Zapata Rectangular

ZAPATA RECTANGULAR METODO ACI Datos DL

=

7 0 .0 0

ton

LL f´c fy

= = =

5 0 .0 0

ton

350.00

kg /cm2

4200.00

kg /cm2

Columna

x x

b 30

Df

a 40 =

1. 1 .8 0

m

s

=

2 .2 0

kg /cm2

Ys

=

1800

Kg /m3

Yh

=

2400

Kg /m3

"#$$

%&'m(

P

=

$)(*+

%& % &'cm"

,n-to

=

#)+"

%&'cm"

 

cm

Determinacion de la base

=(+ℎ)/2

!

=

=∗ =− Entonces la base:

=√((+)/)

. .

= =

"/0)0(/ "0$

cm cm

 =1.5∗ A

=

(1$

cm

Done:

2

=

!0

cm

3

=

5

cm

4

=

85

cm

La carga

=1.+1.! 5

=

#+($$$

"#$%=&=/(∗)

%&

"#ec$b%&m&ento'

T

=

#)+$/

%&'cm"

'=$1=$+

L´

=

#"/

cm

''=1=+

L´´

=

##/

cm

#*/

cm

7+$

cm

6a4m:s:bl-

=

#1)+(#

%&

a

=

7/

cm

Calculamos L´ y L´´ 

Para la franja X  ESFUERZO AL CORTE TOTAL

*="#$%(,2−$1,2) 6us

=

"70($#)$(//

%&

ESFUERZO AL CORTE EN 1 DIRECCION

 '=(−$)/2

A´

=

*-="#$%('∗) 6u8

=

+"##/)(+/

%&

ESFUERZO A CORTE NOMINAL

=2'+2''

bo

=

*=*-/(∗∗)*$#0=1.√('3)

6u

=

")0+7

9

Diseño a Flexion

4=#$%('∗)∗(')/2 M4

=

*#+/$10)#/(+

%&

CUANTIA DE ACERO

 =4/(∗%∗(ℎ−$/2) )

 

$=ℎ/2

As

=

"+)#0

cm"

As ;+$<

=

"")/(

cm"

As ;"$<

=

/)0(

cm"

L

=

#($

cm

ZAPATA RECTANGULAR METODO C.> Datos DL

=

70.00

ton

LL f´c fy

= = =

50.00

ton

350.00

kg/cm2

4200.00

kg/cm2

Columna

x x

b 30

Df

a 40 =

1.80

m

s

=

2.20

kg/cm2

")$$

%&'cm"

 

cm

Determinacion de la base

=0−33 ,3-4

=

Entonces la base:

=√((+)/)

.

=

"77)171

cm

.

=

"7/

cm

(0*)/

cm

 =1.5∗ A

=

Para la direccion en X 

*#$7=(−$)/2 (s$m&eno:

*#$7/ℎ2 1=*#$7+.15$ 8=/

6max

=

#0()*/

2 3

=

!0

cm

=

5

cm

4

=

85

cm

#)+"

9

"

T:?o I

.#

=

#01)*/

cm

4:s-@o

=

#)((

%&'cm"

 $ $ 0$ 07=1∗ A -x:on

=

7#/++)*/

cm"

)

9

")"$

. M4

=

*/"*"$$

%&

fc4

=

"(()((

%&'cm"

fy4

=

(0/")#*

%&'cm"

B

=

$)$#"#

9

As

=

"7)"/

cm"

As ;+$<

=

#1)7$

cm"

-?a3ac:on

=

/")$$

cm

As ;"$<

=

7)+/

cm"

-?a3ac:on

=

#/+)*/

cm

6max

=

#$*)/

2

=

!0

cm

3 4

=

5

cm

=

85

cm

#)#1

9

"

T:?o I

Resistencia de calculo

 3=('3)/1.5

 %=%/1.15 9=4/(∗,2∗3)

 =(:∗∗∗3)/%

Distribucion del 80

 

D:am-t3o ;´´ 1.00

As ;cm" 5.0*7

 4- .a33as 3.8

 4- .a33as 4

0.75

2.850

*.8

7

0.50

1.270

15.3

1*

;=(−2)/(<  $$)

Distribucion del !0

D:am-t3o ;´´ 0.75

As ;cm" 2.850

 4- .a33as 1.7

;=(−$−2)/(<  $$)

 4- .a33as 2

Para la direccion en Y 

*#$7=(−)/2 (s$m&eno:

*#$7/ℎ2

$)"/"

A

Diseño a Flexion

 1=*#$7+.15()

A#

=

##"

4:s-@o

=

#)((

%&'cm"

A -x:on

=

7##0$

cm"

$)$##1

9

$)"/"



=

$)$#""

As

=

#0)"$

cm"

=

7$

8=/  $ $ 0$ 07=1∗

9

4=1.(8∗ 07)∗1/2

M4

=

9=4/(∗,2∗3)

71#/"$$

%&

B

=

=∗((1−1.25)/(.>?−1.>!))

 =(:∗∗∗3)/%

 

D:am-t3o ;´´

As ;cm"

 4- .a33as

 4- .a33as

0.75

2.850

5.7

*

;=(−2)/(<  $$)

-?a3ac:on

cm

A

%&'cm"

")"$

%&'cm"