SISMOS Proyecto
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Transcript of SISMOS Proyecto
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8/20/2019 SISMOS Proyecto
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h muro/fachada carga de
m kg/m
4 547
eje entre ejes
m m2 kg/ml kg kg
0 A A' 0 0 0 0 0
A C 0 0 0 0 0C E 0 0 0 0 0
E J 55 4!" 4!0747" 225#!! 2$%
J & %5 4$$ 4!0%70$ 2%%#"% ""$
! A A' !5 0 0 0 7$
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
2 A A' !5 0 0 0 7$
A C %5 0 0 0 ""$C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
" A A' !5 0 0 0 7$
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
4 A A' 0 0 0 0 0
A C %5 0 0 0 ""$C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
5 A A' 0 0 0 0 0
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la )iga(rinci(al
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ejes entre ejes
m m2 kg/ml kg kg
A' 0 ! 0 0 0 0 0
! 2 7 525 4!025 2$7!75 !$!"
2 " $ % 4!025 "2$2 4!%
" 4 0 0 0 0 0
4 5 0 0 0 0 0
A 0 ! 0 0 0 0 0
! 2 7 !%%" !2##5!% #0#%%! "%4
2 " $ !# !2##!25 !0"#" 4!%
" 4 % #75 $$$$75 5"""25 "!2
4 5 5 $!" $$#422 4447!! 2%0
C 0 ! 0 0 0 0 0
! 2 7 2!!$ !%550%% !!5$5 "%4
2 " $ 242 !%54%75 !"2"74 4!%
" 4 % !$!5 !%54%75 ##2$05 "!2
4 5 5 !5!" !%55222 $27%!! 2%0
E 0 ! !5 0 0 0 7$
! 2 7 !#4" !5!$"!% !0%2$ "%4
2 " $ !!2 7%5$ %!2%4 4!%
" 4 % !%%5 !5!7#25 #!0755 "!2
4 5 5 !"$$ !5!$472 75#2"% 2%0 J 0 ! !5 0 0 0 7$
! 2 7 2! !%4! !!4$7 "%4
2 " $ !" $$$$75 7!!! 4!%
" 4 % !$ !%4! #$4% "!2
4 5 5 !5 !%4! $205 2%0
& 0 ! !5 0 0 0 7$
! 2 7 !!"$ $$#2%57 %224$% "%4
2 " $ !" $$$$75 7!!! 4!%
" 4 % #75 $$$$75 5"""25 "!2
4 5 5 $!" $$#422 4447!! 2%0
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la )iga(rinci(al
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iseño (eso del (retil (eso del muro fachada es(ecial )iga (rin
2 kg/ml kg/m2 kg/ml kg/m
25# 70 !%0 52
)iga secundaria
carga (untual de la )iga secundaria
muro fachada
kg kg kg ml kg kg/ml kg m
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 00 0 0 0 0 0 0 0
!4245 0 0 0 0 0 0 0
!%$"5 0 0 0 0 0 0 0
"$$5 0 0 0 0 0 0 "5
!%$"5 0 0 "5 !%! !77$ %"$4 0
!4504 0 0 "5 !%! !5"2 552" 0
0 0 0 "5 !%! !504 5425 0
0 0 0 "5 !%! !77$ %"$4 0
0 0 0 0 0 0 0 75
0 0 0 75 "45 !77$ !"%$0 00 0 0 75 "45 !5"2 !!$"5 0
0 0 0 "5 !%! !504 5425 0
0 0 0 75 "45 !77$ !"%$0 0
"$$5 0 0 0 0 0 0 4
0 0 0 7 "22 !77$ !27%$ 0
0 0 0 7 "22 !5"2 !!04% 0
0 0 0 " !"$ !504 4%50 0
0 0 0 7 "22 !77$ !27%$ 0
0 0 0 0 0 0 0 0
0 0 0 55 25" !77$ !00"2 00 0 0 55 25" !5"2 $%7# 0
0 0 0 55 25" !504 $525 0
0 0 0 55 25" !77$ !00"2 0
0 0 0 0 0 0 0 0
!%$"5 0 0 25 !!5 !070 27#0 0
!4504 0 0 25 !!5 #22 2420 0
!4245 0 0 25 !!5 #04 2"75 0
!%$"5 0 0 25 !!5 !070 27#0 0
(retil/arandal
longitud de la)iga secundaria
(eso de la)iga
reaccion dela losa
carga(untual
longitud del(retil/arandal
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carga (untual de la )iga secundaria
muro fachada carga (unt
kg kg kg ml kg kg/ml kg m
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
"$$5 0 0 0 0 0 0 275
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 00 0 0 0 0 0 0 %
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
"$$5 0 0 0 0 0 0 "25
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
(retil/arandal
longitud de la)iga secundaria
(eso de la)iga
reaccion dela losa
longitud del(retil/arandal
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ci(al )iga secundaria arandal
l kg/ml kg/ml
4% 20
)oladi*o
carga (untual del (retil/arandal
(eso del (retil carga (untual carga (untual
kg kg kg kg/ml kg ton ton
0 0 0 0 0 000 000
0 0 0 0 0 000 0000 0 0 0 0 000 000
0 0 0 0 0 "#7 000
0 0 0 0 0 4%# 000
!$2 #0%5 0 4!025 2524"75 047 252
0 0 0 0 0 202 %"$
0 0 0 0 0 !74 552
0 0 0 0 0 02# 54"
0 0 0 0 0 0"4 %"$
"#0 !#425 0 4!025 540#"75 00$ 54!
0 0 0 0 0 0"4 !"%$0 0 0 0 0 02# !!$4
0 0 0 0 0 02# 54"
0 0 0 0 0 0"4 !"%$
20$ !0"% 0 4!025 2$$5 047 2$#
0 0 0 0 0 0"4 !277
0 0 0 0 0 02# !!05
0 0 0 0 0 02# 4%5
0 0 0 0 0 0"4 !277
0 0 0 0 0 000 000
0 0 0 0 0 0"4 !00"0 0 0 0 0 02# $%$
0 0 0 0 0 02# $5"
0 0 0 0 0 0"4 !00"
0 0 0 0 0 000 000
0 0 0 0 0 202 27#
0 0 0 0 0 !74 242
0 0 0 0 0 !7! 2"$
0 0 0 0 0 202 27#
(eso de la)iga
(eso delarandal
reaccion de lalosa
cargadistriuida
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carga (untual del (retil/arandal
(eso del (retil carga (untual carga (untual
kg kg kg kg kg ton ton
0 0 0 0 0 000 000
0 0 0 0 0 4%$ 000
0 0 0 0 0 "70 000
0 0 0 0 0 000 000
0 0 0 0 0 000 000
0 0 0 0 0 000 000
0 0 0 0 0 #4% 000
0 0 0 0 0 !0$! 000
0 0 0 0 0 5%5 000
0 0 0 0 0 47! 000
0 0 0 0 0 000 000
0 0 0 0 0 !!#5 000
0 0 0 0 0 !"%5 000
0 0 0 0 0 !024 000
0 0 0 0 0 $54 000
!4" 7!225 0 4!074727 !#$4$05 047 !#$
0 0 0 0 0 !0## 000
0 0 0 0 0 %54 000
0 0 0 0 0 #42 000
0 0 0 0 0 7$5 000"!2 !554 0 4!070#02 4""02"5 00$ 4""
0 0 0 0 0 !!$5 000
0 0 0 0 0 75" 000
0 0 0 0 0 !0!% 000
0 0 0 0 0 $47 000
!%# $4!75 0 4!0%7077 2"454" 047 2"5
0 0 0 0 0 %5# 000
0 0 0 0 0 75" 000
0 0 0 0 0 5%5 000
0 0 0 0 0 47! 000
(eso de la)iga
(eso delarandal
reaccion de lalosa
cargadistriuida
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+,- +.- +,- +.-
momentos
ton ton ton ton ton ton
000 000 0 0 000 000 000 000 Eje
000 000 0 0 000 000 000 000 A000 000 0 0 000 000 000 000 C
!#$ !#$ 0 0 000 000 000 000 E
2"5 2"5 0 0 000 000 000 000 J
000 2## 0 55% 000 000 000 2## &
420 420 74! $54 0!7 .0!7 4"$ .4"$
"%" "%" 72 4#" .04! 04! "2" ."2"
2$% 2$% %"# 5%$ .0!" 0!" 27" .27"
""% ""% 757 %7$ .0!2 0!2 "24 ."24 Eje
000 54# 0 !0%7 000 000 000 54# !
70! 70! !"7# !2%7 .0!7 0!7 %$4 .%$4 2%0% %0% !!! $0$ .054 054 552 .552 "
2$% 2$% %47 45# .0"4 0"4 25! .25! 4
70! 70! !"!! #5$ .054 054 %47 .%47 5
000 ""5 0 %2# 000 000 000 ""5
%55 %55 !!% !!02 .00# 00# %4% .%4%
5%7 5%7 #%" #4! .004 004 5%" .5%"
247 247 522 4"# .0!5 0!5 2"2 .2"2
%55 %55 !!5$ %$4 .07" 07" 5$2 .5$2
000 000 0 0 000 000 000 000
5!# 5!# !024 !!"% 0!7 .0!7 5"% .5"%44# 44# #22 7 .040 040 40# .40#
44! 44! %%" $47 0"" .0"" 474 .474
5!# 5!# !!! !0" .0!2 0!2 50% .50%
000 000 0 0 000 000 000 000
24! 24! "4! 55" 0"" .0"" 27" .27"
20$ 20$ 4## 4#" .00! 00! 207 .207
204 204 454 4%2 00! .00! 20% .20%
24! 24! 55 "47 .0"! 0"! 20# .20#
reacciones en losa(o1os
reaccioneshi(erestaticas
sumatoria decortantes
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+,- +.- +,- +.-
momentos
ton ton ton ton ton ton
000 000 0 0 0 0 000 000
2"4 2"4 0 0 0 0 000 000
!$5 !$5 0 0 0 0 000 000
000 000 0 0 0 0 000 000
000 000 0 0 0 0 000 000
000 000 0 0 0 0 000 000
47" 47" 474 7!% 0"457! .0"457! 50$ .50$
540 540 $7! $ .00$$75 00$$75 5"2 .5"2
2$2 2$2 5%2 4!$ .024 024 25$ .25$
2"5 2"5 "!7 2#" .004$ 004$ 2"! .2"!
