concreto armado analisis 11

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

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

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

DATOS GENERALES

1 er piso = 4.00

2 er piso = 3.80

3 er piso = 3.60

4 er piso = 3.40

5 er piso = 3.20

PLANO A DESARROLLAR

Ancho Tributario

5.90

H VS VS VS VS VS

###

VP

SENTID O DEL ALIGERADO

COL. EN EL 2º PISO

G VS

###

ZAPATA

VP

F VS

LO

SA

EN

EL

1º

PIS

O

###

VP

E VS

VP

EN

EL

5º

PIS

O

### V

P

VP

VP

VP

VP

COLUMNA EN EL 3º PISO

D VS

###

VP

ZAPATA

C VS

PLA

CA

PLA

CA

###

VP

###B VS EN 2º PISO

###

VP

COLUM 4º PISO

UBICACIÓN :ANCASH

USO : OFICINAS

Nº DE PISO : 5



A VS7.30 4.50 5.60 5.30 5.60

1 2 3 4 5 6

DISEÑO DE VS EN EL SEGUNDO NIVEL

DATOS :

S/C = 500 salas de archivo OFICINAS

###

PISO T = 100

###F'c = 210 h d

Fy = 4200

ESPESOR DE LOSA = 20 cm

VIGA SECUNDARIA = 0.5 x 0.3 m b

RECUBRIMIENTO = 6 cm 30

Pp de losa de 20cm = 300

γ del concreto = 2400 = 2.4 ton/m3

28.30

C VS

PLA

CA

PLA

CA

###

VP

Anch

o tr

ibut

ario

###B VS EN 2º PISO

###

VP

A VS7.30 4.50 5.60 5.30 5.60

1 2 3 4 5 6

METRADO DE CARGAS

Se realiza por ancho tributario AT = 4.60 - 0.30

AT = 4.30

CARGA MUERTA : CM

Pp losa = 0.300 ton/m2 x 4.30 = 1.29 ton/m

Pp viga = 0.30 x 0.50 x 2.4 = 0.36 ton/m

Pp piso T = 0.10 x 4.30 = 0.43 ton/m

CM = 2.08 ton/m

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

CV = S/C x AT

0.50 x 4.60 = 2.30 ton/m

CV = 2.30 ton/m

CALCULO DEL WURNC

Wu= 1.5 (CM)+1.8(CV)Wu= 7.26 ton/m

PARA EL CALCULO DE " q "

KU = Ø q F'c ( 1-0.59 q )

KU = 0.9 q 210 ( 1-0.59 q )

KU = 189 q - 111.5

111.5 - 189 q + KU = 0

111.5-

189 q+

KU= 0

111.51 111.5 111.5

q2 - 1.695 q +KU

= 0

Kg/m2

Kg/m2

Kg/m2

Kg/m2

Kg/m2

Kg/m3

q2

q2

q2



q2 - 1.695 q +111.5

= 0

q =1.695 - 1.695 4

KU

111.5

2

para tomar el menor

DIAGRAMA A ANALIZAR

7.26

7.3 m 4.50 m 5.6 m 5.30 m 5.60 m

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

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

Luces 7.30 5.90 5.05 5.45 5.45 5.60

Promedio 7.30 4.500 5.60 5.30 5.60

Mu = 24.18 25.27 16.83 19.60 21.56 14.23

27.63 9.19 14.23 12.75 16.26

41.63 43.51 28.98 33.75 37.13 24.50

47.58 15.82 24.50 21.95 28.00

q = 0.260 0.275 0.170 0.203 0.227 0.141

0.308 0.088 0.141 0.125 0.164

ρ = (q x f`c ) 0.01301 0.01374 0.00852 0.01014 0.01134 0.00707fy 0.01538 0.00442 0.00707 0.00627 0.00820

AS= ρ x b x d 17.18 18.13 11.25 13.39 14.97 9.33

20.30 5.83 9.33 8.28 10.83

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''

2 -

KU = Mu/bd2

6 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 = 500 salas de archivo OFICINAS

