DISEÑO DE COLUMNAS y ZAPATAS, finaaal para imprimir!!!!

DISEO DE COLUMNASPREDIMENSIONAMIENTO DE COLUMNAS

COLUMNA C-1 (EJE C-C , EJE 2-2)1 PISO2 PISO

ELEMENTO

Losa Aligerada300x4.07x2.55=3113.55300x4.07x2.55=3113.55

Viga

Principal0.25x0.40x3.82x2400=916.80.25x0.40x3.82x2400=916.8

Viga Secundaria0.15x0.35x2.55x2400=321.30.15x0.35x2.55x2400=321.3

Columnas0.25x0.40x2.80x2400=6720.25x0.40x2.80x2400=672

Sobrecarga500x4.07x2.55=5189.25200x4.07x2.55=2075.7

pastelero1.00x4.07x2.55x100=1037.851.00x4.07x2.55x100=1037.85

CM=6061.5 kgCM=6061.5 kg

CV=5189.3 kgCV=2075.7 kg

P= 6061.5+6061.5

P= 12123.00 Kg

Fc = 210 kg/cm2n = 0.30

P = 1.10 PG

Aplicando la ecuacin para el Predimensionamiento:

b* D = 423.343 cm2b = D = 21 x 21 cm2Segn el Reglamento Nacional de Construcciones la seccin mnima para columnas es de 600 cm2, para una Columna tipo C-1, las dimensiones son:

b x D = 25 x 40 cm2DISEO DEL AREA DE ACERO EN COLUMNAS

UTILIZANDO ABACOS

Especificaciones Tcnicas:

f'c =210 Kg/m2

f'y =4200 Kg/m2

r =5 cm

COLUMNAS (CENTRALES) :COLUMNA 1 (Primer piso):

Datos:

b =25 cm

t =40 cm

SECCION DE LA COLUMNA DEL

Ag =1000 cm2

PRIMER PISO

Pu =26171.52 Kg

Mu = 108600Kg-cm

2 3/4"

Pu / Ag = 26.172

40 cm

Mu/(Ag x h) = 2.715

2 3/4"

g = 0.750

25 cm

Utilizando el Abaco nos encontramos con una cuanta de:

rg = 0.01

rg = Ast / (b x t)

As = Pg x (b x t)

As = 10 cm2< > 4 3/4"DISEO POR CORTE

Especificaciones Tcnicas:

r =4cm

Datos:

Pu = 26171.52Kg

Mu 1 = 108600Kg-cm

Mu 2 = 54300Kg-cm

d = 35cm

h columna= 3.4m

Vu = 0.48 ton

Ast = 4 o3/4''

Ast = 11.4 cm2

Av = 1.42 cm2

CONTRIBUCION DE CONCRETO

Vc = 0.53(1+0.007 (Pu/Ag))(f'c).b.d

Vc = 27035.281kg

Vc = 27.04ton

si: Vc Vu

27.04 ton> 0.48 ton

Debido a que Vc >Vu solo colocaremos As mnimo para confinamiento; el acero a utilizar es de 3/8''

LONGITUD DE CONFINAMIENTO

ln /6 = 57

lo =b y t = 40

> 45 cm

Entonces lo = 57 cm

t/2 = 20

Slo =b/2= 12.5

< 10 cm

S =10 cm

Dentro del nudo:

Smax =Av* fy 1.2 ton



ln /6 = 57

lo =b y t = 40

> 45 cm

Entonces lo = 57 cm

t/2 = 20

Slo =b/2= 12.5

< 10 cm

S =10 cm

Dentro del nudo:

Smax =Av* fy 1.53 ton



ln /647

lo =b y t40 Tmanos el Mayor

> 45 cm

Entonces lo =47 cm

t/220

Slo =b/212.5Tomamos el Menor

< 10 cm

S = 10 cm

Dentro del nudo:

Smax =Av* fy 13.5329

PERALTE POR FLEXIN:

a) En la direccin de la excentricidad:

Se toma el mayor de

4416.7188 Kg-m

Momento ultimo resistente:

0.0177083

0.0088542

590135.73 Kg m

B) EN LA DIRECCIN TRANSVERSAL:

4599.84398Kg-m

590135.73 Kg-m

MUr > MU ok

Aplastamiento en la columna:

(PU sin incluir PZ)

28.2654 Kg/cm2

104.125 Kg/cm2

Diseo de la armadura:


441671.8827 Kg-cm

14.155 cm2 11 1/2''

b) En la direccin transversal:

459943.9768 Kg-cm

14.76 cm2 12 1/2''

COLUMNA MAS CRITICA ES: EJE C-C , EJE 1-1

b = 0.25m

t =0.4M

=1.5Kg/cm2

F'c =175Kg/cm2

Fy =4200Kg/cm2

M =1.364Tn m

Las cargas halladas en el diseo de columnas se utilizaran en zapatas:

PD =5528.4 + 5384.4 = 10912.8 kg.

PD =10.91 Tn.

PL =4468.875 + 1787.55 = 6256.425 kg.

PL =6.256 Tn.

Predimensionamiento:

Zapata A:

P =PD + PL + PZ

PZ =0.09(PD + PL)

PZ =1.545Tn

P =18.711 Tn

Pu =1.2(PD + PL) + 1.6(PZ)

Pu =24.9555 Tn

Pu /P = 1.33373994

At =12473.96

Si A = B, entonces:

At=111.6868837cm2

A =140cm

B =160cm

ANLISIS DE LAS PRESIONES SOBRE EL TERRENO DE FUNDACIN

1.60 m

min

max

e = 5.466 cm

max = 1.342 Kg/cm2

min = 0.886 Kg/cm2

2.000609911Kg/cm2

1.342 < 2.000609911 OK!!

26.66666667 cm ok

FUERZAS CORTANTES Y MOMENTOS FLECTORES

c) EN LA DIRECCIN DE LA EXCENTRICIDAD:

min max

160 cm

1.15 + 0.0029 d

= 70(2.629+0.011d)(45-d)

FUERZA CORTANTE RESISTENTE:

913.971d

d = 7.75 cm= 10 cm.

1.078406663 Kg/cm2

1.14976548 Kg/cm2

302978.1202 Kg cm 3029.781202Kg m

407669.5326 Kg cm 4076.695326 Kg - m

d) EN LA DIRECCIN TRANSVERSAL:

1.60

178.2537714 Kg/cm = 17825.37714 Kg/m

5347.613143 Kg

VUC = 10445.38436 Kg

4060.84373 Kg-m

VERIFICACIN DEL PUNZONAMIENTO:

170

ESFUERZO ACTUANTE:

13.5329 Kg/cm2

ESFUERZO RESISTENTE:

1.6

13.54943726 Kg/cm2

13.549 > 13.5329

PERALTE POR FLEXIN:

A) EN LA DIRECCIN DE LA EXCENTRICIDAD:

Se toma el mayor de

4076.695326 Kg-m

Momento ultimo resistente:

0.017708333

0.008854167

409816.4766 Kg m

b) EN LA DIRECCIN TRANSVERSAL:

4060.84373Kg-m

409816.4766 Kg-m

MUr > MU ok

APLASTAMIENTO EN LA COLUMNA:

(PU sin incluir PZ)

24.9555 Kg/cm2

104.125 Kg/cm2

Diseo de la armadura:


407669.5326 Kg-cm

12.31 cm2 10 1/2''

b) En la direccin transversal:

406084.373 Kg-cm

11.76 cm2 9 1/2''

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t+d =

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25

b+d

37

40

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DISEO DEL AREA DE ACERO EN COLUMNAS (UNIAXIALES)


UTILIZANDO ABACOS

Especificacones Tecnicas:

f'c =210

f'y =4200

r =5cm

COLUMNAS (lateral)C-2 :

COLUMNA 1 (Primer piso):21000

Datos:

b =25cm

t =40cmSECCION DE LA COLUMNA DEL

Ag =1000PRIMER PISO

Pu =23105.64Kg

Mu =272700Kg-cm

Pu / Ag =23.10640 cm

Mu/(Ag x h) =6.818

0.750

25 cm

Utilizando el Abaco nos encontramos con una cuantia de:

0.01

As = Pg x (b x t)

As =10

COLUMNA 2 (Segundo Piso):

Datos:

b =25cm


Ag =1000SEGUNDO PISO

Pu =9321.36Kg

Mu =436800Kg-cm

Pu / Ag =9.321

Mu/(Ag x t) =10.92040 cm

0.75

Utilizando el Abaco nos encontramos con una cuantia de:25 cm

0.01

As = Pg x (b x t)

As =10

COLUMNA 3 (Tercer Piso azotea):

Datos:

b =25cm


Ag =1000TERCER PISO

Pu =9321.36Kg

Mu =436800Kg-cm

Pu / Ag =9.32140 cm

Mu/(Ag x t) =10.920

0.75

40 cm

Utilizando el Abaco nos encontramos con una cuantia de:

0.01

As = Pg x (b x t)

As =10

metrado


F`c"=210 KG/cm2

COLUMNAS DEL TIPO C-2:

1 PISO2 PISO

ELEMENTOAZOTEA

Losa Aligerada300x3.505x2.55=2681.325300x3.51x2.55=2681.325

Viga Principal0.25x0.40x3.40x2400=8160.25x0.40x3.40x2400=816

Viga Secundaria0.15x0.35x2.55x2400=321.30.15x0.35x2.55x2400=321.3

Columnas0.25x0.40x3.40x2400=8160.25x0.40x2.80x2400=672

Sobrecarga500x3.505x2.55=4468.875200x3.505x2.55=1787.55

pastelero3.505x2.55x100=893.7753.505x2.55x100=893.775

CM=5528.4CM=5384.4

CV=4468.875CV=1787.55

P=

10912.80KgPu2 =9321.36

n0.25

Pu123105.64BD22.80

519.6571428571

este dato va en zapatas:

PD=10912.8

PL=6256.425

diseo x corte 1piso

DISEO POR CORTE

Especificacones Tecnicas:contribucion de concreto

f'c =210

f'y =4200Vc =0.53(1+0.007 (Pu/Ag))(f'c).b.d

r =4cm

Vc =26544.909kg

Datos:Vc =26.54ton

b =25cm

h =40cmsi: Vc 45 cm

entonces lo =57 cm

t/220

Slo =b/212.5

< 10 cm

S =10 cm

dentro del nudo:

Smax =Av* fy o Vs =-2.84

Ast =11.4cm2

Av =1.42cm2podemos disear estribos sin cambio de direccion

con o = 3/8''

1.1 (f'c)*b*d =14.3464629787ton < o Vs =-2.84

S max =d/4

S max =18cm

tambien:

S max =Av*fy =68

3.5*b

espaciamiento requerido en la seccion critica:

S min req =o*Av*fy * d =-64.3

(Vu - o Vc)

Usamos :o 3/8'' @ 17 cm


ln /647

lo =b y t40

> 45 cm

entonces lo =47 cm

t/220

Slo =b/212.5

< 10 cm

S =10 cm

dentro del nudo:


Ast =11.4cm2


con o = 3/8''

1.1 (f'c)*b*d =13.9479501182ton < o Vs =-25.34

S max =d/4

S max =18cm

tambien:

S max =Av*fy =68

3.5*b

Espaciamiento requerido en la seccion critica:


(Vu - o Vc)

Usamos :o 3/8'' @ 18 cm


ln /657

lo =b y t40

> 45 cm

entonces lo =57 cm

t/220

Slo =b/212.5

< 10 cm

S =10 cm

dentro del nudo:


Ast =11.4cm2


con o = 3/8''

1.1 (f'c)*b*d =14.3464629787ton < o Vs =-2.84

S max =d/4

S max =18cm

tambien:

S max =Av*fy =68

3.5*b

espaciamiento requerido en la seccion critica:


(Vu - o Vc)

Usamos :o 3/8'' @ 17 cm


ln /647

lo =b y t40

> 45 cm

entonces lo =47 cm

t/220

Slo =b/212.5

< 10 cm

S =10 cm

dentro del nudo:

Smax =Av* fy

DISEÑO DE COLUMNAS y ZAPATAS, finaaal para imprimir!!!!

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