000 000 0 0 0 0 000 000
5#7 5#7 724 $5 0!$ .0!$ %!5 .%!5
%$" %$" #%% #4% .0025 0025 %$0 .%$0
5!2 5!2 %$2 552 .02!%%7 02!%%7 4#0 .4#0
427 427 "# "$5 .00! 00! 42% .42%
000 245 0 4$# 0 0 000 245
550 550 7!7 %#5 .00"!4" 00"!4" 54% .54%
"27 "27 5#4 55# .004"75 004"75 "2" ."2"
47! 47! %5 42" .0"7$"" 0"7$"" 4"" .4""
"#" "#" 4!7 2"" .0"%$ 0"%$ "5% ."5%000 44! 0 #"! 0 0 000 44!
5#" 5#" #5! 70# .0"457! 0"457! 55$ .55$
"7% "7% 7! 5#% .0!425 0!425 "%2 ."%2
50$ 50$ 7!2 474 .0"#%%7 0"#%%7 4%$ .4%$
42" 42" 4$% 2"" .050% 050% "7" ."7"
000 2$! 0 5%4 0 0 000 2$!
"2# "2# %7" %54 .0027!4 0027!4 "27 ."27
"7% "7% $$$ $24 .00$ 00$ "%$ ."%$
2$2 2$2 %" "4! .04$!%7 04$!%7 2"4 .2"4
2"5 2"5 "4# 22% .024% 024% 2!! .2!!
reacciones en losa(o1os
reaccioneshi(erestaticas
sumatoria decortantes
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CENTRO DE MASA
A3EA
6 !.A 2.A ".A
%$!55#2 0 0 2## 50$ 5"2#05407$ %5 5$$5!5! 50$ %$4 %4%
7050$!5 !2! $5"!4$% 4"$ 5"2 25$
7%%%%52 !7% !"4#""! 54# ""5
4$2#505 24! !!%"#!! !244"5 227!5$ !77!"%
"54!%%4 "#54#05 !!!%%$
!.C 2.C ".C
4"$ %$4 %4%
1 "2" 552 5%"
%5"4"%% 2% !%#$#"5 %!5 %!5 %$0
#%"5#5 !# !$"0$" %$0 4#0$5"0#5 !! #"$4045 !"75$" 25"!%# 2"7#$!
7"2#24% 5 "%%4%2"
""$%!" 0 0 !.E 2.E ".E
"54!%%4 4$"4%"2 8 !"%507 "2" 552 5%"
27" 25! 2"2
245 54% "2"
54% "2" 4""
!"$%#" !%72#% !5505"
!.J 2.J ".J27" 25! 2"2
"24 %47 5$2
44! 55$ "%2
55$ "%2 4%$
!5#5"# !$!$04 !%4442
!.& 2.& ".&
"24 %47 5$2
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2$! "27 "%$
"27 "%$ 2"4
#"!$%$ !"4!%7 !!$4$2
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ton
4.A 5.A "54!%%42
25$ 2"!5"% 27"
2"!
!02455 50"74%
4.C 5.C
5"% 27"
40# 207
4#0 42%
42%!$%074 #0%004
4.E 5.E
40# 207
474 20%
4"" "5%
"5%
!%7!$" 7%$55%
4.J 5.J474 20%
50% 20#
4%$ "7"
"7"
!$2!0$ 7$7724
4.& 5.&
50% 20#
(eso de la(lanta
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2"4 2!!
2!!
#5!044 420!
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h muro/fachada carga de
m kg/m
4 5%2
eje entre ejes
m m2 kg/ml kg kg kg
0 A A' 0 0 0 0 0 0
A C 0 0 0 0 0 0
C E 0 0 0 0 0 0
E J 55 4!" 4220!0# 2"2!0% 2$% !!0
J & %5 4$$ 42!#"2" 27425% ""$ !"0
! A A' !5 0 0 0 7$ "0A C %5 0 0 0 ""$ 0
C E 5% 0 0 0 2#!2 0
E J 55 0 0 0 2$% 0
J & %5 0 0 0 ""$ 0
2 A A' !5 0 0 0 7$ 0
A C %5 0 0 0 ""$ 0
C E 5% 0 0 0 2#!2 0
E J 55 0 0 0 2$% 0
J & %5 0 0 0 ""$ 0
" A A' !5 0 0 0 7$ "0A C %5 #75 $4" 547#5 ""$ 0
C E 5% 0 0 0 2#!2 0
E J 55 0 0 0 2$% 0
J & %5 #75 $4" 547#5 ""$ 0
5 A A' 0 0 0 0 0 0
A C %5 !#75 !707%!5 !!0##5 ""$ 0
C E 5% %25 %272"2! "5!25 2#!2 0
E J 55 %$$ 70"0!0# "$%%5% 2$% 0
J & %5 !0 $%4%!54 5%20 ""$ 0
% A A' 0 0 0 0 0 0A C %5 !0 $%4%!54 5%20 ""$ 0
C E 5% %25 %272"2! "5!25 2#!2 0
E J 55 %$$ 70"0!0# "$%%5% 2$% 0
J & %5 !0 $%4%!54 5%20 ""$ 0
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
(retil/arandal
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ejes entre ejes
m m2 kg/ml kg kg kg
A' 0 ! 0 0 0 0 0 0
! 2 7 525 42!5 2#505 "%4 0
2 " $ % 42!5 ""72 4!% 0
" 5 0 0 0 0 0 0
5 % 0 0 0 0 0 0
A 0 ! 0 0 0 0 0 0
! 2 7 !%%" !""5!5! #"4%0% "%4 0
2 " $ !# !""475 !0%7$ 4!% 0
" 5 % 0 0 0 "!2 0
5 % 5 %25 7025 "5!25 2%0 0
C 0 ! 0 0 0 0 0 0
! 2 7 2!!$ !70045! !!#0"2 "%4 02 " $ 242 !70005 !"%004 4!% 0
" 5 % $4 7$%$ 4720$ "!2 0
5 % 5 !25 !405 7025 2%0 0
E 0 ! !5 0 0 0 7$ 0
! 2 7 !#4" !55##5! !0#!#7 "%4 0
2 " $ !!2 7$%$ %2#44 4!% 0
" 5 % !%25 !5220$" #!"25 "!2 0
5 % 5 !25 !405 7025 2%0 0
J 0 ! !5 0 0 0 7$ 0
! 2 7 2! !%$% !!$02 "%4 02 " $ !" #!"25 7"0% 4!% 0
" 5 % $25 77275 4%"%5 "!2 0
5 % 5 !25 !405 7025 2%0 0
& 0 ! !5 0 0 0 7$ 0
! 2 7 !!"75 #!"25 %"#275 "%4 0
2 " $ !" #!"25 7"0% 4!% 0
" 5 % 0 0 0 "!2 0
5 % 5 %25 7025 "5!25 2%0 0
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
(retil/arandal
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iseño (eso del (retil (eso del muro fachada es(ecial )iga (
2 kg/ml kg/m2 kg/ml kg
25# 70 !%0 5
carga (untual de la )iga secundaria carga (
muro fachada
kg kg ml kg kg/ml kg m kg
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 "5 !$20 !040 "5 !%! !070 "#0% 0 0
0 $#% "5 !%! #22 ""$$ 0 0
0 $$0 "5 !%! #04 ""25 0 0
0 !040 "5 !%! !070 "#0% 0 0
0 0 0 0 0 0 75 "#0
!$20 0 75 "45 !070 $"70 0 0
!5%$ 0 75 "45 #22 72%0 0 0
!540 0 "5 !%! #04 ""25 0 0
!$20 0 75 "45 !070 $"70 0 0
420 0 0 0 0 0 "5 !$2!$20 0 4 !$4 !070 44%4 0 0
!5%$ 0 7 "22 #22 %77% 0 0
!540 0 " !"$ #04 2$50 0 0
!$20 0 4 !$4 !070 44%4 0 0
0 0 0 0 0 0 0 0
!$20 0 0 0 !070 0 0 0
!5%$ 0 " !"$ #22 2#04 0 0
!540 0 " !"$ #04 2$50 0 0
!$20 0 0 0 !070 0 0 0
0 0 0 0 0 0 0 00 !040 0 0 !070 0 0 0
0 $#% 0 0 #22 0 0 0
0 $$0 0 0 #04 0 0 0
0 !040 0 0 !070 0 0 0
longitud de la)iga
secundaria
(eso de la)iga
reaccion dela losa
carga(untual
longitud del(retil/arandal
(eso de la)iga
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carga (untual de la )iga secundaria carga (
muro fachada
kg kg ml kg kg/ml kg m kg
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 !!20 0 0 0 0 0 0
0 !2$0 0 0 0 0 0 0
0 #%0 "25 !4#5 #$7 ""5725 0 0
0 $00 0 0 0 0 0 0
0 0 0 0 0 0 0 0
!#%0 0 0 0 0 0 0 02240 0 0 0 0 0 0 0
!%$0 0 "25 !4#5 #$7 ""5725 0 0
!400 0 0 0 0 0 0 0
420 0 0 0 0 0 275 !4"
!#%0 0 0 0 0 0 0 0
2240 0 0 0 0 0 0 0
!%$0 0 0 0 0 0 0 0
!400 0 0 0 0 0 0 0
420 0 0 0 0 0 % "!2
!#%0 0 0 0 0 0 0 02240 0 0 0 0 0 0 0
!%$0 0 "25 !4#5 #$7 ""5725 0 0
!400 0 0 0 0 0 0 0
0 240 0 0 0 0 "25 !%#
0 !!20 0 0 0 0 0 0
0 !2$0 0 0 0 0 0 0
0 #%0 "25 !4#5 #$7 ""5725 0 0
0 $00 0 0 0 0 0 0
longitud de la)iga
secundaria
(eso de la)iga
reaccion dela losa
carga(untual
longitud del(retil/arandal
(eso de la)iga
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inci(al )iga secundaria arandal
/ml kg/ml kg/ml
2 4% 20
untual del (retil/arandal +,- +.- +,-
carga (untual mom
kg kg kg/ml kg ton ton ton t0 0 0 0 000 000 000 000 0
0 0 0 0 000 000 000 000 0
0 0 0 0 000 000 000 000 0
0 0 0 0 272 000 !"% !"% 0
0 0 0 0 "2! 000 !%! !%! 0
0 70 247 !!!%5 0!! !!2 000 !22 00 0 0 0 !"$ "#! 2%4 2%4 7"5
0 0 0 0 !!# ""# 22# 22# 5$"
0 0 0 0 !!7 """ 225 225 %4
0 0 0 0 !"$ "#! 2%4 2%4 %7#
0 !50 247 2"#25 00$ 2"# 000 247 0
0 0 0 2!% $"7 52% 52% !27$
0 0 0 !$% 72% 45% 45% ###
0 0 0 !$" """ 25$ 25$ %0%
0 0 0 2!% $"7 52% 52% !2"5
0 70 247 !!!%5 05" !!2 000 !%4 00 0 0 7%4 44% %05 %05 !!5
0 0 0 !$% %7$ 4"2 4"2 $!7
0 0 0 !$" 2$5 2"4 2"4 4#"
0 0 0 7%4 44% %05 %05 !0$!
