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ANALIZAR LA SIGUIENTE EDIFICACION a) DETERMIMAR LAS DIMENSIONES MINIMAS DE LA LOSA DE ENTREPISO, VIGAS Y COLUMNAS DE CONCRETO ARMADO b) COMPROBAR QUE Kc= 1.2 kv (ANALISIS SERA EN DOS DIRECCIONES) c) DETERMIMAR CADA UNO DE LOS PORTICOS POR EL METODO DE MUTO Y DETERMINAR LA RIGIDEZ LATERAL d) DETERMIMAR LA FUERZA SISMICA DE CADA UNO DE LOS ENTREPISOS e) DETERMIMAR LAS FUERZAS TANTO SISMICAS COMO DE GRAVEDAD EN CADA UNO DE LOS PORTICOS, EFECTUANDO CORRECION POR TORSION f) DETERMIMAR EL D.M.F. Y D.F.C. DE UNO DE LOS PORTICOS DEL ITEM e), MEDIANTE EL ANALISIS MATRICIAL g) DETERMIMAR EL DIAGRAMA DE MOMENTO FLECTOR Y DIAGRAMA DE LA LOSA UNIDIRECCIONAL

6 4 6 9

PRIMER NOMBRE: SEGUNDO NOMBRE: PRIMER APELLIDO: SEGUNDO APELLIDO:

CARACTERISTICAS NUMERO DE CRUJIAS EN X-X:

LETRAS DE SU PRIMER NOMBRE

NUMERO DE CRUJIAS EN Y-Y:

LETRAS DE SU PRIMER APELLIDO LETRAS DE SU PRIMER NOMBRE IGUAL O MAYOR 6.50

NUMERO DE PISOS:

DISTANCIA EN X - X

DISTANCIA EN Y - Y 6.00 6.50 6.00 6.25 6.25 6.13 6.25 6.19 6.19 6.22

NUMERO DE LETRAS DE PRIMER NOMBRE = MAYOR 6.50 NUMERO DE LETRAS DE SEGUNDO APELLIDO = MAYOR 6.50 NUMERO DE LETRAS DE PRIMER APELLIDO = MAYOR 6.50 (L1X+L2X)/2 (L2X+L3X)/2 (L3X+L4X)/2 (L4X+L5X)/2 (L5X+L6X)/2 (L6X+L7X)/2 (L7X+L8X)/2

L1X = L2X = L3X = L4X = L5X = L6X = L7X = L8X = L9X = L10X =

3.00

L6Y

L5Y

L4Y

L3Y

6.25

6.25

6.13

6.25

6.60 7.48 7.20 6.93 7.04

1.10*L1X 1.15*L2X 1.20*L3X 1.05*L1Y (L1Y+L2Y)/2

L1Y = L2Y = L3Y = L4Y = L5Y =

6.19

(L2Y+L3Y)/2 (L3Y+L4Y)/2 L8Y = (L4Y+L5Y)/2 L9Y = (L5Y+L6Y)/2 L10Y = (L6Y+L7Y)/2 L6Y = L7Y =

3.06

43

44

45

46

47

48

49

36

37

38

39

40

41

42

29

30

31

32

33

34

35

22

23

24

25

26

27

28

15

16

17

18

19

20

21

8

9

10

11

12

13

14

3.67

7.34 7.19

7.04 6.98

6.93 7.07

7.20

L2Y

7.48

L1Y

6.60

7.34

7.04

3.30 1

2

3

4

6

7

6.00

6.50

6.00

6.25

6.25

6.13

LX1

LX2

LX3

LX4

LX5

LX6

CARGAS MUERTAS PESO TARRAJEO: PESO CONTRAPISO: PESO TABIQUERIA REPARTIDA: PESO COBERTURA (ULTIMO PISO): PESO ESPECIFICACIONES: PESO ESPECIFICACIONES CONCRETO SIMPLE: PESO LADRILLO PANDERETA:

5

SOBRECARGAS O CARGA VIVA 75 75 120 100 2400 2000 1350

KG/M2

F(USO MAYOR IGUAL DIFERENCIA)

KG/M2

PRIMER PISO:

KG/M2

ULTIMO PISO:

KG/M2

SEGUNDO PISO:

KG/M2

TERCER PISO:

KG/M2

CUARTO PISO:

KG/M2

QUINTO PISO: SEXTO PISO:

300 100 350 400 250 250 300

ALTURAS DE PISOS

LOSA ALIGERADA 3.50 2.60

PRIMER PISO: SEGUNDO PISO HASTA EL ULTIMO PISO:

M.

h=

M.

h= 6.50

L

=

25

25

VIGAS PRINCIPALES (V-P) V-P

h = 7.48

h= L 12

0.62

=

cm.

0.30 x h =

b=

12

0.50 x h =

0.19 cm. 0.31 cm. b=

0.31

VIGAS SECUNDARIAS (V-S) V-S h = 6.50

h= L 14

0.46

=

cm.

0.30 x h = 0.50 x h =

b=

14

0.14 cm. 0.23 cm. b=

0.23

49

=

SELECCIONAR LA COLUMNA CON MAYOR AREA TRIBUTARIA ASUMIMOS:

Ac = AREA DE COLUMNAS 7.34

6.25

x

x

0.30

45.86

7.34 =

x

m2

At = AREA TRIBUTARIA

V-P

V-S

0.30

Avx = Avy =

6.25

( 6.25 ( 7.34

-

0.30 0.30

) )

x 0.30 = x 0.30 = Av = AREA DE VIGAS

PESO DE LOSA ALIGERADA ( Atp - Ac - Av ) x gAL / 1000

PAl = PAl =

( 45.86

-

4.41 1000

3.90 )

x 350

=

13143.59 1000

=

13.14

Tn.

=

3.11

Tn.

=

3.44

Tn.

PESO CONTRAPISO ( Atp - Ac ) x gc / 1000

Pc = Pc =

( 45.86

-

4.41 ) 1000

x

75

=

3108.70 1000

PESO ENLUCIDO ( Atp x gen ) / 1000

Pen = Pen =

( 45.86

75

x 1000

)

=

3439.45 1000

PESO TABIQUERIA REPARTIDA

Ptr Ptr

( Atp - Ac ) x gtr / 1000

=

( 45.86

=

120

4.41 ) x 1000

-

4974 1000

=

=

4.97

Tn.

=

4.59

Tn.

PESO COBERTURA ( Atp x gcob ) / 1000

Pcob = Pcob =

( 45.86

100

x

)

4585.94

=

1000

1000

SOBRECARGAS O CARGAS VIVAS S/Ct1

= (At-Ac)

x

S/C1

1er Piso

S/Ct1 = (At-Ac)

x

S/C2

2do Piso

S/Ct2 = (At-Ac)

x

S/C3

S/Ct3 = (At-Ac)

x

S/C4

S/Ct4 = (At-Ac)

x

S/C5

S/Ct5 = (At-Ac)

x

S/C6

S/Ct6 = (At-Ac)

x

S/Cult.

3er Piso

4to Piso

5to Piso

6to Piso

=

=

=

=

=

=

=

(

45.86

-

4.41 ) 1000

x

300

(

45.86

-

4.41 ) 1000

x

350

(

45.86

-

4.41 ) 1000

x

400

(

45.86

-

4.41 ) 1000

x

250

(

45.86

-

4.41 ) 1000

x

250

(

45.86

-

4.41 ) 1000

x

300

(

45.86

-

4.41 ) 1000

x

100

=

12434.81 1000

=

12.43

=

14507.28 1000

=

14.51

=

16579.75 1000

=

16.58

=

10362.34 1000

=

10.36

=

10362.34 1000

=

10.36

=

12434.81 1000

=

12.43

=

4144.938 1000

=

4.14

PESO DE VIGAS Pvx

=

Pvy

=

(

6.25

-

0.30 )

x 1000

0.25

x

0.45

x

2400

(

7.34

-

0.30 )

x 1000

0.30

x

0.60

x

2400

=

1606.50 1000

=

1.61

=

3040.20 1000

=

3.04

TOTAL PESO VIGAS

4.65

PESO DE COLUMNAS

C hpiso

=

h col.

