Zapatas Conectadas FINALalx

7/24/2019 Zapatas Conectadas FINALalx

1/34

Story Column Load Loc P V2 V3STORY4 C10 CM 0 -2.95 -0.02 -0.06

STORY4 C10 CV 0 -0.3 0 -0.01


2/34

T M2 M30.003 -0.082 -0.024

0.001 -0.014 -0.003


3/34

DISEO ZAPATA CONECTADA EJE 11

1!"" #$%m& '%c ( 2"" #$%m& Lcol1 ( 3!2" m#o ( 3""" Tn%m) *+c ( 21" #$%cm& Lcol2 ( 2!,, m

1!-" Tn%m) *y ( .2"" #$%cm& / ( "!," m

2!"" Tn%m) 0 ( 1, cm r0c ( !, cm

2!." Tn%m) D* ( 1!"" m NPT( "!1, m

Zaata 0c4ntr5ca Zaata c0ntrada Zaata 0c4ntr5

Pm1( -!6 Tn Pm2( 13!,- Tn Pm3( 1"!7 TnP81 ( 3!,- Tn P82 ( !-3 Tn P83 ( 3!"6 TnMm1( "!,- Tnm Mm2 ( "!3 Tnm Mm3( "!-, TnmM81 ( "!23 Tnm M82 ( "!1, Tnm M83 ( "!2. Tnm

Columna Columna Columna9 ( 3" cm 9 ( 3" cm 9 ( 3" cmay ( 3" cm ay ( 3" cm ay ( 3" cm

ESQUEMA

1! Caac5dad N0ta d0l Su0lo:

6!3" Tn%m&

2! D5m0n'5onam50nto 0n lanta:2.1- Zapata para columna (1)

6.87 + 3.56 = 1.26 m

8.30

Incr0m0nto d0 ar0a or Mom0nto'! *( 1,!"";

A+(A A+( 1!., m&

S0 adota un 8alor: ?1 L1( 1!3" m 1!3" m

2.2- Zapata para columna (3)

10.97 + 3.08 = 1.69 m

8.30

Incr0m0nto d0 ar0a or Mom0nto'! *( 1,!"";

A+(A A+( 1!7, m&

S0 adota un 8alor: ?3 L3( 1!." m 1!." m

snt (

g' (

gc' (

gca (

=+

==

ntnt

PcvPcmPsA

ntg=

A= Psnt

=Pcm+Pcv

nt

=

ntg=ts /cHc . ca(NPTep ) . SPiso . cs

bxay=B2L2 B2.L2=A '

bxay=B2L2 B2.L2=A '


4/34

2.3- Determinacin de las reacciones!aria"les

M1(Mm1=M81( "!7 Tnm M2(Mm2=M82( "!,2 Tnm M3(Mm3=M83(

P1(Pm1=P81( 1"!.3 Tn P2(Pm2=P82( 21!17 Tn P3(Pm3=P83(

"!," m

L1(Lcol101( 2!" m L2(Lcol202(

M1= -0.79 Tn-m M2= -0.52 Tn-m M3=

P1 10.43 Tn P2= 21.19 Tn P3=

L1= 2.70 m L2= 2.00 m

e1= 0.50 m

NOTA:La Via !"e #e $%e#en&a' e#&a ()%ma*a $)% *)# a$a&a# e,en&%ia# "na en&%a/' en /a !"e #e *e&e%mina%/a# %eai)ne#' *ia%ama *e M)men&)# C)%&an&e# $a%a a%eia% /"/)# #e e,$%e#a% /a# %eai)ne# *e mane%a

*i%e&a' /a# mi#ma# !"e ("e%)n )&eni*a# $)% e/ m&)*) ana/i&i) T%aa) Minim).

354.1349

= 1158.27388

12.85 Tn

13.91 Tn

18.91 Tn

#as Dimensiones de Zapata (2) tendra las si$uente relacin

12.85 = 1.55 m Incr0m0nto d0 ar0a or Mom0nto'! *( "!"";8.3

1!,,( 1!,,

1!,, m& S0 adota un 8alor: ?2 L2( 1!6" m "!7" m

2.%.- Determinacin de las presionesZapata (1)

-!62 Tn%m& @ 6!3" Tn%m&

Cuml0 Zapata (2)

,!7 Tn%m& @ 6!3" Tn%m&

Cuml0 Zapata (3)

!" Tn%m& @ 6!3" Tn%m&

e1=B1

2bx

2= e2=

B3

2bx

2=

A=RB

nt

=

B= RB

B2 .L2+6.