0 0 0 000 000 000 000 0
0 0 0 !"2% 000 %%" %%" $7$
0 0 0 5"7 2#0 4!4 4!4 %!5
0 0 0 5%# 2$5 427 427 %7"
0 0 0 77$ 000 "$# "$# 7#7
0 0 0 000 000 000 000 00 0 0 700 000 "50 "50 44!
0 0 0 470 000 2"5 2"5 "5
0 0 0 50" 000 252 252 "0$
0 0 0 700 000 "50 "50 45
(eso del(retil
(eso delarandal
reaccion dela losa
cargadistriuida
carga(untual
reacciones en losa(o1os
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untual del (retil/arandal +,- +.- +,-
carga (untual mom
kg kg kg kg ton ton ton t0 0 0 0 000 000 000 000 0
0 0 0 0 ""! 000 !%% !%% 0
0 0 0 0 "7# 000 !$# !$# 0
0 0 0 0 000 000 000 000 0
0 0 0 0 000 000 000 000 0
0 0 0 0 000 000 000 000 0
0 0 0 0 !0$" 000 542 542 %"4
0 0 0 0 !2"7 000 %!# %!# $22
0 0 0 0 !27 ""% 2"! 2"! 452
0 0 0 0 457 000 22# 22# 2!#
0 0 0 0 000 000 000 000 0
0 0 0 0 !42" 000 7!! 7!! $0 0 0 0 !%2% 000 $!" $!" #!2
0 0 0 0 %7! ""% 504 504 %$
0 0 0 0 $%# 000 4"4 4"4 "24
0 55 247 !"5$5" 050 !"% 000 !$% 0
0 0 0 0 !"24 000 %%2 %%2 7!4
0 0 0 0 $#5 000 44$ 44$ 5%4
0 0 0 0 !!!2 000 55% 55% %"#
0 0 0 0 $%# 000 4"4 4"4 4!"
0 !20 247 2#%"$! 050 2#% 000 "4% 0
0 0 0 0 !4!" 000 70% 70% $#20 0 0 0 ##% 000 4#$ 4#$ %#%
0 0 0 0 %%" ""% 4## 4## 7!#
0 0 0 0 $%# 000 4"4 4"4 424
0 %5 247 !%052$ 0"2 !%! 000 !#2 0
0 0 0 0 7$$ 000 "#4 "#4 5%#
0 0 0 0 #00 000 450 450 72#
0 0 0 0 !27 ""% 2"! 2"! 5!#
0 0 0 0 457 000 22# 22# 27#
(eso del(retil
(eso delarandal
reaccion dela losa
cargadistriuida
carga(untual
reacciones en losa(o1os
-
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CE
+.-
ntos
n ton ton ton ton
0 000 000 000 000 Eje 6
0 000 000 000 000 A %!2$2# 0 0
0 000 000 000 000 C #0!77$ %5 5$%!55%
0 000 000 !"% .!"% E 72%402 !2! $7$#4%!
0 000 000 !%! .!%! J 7757%2 !7% !"%5"4!
"" 000 000 000 !22 & 47"7%2 24! !!4!7%75#5 .022 022 24" .24" "4#05" "#7220# !!"$
"#% .0"" 0"" !#5 .!#5
44# .0"5 0"5 !#0 .!#0
7" 00$ .00$ 272 .272 Eje 1
%%! 000 000 000 247 ! 55#0$7 2% !45"%27
!22# .00$ 00$ 5!# .5!# 2 #2%!$# !# !75#75$
$"% .02# 02# 427 .427 " $474$2 !! #"222#$
2$% .05$ 05$ !## .!## 4 74"%7% 5 "7!$"7#
!0!# .0"" 0"" 4#" .4#" 5 4!40## 0 0
"7% 000 000 000 !%4 "4#05" 45!745" 8 !2#4!0" .0!$ 0!$ 5$7 .5$7
#4" 02" .02" 454 .454
"0% .0"4 0"4 200 .200
$%4 .0"" 0"" 572 .572
0 000 000 000 000
772 .0!% 0!% %47 .%47
%#$ 0!5 .0!5 42# .42#
5#4 .0!4 0!4 4!" .4!"
$7% 0!2 .0!2 40! .40!
0 000 000 000 000445 00! .00! "5! ."5!
""5 .00" 00" 2"2 .2"2
""! 004 .004 25% .25%
44 .002 002 "4$ ."4$
reaccioneshi(erestaticas
sumatoria decortantes
-
8/20/2019 SISMOS Proyecto
20/86
+.-
ntos
n ton ton ton ton
0 000 000 000 000
0 000 000 !%% .!%%
0 000 000 !$# .!$#
0 000 000 000 000
0 000 000 000 000
0 000 000 000 000
57# .00$ 00$ 5"4 .5"4
$!! .00! 00! %!7 .%!7
4!# .005 005 22% .22%
"!4 0!# .0!# 24$ .24$
0 000 000 000 000
%7% .0!$ 0!$ %#4 .%#4#4 004 .004 $!% .$!%
%"% .007 007 4#% .4#%
4% 027 .027 4%! .4%!
" 000 000 000 !$%
%#" .00" 00" %5# .%5#
52! .005 005 442 .442
402 .040 040 5!7 .5!7
"% .0!! 0!! 424 .424
%07 000 000 000 "4%
72$ .02" 02" %$" .%$"54$ .0!# 0!# 4$0 .4$0
45% .044 044 455 .455
""2 .0!$ 0!$ 4!% .4!%
"4$ 000 000 000 !#2
4"$ .0!# 0!# "75 ."75
%"% .0!2 0!2 4"$ .4"$
"!5 .0"4 0"4 !#7 .!#7
22$ .0!0 0!0 2!$ .2!$
reaccioneshi(erestaticas
sumatoria decortantes
-
8/20/2019 SISMOS Proyecto
21/86
TRO DE MASA
A3EA
ton
!.A 2.A ".A 4.A 5.A "4#05"!#$
!22 5"4 %!7 22% 24$
5"4 5!# 5$7 %47 "5!
24" %!7 22% 24$
247 !%4
$#$757 !#!%# !5#4 !!2 5#$!
!.C 2.C ".C 4.C 5.C
24" 5!# 5$7 %47 "5!
!#5 427 454 42# 2"2
%#4 %#4 $!% 4#% 4%!
$!% 4#% 4%!
!!"!%7 24557 2"5" 20"" !044
!.E 2.E ".E 4.E 5.E
!#5 427 454 42# 2"2!#0 !## 200 4!" 25%
!$% %5# 442 5!7 424
%5# 442 5!7 424
!2"00" !7275 !%!" !7$2 #!!$
!.J 2.J ".J 4.J 5.J
!#0 !## 200 4!" 25%
272 4#" 572 40! "4$
"4% %$" 4$0 455 4!%
%$" 4$0 455 4!% !4#0#2 !$55 !707 !%$5 !02
!.& 2.& ".& 4.& 5.&
272 4#" 572 40! "4$
!#2 "75 4"$ !#7 2!$
"75 4"$ !#7 2!$
(eso de la(anta
-
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$"#4#7 !"0%$ !20$ $!%# 5%%$
-
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23/86
h muro/fachada
m
4
eje entre ejes
m m2 kg/ml kg kg
0 A A' 0 0 0 0 0
A C 0 0 0 0 0
C E 0 0 0 0 0
E J 55 4!" "$#72!$2 2!4"47 2$%
J & %5 4$$ "$#%4#2" 25"272 ""$
! A A' !5 0 0 0 7$
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
2 A A' !5 0 0 0 7$
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
" A A' !5 0 0 0 7$A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
4 A A' 0 0 0 0 0
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
5 A A' 0 0 0 0 0A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
-
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ejes entre ejes
m m2 kg/ml kg kg
A' 0 ! 0 0 0 0 0
! 2 7 525 "$#25 272475 "%4
2 " $ % "$#25 "!!4 4!%
" 4 0 0 0 0 0
4 5 0 0 0 0 0
A 0 ! 0 0 0 0 0
! 2 7 !%%" !2"2##57 $%"0#7 "%4
2 " $ !# !2"2%25 #$%! 4!%
" 4 % #75 $4""75 50%025 "!2
4 5 5 $!" $4"$#4 42!#47 2%0
C 0 ! 0 0 0 0 0
! 2 7 2!!$ !570"457 !0##242 "%4
2 " $ 242 !5%##75 !255#$ 4!%
" 4 % !$!5 !5%##75 #4!#$5 "!2
4 5 5 !5!" !5704#4 7$5247 2%0
E 0 ! !5 0 0 0 7$
! 2 7 !#4" !4405#57 !00$4!7 "%4
2 " $ !!2 72%% 5$!2$ 4!%
" 4 % !%%5 !440225 $%4!"5 "!2
4 5 5 !"$$ !440744 720"72 2%0
J 0 ! !5 0 0 0 7$
! 2 7 2! !557 !0$## "%4
2 " $ !" $4""75 %747 4!%" 4 % !$ !557 #"42 "!2
4 5 5 !5 !557 77$5 2%0
& 0 ! !5 0 0 0 7$
! 2 7 !!"$ $4"7457! 5#0%22 "%4
2 " $ !" $4""75 %747 4!%
" 4 % #75 $4""75 50%025 "!2
4 5 5 $!" $4"$#4 42!#47 2%0
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
-
8/20/2019 SISMOS Proyecto
25/86
