Copia de Zapatas

8/18/2019 Copia de Zapatas

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PLANILLA PARA EL CALCULO DE ZAPATAS

HECHO POR : WILLIAMS TRILLLO PEREZ

CALCULO DE ZAPATA AISLADA.

CONCRETO

TIERRA

FUERZAS

Df = 1.05 m

CARGO NO UNIFORME

PU 10

DATOS. MU 20

f'c = 15 !"#cm2

f $ = %200 !"#cm2

C&&c()&) *+,&-, )/ ,++- T-#m2 10

D-()&) )/ ,++-* 1. T-#m2 20

S*3+c&+"& = 0.5 T-#m2P* m4+,* PD6 = 7.0 T- P* ) +8(c(* = .1 T-

P* 9(8* PL6 = 2.% T-

M*m-,* m4+,* PD6 .%1 T-#m2 M*m-,* ) +8(c(* = 12.7 T-#m2

M*m-,* 9(8* PL6 %.% T-#m2

1+ /&)* ) c*/4m-& ,1 0.7 m

2)* /&)* ) c*/4m-& ,2 0.7 m.

1.- ESFUERZO NETO DEL TERRENO.


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G- = 5.2 T-#m2

2.- CALCULO DEL AREA DE ZAPATA.

A; = 1.0 m2

L&)* ) /& ;&&,& = 1.07 m I-"+ / /&)* c*m8-( 1 2 m.

C4&-)* /& c*/4m-& -* c4&)+&)&.

T = 2.20 m

< = 2.20 m

3.- CALCULO DE ESFUERZOS.

1 = .27

2 = >5.

C4&-)* /* f4+;* ?4 ,+&-m(,- & /& ;&&,& - /* @,+m* *- m&$*+ &/ f4+;* -,* )/ ,++-*

&4m-,& /& )(m-(*- ) /& ;&&,&.

1 > 2 .27 T-#m2 G, = 5.2

>5. T-#m2

9+(f(c&-)* /& @c-,+(c()&)

= 2.0000 0.7

LA DIMENSIONES DE LA ZAPATA QUEDA COMO SIGUE.

1.775

1.7

,1

/8. ,2 < = 2.20

L8 = 0.5

T = 2.20


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AMPLIFICACION DE CARGAS DE SERVICIO.

P4 = .721 T-.

M4 = 1.5%72 T->m.

C&/c4/* ) /* f4+;* )(,+(34()*.

1 = 12.51 ,-#m2

2 = >.% T-#m2

DISEÑO PÒR CORTE.

E-,*-c ) = 0.15 m.

H = 0.22 m

E/ +"/&m-,* -&c(*-&/ ) c*-,+4cc(*- c(f(c& 0.0m

U&+ H 0.5 m

) = 0.5 m.

DISEÑO POR PUNZONAMIENTO.

,1 <

,2 )#2 )#2 )#2

)#2

H = 0.5

T

3* = 7.%2

Vu < ØVc T(- ?4 c4m/(+


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94 = >0.0271

B9c = 2.%0%7

DISEÑO POR FLEION!

Mm&@. = M4 = 12.%22 T->m

M- = 1%.1%025 T->m

DETERMINANDO EL ACERO.

A1 = .1 Cm2

P+* :

& = 0.5 Cm

A2 = .17 cm2

D,+m(-&c(*- ) /& c4&-,(& = 0.0005 C4&-,(& m-(m& = 0.001

A m(-(m* = 22.%55 cm2

E/( / &c+* ) )(* -,+ / A m(-(m*6 $ / A26 22.%551 cm2

REPARTICION DEL ACERO.D(&m,+* A+&

1#2 1.2 E/(& / A+& & 4,(/(;&+ = 1.2 cm2

5# 1.7#% 2.%

1 5.0

N4m+* ) 3&++& = 1 U-()&)

E&c(* +?4+()* = 12.% cm.

PARA EL LADO TN4m+* ) 3&++&= 1.12%%0%5 3&++&.

E&c(* +?4+()*= 12.% cm.


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1 B 1.2 12.771 cm.

< = 2.20

T = 2.20

1 B 1.2 17 cm.


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PROCEDIMIENTOS ESTRUCTURALES.

DIMENCIONAMIENTO DE LA VIGA PRINCIPAL.

" # L$12 L = %.1

H = 0.7%2222 m 4"(+ = 0.7

% # "$2

< = 0.127111 m 4"(+ = 0.1

L& 8("& +(-c(&/ ,(- /& m)()& 0.7

DIMENCIONAMIENTO DE LA VIGA SECUNDARIA

" # L$12 L = 2.

.H = 0.2705555 m 4"(+ = 0.27

% # "$2< = 0.1152 m 4"(+ = 0.12

L& 8("& c4-)&+(& ,(- /& m)()& 0.2705555

4&+ *+ ;*-& (m(c& H8 = H8 9S =

DIMENSIONAMIENTO DE LA LOSA ALIGERADA.

" # L$12 L = 2.