64

PISO T = 100

70F'c = 210 h d

Fy = 4200

ESPESOR DE LOSA = 20 cm

VIGA PRINCIPAL = 0.7 x 0.35 m b

RECUBRIMIENTO = 6 cm 35

Pp de losa de 20cm = 300

γ del concreto = 2400 = 2.4 ton/m3

A 4.50 B 4.70 C 5.20 D 7.60 E 6.50 F 5.50 G 7.50 H4

5.30

5.45

Anch

o tr

ibut

ario

5 PLACA VP EN EL 5º PISO

5.60

6

METRADO DE CARGAS

Se realiza por ancho tributario AT = 5.45 - 0.35

AT = 5.10 CARGA VIVA : CV

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

Pp losa = 0.300 ton/m2 x 5.10 = 1.53 ton/m CV = S/C x AT

Pp viga = 0.35 x 0.70 x 2.4 = 0.588 ton/m

Pp piso T = 0.10 x 5.10 = 0.51 ton/m 0.50 x 5.45 = 2.72 ton/m

CM = 2.63 ton/m CV = 2.72 ton/m

Kg/m2

Kg/m2

Kg/m2

Kg/m2

Kg/m2

Kg/m3



CALCULO DEL WU PARA EL CALCULO DE " q "

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

q2 - 1.695 q +KU

= 0Wu= 8.847 ton/m KU = 0.9 q 210 ( 1-0.59 q ) 111.51

KU = 189 q - 111.51

q =1.695 - 1.695 4

KU

111.51 - 189 q + KU = 0 111.51

111.51-

189 q+

KU= 0

2

111.51 111.51 111.51

para tomar el menor

DIAGRAMA A ANALIZAR

8.847

4.5 m 4.70 m 5.2 m 7.60 m 6.50 m 5.50 m 7.50 m

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

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

Luces 4.50 4.60 4.95 6.40 7.05 6.00 6.50 7.50

Promedio 4.50 4.700 5.20 7.60 6.50 5.50 7.50

Mu = 11.20 18.72 21.68 32.94 39.97 31.85 37.38 31.10

12.80 12.21 14.95 31.94 23.36 16.73 35.55

7.81 13.06 15.12 22.98 27.88 22.22 26.07 21.70

8.93 8.52 10.43 22.28 16.30 11.67 24.79

q = 0.042 0.072 0.084 0.132 0.163 0.127 0.151 0.124

0.049 0.046 0.057 0.127 0.091 0.064 0.143

ρ = (q x f`c ) 0.0021 0.0036 0.0042 0.0066 0.0082 0.0064 0.0076 0.0062

fy 0.0024 0.0023 0.0029 0.0064 0.0046 0.0032 0.0072

AS= ρ x b x d 4.75 8.08 9.43 14.77 18.29 14.23 16.97 13.87

5.45 5.19 6.40 14.28 10.21 7.19 16.05

q2

2 -q2

q2

KU = Mu/bd2



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

4 Ø de 1/2



ANALISIS DE DISEÑO DE COLUMNAS - ESQUINERA

3.65 3.65

COLUMNA ESQUINERA : del 4º PISO BNº PISOS

DATOS Nº h

2.25VP = 35 x 70 I 4.00

VS = 30 x 50 II 3.80

VP

C4 = 40 x 40 III 3.60

###

fy = 4200 IV 3.40

f'c = 210 V 3.20

2.25γ c = 2.4 Ton/m3

losa = 20 cm

PISO T = 100

s/c = 300 Pp de losa de 20cm A VS

s/c = 500 kg/cm2 salas de archivo OFICINAS 1 7.30 2# de veces = 5 pisos - 4 pisos

# de pisos = 1 pisos

METRADOS

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

AREA VP = 2.25 - 0.40 ) X 0.35 = 0.65

AREA VS = 3.65 - 0.40 ) X 0.3 = 0.98

AREA COL. = 0.40 X 0.40 0.160

1.78

AREA TOTAL = 3.65 X 2.25 = AT = 8.21

AREA LOSA. = 8.21 - 1.78 = A LOSA = 6.430

CALCULO DE CARGAS

a) CARGAS VIVAS CV

cv = S/C x ( AreaT - Area COL ) X # pisocv = 0.5 X ( 8.21 - 0.16 ) X 1

cv = 4.026 ton

b) CARGAS MUERTAS CM

PPpt = S/C x (AreaT - AreaCol) x # de piso = 0.10 X ( 8.21 - 0.16 ) X 1 PP pt = 0.805 ton