carga de diseño (eso del (retil (eso del muro fachada es(ecial
kg/m2 kg/ml kg/m2 kg/ml
5!# 25# 70 !%0
carga (untual de la )iga secundaria
muro fachada
kg kg kg ml kg kg/ml kg m
0 0 0 0 0 0 0 0
0 0 0 0 0 ! 0 0
0 0 0 0 0 2 0 0
!!0 0 0 0 0 " 0 0
!"0 0 0 0 0 4 0 0
"0 0 0 0 0 0 0 "5
0 0 !040 "5 !%! !070 "#0% 0
0 0 $#% "5 !%! #22 ""$$ 0
0 0 $$0 "5 !%! #04 ""25 0
0 0 !040 "5 !%! !070 "#0% 0
0 0 0 0 0 0 0 75
0 !$20 0 75 "45 !070 $"70 0
0 !5%$ 0 75 "45 #22 72%0 0
0 !540 0 "5 !%! #04 ""25 0
0 !$20 0 75 "45 !070 $"70 0
"0 420 0 0 0 0 0 "50 !$20 0 7 "22 !070 7$!2 0
0 !5%$ 0 7 "22 #22 %77% 0
0 !540 0 " !"$ #04 2$50 0
0 !$20 0 7 "22 !070 7$!2 0
0 0 0 0 0 0 0 0
0 !$20 0 55 25" !070 %!"$ 0
0 !5%$ 0 55 25" #22 5"24 0
0 !540 0 55 25" #04 5225 0
0 !$20 0 55 25" !070 %!"$ 0
0 0 0 0 0 0 0 00 0 !040 25 !!5 !070 27#0 0
0 0 $#% 25 !!5 #22 2420 0
0 0 $$0 25 !!5 #04 2"75 0
0 0 !040 25 !!5 !070 27#0 0
(retil/arandal
longitud de la)iga secundaria
(eso de la)iga
reaccion dela losa
carga(untual
longitud del(retil/arand
al
-
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carga (untual de la )iga secundaria
muro fachada carga (unt
kg kg kg ml kg kg/ml kg m
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 !!20 0 0 0 0 0
0 0 !2$0 0 0 0 0 0
0 0 #%0 0 0 0 0 0
0 0 $00 0 0 0 0 0
0 0 0 0 0 0 0 0
0 !#%0 0 0 0 0 0 0
0 2240 0 0 0 0 0 0
0 !%$0 0 0 0 0 0 0
0 !400 0 0 0 0 0 0
0 420 0 0 0 0 0 275
0 !#%0 0 0 0 0 0 0
0 2240 0 0 0 0 0 0
0 !%$0 0 0 0 0 0 0
0 !400 0 0 0 0 0 0
0 420 0 0 0 0 0 %
0 !#%0 0 0 0 0 0 0
0 2240 0 0 0 0 0 00 !%$0 0 0 0 0 0 0
0 !400 0 0 0 0 0 0
0 0 240 0 0 0 0 "25
0 0 !!20 0 0 0 0 0
0 0 !2$0 0 0 0 0 0
0 0 #%0 0 0 0 0 0
0 0 $00 0 0 0 0 0
(retil/arandal
longitud de la)iga secundaria
(eso de la)iga
reaccion dela losa
longitud del(retil/arand
al
-
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27/86
)iga (rinci(al )iga secundaria arandal
kg/ml kg/ml kg/ml
52 4% 20
carga (untual del (retil/arandal +,- +.-
carga (untual
kg kg kg kg/ml kg ton ton ton
0 0 0 0 0 000 000 000 000
0 0 0 0 0 000 000 000 000
0 0 0 0 0 000 000 000 000
0 0 0 0 0 254 000 !27 !27
0 0 0 0 0 "00 000 !50 !50
!$2 0 70 247 !!!%5 0!! !!2 000 !22
0 0 0 0 0 !"$ "#! 2%4 2%4
0 0 0 0 0 !!# ""# 22# 22#
0 0 0 0 0 !!7 """ 225 225
0 0 0 0 0 !"$ "#! 2%4 2%4
"#0 0 !50 247 2"#25 00$ 2"# 000 247
0 0 0 0 2!% $"7 52% 52%
0 0 0 0 !$% 72% 45% 45%
0 0 0 0 !$" """ 25$ 25$
0 0 0 0 2!% $"7 52% 52%
!$2 0 70 247 !!!%5 05" !!2 000 !%40 0 0 0 2!% 7$! 4## 4##
0 0 0 0 !$% %7$ 4"2 4"2
0 0 0 0 !$" 2$5 2"4 2"4
0 0 0 0 2!% 7$! 4## 4##
0 0 0 0 000 000 000 000
0 0 0 0 2!% %!4 4!5 4!5
0 0 0 0 !$% 5"2 "5# "5#
0 0 0 0 !$" 52" "5" "5"
0 0 0 0 2!% %!4 4!5 4!5
0 0 0 0 000 000 000 0000 0 0 0 !"$ 27# 20$ 20$
0 0 0 0 !!# 242 !$0 !$0
0 0 0 0 !!7 2"$ !77 !77
0 0 0 0 !"$ 27# 20$ 20$
(eso de la)iga
(eso del(retil
(eso delarandal
reaccion dela losa
cargadistriuida
carga(untual
reacciones en losa(o1os
-
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carga (untual del (retil/arandal +,- +.-
carga (untual
kg kg kg kg kg ton ton ton0 0 0 0 0 000 000 000 000
0 0 0 0 0 "0# 000 !54 !54
0 0 0 0 0 "5" 000 !77 !77
0 0 0 0 0 000 000 000 000
0 0 0 0 0 000 000 000 000
0 0 0 0 0 000 000 000 000
0 0 0 0 0 !0!! 000 50% 50%
0 0 0 0 0 !!5% 000 57$ 57$
0 0 0 0 0 %"" 000 "!7 "!7
0 0 0 0 0 52$ 000 2%4 2%4
0 0 0 0 0 000 000 000 000
0 0 0 0 0 !""2 000 %%% %%%
0 0 0 0 0 !522 000 7%! 7%!
0 0 0 0 0 !!4! 000 57! 57!
0 0 0 0 0 #5! 000 47% 47%
!4" 0 55 247 !2%#7"5 050 !27 000 !77
0 0 0 0 0 !24! 000 %20 %20
0 0 0 0 0 $47 000 42" 42"
0 0 0 0 0 !0%" 000 5"2 5"2
0 0 0 0 0 $$% 000 44" 44"
"!2 0 !20 247 27700#5 050 277 000 "27
0 0 0 0 0 !"22 000 %%! %%!
0 0 0 0 0 #40 000 470 4700 0 0 0 0 !!"" 000 5%7 5%7
0 0 0 0 0 #45 000 472 472
!%# 0 %5 247 !500"% 0"2 !50 000 !$2
0 0 0 0 0 7"# 000 "70 "70
0 0 0 0 0 $44 000 422 422
0 0 0 0 0 %"" 000 "!7 "!7
0 0 0 0 0 52$ 000 2%4 2%4
(eso de la)iga
(eso del(retil
(eso delarandal
reaccion dela losa
cargadistriuida
carga(untual
reacciones en losa(o1os
-
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+,- +.-
momentos
ton ton ton ton ton
0 0 000 000 000 000 Eje 6
0 0 000 000 000 000 A 57"50!2$ 0
0 0 000 000 000 000 C $4!527$7 %5
0 0 000 000 000 000 E %$%7$5#$ !2!
0 0 000 000 000 000 J 75!!05 !7%
0 "!7 000 000 000 !22 & 4%705$"5 24!
%# 5%2 .020 020 245 .245 ""!##7$5
552 "74 .0"2 0"2 !#7 .!#7
5$" 44% .025 025 200 .200
%5$ %#$ 00% .00% 270 .270 Eje 1
0 %"! 000 000 000 247 ! 5"#7$# 2%
!2 !!44 .00# 00# 5!$ .5!$ 2 $#4"2!#% !#
#" 772 .02$ 02$ 42$ .42$ " $!%2$!!" !!
5%! "!$ .044 044 2!" .2!" 4 7!#!%05" 5
!!7 #75 .0"0 0"0 4#% .4#% 5 "50425$5 0
0 "%! 000 000 000 !%4 ""!##7$5 !077 #7$ .0!5 0!5 4$" .4$"
$0% $#7 0!% .0!% 44$ .44$
4% "0% .02$ 02$ 20% .20%
!00$ 7$ .0"5 0"5 4%" .4%"
0 0 000 000 000 000
!052 #72 .0!2 0!2 402 .402
754 %5" .0!$ 0!$ "4! ."4!
%!2 %$! 0!" .0!" "%5 ."%5
#%! !042 0!2 .0!2 427 .427
0 0 000 000 000 000"" "54 004 .004 2!2 .2!2
""" "$" 00# .00# !$# .!$#
""# "!% .004 004 !7" .!7"
"44 ""$ .00! 00! 207 .207
reaccioneshi(erestaticas
sumatoria decortantes
-
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30/86
+,- +.-
momentos
ton ton ton ton ton0 0 000 000 000 000
0 0 000 000 !54 .!54
0 0 000 000 !77 .!77
0 0 000 000 000 000
0 0 000 000 000 000
0 0 000 000 000 000
57! 55% .002 002 504 .504
7$4 7"4 .00% 00% 572 .572
"7! "2! .00$ 00$ "0$ ."0$
!%% 2$! 02" .02" 2$7 .2$7
0 0 000 000 000 000
7!2 %!5 .0!4 0!4 %52 .%52
$%! $%2 000 000 7%! .7%!
57" 5!% .0!0 0!0 5%! .5%!