M2

B22 .L2=

A= RA

B1.L1+6 .

M1

B12 .L=

C= RC

B3 .L3+6 .

M3

B 32 .L3=

D=3.M1.L

1+2P

1.L

12+3.P.

1e1.L

1+2.P

3.L

22+3.P

3.e

2.L

2+3.M

3.L

2=

E=P3.e

2.L

12M

3.L

12+P

1.L

12. (e

1+L

1+L

2)M

1.L

12+P

2.L

2.L

12M

2.L

12

RB= E

L1.L

2.(L

1+L

2)

D

2.L1.L

2

=

+P3.L

22(e

2+L

1+L

2)+M

3.L

22+P

2.L

1.L

22+M

2.L

22P

1.e

1.L

22+M

1.L

22

RA=(P3

.e2M3+P1

.

(e1+L1+L2)M1+P2.L2M2RB

.L2

L1+L

2 )=RC=( P3 .(e2+L1+ L2)+M3+P2 L1+M2P1 .e1+M1RB . L1L

1+L

2)=

A=(2.00L )x (L)=2.00L A=(B)x(L)2.00L =


5/34

Cuml0 2.&- Determinacin de reacciones ' presiones de diseo

Bactor0': Cm: 1!," C8: 1!6"

Mu1(1!,Mm1=1!6M81( 1!2, Tnm Mu2(1!,Mm2=1!6M82( "!62 Tnm Mu3(1!,Mm3=1!6M83(

Pu1(1!,Pm1=1!6P81( 1-!1 Tn Pu2(1!,Pm2=1!6P82( 3.!" Tn Pu3(1!,Pm3=1!6P83(

"!," m

L1(Lcol101( 2!" m L2(Lcol202(

M"1= -1.25 Tn-m M"2= -0.82 Tn-m M"3=

P"1 16.71 Tn P"2= 34.07 Tn P"3=

L1= 2.70 m L2= 2.00 m

e1= 0.50 m

NOTA:La Via !"e #e $%e#en&a' e#&a ()%ma*a $)% *)# a$a&a# e,en&%ia# "na en&%a/' en /a !"e #e *e&e%mina%

/a# %eai)ne#' *ia%ama *e M)men&)# C)%&an&e# $a%a a%eia% /"/)# #e e,$%e#a% /a# %eai)ne# *e mane%a


= 561.66729

= 1850.16654

uA( 22!2 Tn u?( 2"!67 Tn uC( 27!-3 Tn

2.- Diseo de la !i$a de cone*in

Mc( 1"!-7 TnmMa( 7!-1 Tnm

1!2, Tnm

M9( ,!37 TnmL1( 2!" m L2( 2!"" m

D+A,AMA DE MME/0 #E0

,!,, Tn 22!"" Tn

1-!1 Tn !-3 Tn

D+A,AMA DE ESUEZS 0A/0ES

D+SE DE 4+,A DE /E5+/

6ED+ME/S+/ADPe%a/&e *e Via

0.46 m 0.36 m S0 A'um0: /("!." m

0.32 m

:n;) *e Via

0.20 m 0.17 m 0.28 m S0 A'um0: 9("!1, m

Mc1 Mc2

e1=B1

2bx

2= e2=B3

2bx

2=

b=/2=

!="ec#/2=1=Lcol1/7= 2=Lcol2/7=

b=P1/31.Lcol1= b=P1/31.Lcol2=


6/34

Sei)n e&e%minai


7/34

.!V0r5*5cac5Fn or 0'*u0rGo cortant0 Zaata :

%.1 6eralte e:ecti!o . @ = 1?2

@ = 1!2 cm* = .1!6 cm : = 1!2 cm&

%.2 Es:uer9o cortante a ; d ;

9.75 Tn?m

H ( "!,6 m Vud ( !3 Tn

%.3 ortante tomado por el concreto

Vc ( 31!3, Tn C"m$/e $)% e#("e%) )%&an&e.