PP loza = A losa x S/C x # = 6.430 x 0.300 x 1 PP L = 1.929 ton

PP vp = Area vp x hvp x γ c' x # de piso = 0.65 x 0.70 x 2.40 x 1 PP vs = 1.088 ton

PP vs = Area vs x hvs x γc' # de piso = 0.98 x 0.50 x 2.40 x 1 PP vp = 1.17 ton

PP col = b x t x h piso x γc' 5º piso = 0.40 x 0.40 x 3.20 x 2.40 PP col = 1.229 ton

CM = 6.221 ton

CARGAS ULTIMA

PU = 1.5 CM + 1.8 CV

PU =( 1.5 x 6.221 ) + 1.8 X 4.026 )

PU = 16.579 ton

Kg/m2

Kg/m2

Kg/m2

Kg/m2

m2

m2

m2

m2



PARA UNA COLUMNA CON ESTRIBOS

REFUERZO LONGITUDINAL

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

### = 0.70 x 0.80 x ( 0.85 X 0.210 x ( 0.16 - As ) + As x 4.200

16.58 = 0.56 x ( 0.179 x ( 0.16 - As ) + 4.200 As )

16.58 = 0.56 x ( 0.029 - 0.179 As + 4.200 As )

16.58 = 0.56 x ( 0.029 + 4.022 As )

16.58 = 0.016 + 2.252 As

-0.016 + 16.58 = 2.252 As

-0.016 + 16.58 = As

2.252

7.354 = As

As = 7.35 cm2

ADOPTAMOS = 4 Ø 5/8"

REFUERZO TRANSVERSAL

* POR CONFINAMIENTO ( NORMA 2.4.6 )

t = 0.40 m

LONGITUD = h/6 = 0.53 m @ 0.10 m

si h = 3.20 m Ø 3/8"

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

16 Ø L = 16 x 0.953 = 15.25 cm

Ø 3/8" 48 Ø e = 48 x 0.953 = 45.74 cm Para diseño tomamos el menor

0.953 b = 40 cm

1 @ 0.05

2 @ 0.10

0.40 2 @ 0.15

resto @ 0.20

0.4

0 4 Ø 5/8"

Ø 3/8"



ANALISIS DE DISEÑO DE COLUMNA PERIMETRAL

2.80 2.80

COLUMNA ESQUINERA : del 3º PISO ENº PISOS

DATOS Nº h

7.6

VP

VP = 35 x 70 I 4.00

3.80

6.40

VS = 30 x 50 II 3.80

C4 = 40 x 40 III 3.60 Dfy = 4200 IV 3.40

2.60f'c = 210 V 3.20

γ c = 2.4 Ton/m3

5.2

losa = 20 cm

PISO T = 100

s/c = 300 Pp de losa de 20cm C VS

s/c = 500 kg/cm2 salas de archivo OFICINAS 5 5.60 6# de veces = 5 pisos - 3 pisos


METRADOS

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

AREA VP = 6.40 - 0.40 ) X 0.35 = 2.10

AREA VS = 2.80 - 0.40 ) X 0.3 = 0.72

AREA COL. = 0.40 X 0.40 0.160

2.98

AREA TOTAL = 6.40 X 2.80 = AT = 17.92

AREA LOSA. = 17.92 - 2.98 = A LOSA = 14.940

CALCULO DE CARGAS

a) CARGAS VIVAS CV


cv = 17.8 ton



PP loza = A losa x S/C x # = ### x 0.300 x 2 PP L = 8.964 ton




5º piso = 0.40 x 0.40 x 3.20 x 2.40 PP col = 1.229 ton

CM = 23.83 ton

CARGAS ULTIMA

PU = 1.5 CM + 1.8 CV

PU =( 1.5 x 23.83 ) + 1.8 X 17.76 )