x

St

x

gca

x 0.30 1000

x

2400

x 0.30 1000

x

x

Sb

1000 C1er Piso

=

C2do piso/Ult. Piso

=

3.50

2.60

x

x

0.30

0.30

2400

=

=

756.00 1000 561.60 1000

=

0.76

=

0.56

A SIGUIENTE EDIFICACION

SO, VIGAS Y COLUMNAS DE CONCRETO ARMADO ) UTO Y DETERMINAR LA RIGIDEZ LATERAL OS D EN CADA UNO DE LOS PORTICOS, EFECTUANDO CORRECION POR TORSION M e), MEDIANTE EL ANALISIS MATRICIAL DE LA LOSA UNIDIRECCIONAL

DISTANCIA EN Y - Y (L2Y+L3Y)/2 (L3Y+L4Y)/2 (L4Y+L5Y)/2 (L5Y+L6Y)/2 (L6Y+L7Y)/2

SOBRECARGAS O CARGA VIVA F(USO MAYOR IGUAL DIFERENCIA) KG/M2 KG/M2 KG/M2 KG/M2 KG/M2 KG/M2 KG/M2

7.34 7.07 6.98 7.19 7.02

LOSA ALIGERADA 0.26 cm. 0.25 REDONDEO

GAS PRINCIPALES (V-P)

h=

0.62

REDONDEO

60

30

REDONDEO

AS SECUNDARIAS (V-S)

h=

0.46

REDONDEO

45

25

REDONDEO

4.41

m2

LUMNA CON MAYOR AREA TRIBUTARIA

At = AREA TRIBUTARIA

1.785 2.111

3.90 m2

O DE LOSA ALIGERADA

PESO CONTRAPISO

PESO ENLUCIDO

TABIQUERIA REPARTIDA

PESO COBERTURA

CARGAS O CARGAS VIVAS 12.43

Tn.

14.51

Tn.

16.58

Tn.

10.36

Tn.

10.36

Tn.

12.43

Tn.

4.14

Tn.

PESO DE VIGAS Tn. Tn. Tn.

ESO DE COLUMNAS

Tn.

Tn.

RESUMEN DE CARGAS Techo

PLA

Pcont

Penl

Ptr

Pcob

Pcol

Pvigas

Pm

Pv

Pserv

Pult

6

13.14

0.00

3.44

0.00

4.59

0.56

4.65

26.38

4.14

30.52

43.97

5

13.14

3.11

3.44

4.97

0.00

0.56

4.65

29.87

12.43

42.31

62.96

4

13.14

3.11

3.44

4.97

0.00

0.56

4.65

29.87

10.36

40.24

59.44

3

13.14

3.11

3.44

4.97

0.00

0.56

4.65

29.87

10.36

40.24

59.44

2

13.14

3.11

3.44

4.97

0.00

0.56

4.65

29.87

16.58

46.45

70.01

1

13.14

3.11

3.44

4.97

0.00

0.76

4.65

30.07

14.51

44.58

66.76

171.50 255.65

Pserv:

Pm+Pv

Pult:

1.4*Pm+1.7*Pv

f'c=

245 kg/cm²

fy =

1555.57

Ac1 =

Ac1 =

Pser/(0.45*f'c)

Ac2 =

C*Pu/(0.85*(0.85*f´c+1.5*fy/100))

4200

Ac2 =

1441.43 Asumo: b=

35

t=

44.44

min:

0.35

0.45

ANALIZAR EN LA DIRECCION PRINCIPAL VP : h1 :