2#! 42" 02% .02% 502 .502
0 2$7 000 000 000 !77
70% %$5 .00" 00" %!7 .%!7
5"4 4$$ .00% 00% 4!$ .4!$
5# "%7 .0"7 0"7 4#5 .4#5
"2$ 2#2 .007 007 4"% .4"%
0 574 000 000 000 "27
7$7 %4! .02! 02! %40 .%40
%2# 5!5 .0!4 0!4 45% .45%%4" 4!7 .0"$ 0"$ 52# .52#
"$ 2## .0!% 0!% 45% .45%
0 ""2 000 000 000 !$2
5 "# .0!% 0!% "54 ."54
%%7 5$# .0!0 0!0 4!2 .4!2
425 24! .0"! 0"! 2$% .2$%
222 20! .004 004 2%0 .2%0
reaccioneshi(erestaticas
sumatoria decortantes
-
8/20/2019 SISMOS Proyecto
31/86
CENTRO DE MASA
E9:E&;3 9
-
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32/86
$05#$7 !2%2% !!%!7%# #72#$! 4%725
-
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ton
""!##7$47
(eso de la(lanta
-
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34/86
-
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35/86
h muro/fachada carga de
m kg/
4 5%
eje entre ejes
m m2 kg/ml kg kg kg
0 A A' 0 0 0 0 0 0
A C 0 0 0 0 0 0
C E 0 0 0 0 0 0
E J 55 4!" 4220!0# 2"2!0% 2$% !!0
J & %5 4$$ 42!#"2" 27425% ""$ !"0! A A' !5 0 0 0 7$ "0
A C %5 0 0 0 ""$ 0
C E 5% 0 0 0 2#!2 0
E J 55 0 0 0 2$% 0
J & %5 0 0 0 ""$ 0
2 A A' !5 0 0 0 7$ 0
A C %5 0 0 0 ""$ 0
C E 5% 0 0 0 2#!2 0
E J 55 0 0 0 2$% 0
J & %5 0 0 0 ""$ 0" A A' !5 0 0 0 7$ "0
A C %5 #75 $4" 547#5 ""$ 0
C E 5% 0 0 0 2#!2 0
E J 55 0 0 0 2$% 0
J & %5 #75 $4" 547#5 ""$ 0
5 A A' 0 0 0 0 0 0
A C %5 !#75 !707%!5 !!0##5 ""$ 0
C E 5% %25 %272"2! "5!25 2#!2 0
E J 55 %$$ 70"0!0# "$%%5% 2$% 0
J & %5 !0 $%4%!54 5%20 ""$ 0% A A' 0 0 0 0 0 0
A C %5 !0 $%4%!54 5%20 ""$ 0
C E 5% %25 %272"2! "5!25 2#!2 0
E J 55 %$$ 70"0!0# "$%%5% 2$% 0
J & %5 !0 $%4%!54 5%20 ""$ 0
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
(retil/arandal
-
8/20/2019 SISMOS Proyecto
36/86
ejes entre ejes
m m2 kg/ml kg kg kg
A' 0 ! 0 0 0 0 0 0! 2 7 525 42!5 2#505 "%4 0
2 " $ % 42!5 ""72 4!% 0
" 5 0 0 0 0 0 0
5 % 0 0 0 0 0 0
A 0 ! 0 0 0 0 0 0
! 2 7 !%%" !""5!5! #"4%0% "%4 0
2 " $ !# !""475 !0%7$ 4!% 0
" 5 % 0 0 0 "!2 0
5 % 5 %25 7025 "5!25 2%0 0
C 0 ! 0 0 0 0 0 0! 2 7 2!!$ !70045! !!#0" "%4 0
2 " $ 242 !70005 !"%004 4!% 0
" 5 % $4 7$%$ 4720$ "!2 0
5 % 5 !25 !405 7025 2%0 0
E 0 ! !5 0 0 0 7$ 0
! 2 7 !#4" !55##5! !0#20 "%4 0
2 " $ !!2 7$%$ %2#44 4!% 0
" 5 % !%25 !5220$" #!"25 "!2 0
5 % 5 !25 !405 7025 2%0 0
J 0 ! !5 0 0 0 7$ 0! 2 7 2! !%$% !!$02 "%4 0
2 " $ !" #!"25 7"0% 4!% 0
" 5 % $25 77275 4%"%5 "!2 0
5 % 5 !25 !405 7025 2%0 0
& 0 ! !5 0 0 0 7$ 0
! 2 7 !!"75 #!"25 %"#275 "%4 0
2 " $ !" #!"25 7"0% 4!% 0
" 5 % 0 0 0 "!2 0
5 % 5 %25 7025 "5!25 2%0 0
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
(retil/arandal
-
8/20/2019 SISMOS Proyecto
37/86
diseño (eso del (retil (eso del muro fachada es(ecial )iga (
2 kg/ml kg/m2 kg/ml kg
25# 70 !%0 5
carga (untual de la )iga secundaria carga
muro fachada
kg kg ml kg kg/ml kg m kg
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 00 0 0 0 0 0 "5 !$2
0 !040 "5 !%! !070 "#0% 0 0
0 $#% "5 !%! #22 ""$$ 0 0
0 $$0 "5 !%! #04 ""25 0 0
0 !040 "5 !%! !070 "#0% 0 0
0 0 0 0 0 0 75 "#0
!$20 0 75 "45 !070 $"70 0 0
!5%$ 0 75 "45 #22 72%0 0 0
!540 0 "5 !%! #04 ""25 0 0
!$20 0 75 "45 !070 $"70 0 0420 0 0 0 0 0 "5 !$2
!$20 0 4 !$4 !070 44%4 0 0
!5%$ 0 7 "22 #22 %77% 0 0
!540 0 " !"$ #04 2$50 0 0
!$20 0 4 !$4 !070 44%4 0 0
0 0 0 0 0 0 0 0
!$20 0 0 0 !070 0 0 0
!5%$ 0 " !"$ #22 2#04 0 0
!540 0 " !"$ #04 2$50 0 0
!$20 0 0 0 !070 0 0 00 0 0 0 0 0 0 0
0 !040 0 0 !070 0 0 0
0 $#% 0 0 #22 0 0 0
0 $$0 0 0 #04 0 0 0
0 !040 0 0 !070 0 0 0
longitud de la)iga
secundaria
(eso de la)iga
reaccion dela losa
carga(untual
longitud del(retil/arandal
(eso de la)iga
-
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carga (untual de la )iga secundaria carga
muro fachada
kg kg ml kg kg/ml kg m kg
0 0 0 0 0 0 0 00 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 !!20 0 0 0 0 0 0
0 !2$0 0 0 0 0 0 0
0 #%0 "25 !4#5 #$7 ""5725 0 0
0 $00 0 0 0 0 0 0
0 0 0 0 0 0 0 0!#%0 0 0 0 0 0 0 0
2240 0 0 0 0 0 0 0
!%$0 0 "25 !4#5 #$7 ""5725 0 0
!400 0 0 0 0 0 0 0
420 0 0 0 0 0 275 !4"
!#%0 0 0 0 0 0 0 0
2240 0 0 0 0 0 0 0
!%$0 0 0 0 0 0 0 0
!400 0 0 0 0 0 0 0
420 0 0 0 0 0 % "!2!#%0 0 0 0 0 0 0 0
2240 0 0 0 0 0 0 0
!%$0 0 "25 !4#5 #$7 ""5725 0 0
!400 0 0 0 0 0 0 0
0 240 0 0 0 0 "25 !%#
0 !!20 0 0 0 0 0 0
0 !2$0 0 0 0 0 0 0
0 #%0 "25 !4#5 #$7 ""5725 0 0
0 $00 0 0 0 0 0 0
longitud de la)iga
secundaria
(eso de la)iga
reaccion dela losa
carga(untual
longitud del(retil/arandal
(eso de la)iga
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inci(al )iga secundaria arandal
ml kg/ml kg/ml
2 4% 20
untual del (retil/arandal +,- +.- +,-
carga (untual mom
kg kg kg/ml kg ton ton ton t0 0 0 0 000 000 000 000 0
0 0 0 0 000 000 000 000 0
0 0 0 0 000 000 000 000 0
0 0 0 0 272 000 !"% !"% 0
0 0 0 0 "2! 000 !%! !%! 00 70 247 !!!%5 0!! !!2 000 !22 0
0 0 0 0 !"$ "#! 2%4 2%4 72!
0 0 0 0 !!# ""# 22# 22# 5$
0 0 0 0 !!7 """ 225 225 %0$
0 0 0 0 !"$ "#! 2%4 2%4 72$
0 !50 247 2"#25 00$ 2"# 000 247 0
0 0 0 2!% $"7 52% 52% !257
0 0 0 !$% 72% 45% 45% !0!%
0 0 0 !$" """ 25$ 25$ 5$4
0 0 0 2!% $"7 52% 52% !250 70 247 !!!%5 05" !!2 000 !%4 0
0 0 0 7%4 44% %05 %05 !!2%
0 0 0 !$% %7$ 4"2 4"2 $%
0 0 0 !$" 2$5 2"4 2"4 4%#
0 0 0 7%4 44% %05 %05 !0$
0 0 0 000 000 000 000 0
0 0 0 !"2% 000 %%" %%" $"7
0 0 0 5"7 2#0 4!4 4!4 %54
0 0 0 5%# 2$5 427 427 %52
0 0 0 77$ 000 "$# "$# $050 0 0 000 000 000 000 0
0 0 0 700 000 "50 "50 402
0 0 0 470 000 2"5 2"5 "%4
0 0 0 50" 000 252 252 "04
0 0 0 700 000 "50 "50 474
(eso del(retil
(eso delarandal
reaccion dela losa
carga(untual
cargadistriuida
reacciones en losa(o1os
-
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untual del (retil/arandal +,- +.- +,-
carga (untual mom
kg kg kg kg ton ton ton t
0 0 0 0 000 000 000 000 00 0 0 0 ""! 000 !%% !%% 0
0 0 0 0 "7# 000 !$# !$# 0
0 0 0 0 000 000 000 000 0
0 0 0 0 000 000 000 000 0
0 0 0 0 000 000 000 000 0
0 0 0 0 !0$" 000 542 542 575
0 0 0 0 !2"7 000 %!# %!# $2#
0 0 0 0 !27 ""% 2"! 2"! 472
0 0 0 0 457 000 22# 22# 24!
0 0 0 0 000 000 000 000 00 0 0 0 !42" 000 7!! 7!! 7%$
0 0 0 0 !%2% 000 $!" $!" #2"
0 0 0 0 %7! ""% 504 504 %#4
0 0 0 0 $%# 000 4"4 4"4 "%2
0 55 247 !"5$5" 050 !"% 000 !$% 0
0 0 0 0 !"24 000 %%2 %%2 70$
0 0 0 0 $#5 000 44$ 44$ 5%%
0 0 0 0 !!!2 000 55% 55% %!"
