DATOS GENERALES UBICACIÓN 1 er piso USO : Nº DE...

I.S.T.P "JOSÉ CARLOS MARIATEGUI" CONCRETO ARMADO VI SEMESTRE

DISEÑOS DE :

• VS EN EL SEGUNDO NIVEL • COLUMNA DEL CUARTO PISO

• VP EN ELQUINTO PISO • COLUMNA Y ZAPATA EN EL SEGUNDO PISO

• LOSA EN EL PRIMER PISO • COLUMNA Y ZAPATA EN EL TERCER PISO

UBICACIÓN :ANCASH =

=

=

=

=

H

SENTID O DEL ALIGERADO

COL. EN EL 2º PISO

G VS

ZAPATA

F

E

COLUMNA EN EL 3º PISO

D

ZAPATA

C

B VS EN 2º PISO

COLUM 4º PISO

A

1 2 3 4 5 6

VS

LO

SA

EN

EL

1º

PIS

O

VP

VP

VP

VP

4.7

0

VP

4.5

0

VP

VS

7.6

0

VS

5.2

0

VP

VS

PLA

CA

7.5

0

VP

5.5

0

VP

VS

6.5

0

VP

PLANO A DESARROLLAR

Ancho Tributario

5.90

VS VS VS

3 er piso 3.60

VP

4 er piso 3.40

5 er piso 3.20

VS VS

VP

E

N E

L 5

º P

ISO

5.60

DATOS GENERALES

USO : OFICINAS

Nº DE PISO : 5

1 er piso 4.00

2 er piso 3.80

PLA

CA

5.307.30 4.50 5.60

4.6

0

DOCENTE : ING. JUAN LAJO RODRIGUEZ ALUMNO :ROBERTO FLORES RAMIREZ


DISEÑO DE VS EN EL SEGUNDO NIVEL

DATOS :

S/C = Kg/m2 salas de archivo OFICINAS

PISO T = Kg/m2

F'c = Kg/m2 h d

Fy = Kg/m2

ESPESOR DE LOSA = cm

VIGA SECUNDARIA = x m

RECUBRIMIENTO = 6 cm

Pp de losa de 20cm = Kg/m2

γ del concreto = Kg/m3= ton/m3

C

B VS EN 2º PISO

A

1 2 3 4 5 6

METRADO DE CARGAS

Se realiza por ancho tributario AT = -

AT =

CARGA MUERTA : CM

Pp losa = ton/m2 x = ton/m

Pp viga = x x = ton/m

Pp piso T = x = ton/m

CM = ton/m

CARGA VIVA : CV Se realiza con el ancho tributario sin descontar la viga

CV = S/C x AT

x = ton/m

CV = ton/m

CALCULO DEL WU

RNCWu= 1.5 (CM)+1.8(CV)

Wu= ton/m

PARA EL CALCULO DE " q "

KU = Ø q F'c ( 1-0.59 q )

KU = q ( 1-0.59 q )

KU = q - q2

q2 - q + KU = 0

q2 q

para tomar el menor

0.3

4.5

0

VP

50

30

20

0.5

44

300

b

VSP

LA

CA

PLA

CA

4.7

0

VP

500

100

210

4200

An

cho

tri

bu

tari

o

28.30

4.60 0.30

4.30

4.6

0

VS5.60 5.30 5.60

4.30 0.43

0.300 4.30 1.29

2400 2.4

7.30 4.50

2.08

0.50 4.60 2.30

2.30

0.30 0.50 2.4 0.36

0.10

= 0111.51

q =1.695 - 1.695

2 -

1.695 q +KU

= 0111.5

7.26

111.5 111.5

q2 -

+KU

4KU

111.5

2

0.9 210

189 111.5

111.5 189

111.5-

189



DIAGRAMA A ANALIZAR

m m m m m

Luces

Promedio

Mu =

KU = Mu/bd2

q =

ρ = (q x f`c )

fy

AS= ρ x b x d

6 Ø de 3/4 7 Ø de 3/4 4 Ø de 3/4 5 Ø de 3/4 5 Ø de 3/4 4 Ø de 3/4

4 Ø de 1'' 2 Ø de 3/4 2 Ø de 1'' 3 Ø de 3/4 2 Ø de 1''

uniformizando

2 Ø de 3/4 3 Ø de 3/4 4 Ø de 3/4 1 Ø de 3/4 1 Ø de 3/4

4 Ø de 1''

