =




= a =

= a =

= a =

= + =

=


= a =

= a =

= a =As 4.577 >>> 3.590

6.99 cm4 2.85 6 ### 01/2" 2 3/4"

0.85 * f'c * b

Para M2- 7.264 tn.m

10 % 4.378

As1 6.938 cm

4.378

As 6.850 >>> 5.372

Mua =

As * fy

0.90 * fy * (d - a/2)

5.437

As 6.938 >>> 5.442




d 43.78 cm

b = 0.85 * *6300

(6300 + fy)

b 0.021675

max 0.75 * b min 0.7 *

6.17 m 3.53 m

M12+=

21.351 cm

min 0.0024152 >>> Asmin 3.172 cm

*

PORTICO B-B

PRIMER NIVEL

M1- = 10.769 tn.m M2- = M3- = 9.830 tn.m7.264 tn.m

4.745 tn.m M23+= 7.264 tn.m

TRAMO 1-2




max 0.0162563 >>> Asmax

1

As 6.933 >>>

>>>

As =

10 %

>>>

As 4.579 >>> 3.591

>>>

1.29

As 4.620 >>> 3.624

(^ )/

7/22/2019 diseo97

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= =

=


= a == a =

= a =

= =

=


= a =

= a =

= a =

= =

=


= a == a =

= a =

= =

1 2 3

=

=


Para

6.17 m 3.53 m

M12+= 4.254 tn.m M23+= 7.199 tn.m

TRAMO 1-2

10.657 tn.m

d 43.78 cm

M1-

5/8" 4.56 cm

1.29 4 1.98 5 ### 0

SEGUNDO NIVEL

M1- = 10.657 tn.m M2- = M3- = 9.682 tn.m7.222 tn.m

As 4.620 >>> 3.624As 4.579 >>> 3.591

As 4.577 >>> 3.590

As23 4.577 cm >>> 2 1/2" 1

As3 6.295 cm >>> 3/4" 1 1/2"2 6.99 cm

2.85 6 1.29 4 ### 0


10 % >>> 4.378

1/2" 1

0


10 % >>> 4.378

3/8" 3.29 cm

TRAMO 2-3

As12 3.172 cm >>> 2

As2 4.577 cm >>> 2 3/4" 5.70 cm

2.85 6 0.00 0 ###

4.378

4.904

As 6.292 >>> 4.935

Para M3- 9.830 tn.m

10 % >>>

2.947 >>> 2.311

As 6.295 >>> 4.937

As 6.253 >>>

0.71

As 2.945 >>> 2.310

As 3.018 >>> 2.367As


3 ### 01.29 4

7/22/2019 diseo97

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f'c

fy

=


= =

= == =




= a == a =

= a =

= + =

=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= + =

>>>

3.29 cm OK

1.29 4 0.71 3 ### 0

1/2"

As 4.551 >>> 3.570

As 4.594 >>> 3.603

0

Para M2- 7.222 tn.m

10 % 4.378

As 4.550 >>> 3.568

2.85

1 1/2"

5.70 cm

2.85 6 0.00 0 ###

As 6.861 >>> 5.381




As1 6.861 cm >>> 2 3/4" 6.99 cm

6 1.29 4 ### 0

3.172 cm

>>>

As =


Mua

4.378

max 0.0162563 >>> Asmax 21.351 cmmin 0.0024152 >>> Asmin

5.317As 6.856 >>> 5.377

=As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 %

As 6.779 >>>

b = 0.85 * * *6300

(6300 + fy)

max 0.75 * b min 0.7 *

b 0.021675

As12 3.172 cm >>> 1 2

As 2.633 >>> 2.065

3/8"

3/4"


10 % >>> 4.378

As2 4.550 cm >>>

As 2.706 >>> 2.122

As 2.634 >>> 2.066

2

(^ )/

7/22/2019 diseo97

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=


= a == a =

= a =

= =

=


= a =

= a == a =

= =

1 2 3

=

=

f'c

fy

=

Cuantias maximas y minimas:= =

= =

= =




(6300 + fy)

b 0.021675

max 0.0162563

max 0.75 * b

b = 0.85 *

>>> Asmax 21.351 cm

min 0.0024152 >>> Asmin 3.172 cm

TRAMO 1-2

1.29 4 1.98

min 0.7 *

* *6300

### 0

TERCER NIVEL

M1- = 10.369 tn.m M2- = M3- = 9.457 tn.m7.148 tn.m

6.17 m 3.53 m

M12+= 4.125 tn.m M23+=

5

7.158 tn.m



d 43.78 cm

4.579 >>> 3.591

As 4.536 >>>

As23 4.534 cm >>> 2 1/2"


10 %

As

4.56 cm

3.558As 4.534 >>> 3.556

2.85

2

1 5/8"

4.378>>>

As3 6.194 cm >>> 3/4" 1 1/2" 6.99 cm

6 1.29 4 ### 0


Para M3- 9.682 tn.m

10 %

TRAMO 2-3

6.158 4.830

>>> 4.378

As 6.192 >>> 4.857>>>

As 6.194 >>> 4.858

As

(^ )/

7/22/2019 diseo97

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= a =

= a =

= a =

= + =

=


= a =

= a =

= a =

= =

=


= a =

= a == a =

= + =

=


= a == a =

= a =

= =

=


6.99 cmAs3 6.041 cm >>> 2

2.85 6 1.29 4 0

3/4" 1 1/2"