0 0 0 0 $%# 000 4"4 4"4 42#
0 !20 247 2#%"$! 050 2#% 000 "4% 00 0 0 0 !4!" 000 70% 70% $4%
0 0 0 0 ##% 000 4#$ 4#$ %75
0 0 0 0 %%" ""% 4## 4## %#5
0 0 0 0 $%# 000 4"4 4"4 4"7
0 %5 247 !%052$ 0"2 !%! 000 !#2 0
0 0 0 0 7$$ 000 "#4 "#4 5!#
0 0 0 0 #00 000 450 450 707
0 0 0 0 !27 ""% 2"! 2"! 524
0 0 0 0 457 000 22# 22# 2##
(eso del(retil
(eso delarandal
reaccion dela losa
carga(untual
cargadistriuida
reacciones en losa(o1os
-
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+.-
entos
n ton ton ton ton
0 000 000 000 000 Eje 6
0 000 000 000 000 A %!5"2! 0 0
0 000 000 000 000 C $#$$#$ %5 5$42$"$
0 000 000 !"% .!"% E 72$52$ !2! $$!5!$$
0 000 000 !%! .!%! J 77##"! !7% !"72%7#"2# 000 000 000 !22 & 47!!5# 24! !!"54#"
5## .0!# 0!# 245 .245 "4#"$4 "#7"#74
4 .0"2 0"2 !#7 .!#7
4#4 .02! 02! 204 .204
72" .00! 00! 2%" .2%" Eje 1
%%! 000 000 000 247 ! 5%4$4 2% !4%$5$"
!24$ .00! 00! 525 .525 2 #""$0% !# !7742"!
$!4 .0"% 0"% 420 .420 " $47$"2 !! #"2%!4$
"5$ .04! 04! 2!% .2!% 4 7"$7#! 5 "%#"#5"
!04" .0"2 0"2 4#5 .4#5 5 40$57 0 0"7% 000 000 000 !%4 "4#"$4 4544$24 8
!04$ .0!2 0!2 5#" .5#"
$#! 00% .00% 4"7 .4"7
"5 .022 022 2!2 .2!2
$!$ .040 040 5%5 .5%5
0 000 000 000 000
7$5 .00$ 00$ %55 .%55
%7# 004 .004 4!$ .4!$
%2# .004 004 42" .42"
$!7 002 .002 "#! ."#!0 000 000 000 000
4%7 0!0 .0!0 "%0 ."%0
"2% .007 007 22$ .22$
"4# 00$ .00$ 2%0 .2%0
40% .0!0 0!0 ""# .""#
reaccioneshi(erestaticas
sumatoria decortantes
-
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+.-
entos
n ton ton ton ton
0 000 000 000 0000 000 000 !%% .!%%
0 000 000 !$# .!$#
0 000 000 000 000
0 000 000 000 000
0 000 000 000 000
%2" 007 .007 54$ .54$
$0! .00" 00" %!5 .%!5
405 .0!! 0!! 220 .220
2$! 00$ .00$ 2"7 .2"7
0 000 000 000 000722 .007 007 705 .705
#2$ 00! .00! $!" .$!"
%27 .0!! 0!! 4#2 .4#2
4!4 0!0 .0!0 445 .445
" 000 000 000 !$%
702 .00! 00! %%! .%%!
5!$ .00% 00% 442 .442
42$ .0"! 0"! 525 .525
"27 .020 020 4!4 .4!4
%0" 000 000 000 "4%707 .020 020 %$% .%$%
5%! .0!4 0!4 4$4 .4$4
4#5 .0"" 0"" 4%% .4%%
2#7 .02$ 02$ 40% .40%
"4$ 000 000 000 !#2
4"$ .0!2 0!2 "$2 ."$2
%42 .00$ 00$ 442 .442
""! .0"2 0"2 !## .!##
204 .0!# 0!# 2!0 .2!0
reaccioneshi(erestaticas
sumatoria decortantes
-
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CENTRO DE MASA
A3EA
ton
!.A 2.A ".A 4.A 5.A "4#"$"7
!22 54$ %!5 220 2"7
54$ 525 5#" %55 "%0
245 %!5 220 2"7
247 !%4 #!%24 !#"5%" !5#"02 !!!!$ 5#%525
!!"742
!.C 2.C ".C 4.C 5.C
245 525 5#" %55 "%0
!#7 420 4"7 4!$ 22$
705 705 $!" 4#2 445
$!" 4#2 445
!!4%$ 24%"!4 2""%!5 20!0! !0"275
!.E 2.E ".E 4.E 5.E!"00$! !#7 420 4"7 4!$ 22$
204 2!% 2!2 42" 2%0
!$% %%! 442 525 4!4
%%! 442 525 4!4
!2474 !7"#!# !%!%"7 !7$04 #0!$5#
!.J 2.J ".J 4.J 5.J
204 2!% 2!2 42" 2%0
2%" 4#5 5%5 "#! ""#
"4% %$% 4$4 4%% 40%%$% 4$4 4%% 40%
!4### !$$!"! !72%74 !%$5# !0055
!.& 2.& ".& 4.& 5.&
2%" 4#5 5%5 "#! ""#
!#2 "$2 442 !## 2!0
"$2 442 !## 2!0
(eso de la(anta
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$"$02 !"!$7# !20%04 7##%7 54#0%"
-
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h muro/fachada
m
4
eje entre ejes
m m2 kg/ml kg kg
0 A A' 0 0 0 0 0
A C 0 0 0 0 0
C E 0 0 0 0 0
E J 55 4!" "$#72!$ 2!4"47 2$%
J & %5 4$$ "$#%4#2 25"272 ""$
! A A' !5 0 0 0 7$
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
2 A A' !5 0 0 0 7$
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
" A A' !5 0 0 0 7$
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
4 A A' 0 0 0 0 0
A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
5 A A' 0 0 0 0 0A C %5 0 0 0 ""$
C E 5% 0 0 0 2#!2
E J 55 0 0 0 2$%
J & %5 0 0 0 ""$
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
-
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ejes entre ejes
m m2 kg/ml kg kg
A' 0 ! 0 0 0 0 0
! 2 7 525 "$#25 272475 "%42 " $ % "$#25 "!!4 4!%
" 4 0 0 0 0 0
4 5 0 0 0 0 0
A 0 ! 0 0 0 0 0
! 2 7 !%%" !2"" $%"0#7 "%4
2 " $ !# !2"2%25 #$%! 4!%
" 4 % #75 $4""75 50%025 "!2
4 5 5 $!" $4"$#4 42!#47 2%0
C 0 ! 0 0 0 0 0
! 2 7 2!!$ !570"4% !0##242 "%42 " $ 242 !5%##75 !255#$ 4!%
" 4 % !$!5 !5%##75 #4!#$5 "!2
4 5 5 !5!" !5704#4 7$5247 2%0
E 0 ! !5 0 0 0 7$
! 2 7 !#4" !4405#% !00$4!7 "%4
2 " $ !!2 72%% 5$!2$ 4!%
" 4 % !%%5 !440225 $%4!"5 "!2
4 5 5 !"$$ !440744 720"72 2%0
J 0 ! !5 0 0 0 7$
! 2 7 2! !557 !0$## "%42 " $ !" $4""75 %747 4!%
" 4 % !$ !557 #"42 "!2
4 5 5 !5 !557 77$5 2%0
& 0 ! !5 0 0 0 7$
! 2 7 !!"$ $4"7457 5#0%22 "%4
2 " $ !" $4""75 %747 4!%
" 4 % #75 $4""75 50%025 "!2
4 5 5 $!" $4"$#4 42!#47 2%0
longitud delclaro
areatriutaria
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
-
8/20/2019 SISMOS Proyecto
47/86
carga de diseño (eso del (retil (eso del muro fachada es(ecial
kg/m2 kg/ml kg/m2 kg/ml
5!# 25# 70 !%0
carga (untual de la )iga secundaria
muro fachada carga (untual
kg kg kg ml kg kg/ml kg m
0 0 0 0 0 0 0 0
0 0 0 0 0 ! 0 0
0 0 0 0 0 2 0 0
!!0 0 0 0 0 " 0 0
!"0 0 0 0 0 4 0 0
"0 0 0 0 0 0 0 "5
0 0 !040 "5 !%! !070 "#0% 0
0 0 $#% "5 !%! #22 ""$$ 0
0 0 $$0 "5 !%! #04 ""25 0
0 0 !040 "5 !%! !070 "#0% 0
0 0 0 0 0 0 0 75
0 !$20 0 75 "45 !070 $"70 0
0 !5%$ 0 75 "45 #22 72%0 0
0 !540 0 "5 !%! #04 ""25 0
0 !$20 0 75 "45 !070 $"70 0
"0 420 0 0 0 0 0 "5
0 !$20 0 7 "22 !070 7$!2 0
0 !5%$ 0 7 "22 #22 %77% 0
0 !540 0 " !"$ #04 2$50 0
0 !$20 0 7 "22 !070 7$!2 0
0 0 0 0 0 0 0 0
0 !$20 0 55 25" !070 %!"$ 0
0 !5%$ 0 55 25" #22 5"24 0
0 !540 0 55 25" #04 5225 0
0 !$20 0 55 25" !070 %!"$ 0
0 0 0 0 0 0 0 00 0 !040 25 !!5 !070 27#0 0
0 0 $#% 25 !!5 #22 2420 0
0 0 $$0 25 !!5 #04 2"75 0
0 0 !040 25 !!5 !070 27#0 0
(retil/arandal
longitud de la)iga
secundaria
(eso de la)iga
reaccion dela losa
longitud del(retil/aran
dal
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carga (untual de la )iga secundaria
muro fachada carga (untual
kg kg kg ml kg kg/ml kg m
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 00 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 !!20 0 0 0 0 0
0 0 !2$0 0 0 0 0 0
0 0 #%0 0 0 0 0 0
0 0 $00 0 0 0 0 0
0 0 0 0 0 0 0 0
0 !#%0 0 0 0 0 0 00 2240 0 0 0 0 0 0
0 !%$0 0 0 0 0 0 0
0 !400 0 0 0 0 0 0
0 420 0 0 0 0 0 275
0 !#%0 0 0 0 0 0 0
0 2240 0 0 0 0 0 0
0 !%$0 0 0 0 0 0 0
0 !400 0 0 0 0 0 0
0 420 0 0 0 0 0 %
0 !#%0 0 0 0 0 0 00 2240 0 0 0 0 0 0
0 !%$0 0 0 0 0 0 0
0 !400 0 0 0 0 0 0
0 0 240 0 0 0 0 "25
0 0 !!20 0 0 0 0 0
0 0 !2$0 0 0 0 0 0
0 0 #%0 0 0 0 0 0
0 0 $00 0 0 0 0 0
(retil/arandal
longitud de la)iga
secundaria
(eso de la)iga
reaccion dela losa
longitud del(retil/aran
dal
-
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)iga (rinci(al )iga secundaria arandal
kg/ml kg/ml kg/ml
52 4% 20
carga (untual del (retil/arandal +,- +.-
carga (untual
kg kg kg kg/ml kg ton ton ton0 0 0 0 0 000 000 000 000
0 0 0 0 0 000 000 000 000
0 0 0 0 0 000 000 000 000
0 0 0 0 0 254 000 !27 !27
0 0 0 0 0 "00 000 !50 !50
!$2 0 70 247 !!!%5 0!! !!2 000 !22
0 0 0 0 0 !"$ "#! 2%4 2%4
0 0 0 0 0 !!# ""# 22# 22#
0 0 0 0 0 !!7 """ 225 225
0 0 0 0 0 !"$ "#! 2%4 2%4
"#0 0 !50 247 2"#25 00$ 2"# 000 247
0 0 0 0 2!% $"7 52% 52%
0 0 0 0 !$% 72% 45% 45%
0 0 0 0 !$" """ 25$ 25$
0 0 0 0 2!% $"7 52% 52%
!$2 0 70 247 !!!%5 05" !!2 000 !%4
0 0 0 0 2!% 7$! 4## 4##
0 0 0 0 !$% %7$ 4"2 4"2
0 0 0 0 !$" 2$5 2"4 2"4
0 0 0 0 2!% 7$! 4## 4##
0 0 0 0 000 000 000 000
0 0 0 0 2!% %!4 4!5 4!5
0 0 0 0 !$% 5"2 "5# "5#
0 0 0 0 !$" 52" "5" "5"
0 0 0 0 2!% %!4 4!5 4!5
0 0 0 0 000 000 000 0000 0 0 0 !"$ 27# 20$ 20$
0 0 0 0 !!# 242 !$0 !$0
0 0 0 0 !!7 2"$ !77 !77
0 0 0 0 !"$ 27# 20$ 20$
(eso de la)iga
(eso del(retil
(eso delarandal
reaccion dela losa
carga(untual
cargadistriuida
reacciones en losa(o1os
-
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carga (untual del (retil/arandal +,- +.-
carga (untual
kg kg kg kg kg ton ton ton0 0 0 0 0 000 000 000 000
0 0 0 0 0 "0# 000 !54 !540 0 0 0 0 "5" 000 !77 !77
0 0 0 0 0 000 000 000 000
0 0 0 0 0 000 000 000 000
0 0 0 0 0 000 000 000 000
0 0 0 0 0 !0!! 000 50% 50%
0 0 0 0 0 !!5% 000 57$ 57$
0 0 0 0 0 %"" 000 "!7 "!7
0 0 0 0 0 52$ 000 2%4 2%4
0 0 0 0 0 000 000 000 000
0 0 0 0 0 !""2 000 %%% %%%0 0 0 0 0 !522 000 7%! 7%!