5.60

20.30

18.13 11.25 13.39 14.97 9.33

5.83 9.33 8.28 10.83

0.00820

0.00852 0.01014 0.01134 0.00707

0.141

0.141 0.125 0.164

5.60

47.58 15.82

28.98

24.50

33.75

21.95

37.13

28.00

7.30 5.90 5.05 5.45 5.45

7.30 4.500 5.60 5.30

0.227

0.01538 0.00442 0.00707 0.00627

0.01301 0.01374

0.260

0.308 0.088

17.18

0.275 0.170 0.203

5.60

7.26

1/11 1/11 1/10

5.6

1/10

7.3 4.50 5.30

1/16

25.27

1/14

24.50

24.18

43.51

16.26

1/14 1/16 1/16 1/16

14.23

1/16

41.63

16.83

14.23

19.60

12.75

21.56

27.63 9.19



4 Ø de 3/4


I.S.T.P "JOSÉ CARLOS MARIATEGUI"CONCRETO ARMADO VI SEMESTRE

DISEÑO DE VP EN EL QUINTO NIVEL

DATOS :

S/C = Kg/m2

salas de archivo OFICINAS

PISO T = Kg/m2

F'c = Kg/m2 h d

Fy = Kg/m2

ESPESOR DE LOSA = cm

VIGA PRINCIPAL = x m

RECUBRIMIENTO = 6 cm

Pp de losa de 20cm = Kg/m2

γ del concreto = Kg/m3= ton/m3

A B C D E F G H4

5 PLACA VP EN EL 5º PISO

6

METRADO DE CARGAS

Se realiza por ancho tributario AT = -

AT = CARGA VIVA : CV

CARGA MUERTA : CM Se realiza con el ancho tributario sin descontar la viga

Pp losa = ton/m2 x = ton/m CV = S/C x AT

Pp viga = x x = ton/m

Pp piso T = x = ton/m x = ton/m

CM = ton/m CV = ton/m

20

0.7 0.35

0.588

0.10 5.10

500

64

100

70

210

4200

b

35

300

2400 2.4

7.50

5.4

5

4.50 4.70 5.20 7.60 6.50 5.50

0.50 5.45 2.73

2.73

5.10

0.300 5.10 1.53

0.35 0.70

5.3

05

.60

5.45 0.35

0.51

2.63

2.4



CALCULO DEL WU PARA EL CALCULO DE " q "

RNCWu= 1.5 (CM)+1.8(CV) KU = Ø q F'c ( 1-0.59 q )

Wu= ton/m KU = q ( 1-0.59 q )

KU = q - q2

q2 - q + KU = 0

q2 q

para tomar el menor

DIAGRAMA A ANALIZAR

m m m m m m m

Luces

Promedio

Mu =

KU = Mu/bd2

q =

ρ = (q x f`c )

fy

AS= ρ x b x d

4 Ø de 1/2 4 Ø de 5/8 5 Ø de 5/8 5 Ø de 3/4 7 Ø de 3/4 5 Ø de 3/4 6 Ø de 3/4 5 Ø de 3/4

2 Ø de 3/4 2 Ø de 3/4 1 Ø de 3/4 + 2 Ø de 5/8 5 Ø de 3/4 2 Ø de 1'' 3 Ø de 3/4 6 Ø de 3/4