&.-4eri:icacin por es:uer9o de pun9onamiento (1)

&.1 6er


8/34

=.-4eri:icacin por es:uer9o de pun9onamiento (3)

&.1 6er


9/34

16.8 m As* @ 1"!,, cm&

S0 adota : 182BB C 1&. cm

A'y1.25 m

13.17 Tn-m B3= 140.00 m *=

:# = 8.74 m 10.23

17.3 m As' @ 1"!23 cm& S0 adota : 182BB C

1.-Diseo del acero de 9apata central (2)A'

0.30 m 17.11 Tn?m

9.51 Tn?m

0.77 Tn-m B2= 180.00 m *=

:# = 0.49 m 13.56

16.8 m As' @ 13!,- cm& S0 adota : 182BB C

A'y1.50 m

9.63 Tn-m L2= 90.00 m *=

:# = 6.36 m 6.58

17.3 m As' @ -!,6 cm& S0 adota : 182BB C

esumen

2 1%2++ =1 1%2++ 2 1%2++ =" 1%2++

"!," m

2 1%2++ =1 1%2++ 2 1%2++ =" 1%2++

1"!", = 6"!1" = 2"!2" = "!3" 1"!", = 6"!1" = 2"!2" = "!3"

1!3" m 1!6" m 1!." m

1!3

"m

"!7

"m

3!2" m

A' 1%2++ "!1, Parr5lla 1%2++ "!1," A' 1%2++ "!A'y 1%2++ "!1, Parr5lla 1%2++ "!1," A'y 1%2++ "!

DISEO ZAPATA CONECTADA EJE 11

:#mGn =B2

a A

*

==

2

2YWu

Mu .

L3

*

Y

==

2

2YWu

Mu .

L2

*

Y

Sx=Av(L12"ec)

As=

As min=0.0018b!=

+%y=%. B3=

*=(B2bx)/2=

%B= R%B

B2.L2+6.

M%2

B22.L2=

M%=+% .*

2

2 =

Sx=Av(B22"ec)

As=

Sy=Av(B32 "ec)

As =

As min=0.0018b!=

,=L3ay/2=

,=L2ay/2= +%y=%.L2=

+%x=%. B2=

Sy=Av(L32 "ec)

As =


10/34


11/34

a


12/34

"!67 Tnm

1.!", Tn

"!,, m

2!"" m

-0.89 Tn-m

14.05 Tn

e1= 0.55 m

m&

+M2.L

22P

1.e

1.L

22+M

1.L

22


13/34

1!.1 Tnm

22!"" Tn

"!,, m

2!"" m

-1.41 Tn-m

22.00 Tn

e1= 0.55 m

1!.1 Tnm


14/34

1.59 m

3!6" cm&

22.86 m

30.00 m

2!,3 cm&

22.86 m

30.00 m24 .#=

24 .#=


15/34


16/34

41.87 m

12.68 Tn?m

40.60 m

41.87 m


17/34

16.85 Tn?m

40.60 m

1&. cm

41.87 m

1&. cm

8.56 Tn?m

40.60 m

1&. cm

1!.

"m

1,

1,

+%y=%. B3=


18/34


19/34

DISEO ZAPATA CONECTADA 22

1!"" #$%m& '%c ( 2"" #$%m& Lcol1 ( 3!2" m#o ( 3""" Tn%m) *+c ( 21" #$%cm& Lcol2 ( 2!,, m

1!-" Tn%m) *y ( .2"" #$%cm& / ( "!," m

2!"" Tn%m) 0 ( 1, cm r0c ( !, cm

2!." Tn%m) D* ( 1!"" m NPT( "!1, m

Zaata 0c4ntr5ca Zaata c0ntrada Zaata 0c4ntr5c

7!72 Tn 16!"3 Tn Pm3( 6!1, Tn2!3 Tn ,!1 Tn P83 ( 2!"6 Tn

"!12 Tnm "!". Tnm Mm3( "!"6 Tnm"!". Tnm "!"1 Tnm "!26 Tnm

Columna Columna Columna9 ( 2, cm 9 ( 2, cm 9 ( 2, cmay ( 2, cm ay ( 2, cm ay ( 2, cm

ESQUEMA

1! Caac5dad N0ta d0l Su0lo:

6!3" Tn%m&

2! D5m0n'5onam50nto 0n lanta:2.1- Zapata para columna (1)

9.92 + 2.73 = 1.52 m

8.30

1!,2 m&Incr0m0nto d0 ar0a or Mom0nto'! *( 3,!""; 1!,2( 2!"- m&

S0 adota un 8alor: ?1 L1( 1!1" m 1!7" m2.2- Zapata para columna (3)