0 0 0 0 0 !!4! 000 57! 57!
0 0 0 0 0 #5! 000 47% 47%
!4" 0 55 247 !2%#74 050 !27 000 !77
0 0 0 0 0 !24! 000 %20 %20
0 0 0 0 0 $47 000 42" 42"
0 0 0 0 0 !0%" 000 5"2 5"2
0 0 0 0 0 $$% 000 44" 44"
"!2 0 !20 247 2770! 050 277 000 "27
0 0 0 0 0 !"22 000 %%! %%!0 0 0 0 0 #40 000 470 470
0 0 0 0 0 !!"" 000 5%7 5%7
0 0 0 0 0 #45 000 472 472
!%# 0 %5 247 !500"% 0"2 !50 000 !$2
0 0 0 0 0 7"# 000 "70 "70
0 0 0 0 0 $44 000 422 422
0 0 0 0 0 %"" 000 "!7 "!7
0 0 0 0 0 52$ 000 2%4 2%4
(eso de la)iga
(eso del(retil
(eso delarandal
reaccion dela losa
carga(untual
cargadistriuida
reacciones en losa(o1os
-
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+,- +.-
momentos
ton ton ton ton ton
0 0 000 000 000 000 Eje
0 0 000 000 000 000 A 575""4$
0 0 000 000 000 000 C $"#4%%!
0 0 000 000 000 000 E %$%0!72
0 0 000 000 000 000 J 75!7$72
0 "!5 000 000 000 !22 & 4%4!4#%
%$" 5%2 .0!# 0!# 24% .24% ""!%755
54" "75 .0"0 0"0 !## .!##
5%$ 4%# .0!$ 0!$ 207 .207
702 %%7 .005 005 25# .25# Eje
0 %"! 000 000 000 247 ! 54277$5
!!$# !!%2 .004 004 522 .522 2 $#$$5""
#5" 75% .0"5 0"5 42! .42! " $!7000#
5"7 "4 .0"% 0"% 222 .222 4 7!4000$
!!77 #$7 .02# 02# 4#7 .4#7 5 "44!2!"
0 "% 000 000 000 !%4 ""!%755
!057 #$! .0!2 0!2 4$7 .4$7
7$7 77% .002 002 4"0 .4"0
4!7 ""2 .0!5 0!5 2!$ .2!$
!0!2 7$4 .0"5 0"5 4%" .4%"
0 0 000 000 000 000
!0!$ !04" 004 .004 4!# .4!#
#0" 777 .02" 02" ""7 .""7
%42 %77 00% .00% "5# ."5#
## !02% 00% .00% 420 .420
0 0 000 000 000 000"22 "52 005 .005 2!" .2!"
2%# 2#% 005 .005 !$5 .!$5
"!$ "2$ 002 .002 !7# .!7#
"5$ "2# .004 004 204 .204
reaccioneshi(erestaticas
sumatoria decortantes
-
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+,- +.-
momentos
ton ton ton ton ton
0 0 000 000 000 000
0 0 000 000 !54 .!540 0 000 000 !77 .!77
0 0 000 000 000 000
0 0 000 000 000 000
0 0 000 000 000 000
52# 5#7 0!0 .0!0 5!5 .5!5
7$" 72# .007 007 57! .57!
"$4 "0% .0!" 0!" "04 ."04
!#! 25" 0!2 .0!2 27% .27%
0 0 000 000 000 000
70" %$7 .002 002 %%4 .%%4$%5 $55 .00! 00! 7%0 .7%0
57" 5! .0!! 0!! 5%0 .5%0
""" "$2 0!0 .0!0 4$5 .4$5
0 2$7 000 000 000 !77
%%$ %57 .002 002 %!# .%!#
5" 4$! .00% 00% 4!7 .4!7
5%" "#2 .02# 02# 50" .50"
"% 2%7 .0!# 0!# 425 .425
0 574 000 000 000 "27
7$! %5% .0!$ 0!$ %4" .%4"%25 5!$ .0!" 0!" 457 .457
%!$ 442 .02# 02# 5"7 .5"7
4!4 27" .02$ 02$ 444 .444
0 ""2 000 000 000 !$2
4$2 4!! .0!0 0!0 "5# ."5#
%7 5#2 .0!0 0!0 4!2 .4!2
42! 24% .02# 02# 2$7 .2$7
25! !75 .0!5 0!5 24# .24#
reaccioneshi(erestaticas
sumatoria decortantes
-
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CENTRO DE MASA
E9:E&;3 9
-
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54/86
$000!#5 !2%$#4 !!%"27 #5%5% 4527!
-
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ton
""!%754$$
(eso de la(lanta
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56/86
-
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h muro/fachada carga d
m kg/
4 5
eje entre ejesarea triutaria
m m2 kg/ml kg kg kg
0 A A' 0 0 0 0 0 0
A C 0 0 0 0 0 0
C E 0 0 0 0 0 0
E J 55 4!" 4220!0# 2"2!0% 2$% !!0
J & %5 4$$ 42!#"2" 27425% ""$ !"0
! A A' !5 0 0 0 7$ "0
A C %5 0 0 0 ""$ 0
C E 5% 0 0 0 2#!2 0
E J 55 0 0 0 2$% 0
J & %5 0 0 0 ""$ 0
2 A A' !5 0 0 0 7$ 0
A C %5 0 0 0 ""$ 0
C E 5% 0 0 0 2#!2 0
E J 55 0 0 0 2$% 0
J & %5 0 0 0 ""$ 0
" A A' !5 0 0 0 7$ "0
A C %5 #75 $4" 547#5 ""$ 0
C E 5% 0 0 0 2#!2 0
E J 55 0 0 0 2$% 0
J & %5 #75 $4" 547#5 ""$ 0
5 A A' 0 0 0 0 0 0
A C %5 !#75 !707%!5 !!0##5 ""$ 0
C E 5% %25 %272"2! "5!25 2#!2 0
E J 55 %$$ 70"0!0# "$%%5% 2$% 0
J & %5 !0 $%4%!54 5%20 ""$ 0
% A A' 0 0 0 0 0 0
A C %5 !0 $%4%!54 5%20 ""$ 0C E 5% %25 %272"2! "5!25 2#!2 0
E J 55 %$$ 70"0!0# "$%%5% 2$% 0
J & %5 !0 $%4%!54 5%20 ""$ 0
longitud delclaro
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
(retil/arandal
-
8/20/2019 SISMOS Proyecto
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ejes entre ejes area triutaria
m m2 kg/ml kg kg kg
A' 0 ! 0 0 0 0 0 0
! 2 7 525 42!5 2#505 "%4 0
2 " $ % 42!5 ""72 4!% 0
" 5 0 0 0 0 0 0
5 % 0 0 0 0 0 0
A 0 ! 0 0 0 0 0 0
! 2 7 !%%" !""5!5! #"4%0% "%4 0
2 " $ !# !""475 !0%7$ 4!% 0
" 5 % 0 0 0 "!2 0
5 % 5 %25 7025 "5!25 2%0 0
C 0 ! 0 0 0 0 0 0
! 2 7 2!!$ !70045! !!#0" "%4 0
2 " $ 242 !70005 !"%004 4!% 0
" 5 % $4 7$%$ 4720$ "!2 05 % 5 !25 !405 7025 2%0 0
E 0 ! !5 0 0 0 7$ 0
! 2 7 !#4" !55##5! !0#20 "%4 0
2 " $ !!2 7$%$ %2#44 4!% 0
" 5 % !%25 !5220$" #!"25 "!2 0
5 % 5 !25 !405 7025 2%0 0
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2 " $ !" #!"25 7"0% 4!% 0
" 5 % $25 77275 4%"%5 "!2 05 % 5 !25 !405 7025 2%0 0
& 0 ! !5 0 0 0 7$ 0
! 2 7 !!"75 #!"25 %"#275 "%4 0
2 " $ !" #!"25 7"0% 4!% 0
" 5 % 0 0 0 "!2 0
5 % 5 %25 7025 "5!25 2%0 0
longitud delclaro
reaccion dela losa
(eso de lalosa
(eso de la)iga
(rinci(al
(retil/arandal
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diseño (eso del (retil (eso del muro fachada es(ecial )iga (
2 kg/ml kg/m2 kg/ml kg
2 25# 70 !%0
carga (untual de la )iga secundaria carg
muro fachada
kg kg ml kg kg/ml kg m kg
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 "5 !$2
0 !040 "5 !%! !070 "#0% 0 0
0 $#% "5 !%! #22 ""$$ 0 0
0 $$0 "5 !%! #04 ""25 0 0
0 !040 "5 !%! !070 "#0% 0 0
0 0 0 0 0 0 75 "#0
!$20 0 75 "45 !070 $"70 0 0
!5%$ 0 75 "45 #22 72%0 0 0
!540 0 "5 !%! #04 ""25 0 0
!$20 0 75 "45 !070 $"70 0 0
420 0 0 0 0 0 "5 !$2
!$20 0 4 !$4 !070 44%4 0 0
!5%$ 0 7 "22 #22 %77% 0 0
!540 0 " !"$ #04 2$50 0 0
!$20 0 4 !$4 !070 44%4 0 0
0 0 0 0 0 0 0 0
!$20 0 0 0 !070 0 0 0
!5%$ 0 " !"$ #22 2#04 0 0
!540 0 " !"$ #04 2$50 0 0
!$20 0 0 0 !070 0 0 0
0 0 0 0 0 0 0 0
0 !040 0 0 !070 0 0 00 $#% 0 0 #22 0 0 0
0 $$0 0 0 #04 0 0 0
0 !040 0 0 !070 0 0 0
carga (untual de la )iga secundaria carg
longitud de la)iga
secundaria
(eso de la)iga
reaccion de lalosa
carga(untual
longitud del(retil/arandal
(eso de la)iga
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muro fachada
kg kg ml kg kg/ml kg m kg
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0
0 !!20 0 0 0 0 0 0
0 !2$0 0 0 0 0 0 0
0 #%0 "25 !4#5 #$7 ""5725 0 0
0 $00 0 0 0 0 0 0
0 0 0 0 0 0 0 0
!#%0 0 0 0 0 0 0 0
2240 0 0 0 0 0 0 0
!%$0 0 "25 !4#5 #$7 ""5725 0 0!400 0 0 0 0 0 0 0
420 0 0 0 0 0 275 !4"
!#%0 0 0 0 0 0 0 0
2240 0 0 0 0 0 0 0
!%$0 0 0 0 0 0 0 0
!400 0 0 0 0 0 0 0
420 0 0 0 0 0 % "!2
!#%0 0 0 0 0 0 0 0
2240 0 0 0 0 0 0 0
!%$0 0 "25 !4#5 #$7 ""5725 0 0!400 0 0 0 0 0 0 0
0 240 0 0 0 0 "25 !%#
0 !!20 0 0 0 0 0 0
0 !2$0 0 0 0 0 0 0