6.50

1/14 1/16

1/10

5.50

12.80 12.21 14.95 31.94 23.36

11.20 18.72 21.68 32.94 39.97

4.50 4.700 5.20 7.60

1/14 1/16 1/16 1/16 1/16

4.50 4.60 4.95 6.40 7.05

0111.51 111.51 111.51

111.51-

189+

KU

111.51

2

8.847

4.5 4.70 5.2 7.60 6.50 7.50

1/16 1/10 1/10 1/11 1/11 1/10

q2 - 1.695 q +KU

= 0111.51

q =1.695 - 1.695

2 - 4

KU=

8.847 0.9 210

189 111.51

111.51 189

7.50

5.50

31.10

16.73 35.55

31.85

6.00 6.50

7.50

37.38

16.30

22.22

11.67

26.07

24.79

21.70

1/16

7.81 13.06

8.93 8.52

15.12

10.43

22.98

22.28

27.88

0.091 0.064 0.143

0.084 0.132 0.163 0.127 0.1510.042

0.049

0.072

0.046 0.057 0.127

0.0064 0.0076 0.0062

0.0023 0.0029 0.0064 0.0046 0.0032 0.0072

14.77

14.28

18.29

0.124

0.0021

0.0024

0.0036 0.0042 0.0066 0.0082

4.75 8.08

5.45 5.19

9.43

6.40 10.21

14.23

7.19

16.97

16.05

13.87



ton/m

An

cho

tri

bu

tari

o



para tomar el menor

5 Ø de 3/4



ANALISIS DE DISEÑO DE COLUMNAS - ESQUINERA

B

Nº

35 x 70 I

30 x 50 II

40 x 40 III

Kg/m2IV

Kg/m2V

Ton/m3

20

PISO T = Kg/m2

s/c = Kg/m2 Pp de losa de 20cm A VS

s/c = kg/cm2 salas de archivo OFICINAS 1 2# de veces = 5 pisos - 4 pisos

# de pisos = 1 pisos

AREA VP = ( - ) X = m2

AREA VS = ( - ) X = m2

AREA COL. = X m2

m2

X = AT =

- = A LOSA =

CALCULO DE CARGAS

a) CARGAS VIVAS CV

X ( - ) X 1

ton

b) CARGAS MUERTAS CM

PPpt = S/C x (AreaT - AreaCol) x # de piso = X ( - ) X 1 = ton

PP loza = A losa x S/C x # = x x 1 = ton

PP vp = Area vp x hvp x γ c' x # de piso = x x x 1 PP vs = ton

PP vs = Area vs x hvs x γc' # de piso = x x x 1 PP vp = ton

PP col = b x t x h piso x γc' 5º piso = x x x PP col = ton

= ton

CARGAS ULTIMA

1.5 CM + 1.8 CV

x ) + ( X )

PU = ton

PU =

PU =( 1.5 6.221

0.160

1.78

3.65 0.40 0.3 0.98

300

100

500

C4 =

fy = 4200

0.40 0.40

VS = 3.80

3.65

COLUMNA ESQUINERA : del 4º PISO

Nº PISOS

A vp = (AT y - b col ) x b vp

DATOS h

3.60

3.40

f'c = 210 3.20

γ c = 2.4

S/C x ( AreaT - Area COL ) X # pisocv =

3.65

2.25 0.40 0.35 0.65

METRADOS

losa = cm

AREA TOTAL = 3.65 2.25 8.21

AREA LOSA. = 8.21 1.78 6.430

PP pt 0.805

0.16

cv = 4.026

2.2

52

.25

A vs = (ATx - b col)xb vpA col = L X A

cv =

0.40 0.40 3.20

VP = 4.00

0.10 8.21 0.16

0.5 8.21

1.17

CM 6.221

2.40 1.088

0.98 0.50 2.40

2.40 1.229

6.430 0.300 PP L 1.929

0.65 0.70

16.579

1.8 4.026

VP

4.5

0

7.30



PARA UNA COLUMNA CON ESTRIBOS

REFUERZO LONGITUDINAL

PU = Ø x 0.80 x ( 0.85 x f'c ( Ag - As ) + As x fy )

= x x ( X x ( - As ) + As x

= x ( x ( - As ) + As )

= x ( - As + As )

= x ( + As )

= + As

+ = As

+ = As

= As

As = cm2

ADOPTAMOS = 4 Ø 5/8"

REFUERZO TRANSVERSAL

* POR CONFINAMIENTO ( NORMA 2.4.6 )

m

LONGITUD = m @ m

m Ø

* ZONAS NO CONFINADAS ( R.C.N.)

16 Ø L = 16 x = cm

Ø 48 Ø e = 48 x = cm Para diseño tomamos el menor

b = 40 cm

1 @

2 @

2 @

resto @

4 Ø 5/8"

Ø 3/8"

16.58 0.56

0.4

0

7.35

0.16 4.200

16.579 0.70 0.80 0.85 0.210 0.16

-0.016 16.58

2.252

7.354

16.58 0.016 2.252

-0.016

15.25

0.179 4.200

16.58 0.56 0.029 4.022

16.58

4.200

0.05

0.10

0.15

0.20

3/8" 0.953 45.74

0.953

0.40

0.10

si h = 3.20 3/8"

t = 0.40

h/6 = 0.53

0.953

16.58

2.252

0.029

0.56 0.179



ANALISIS DE DISEÑO DE COLUMNA PERIMETRAL

E

Nº

35 x 70 I

30 x 50 II

40 x 40 IIIKg/m2 IV

Kg/m2V

Ton/m3

20

PISO T = Kg/m2

s/c = Kg/m2 Pp de losa de 20cm C VS

s/c = kg/cm2 salas de archivo OFICINAS 5 6

# de veces = 5 pisos - 3 pisos


AREA VP = ( - ) X = m2

AREA VS = ( - ) X = m2

AREA COL. = X m2

m2

X = AT =

- = A LOSA =

CALCULO DE CARGAS

a) CARGAS VIVAS CV

X ( - ) X 2

ton







5º piso = x x x PP col = ton

CM = ton

CARGAS ULTIMA

1.5 CM + 1.8 CV

x ) + ( X )