30

60 3.50

Kv =

Iv/Lv=

722.41

Kc =

Ic/hc

7.48 = (b*t^3/12)/h1 =

b*t^3 4200

kc = 1.20*kv t b*t^3 4200

b

=

3640936.45

b*t^3 =

866.89

Asumo: b=

35

t=

47.03

min:

35

45

ANALIZAR EN LA DIRECCION SECUNDARIA VS

:

25

45

Kv =

292.07

t 6.50

b Inercia:

b*h^3/12

kc =

Kc > = 1.2*Kv

459.38 PRINCIPAL

t*b^3/12/h1

> =

350.48

459.38 cm³

kc k a D Kl

1022.24 0.800 0.286 292.17 12177.02

kc k a D Kl

1022.24 0.800 0.286 292.17 12177.02

kc k a D Kl

759.38 1.077 0.513 389.24 8952.39

750.00

818.18

722.41

722.41

818.18

750.00

722.41

818.18

779.22

750.00

722.41

779.22

750.00

6.60

7.48

1022.24 0.720 0.265 270.57 11277.05 113.92 735.95

1022.24 1.427 0.416 425.59 17737.98

1022.24 0.720 0.265 270.57 11277.05 113.92

767.32 1022.24 1.513 0.431 440.25 18348.65

779.22

735.95 1022.24 1.427 0.416 425.59 17737.98

1022.24 0.720 0.265 270.57 11277.05 113.92

767.32

759.38 2.014 0.626 475.59 10938.30 7.20

735.95 1022.24 1.427 0.416 425.59 17737.98

1022.24 1.513 0.431 440.25 18348.65

1022.24 1.496 0.428 437.43 18231.10

759.38 1.939 0.619 470.20 10814.33

1022.24 0.720 0.265 270.57 11277.05 113.92

767.32

1022.24 1.496 0.428 437.43 18231.10

1022.24 1.440 0.419 427.98 17837.36

759.38 2.029 0.628 476.64 10962.56

1022.24 1.513 0.431 440.25 18348.65

759.38 2.037 0.628 477.19 10975.18 6.93

Tn/cm 1022.24 0.720 0.265 270.57 11277.05 113.92

735.95 1022.24 1.427 0.416 425.59 17737.98

767.32

1022.24 1.496 0.428 437.43 18231.10

1022.24 1.440 0.419 427.98 17837.36

1022.24 1.507 0.430 439.28 18308.40

1022.24 1.513 0.431 440.25 18348.65 779.22

1022.24 1.440 0.419 427.98 17837.36

1022.24 1.507 0.430 439.28 18308.40

767.32

1022.24 1.496 0.428 437.43 18231.10 750.00

1022.24 1.507 0.430 439.28 18308.40 818.18

779.22

1022.24 1.440 0.419 427.98 17837.36

735.95 1022.24 1.427 0.416 425.59 17737.98

2.60

1022.24 0.800 0.286 292.17 12177.02

722.41 1022.24 1.507 0.430 439.28 18308.40

767.32 1022.24 1.513 0.431 440.25 18348.65

2.60

kc k a D Kl

818.18

779.22 1022.24 1.496 0.428 437.43 18231.10

2.60

1022.24 0.800 0.286 292.17 12177.02

750.00 1022.24 1.440 0.419 427.98 17837.36

2.60

kc k a D Kl

722.41 1022.24 1.507 0.430 439.28 18308.40

2.60

1022.24 0.800 0.286 292.17 12177.02

735.95 759.38 1.920 0.617 468.83 10782.94

759.38 0.969 0.495 375.74 8641.90

7.04

3.50

818.18

kv: kc k a D Kl

72.07

7.34

45 35

Viga P :

30

60

Iv = Columna

35

Kv =

540000.00

Iv =

b*h^3/12

Ic =

b*t^3/12

E=

15000*raiz(f'c)