8.15 + 2.08 = 1.23 m

8.30

1!23 m&

Incr0m0nto d0 ar0a or Mom0nto'! *( ."!""; 1!23( 1!3 m&

S0 adota un 8alor: ?3 L3( 1!"" m 1!6" m

snt (

g' (

gc' (

gca (

Pm1( Pm2(P81 ( P82 (Mm1( Mm2 (M81 ( M82 ( M83 (

ntg=

A= Psnt

=Pcm+Pcv

nt

=

A= Psnt

=Pcm+Pcv

nt

=

A=(B)x (L)1.75L =

A=(1.75L )x (L)=1.75L

1.75L =

ntg=ts /cHc . ca(NPTep ) . SPiso . cs

A=(B)x (L)1.75L =

A=(1.75L )x (L)=1.75L

1.75L =


20/34

2.3- Determinacin de las reacciones!aria"les

M1(Mm1=M81( "!1- Tnm M2(Mm2=M82( "!"- Tnm M3(Mm3=M83(

P1(Pm1=P81( 12!-, Tn P2(Pm2=P82( 23!. Tn P3(Pm3=P83(

"!.3 m

L1(Lcol101( 2!6 m L2(Lcol202(

M1= -0.16 Tn-m M2= 0.06 Tn-m M3=

P1 12.65 Tn P2= 23.74 Tn P3=

L1= 2.78 m L2= 2.18 m

e1= 0.43 m




364.933896

= 1434.5778

17.79 Tn

15.52 Tn

13.31 Tn

#as Dimensiones de Zapata (2) tendra las si$uente relacin

17.79 = 2.14 m Incr0m0nto d0 ar0a or Mom0nto'! *( "!""; A+(8.3

A+( 2!1. m&

S0 adota un 8alor: ?2 L2( 1!," m 1!," m2.%.- Determinacin de las presionesZapata (1)

!, Tn%m& @ 6!3" Tn%m&

Cuml0 Zapata (2)

6!"" Tn%m& @ 6!3" Tn%m&

Cuml0

Zapata (3)

6!-" Tn%m& 6!3" Tn%m&

e1=B1

2 bx2= e2=B3

2bx

2=

A=RB

nt

=

bxay=B2L2

B= RB

B2 .L2+6 .

M2

B22.L2

=

A= RA

B1.L1+6.

M1

B12 .L=

B2.L2=A '

C= RC

B3 .L3+6 .

M3

B32 .L3=

D=3.M1.L

1+2P

1.L

12+3.P.

1e1.L

1+2.P

3.L

22+3.P

3.e

2.L

2+3.M

3.L

2=

E=P3.e

2.L

12M

3.L

12+P

1.L

12. (e

1+L

1+L

2)M

1.L

12+P

2.L

2.L

12M

2.L

12

RB= E

L1.L

2.(L

1+L

2)

D

2.L1.L

2

=

+P3.L

22(e

2+L

1+L

2)+M

3.L

22+P

2.L

1.L

22+M

2.L

22P

1.e

1.L

22+M

1.L

22

RA=P

3.e

2M

3+P

1.(e

1+L

1+L

2)M

1+P

2.L

2M

2RB .L

2

L1+L

2 )=

RC=( P3 .(e2+L1+ L2)+M3+P2 L1+M2P1 .e1+M1RB . L1L1+L

2)=


21/34

No cuml0 Incr0m0ntar r0a2.&- Determinacin de reacciones ' presiones de diseo

Bactor0': Cm: 1!," C8: 1!6"

Mu1(1!,Mm1=1!6M81( "!2, Tnm Mu2(1!,Mm2=1!6M82( "!"7 Tnm Mu3(1!,Mm3=1!6M83(

Pu1(1!,Pm1=1!6P81( 17!7 Tn Pu2(1!,Pm2=1!6P82( 3!32 Tn Pu3(1!,Pm3=1!6P83(

"!.3 m

L1(Lcol101( 2!6 m L2(Lcol202(

M"1= -0.25 Tn-m M"2= 0.09 Tn-m M"3=

P"1 19.79 Tn P"2= 37.32 Tn P"3=

L1= 2.78 m L2= 2.18 m

e1= 0.43 m




= 570.993093

= 2248.97583

uA( 2.!27 Tn u?( 2!7 Tn uC( 2"!61 Tn

2.- Diseo de la !i$a de cone*in

Mc( -!-1 TnmMa( 6!-, Tnm

"!2, Tnm

M9( 3!6. TnmL1( 2!6 m L2( 2!16 m

D+A,AMA DE MME/0 #E0

.!," Tn 1,!7 Tn

17!7 Tn .!6, Tn

D+A,AMA DE ESUEZS 0A/0ES

D+SE DE 4+,A

6ED+ME/S+/AD

Pe%a/&e *e Via0.46 m 0.36 m S0 A'um0: /("!." m

0.32 m

Mc1 Mc2

C= RC

B3 .L3+6 .

