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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
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T M2 M30.003 -0.082 -0.024
0.001 -0.014 -0.003
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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 '
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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 =
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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
*i%e&a' /a# mi#ma# !"e ("e%)n )&eni*a# $)% e/ m&)*) ana/i&i) T%aa) Minim).
= 561.66729
= 1850.16654
uA( 22!2 Tn u?( 2"!67 Tn uC( 27!-3 Tn
2.- Diseo de la !i$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=
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Sei)n e&e%minai
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.!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 $)% e#("e%) )%&an&e.
&.-4eri:icacin por es:uer9o de pun9onamiento (1)
&.1 6er
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=.-4eri:icacin por es:uer9o de pun9onamiento (3)
&.1 6er
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16.8 m As* @ 1"!,, cm&
S0 adota : 182BB C 1&. cm
A'y1.25 m
13.17 Tn-m B3= 140.00 m *=
:# = 8.74 m 10.23
17.3 m As' @ 1"!23 cm& S0 adota : 182BB C
1.-Diseo del acero de 9apata central (2)A'
0.30 m 17.11 Tn?m
9.51 Tn?m
0.77 Tn-m B2= 180.00 m *=
:# = 0.49 m 13.56
16.8 m As' @ 13!,- cm& S0 adota : 182BB C
A'y1.50 m
9.63 Tn-m L2= 90.00 m *=
:# = 6.36 m 6.58
17.3 m As' @ -!,6 cm& S0 adota : 182BB C
esumen
2 1%2++ =1 1%2++ 2 1%2++ =" 1%2++
"!," m
2 1%2++ =1 1%2++ 2 1%2++ =" 1%2++
1"!", = 6"!1" = 2"!2" = "!3" 1"!", = 6"!1" = 2"!2" = "!3"
1!3" m 1!6" m 1!." m
1!3
"m
"!7
"m
3!2" m
A' 1%2++ "!1, Parr5lla 1%2++ "!1," A' 1%2++ "!A'y 1%2++ "!1, Parr5lla 1%2++ "!1," A'y 1%2++ "!
DISEO ZAPATA CONECTADA EJE 11
:#mGn =B2
a A
*
==
2
2YWu
Mu .
L3
*
Y
==
2
2YWu
Mu .
L2
*
Y
Sx=Av(L12"ec)
As=
As min=0.0018b!=
+%y=%. B3=
*=(B2bx)/2=
%B= R%B
B2.L2+6.
M%2
B22.L2=
M%=+% .*
2
2 =
Sx=Av(B22"ec)
As=
Sy=Av(B32 "ec)
As =
As min=0.0018b!=
,=L3ay/2=
,=L2ay/2= +%y=%.L2=
+%x=%. B2=
Sy=Av(L32 "ec)
As =
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a
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"!67 Tnm
1.!", Tn
"!,, m
2!"" m
-0.89 Tn-m
14.05 Tn
e1= 0.55 m
m&
+M2.L
22P
1.e
1.L
22+M
1.L
22
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1!.1 Tnm
22!"" Tn
"!,, m
2!"" m
-1.41 Tn-m
22.00 Tn
e1= 0.55 m
1!.1 Tnm
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1.59 m
3!6" cm&
22.86 m
30.00 m
2!,3 cm&
22.86 m
30.00 m24 .#=
24 .#=
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41.87 m
12.68 Tn?m
40.60 m
41.87 m
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16.85 Tn?m
40.60 m
1&. cm
41.87 m
1&. cm
8.56 Tn?m
40.60 m
1&. cm
1!.
"m
1,
1,
+%y=%. B3=
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DISEO ZAPATA CONECTADA 22
1!"" #$%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 =
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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
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# $)% e/ m&)*) ana/i&i) T%aa) Minim).
364.933896
= 1434.5778
17.79 Tn
15.52 Tn
13.31 Tn
#as Dimensiones de Zapata (2) tendra las si$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)=
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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
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# $)% e/ m&)*) ana/i&i) T%aa) Minim).
= 570.993093
= 2248.97583
uA( 2.!27 Tn u?( 2!7 Tn uC( 2"!61 Tn
2.- Diseo de la !i$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=
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:n;) *e Via
0.20 m 0.20 m 0.20 m S0 A'um0: 9("!2, m
Sei)n e&e%minai
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= 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
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Vc ( .3!.1 Tn Cuml0 or 0'*u0rGo cortant0!
=.-4eri:icacin por es:uer9o de pun9onamiento (3)
=.1 6er
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:# = 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=
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DISE O ZAPATA CONECTADA 22
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a
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"!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
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"!-2 Tnm
1,!7 Tn
"!36 m
2!16 m
0.62 Tn-m
15.97 Tn
e1= 0.38 m
"!-2 Tnm
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2.64 m
,!73 cm&
22.86 m
30.00 m
3!7- cm&
22.86 m
30.00 m24 .#=
24 .#=
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41.87 m
12.08 Tn?m
41.87 m
41.87 m
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13.65 Tn?m
41.87 m
41.87 m
1!6
"m
1,
12,
+%y=%. B3=
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