234787.14

Iv/Lv

kg/cm²

45

Ic =

265781.25

SECUNDARIA

316.41 kc k a D Kl

618.39 0.512 0.204 125.97 5250.40

kc k

618.39 0.512

316.41 618.39 0.984 0.330 203.91 8498.78

292.07 618.39 0.984 0.330 203.91 8498.78

316.41

316.41 618.39 0.984 0.330 203.91 8498.78

292.07 618.39 0.984

303.75 618.39 1.003 0.334 206.52 8607.47 303.75 618.39 1.003 0.334 206.52 8607.47

316.41 618.39 0.984

303.75 618.39 0.982 0.329 203.70 8489.67 303.75 618.39 0.982 0.329 203.70 8489.67

303.75 618.39 1.003

309.95 618.39 0.974 0.327 202.46 8438.12

52.95

618.39 0.501 0.200 123.92 5164.73

52.95

309.95 618.39 0.974 0.327 202.46 8438.12

303.75 618.39 0.982

Tn/cm 618.39 0.501 0.200 123.92 5164.73

2.60

292.07 618.39 0.984 0.330 203.91 8498.78

2.60

316.41 618.39 0.512 0.204 125.97 5250.40

309.95 618.39 0.974

618.39 0.501 2.60

kv: kc k a D Kl

316.41 kc k a D Kl

618.39 0.512 0.204 125.97 5250.40

292.07

618.39 0.512 0.204 125.97 5250.40

kc k a D Kl

459.38 0.689 0.442 203.10 4671.24

292.07

303.75

459.38 1.325 0.549 252.11 5798.45

6.00

6.50

618.39 0.974 0.327 202.46 8438.12

459.38 1.322 0.549 251.98 5795.41 6.25

459.38 1.311 0.547 251.23 5778.21 6.25

6.13

35

25

45

Iv = Columna

45

189843.75

Kv = Iv =

b*h^3/12

Ic =

b*t^3/12

35

Ic =

160781.25

E=

15000*raiz(f'c)

234787.14

kg/cm²

52.95

618.39 0.501 0.200 123.92 5164.73

52.95

459.38 0.675 0.439 201.75 4640.26

38.32

2.60

618.39 0.501 0.200 123.92 5164.73

309.95

45

Viga S :

52.95

309.95

303.75

459.38 1.350 0.552 253.68 5834.64 6.00

618.39 0.974 0.327 202.46 8438.12

618.39 0.982 0.329 203.70 8489.67

0.200 123.92 5164.73 309.95

303.75

618.39 1.003 0.334 206.52 8607.47 316.41

459.38 1.325 0.549 252.11 5798.45

618.39 0.982 0.329 203.70 8489.67 303.75

618.39 0.984 0.330 203.91 8498.78

0.327 202.46 8438.12 303.75

618.39 1.003 0.334 206.52 8607.47 316.41

618.39 0.984 0.330 203.91 8498.78

0.329 203.70 8489.67 303.75

618.39 0.984 0.330 203.91 8498.78 292.07

316.41

0.334 206.52 8607.47 316.41

618.39 0.984 0.330 203.91 8498.78 316.41

kc k a D Kl

0.330 203.91 8498.78

2.60

0.330 203.91 8498.78

2.60

0.204 125.97 5250.40

Iv/Lv

3.50

a D Kl

E = 15000*raiz(f'c)

234787.14

kg/cm²

E = 15000*raiz(f'c)

234787.14

kg/cm²

METRADOS DE CARGAS

1.30

2.60

h/2

h/2 2.60

2.60

h4

2.60

h3

2.60

h2

3.50

h1

h/2 h/2

1.75

h5

h/2 h/2

3.05

2.60

h/2 h/2

2.60

h6

h/2 h/2

2.60

2.60

h/2

h/2

PESO DE LOSA ALIGERADA

PAL =

(

At

-

Ac

-

Avp

) x

gAL

At =

(

6.00

+

6.50

+

6.00

+

6.25

+

6.25

+

6.13

)

(

6.60

+

7.48

+

7.20

+

6.93

+

7.04

+

7.34

)