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%

<

%

C

1 5 2

A, = 20

P4 = 2%150

METRADO DE CARGAS PERMANENTES DE C>C

1.- CARGAS PERMANENTESC,(0, L,(0 A+c TOTAL

P* ) /*& &/("+&)& 0.25 750 0 0P* ) /& 8("& +(-c(&/ 2%00 0 0 0

P* )/ (* &c&3&)* 200 0 0


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2 CARGA VIVAT(* L*-"(,4) T*,&/S*3+c&+" 200 0 0 0 T-#m

S#C &;*, 200 0 0 0 T-#m

1 2 3 8%.5 %.55 %.55

A

9P 9P 9P

9P 9P 9P

<

9P 9P 9P

C


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2 CARGA VIVAT(* L*-"(,4) T*,&/

S*3+c&+" 200 0 0 0 T-#mS#C &;*, 200 0 0 0 T-#m

METRADO DE CARGAS PERIMETRALES D>D

1.- CARGAS PERMANENTESC,(0, L,(0 A+c TOTAL

P* ) /*& &/("+&)& 0.25 750 0 0

P* ) /& 8("& +(-c(&/ 2%00 0 0 0

P* )/ (* &c&3&)* 200 0 0

P&4 '',5 # T$).

2 CARGA VIVAT(* L*-"(,4) T*,&/

S*3+c&+" %00 0 0 0 T-#m

S#C &;*, 200 0 0 0 T-#m


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A

@ 0.1

<

C

@ 0.1152

0.7%2222 @ 0.1157

D


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%

<

%

C

5 7

m2


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A

AREA TRI%UTARIA DE PORTICO %-%

2.5

AREA TRI%UTARIA DE PORTICO %-%<

7.5

AREA TRI%UTARIA DE PORTICO C-C

C

2.5


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1 2 3 8%.55 %.5 %.55

9P 9P 9P

9S 9S 9S 9S

9P 9P 9P

9S

9S 9S 9S

9P 9P 9P

9S 9S 9S 9S

9P 9P 9P

%.55 %.5 %.55

1 2 3 8


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A

2.7

<

7.5

C

2.5

D


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DISEÑO DE ZAPATAS ECENTRICAS

D,'4P* m4+,* Pm6 = 12.15 T- L&)* M&$*+ ) /& c*/4m-& = 0.75 m

P* 8(8* P86 = .5 T- L&)* m-*+ ) /& c*/4m-& = 0.25 m

M*m-,* m4+,* Mm6 = 0.2% T->m. F'C = 210 !"#cm2

M*m-,* 8(8* M86 = 0.15 T->m.

C&&c()&) P*+,&-, G,6 = 10 T-#m2

19 C,(0,4 & S&(:*c*.

P* ,*,&/ P,6 = 1 T-.

M*m-,* T*,&/ M,6 = 0.7 Tm>m

P* ) Z&&+& P;6 = 2.5 T-.

29 D*)&+4*+,)*&+' & ;,,',1+ C&*

& = 0.%7 m. I-"+ U- -48* 8&/*+ = 1 m

3 = 1.5 m. I-"+ U- -48* 8&/*+ = 1. m

1 m

0. 1. m )= 0.51

39 C,5cu5 &5 E4&4( & 5, ;,,',.

3.1.- C,(0, u5'*), & *4&=.P4 = 2.55 T-.

M4 = 0.51 T->m.

3.2.- C,5cu5 &5 &4>u&(; +&' &5 '&((&+.

?4 = 1.%1% ,-#m2?4 = 1.%1% !"#cm2


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3.3.-C,5cu5 &5 &4>u&(; c(',+'&.) = 1.15%% cm

H = 25.15%% cm P+* S"K- R.N.C. Hm(m =0

H = 0 cm ) = 51 cm.

) = 0.51 cm.

0 cm.

3.8 :&(*>*c,c*+ ( C(',+'&.8- = .215

9- = .5501 "#cm2 O?O Vc @ V+9c = 7.10117 "#cm2

7.10117 .5501 CUMPLE

8.- DISEÑO POR FLEION.

M4 = 11.02 T->m.

M*--,* -*m(-&/:

M- = 17.2710771

D*4&= & Ac&( A1 = . cm2

& = 0.5 cm.

A2 = .2% cm2 Am(-(m* = 15.0 cm2

C)(/,c*+ & cu,+'*,C4&-,(& = 0.000 C4&-,(& M(-(m& 0.001

E5*, &5 Ac&( & D*4&=

A)(* = 7%.% cm2


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REPARTICION DEL ACERO.D(&m,+* A+& 1.

1#2 1.2 E/(& / A+& & 4,(/(;&+ = 1.2 cm2

5# 1.

7#% 2.%

1 5.0

N4m+* ) 3&++& = 2 U-()&)

E&c(* +?4+()* = .7 cm.

PARA EL LADO ,N4m+* ) 3&++&= 1.1 3&++&.

E&c(* +?4+()*= .7 cm.

2 B 1.2 .7

1 m

1. m

1.1 B 1.2 .7

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