10 % >>> 4.378

As 6.015 >>> 4.718

2.85

3.29 cm

1.29 4 0.71 3 ### 0

2

>>> 4.378

As12 3.172 cm >>>

>>>

1/2" 1 3/8"

TRAMO 2-3


Para M3- 9.457 tn.m

10 %

As 6.040 >>> 4.737

As 6.041 4.738>>>


10 % 4.378

As 2.624 >>> 2.058

>>>

6.99 cm

2.85 6 1.29 4 ### 0

Para M2- 7.148 tn.m

10 % 4.378

As 4.547 >>> 3.566

As =Mu

a =As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >>> 4.378

As 6.595 5.173

As 2.553 2.002As 2.551 2.001

>>>

As 4.501 >>> 3.530

As2 4.501 cm >>> 2 3/4" 5.70 cm

6 0.00 0 ### 0




As1 6.663 cm >>> 2 3/4" 1 1/2"

5.226

As 6.659 >>> 5.223

As 4.503 >>> 3.532

>>>

>>>

As 6.663 >>>

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= a =

= a =

= a =

= =

1 2 3

==

f'c

fy

=


= =

= =

= =




= a =

= a =

= a =

= + =1/2" 6.99 cm

2.85 6 1.29 4 ### 0

3/4"

>>> 5.118

As 6.583 >>> 5.163

As 6.525

1

As 6.587 >>> 5.166




As1 6.587 cm >>> 2

As =Mu


max 0.0162563

b 0.021675

max 0.75 * b min 0.7 *

>>> Asmax 21.351 cm

min 0.0024152 >>> Asmin 3.172 cm

a =As * fy

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % >>> 4.378

M3- =

b =

d 43.78 cm

6.17 m 3.53 m

M12+=

6.986 tn.m

TRAMO 1-2



M1- = 10.258 tn.m M2- =

3.535

0.85 * * *6300

(6300 + fy)

3.987 tn.m M23+= 7.012 tn.m

CUARTO NIVEL

1.29

>>>

2

As 4.507

As 4.553 >>> 3.571

As 4.509 >>> 3.537

As23 4.507 cm >>> 1/2" 1 5/8"

9.354 tn.m

4.56 cm

4 1.98 5 ### 0

(^ )/

7/22/2019 diseo97

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=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= + =

=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= =

1 2 3

10.114 tn.m M2- = 6.885 tn.m

As23 4.412 cm >>> 1/2" 1 5/8" 4.56 cm

4 1.98 5 ### 0

5.950 >>> 4.667

As 5.971 >>> 4.683

TRAMO 2-3


Para M3- 9.354 tn.m

10 % >>> 4.378

As3 5.972 cm >>> 3/4"

4.684

As

2.85 6 0.00 0 ### 0

5.70 cm


10 % 4.378

As 2.536 >>> 1.989

>>>

As 2.465 >>> 1.934

As 2.464 >>> 1.932

2.85

>>>

2

As 4.395 3.447

As 4.444 >>> 3.485

As 4.396 >>> 3.448

As2 4.395 cm >>> 3/4"

6 0.00 0 ### 0

5.70 cm

Para M2- 6.986 tn.m

10 % >>> 4.378

9.128 tn.m

6.17 m 3.53 m

M12+= 3.889 tn.m M23+=

M3- =

6.985 tn.m


10 % >>> 4.378

3.498

As 4.413 3.462

As 4.412 >>> 3.460

As 5.972 >>>

2

>>>

As 4.460 >>>

2

1.29

QUINTO NIVEL

M1- =

As12 3.172 cm >>> 2 1/2" 1 1.29 4 0.71 3 ### 0 3.29 cm3/8"

7/22/2019 diseo97

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=

=

f'c

fy=


= =

= =

= =




= a =

= a =

= a =

= + =

=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

Para 3.889 tn.m

10 % >>> 4.378

As 2.474 >>> 1.940

M12+

As 2.403 >>> 1.885

As 2.402 >>> 1.884

As2 4.328 cm >>> 2 3/4"2.85 6 0.00 0 ### 0

6.99 cm

As 4.379

5.70 cm

4.328 >>> 3.395As

Para M2- 6.885 tn.m

10 % >>> 4.378

>>> 3.435

As 4.330 >>> 3.396




As 6.485 >>> 5.087

As 6.433 >>> 5.046

0.90 * fy * (d - a/2) 0.85 * f'c * b

10 % 4.378

As 6.489 >>> 5.089

>>>

As1 6.489 cm >>> 2 3/4" 1

2.85 6 1.29 4 ### 0

1/2"

b 0.021675

*

min 0.0024152 >>>

21.351 cm

max 0.75 * b

d 43.78 cm

b = 0.85 * *

min 0.7 *

max 0.0162563 >>> Asmax

Asmin 3.172 cm


As = Mu a = As * fy

TRAMO 1-2



6300

(6300 + fy)

(^ )/

7/22/2019 diseo97

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= + =

=


= a =

= a =

= a =

= =

=


= a =

= a =

= a =

= =

1 2 3

=

=

f'c

fy

=


= =

b 0.021675

max 0.75 * b min 0.7 *

3.53 m

M12+= 4.281 tn.m M23+= 5.495 tn.m

b =

TRAMO 1-2

6300

(6300 + fy)


Para M1- 7.582 tn.m

d 43.78 cm

As 4.396

0.85 * * *

3.53 m

As 4.

diseño97

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