At =

37.13

(

At =

1580.78

Ac =

( N° Columnas x St)

Ac =

(

49

42.58

)x(

x

0.35

+

AVY

x

x

)

0.45

)

7.72

Ac =

AVX

AVP =

N° columnas ingresar numero de columnas manualmente

N° Vigas (Lvx - N° Columnas X bc) x bvx

AVx =

AVx =

7

x (

6.50 +

6.00

+

6.25

+

6.25 +

6.13

-

7

x

0.35

)x

0.25

x

0.45

)x

0.30

N° Vigas (Lvy - N° Columnas X tc) x bvy

AVy =

AVy =

+

60.68

AVx =

AVy =

6.00

7

x (

6.60

+

7.48

+

7.20

+

6.93

+

7.04

+

7.34

-

7

82.80

PLA =

(

1580.78

AVP =

60.68

+

82.80

=

-

7.7175

-

143.48

) x

PESO DE VIGAS

143.48

350

=

500.35

Pv = Pvx + Pvy

Pvx = Avx x hvx x Ca

Pvx =

60.68

x

0.45

x

2400

Pvy = Avy x hvy x Ca

65.54

=

TN

Pv =

Pvy =

65.54

+

119.24

82.80

x

0.60

2400

x

=

119.24 TN

184.77

=

PESO DE CONTRAPISO

Pcont. = ( At + Ac ) x PESO cont.

Pcont. = (

1580.78

7.7175

+

)

75

x

=

119.14

tn.

=

190.62

tn.

PESO DE TABIQUERIA REPARTIDA

PT rep. = ( At - Ac ) x PESO T rep.

PT rep. = (

1580.78

7.7175

-

120

) x

PESO DE COBERTURA

P Cob. = ( At x PESO Cober. )

P Cober. =

1580.78

(

100

x

)

158.08

=

tn.

PESO DE ENLUCIDO

P Enl. = ( At - Ac ) X PESO Enluc.

P Enl. = (

1580.78

7.7175

-

)

75

x

117.98

=

tn.

PESO DE COLUMNAS

P Col. = hc x PESO ca x N° colum. x St col.

Pcol 1piso

=

(

3.50

x

2400

x

49

x

0.35

x

0.45

)

=

64.83

tn

Pcol 2piso

=

(

2.60

x

2400

x

49

x

0.35

x

0.45

)

=

48.16

tn

Pcol 3piso

=

(

2.60

x

2400

x

49

x

0.35

x

0.45

)

=

48.16

tn

Pcol 4piso

=

(

2.60

x

2400

x

49

x

0.35

x

0.45

)

=

48.16

tn

Pcol 5piso

=

(

2.60

x

2400

x

49

x

0.35

x

0.45

)

=

48.16

tn

Pcol 6piso

=

(

1.30

x

2400

x

49

x

0.35

x

0.45

)

=

24.08

tn

PESO DE TABIQUERIA PERIMETRAL

Ptper. = (h1contrapiso - hviga peralt. ) x Longitud efectiva x Espesor de muro x Longitud Perimetral x 2

Lefect. = (

6.60

+

Ptper1piso. = (

7.48

+

7.20

+

6.93

3.50

-

60

)

x

+

7.04

39.43

+

7.34

-

x

0.13

x

7

x

1350

0.45

)

=

39.43

x

2

=

40.14

mts

tn

Ptper. 2do al 6to = (

2.60

-

60

)

39.43

x

x

0.13

1350

x

x

2

27.68

=

tn

PESO DE SOBRECARGAS

Ps/c1c = ( At - Ac ) x s/c2

Ps/c1c = (

1580.78

-

7.718 ) x

350.00

=

550.57

tn

Ps/c2c = (

1580.78

-

7.718 ) x

400.00

=

629.23

tn

Ps/c3c = (

1580.78

-

7.718 ) x

250.00

=

393.27

tn

Ps/c4c = (

1580.78

-

7.718 ) x

250.00

=

393.27

tn

Ps/c5c = (

1580.78

-

7.718 ) x

300.00

=

471.92

tn

Ps/c6c = (

1580.78

-

7.718 ) x

100.00

=

157.31

tn

RESUMEN DE SOBRECARGAS

ENTRE PISOS

h

Pla

Pv

Pcon

Ptrep

Pcob

Penl.