PU = ton

2.80


Nº PISOS

DATOS h

VP = 4.00 VP

300

500

4200 3.40

f'c = 210 3.20

γ c = 2.4

losa =

C4 = 3.60fy =

2.80

cm

100

VS = 3.80

METRADOS

A vp = (AT y - b col ) x b vp A vs = (ATx - b col)xb vp A col = L X A

6.40 0.40 0.35 2.10

2.80 0.40 0.3 0.72

0.40 0.40 0.160

cv = 17.8

2.98

AREA TOTAL = 6.40 2.80

AREA LOSA. = 17.92 2.98

0.50 2.40 1.728

23.83

cv = S/C x ( AreaT - Area COL ) X # pisocv = 0.5 17.92 0.16

0.40 0.40 3.20 2.40 1.229

2.10 0.70 2.40 7.056

0.72

PU =

PU =( 1.5 23.83 1.8 17.76

67.720

14.940 0.300 PP L 8.964

5.2

2.6

03

.80

0.10 17.92 0.16 PP pt 3.552

5.60

6.4

0

17.92

14.940

0.40 0.40 3.40 2.40 1.306

D

7.6






= x x ( X x ( - As ) + As x

= x ( x ( - As ) + As )

= x ( - As + As )

= x ( + As )

= + As

+ = As

+ = As

= As

As = cm2

ADOPTAMOS = 6 Ø DE 1"



m

LONGITUD = m @ m

m Ø


16 Ø L = 16 x = cm


b = 40 cm

1 @

2 @

2 @

resto @

6 Ø DE 1"

Ø 3/8"

67.720 0.70 0.80 0.85 0.210 0.16 4.200

67.72 0.56 0.179 0.16 4.200

67.72 0.56 0.029 0.179 4.200

67.72 0.56 0.029 4.022

67.72 0.016 2.252

-0.016 67.72 2.252

-0.016 67.72

2.252

30.06

30.06

t = 0.40

h/6 = 0.53 0.10

si h = 3.20 3/8"

0.20

0.953 15.25

3/8" 0.953 45.74

0.4

0

0.953

0.05

0.10

0.40 0.15


ANALISIS DE DISEÑO DE COLUMNA CENTRICA

H

Nº

35 x 70 I

30 x 50 II

Kg/m2 IV

Kg/m2

V

γ c = Ton/m3

losa = 20 cm

PISO T = Kg/m2 F VS

s/c = Kg/m2

Pp de losa de 20cm OFICINAS 2 4

s/c = kg/cm2 salas de archivo

# de veces = 5 pisos - 2 pisos


AREA VP = ( - ) X = m2

AREA VS = ( - ) X = m2

AREA COL. = X m2

m2

X = AT = m2

- = A LOSA = m2

CALCULO DE CARGAS

a) CARGAS VIVAS CV

X ( - ) X 3

ton









= ton

CARGAS ULTIMA

1.5 CM + 1.8 CV

x ) + ( X )

PU = ton


Nº PISOS

DATOS h

300

VP = 4.00

VS = 3.80

fy =

A vs = (ATx - b col)xb vpA col = L X A

6.50 0.40 0.35 2.14

0.40 0.3 1.40

0.40 0.40 0.160

cv = 49.0

3.69

AREA TOTAL = 6.50 5.05

AREA LOSA. = 32.83 3.69

29.135 0.300 PP L 26.222

cv = S/C x ( AreaT - Area COL ) X # pisocv = 0.5 32.83 0.16

0.40 0.40 3.40 2.40

1.3824

1.3056

2.14 0.70 2.40 10.76

1.40 0.50 2.40 5.022

0.40 0.40 3.20 2.40 1.2288

CM 55.72

PU =

PU =( 1.5 55.72 1.8 48.998

171.776

METRADOS

A vp = (AT y - b col ) x b vp

4200

f'c = 210

2.4

100

500

C4 = 40 x 40

5.05

III 3.60

6.5

0

3.40

3.20

2.7

5

9.7995

5.05

3

2.25 2.80VP

4.5 5.6

0.10 32.83 0.16 PP pt

3.7

5 7.5

5.5

32.83

29.135

0.40 0.40 3.60 2.40

G




= x x ( X x ( - As ) + As x

= x ( x ( - As ) + As )

= x ( - As + As )

= x ( + As )

= + As

+ = As

+ = As

= As

As = cm2

ADOPTAMOS = 4 Ø 1 1/4" + 8 Ø 1''



m

LONGITUD = m @ m

m Ø


16 Ø L = 16 x = cm


b = 40 cm

1 @

2 @

2 @

resto @

4 Ø 1 1/4" + 8 Ø 1''

Ø 3/8"

###### 0.70 0.80 0.85 0.210 0.16 4.200

171.78 0.56 0.179 0.16 4.200

171.78 0.56 0.0286 0.179 4.200

171.78 0.56 0.0286 4.022

76.269

76.27

t =

0.016 2.252

-0.016 171.78 2.252

45.744

0.40

h/6 = 0.53 0.10

si h = 3.20 3/8"

0.05

0.10

0.40 0.15

0.20

0.953 15.248

3/8" 0.953

0.953

171.78

-0.016 171.78

2.252

0.4

0

DATOS GENERALES UBICACIÓN 1 er piso USO : Nº DE...

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