Kg/m2

Kg/m2

Kg/m2

Kg/m2

m2

m2

m2

m2



PU = 67.720 ton




### = 0.70 x 0.80 x ( 0.85 X 0.210 x ( 0.16 - As ) + As x 4.200

67.72 = 0.56 x ( 0.179 x ( 0.16 - As ) + 4.200 As )

67.72 = 0.56 x ( 0.029 - 0.179 As + 4.200 As )

67.72 = 0.56 x ( 0.029 + 4.022 As )

67.72 = 0.016 + 2.252 As

-0.016 + 67.72 = 2.252 As

-0.016 + 67.72 = As

2.252

30.06 = As

As = 30.06 cm2

ADOPTAMOS = 6 Ø DE 1"



t = 0.40 m

LONGITUD = h/6 = 0.53 m @ 0.10 m

si h = 3.20 m Ø 3/8"


16 Ø L = 16 x 0.953 = 15.25 cm


0.953 b = 40 cm

1 @ 0.05

2 @ 0.10

0.40 2 @ 0.15

resto @ 0.20

0.4

0 6 Ø DE 1"

Ø 3/8"

ANALISIS DE DISEÑO DE COLUMNA CENTRICA

5.05

COLUMNA ESQUINERA : del 2º PISO HNº PISOS

VP

DATOS Nº h 2.25 2.80

7.5VP = 35 x 70 I 4.00

6.50

3.75

VS = 30 x 50 II 3.80

C4 = 40 x 40 III 3.60 G

2.75fy = 4200 IV 3.40

f'c = 210 V 3.20

5.5γ c = 2.4 Ton/m3

losa = 20 cm

PISO T = 100 F VS

s/c = 300 Pp de losa de 20cm OFICINAS 2 4.5 3 5.6 4s/c = 500 kg/cm2 salas de archivo

# de veces = 5 pisos - 2 pisos


METRADOS

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

AREA VP = 6.50 - 0.40 ) X 0.35 = 2.14

AREA VS = 5.05 - 0.40 ) X 0.3 = 1.39

AREA COL. = 0.40 X 0.40 0.160

3.69

AREA TOTAL = 6.50 X 5.05 = AT = 32.82

AREA LOSA. = 32.82 - 3.69 = A LOSA = 29.135

CALCULO DE CARGAS

a) CARGAS VIVAS CV


cv = 49.0 ton



PP loza = A losa x S/C x # = 29.135 x 0.300 x 3 PP L = 26.222 ton






CM = 55.72 ton

CARGAS ULTIMA

PU = 1.5 CM + 1.8 CV

Kg/m2

Kg/m2

Kg/m2

Kg/m2

m2

m2

m2

m2

m2

m2

PU =( 1.5 x 55.72 ) + 1.8 X 49 )

PU = 171.776 ton




### = 0.70 x 0.80 x ( 0.85 X 0.210 x ( 0.16 - As ) + As x ###

171.78 = 0.56 x ( 0.179 x ( 0.16 - As ) + 4.200 As )

171.78 = 0.56 x ( 0.0286 - 0.179 As + 4.200 As )

171.78 = 0.56 x ( 0.0286 + 4.022 As )

171.78 = 0.016 + 2.252 As

-0.016 + 171.78 = 2.252 As

-0.016 + 171.78 = As

2.252

76.269 = As

As = 76.27 cm2

ADOPTAMOS = 4 Ø 1 1/4" + 8 Ø 1''



t = 0.40 m

LONGITUD = h/6 = 0.53 m @ 0.10 m

si h = 3.20 m Ø 3/8"


16 Ø L = 16 x 0.953 = 15.248 cm


0.953 b = 40 cm

1 @ 0.05

2 @ 0.10

0.40 2 @ 0.15

resto @ 0.20

0.4

0 4 Ø 1 1/4" + 8 Ø 1''

Ø 3/8"

concreto armado analisis 11

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