P col

Ptp

PM

PV

PSS = Wss

hxw

k

PORTICO

DUAL

6

16.50

500.35

184.77

0.00

0.00

158.08

117.98

24.08

27.68

1012.94

157.31

1052.27

17362.43

0.23

468.81

535.78

5

13.90

500.35

184.77

119.14

190.62

0.00

117.98

48.16

27.68

1188.70

471.92

1306.68

18162.85

0.24

490.42

560.48

4

11.30

500.35

184.77

119.14

190.62

0.00

117.98

48.16

27.68

1188.70

393.27

1287.02

14543.28

0.20

392.69

448.79

3

8.70

500.35

184.77

119.14

190.62

0.00

117.98

48.16

27.68

1188.70

393.27

1287.02

11197.04

0.15

302.33

345.52

2

6.10

500.35

184.77

119.14

190.62

0.00

117.98

48.16

27.68

1188.70

629.23

1346.01

8210.64

0.11

221.70

253.37

1

3.50

500.35

184.77

119.14

190.62

0.00

117.98

64.83

40.14

1217.83

550.57

1355.47

4744.14

0.06

128.10

146.40

6985.57

2595.56

7634.46

74220.38

1.00

2004.04

2290.34

SI SISTEMA ESTRUCTURAL ES APORTICADO

V=

Z*U*S*C/R * Ps

V=

2004.04 Tn

Asumiendo que la edificación esta en la ciudad de chiclayo se tiene:

Z=

0.40

S=

1.40

U=

1.50

C=

2.50

R=

8.00

SI SISTEMA ESTRUCTURAL ES DUAL

V=

Z*U*S*C/R * Ps

V=

Asumiendo que la edificación esta en la ciudad de chiclayo se tiene:

Z=

0.40

S=

1.40

U=

1.50

C=

2.50

R=

7.00

2290.34 Tn

Techo 4 3 2 1

PLA

Pcont

Penl

Ptr

Pcob

Pcol

Pvigas

Pm

Pv

Pserv

11.76 11.76 11.76 11.76

0 3.65 3.65 3.65

2.74 2.74 2.74 2.74

0 3.65 3.65 3.65

3.65 0 0 0

0.36 0.36 0.36 0.53

3.35 3.35 3.35 3.35

21.86 25.51 25.51 25.68

3.65 14.6 9.12 12.77

25.51 40.11 34.63 38.45 138.7

f'c= Ac1 =

Pserv:

Pm+Pv

Ac1 =

Pult:

1.4*Pm+1.7*Pv

245 kg/cm² 1258.049887 asumo:

fy = Ac2 = b= t=

kc >= 1.20*Kv

Ac2 = 4200 1162.8 30 41.935 col =

Pser/(0.45*f'c)

C*Pu/(0.85*(0.85*f´c+1.5*fy/100)) mayor. 30

40

Analizar en la dirección principal.

Svp: h1 :

0.25 3.5

0.55

6.75 Kv = Kc =

t

Iv/Lv= Ic/hc

513.5 = (b*t^3/12)/h1 =

b*t^3 4200

=

b*t^3 4200

b kc = 1.20*kv b*t^3 =

616.2

2588055.556

Asumo: b= t=

30 44.186 min:

30

50

Analizar en la dirección secundaria Vs:

25

Kv =

40

231.88

t b Inercia:

5.75

kc =

b*h^3/12

t*b^3/12/h1

Kc >= 1.2*Kv 321.43 >=

278.26

PRINCIPAL kv: kc k a D Kl

533.25 949.22 0.5618 0.2193 208.16 10182

554.58 949.22 1.146 0.3643 345.78 16913

533.25

513.50 949.22 1.1252 0.36 341.76 16717

554.58

513.50

kc k a D Kl

949.22 0.5618 0.2193 208.16 10182

kc k a D Kl

949.22 0.5618 0.2193 208.16 10182

949.22 1.146 0.3643 345.78 16913

949.22 1.1252 0.36 341.76 16717

533.25

554.58 949.22 1.146 0.3643 345.78 16913

533.25 kc k a D Kl

650.89 0.8193 0.4679 304.58 7005.3

513.50 949.22 1.1252 0.36 341.76 16717

554.58 650.89 1.6713 0.5914 384.95 8853.8

513.50 650.89 1.641 0.588 382.74 8802.8

6.5

6.25

6.75

30 45 Vigas: 25 Iv =

55 346614.58

Kv = Iv =

b*h^3/12

Ic =

b*t^3/12

Columna 30 Ic =

45 227812.50

SECUNDARIA kv: kc k a D Kl

256.41 421.88 0.6078 0.2331 98.325 4809.5

242.42 421.88 1.1824 0.3715 156.75 7667.1

256.41 kc k a D Kl

421.88 0.6078 0.2331 98.325 4809.5

kc k a D Kl

421.88 0.6078 0.2331 98.325 4809.5

kc k a D

289.29 0.8864 0.4803 138.95

231.88 421.88 1.1243 0.3599 151.81 7425.8

242.42 421.88 1.1824 0.3715 156.75 7667.1

256.41

231.88 421.88 1.1243 0.3599 151.81 7425.8

242.42 421.88 1.1824 0.3715 156.75 7667.1

256.41

231.88 421.88 1.1243 0.3599 151.81 7425.8

242.42 289.29 1.7244 0.5972 172.77

231.88 289.29 1.6396 0.5879 170.06

Kl

3195.7

3973.7

3911.3

5.2

5.5

5.75

45 30 Vigas: 25 Iv =

40 133333.33

Kv = Iv =

b*h^3/12

Ic =

b*t^3/12

Columna 45 Ic =

30 101250.00

Pult 36.809 60.534 51.218 57.661 206.222

.85*f´c+1.5*fy/100))

321.43 cm³

Tn/cm

513.50 949.21875 0.540974445 0.212900388 202.0890401 9884.98068

K=

k_v1^ + k_v2^ + k_v3^ +

2.4 53.69725774

513.50

k_L^ =

949.21875 0.540974445 0.212900388 202.0890401 9884.98068

k_L^ = 2.4 53.69725774

513.50 949.21875 0.540974445 0.212900388 202.0890401 9884.98068

E=

15000*raiz(f'c)

2.4 53.69725774

513.50 650.8928571 0.788921066 0.4621576 300.8150806 6918.613393

K=

k_v1^ + k_v2^

3.5 31.58047558

6.75

Iv/Lv

Tn/cm

231.88 421.875 0.5496511 0.215578947 90.94736842 4448.598397

K=

k_v1^ + k_v2^ + k_v3^ +

2.4 24.35096342

231.88 421.875 0.5496511 0.215578947 90.94736842 4448.598397

k_L^ = 2.4 24.35096342

231.88 421.875 0.5496511 0.215578947 90.94736842 4448.598397

E=

15000*raiz(f'c)

2.4 24.35096342

231.88 289.2857143 0.801574521 0.464586793 134.3983222

K= 3.5

k_v1^ + k_v2^

3.5 3091.101783 5.75

Iv/Lv

14.17191613

^ + k_v4^

k_L^ = D* (12* E * ko)

a=

K

D= a * k_c

k_L^ = D* (12* E * ko) h^²

234787.1376 kg/cm²

2^

a=

0.5+K

D= a * k_c

a=

^ + k_v4^

K

k_L^ = D* (12* E * ko) h^²

234787.1376 kg/cm²

2^

a= D= a * k_c

0.5+K