0 #%0 "25 !4#5 #$7 ""5725 0 0
0 $00 0 0 0 0 0 0
longitud de la)iga
secundaria
(eso de la)iga
reaccion de lalosa
carga(untual
longitud del(retil/arandal
(eso de la)iga
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rinci(al )iga secundaria arandal
/ml kg/ml kg/ml
2 4% 20
(untual del (retil/arandal +,- +.-
carga (untual carga (untual
kg kg kg/ml kg ton ton ton0 0 0 0 000 000 000 000
0 0 0 0 000 000 000 000
0 0 0 0 000 000 000 000
0 0 0 0 272 000 !"% !"%
0 0 0 0 "2! 000 !%! !%!
0 70 247 !!!%5 0!! !!2 000 !22
0 0 0 0 !"$ "#! 2%4 2%4
0 0 0 0 !!# ""# 22# 22#
0 0 0 0 !!7 """ 225 225
0 0 0 0 !"$ "#! 2%4 2%4
0 !50 247 2"#25 00$ 2"# 000 247
0 0 0 2!% $"7 52% 52%
0 0 0 !$% 72% 45% 45%
0 0 0 !$" """ 25$ 25$
0 0 0 2!% $"7 52% 52%
0 70 247 !!!%5 05" !!2 000 !%4
0 0 0 7%4 44% %05 %05
0 0 0 !$% %7$ 4"2 4"2
0 0 0 !$" 2$5 2"4 2"4
0 0 0 7%4 44% %05 %05
0 0 0 000 000 000 000
0 0 0 !"2% 000 %%" %%"
0 0 0 5"7 2#0 4!4 4!4
0 0 0 5%# 2$5 427 427
0 0 0 77$ 000 "$# "$#
0 0 0 000 000 000 000
0 0 0 700 000 "50 "500 0 0 470 000 2"5 2"5
0 0 0 50" 000 252 252
0 0 0 700 000 "50 "50
(untual del (retil/arandal +,- +.-
(eso del(retil
(eso delarandal
reaccion dela losa
cargadistriuida
reacciones en losa(o1os
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carga (untual carga (untual
kg kg kg kg ton ton ton0 0 0 0 000 000 000 000
0 0 0 0 ""! 000 !%% !%%
0 0 0 0 "7# 000 !$# !$#
0 0 0 0 000 000 000 000
0 0 0 0 000 000 000 000
0 0 0 0 000 000 000 000
0 0 0 0 !0$" 000 542 542
0 0 0 0 !2"7 000 %!# %!#
0 0 0 0 !27 ""% 2"! 2"!
0 0 0 0 457 000 22# 22#
0 0 0 0 000 000 000 000
0 0 0 0 !42" 000 7!! 7!!
0 0 0 0 !%2% 000 $!" $!"
0 0 0 0 %7! ""% 504 5040 0 0 0 $%# 000 4"4 4"4
0 55 247 !"5$5" 050 !"% 000 !$%
0 0 0 0 !"24 000 %%2 %%2
0 0 0 0 $#5 000 44$ 44$
0 0 0 0 !!!2 000 55% 55%
0 0 0 0 $%# 000 4"4 4"4
0 !20 247 2#%"$! 050 2#% 000 "4%
0 0 0 0 !4!" 000 70% 70%
0 0 0 0 ##% 000 4#$ 4#$
0 0 0 0 %%" ""% 4## 4##0 0 0 0 $%# 000 4"4 4"4
0 %5 247 !%052$ 0"2 !%! 000 !#2
0 0 0 0 7$$ 000 "#4 "#4
0 0 0 0 #00 000 450 450
0 0 0 0 !27 ""% 2"! 2"!
0 0 0 0 457 000 22# 22#
(eso del(retil
(eso delarandal
reaccion dela losa
cargadistriuida
reacciones en losa(o1os
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+,- +.-
momentos
ton ton ton ton ton
0 0 000 000 000 000 Eje 6
0 0 000 000 000 000 A %!#4#7 0
0 0 000 000 000 000 C $#$%04 %5
0 0 000 000 !"% .!"% E 7"20"4 !2!
0 0 000 000 !%! .!%! J 7$5!"$ !7%
0 ""! 000 000 000 !22 & 4%$$$4 24!
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575 4!% .02$ 02$ 200 .200
57! 54" .005 005 2!# .2!#
754 %5# .0!5 0!5 250 .250 Eje 1
0 %%! 000 000 000 247 ! 574"%7 2%
!!#7 !"0! 0!% .0!% 542 .542 2 #4775% !#
!04" 7$4 .04% 04% 4!0 .4!0 " $4#$4" !!
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!2! !0"% .027 027 500 .500 5 "##%$# 0
0 "77 000 000 000 !%4 "504!%
!0$4 !0# 00! .00! %0% .%0%
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!0#" 7$2 .04$ 04$ 557 .557
0 0 000 000 000 000
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%#5 %47 .00# 00# 405 .405
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reaccioneshi(erestaticas
sumatoria decortantes
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momentos
ton ton ton ton ton
0 0 000 000 000 000
0 0 000 000 !%% .!%%
0 0 000 000 !$# .!$#
0 0 000 000 000 000
0 0 000 000 000 000
0 0 000 000 000 000
50! 7 02$ .02$ 570 .570
$4$ 7$# .007 007 %!! .%!!
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0 " 000 000 000 !$%
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574 5!% .007 007 440 .440
5%# 47% .0!% 0!% 54! .54!
4$ 2$7 .0"# 0"# "#% ."#%
0 %0" 000 000 000 "4%
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0 "4$ 000 000 000 !#2
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reaccioneshi(erestaticas
sumatoria decortantes
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CENTRO DE MASA
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ton
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C3=>?9A;
h h in in cm cm
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h 4
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columnas rigide* angular traes rigide* angularcm" cm"
!A 2"7#45%"2 !A.C "7"455%42
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!E 2"7#45%"2 !E.J 44!"5%%%$
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ni)elaltura k columnas
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! 400 #5%%"# !%2!74" 00722 400 #5%%"# !%2!74" 004%
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4 400 #5%%"# !%2!74" 0045
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eje 2
columnasrigide* angular
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2A !2!400$"2 2A.C "7"455%42
2C 2"7#45%"2 2C.E 4""4752##
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eje "
rigide* angular rigide* angular
k traes
k traes
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cm" cm"
"A 2"7#45%"2 "A.C "7"455%42
"C !2!400$"2 "C.E 4""4752##
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! 400 #5%%"# !%2!74"25 0072
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% 400 #5%%"# !%2!74"25 0050
k traes
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%5 claros letras 7 $ %
eje 4
columnas rigide* angular traes rigide* angularcm" cm"
4A 2"7#45%"2 4A.C "7"455%42
4C !2!400$"2 4C.E 4""4752##
4E !2!400$"2 4E.J 44!"5%%%$
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eje 5
columnasrigide* angular
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cm" cm"
5A !2!400$"2 5A.C "7"455%42
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k traes
k traes
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5
eje A
columnas rigide* angular traes rigide* angularcm" cm"
A! !2!400$"2 A!.2 "4%7$02"#
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A" !2!400$"2 A".4 40457%#4%
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C! 2"7#45%"2 C!.2 "4%7$02"#
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eje E
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k traes
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cm" cm"
E! !2!400$"2 E!.2 "4%7$02"#
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eje J
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5
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factor dedistriucion
-
8/20/2019 SISMOS Proyecto
85/86
* +kaniKcross-/com(utadora
-
8/20/2019 SISMOS Proyecto
86/86