M3

B32 .L3=

e1=B1

2bx

2= e2=

B3

2bx

2=

!="ec#/2=1=Lcol1/7= 2=Lcol2/7=


22/34

:n;) *e Via

0.20 m 0.20 m 0.20 m S0 A'um0: 9("!2, m

Sei)n e&e%minai


23/34

= 0.84

;% = 0.22 m

Se :#"me 0.50 m Cuml0 or r5$5d0G!

.!V0r5*5cac5Fn or 0'*u0rGo cortant0 Zaata :

%.1 6eralte e:ecti!o . @ = 1?2

@ = 1!2 cm* = .1!6 cm : = 1!2 cm&

%.2 Es:uer9o cortante a ; d ;

10.98 Tn?m

H ( "!.3 m Vud ( 7!"" Tn

%.3 ortante tomado por el concreto

Vc ( .,!62 Tn Cuml0 or 0'*u0rGo cortant0!

&.-4eri:icacin por es:uer9o de pun9onamiento (1)

&.1 6er


24/34

Vc ( .3!.1 Tn Cuml0 or 0'*u0rGo cortant0!

=.-4eri:icacin por es:uer9o de pun9onamiento (3)

=.1 6er


25/34

:# = 6.00 m 13.56

15.40 m As* @ 13!,- cm&

S0 adota : 182BB C 1&. cm. A'y

0.78 m

4.10 Tn-m B3= 100.00 m *=

:# = 2.61 m 7.54

As' @ !,. cm&

14.3 m S0 adota : 182BB C 12.& cm

1.-Diseo del acero de 9apata central (2)

A'

0.63 m 18.88 Tn?m

12.59 Tn?m

3.69 Tn-m B2= 150.00 m *=

:# = 2.34 m 11.30

As' @ 11!3" cm&

15.1 m S0 adota : 182BB C 1&. cm

esumen

2 ,%6++ =1 ,%6++ 2 ,%6++ = 1%2++

"!," m

2 ,%6++ =1 ,%6++ 2 ,%6++ = 1%2++

1 "!", = 6 "!1" = 2 "!2" = "!3" 3%6++: 1 !", 61""!3"

1!1" m 1!," m 1!"" m

1!7

"m

1!,

"m

3!2" m 2!,, m

A' 1%2++ "!1, Parr5lla 1%2++ "!1," A' 1%2++ "!

A'y 1%2++ "!12, Parr5lla 1%2++ "!12, A'y 1%2++ "!

:#mGn =

B2

a A

*

B1

L3

a Y

*==

2

2YWu

Mu .

Asmin=0.0018b!=

Sx=Av(L12"ec)

As=

Asmin=0.0018b!=

,=(L1ay)/2= +%y=%.B3=

Sx=Av(B32"ec)

As=

*=(B2bx)/2=

%B= R%B

B2.L2+6.

M%2

B22.L2

=

+%x=%.L2=

M%=+%.*

2

2 =

Sx=Av(B22"ec)

As=


26/34

DISE O ZAPATA CONECTADA 22


27/34

a


28/34

"!3- Tnm

1"!23 Tn

"!36 m

2!16 m

0.36 Tn-m

10.23 Tn

e1= 0.38 m

A

B2 .L2=A '

+M2 .L22P1 .e1 .L

22+M1 .L

22


29/34

"!-2 Tnm

1,!7 Tn

"!36 m

2!16 m

0.62 Tn-m

15.97 Tn

e1= 0.38 m

"!-2 Tnm


30/34

2.64 m

,!73 cm&

22.86 m

30.00 m

3!7- cm&

22.86 m

30.00 m24 .#=

24 .#=


31/34


32/34

41.87 m

12.08 Tn?m

41.87 m

41.87 m


33/34

13.65 Tn?m

41.87 m

41.87 m

1!6

"m

1,

12,

+%y=%. B3=


34/34

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Zapatas Conectadas FINALalx