Post on 24-Feb-2018
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Proyecto : Proyecto a N ve e E ecuc nProyectistas : Bach. Walter R. Cueva Camos
Bach. !rnold R. endo Rodr#$
Caractersticas del Ladrillo a UsarPeso : 2.50 Kg Ancho : 12.00 cm
Largo : 23.00 cm cm Altura : 9.00 cmMuro Vigas Tipo de
Muro Largo ( m )
VC A 101 VC101 Cabeza 8.15VC A 102 VC102 oga 8.15VC A 10! VC10! Cabeza 8.15" 3 A 105 " 3105 Cabeza 8.15V# A 102 V#102 Cabeza 8.15" V 101 VPV 102 Cabeza 8.15
" A$ 102 VA$ 102 Cabeza 8.15" 3 V 105 " 3105 Cabeza 8.15" 3 A 105 " 3105 Cabeza 8.15" 3 A 105 " 3105 Cabeza 8.15" 3 A 105 " 3105 Cabeza 8.15" 3 A 105 " 3105 Cabeza 8.15" 3 A 105 " 3105 Cabeza 8.15V# A 102 V#102 oga !.8%
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e Centro E ucat vo Estata Pr mar o " Santa Teres ta "
ue%
Peso $s&ec'(co )el Concreto *m&le : = 2300.00Ancho )e +unta : 1.20 cm
$s&esor )e ,arra-eo : 1.50 cm V 0.03Muros Cantidad de Mortero
Altura ( m )
1.81 1!./5 /!.2/ 0.0!%2.20 1/.93 !0.51 0.0193.00 2!.!5 /!.2/ 0.0!%3.55 28.93 /!.2/ 0.0!%2.90 23.%! /!.2/ 0.0!%2.00 1%.30 /!.2/ 0.0!%
2.20 1/.93 /!.2/ 0.0!%3.55 28.93 /!.2/ 0.0!%3.55 28.93 /!.2/ 0.0!%3.55 28.93 /!.2/ 0.0!%3.55 28.93 /!.2/ 0.0!%3.55 28.93 /!.2/ 0.0!%3.55 28.93 /!.2/ 0.0!%2.90 1!.09 !0.51 0.019
Volumen)e ,arra-eo &or m2
Area ( m2) Ladrillo / m2 m3/m2
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= 2300.00
Peso del Muro Peso del Muro Altura SC !spesor Peso
P ( Tn/m ) ( m ) ( m ) ( Tn/m )
0.3% 0.%5 0.%0 0.23 0.31/0.21 0.!/ 0.%0 0.12 0.1%%0.3% 1.08 0.%0 0.23 0.31/0.3% 1.28 0.%0 0.23 0.31/0.3% 1.0! 0.%0 0.23 0.31/0.3% 0./2 0.%0 0.23 0.31/
0.3% 0./9 0.%0 0.23 0.31/0.3% 1.28 0.%0 0.23 0.31/0.3% 1.28 0.%0 0.23 0.31/0.3% 1.28 0.%0 0.23 0.31/0.3% 1.28 0.%0 0.23 0.31/0.3% 1.28 0.%0 0.23 0.31/0.3% 1.28 0.%0 0.23 0.31/0.21 0.%2 1./0 0.12 0.!%9
Kgm3
Kgm3
m3 m2
PT ( Tn/m2)
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Peso Total
( Tn/m )
0.9/0.%!1.!01.591.3%1.0!
1.111.591.591.591.591.591.591.09
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Proyecto : Proyecto a Nivel de Ejecucin del Centro EducaProyectistas Bach. Walter R. Cueva Camos
Bach. !rnold R. endo Rodr#$ue%&'SE() &E *!P!T!SESC!+ER!S
Peso es Especfco del Suelo : 2.69
Angulo del Talud : : 0.00
ngulo de riccin interna : : 6.00
!oefciente de E"pu#e : K& : .$% !uanta &ni"a '
!uanta &ni"a )
!mpu"e
Muro Altura !spesor L # d $
( m ) ( cm ) ( m ) ( cm ) ( Tn / m )CC - 4 *.00 2%.00 *.00 $0.00 *0.6CC - 2 *.00 2%.00 *.00 $0.00 *0.6CC - 1 *.00 2%.00 *.00 $0.00 *0.6CC - 1 *.00 2%.00 *.00 $0.00 *0.6CC - 1 *.00 2%.00 *.00 $0.00 *0.6CC - 1 *.00 2%.00 *.00 $0.00 *0.6CC - 1 *.00 2%.00 *.00 $0.00 *0.6CC - 1 *.00 2%.00 *.00 $0.00 *0.6CC - 2 *.00 2%.00 *.00 $0.00 *0.6CC - 3 *.00 2%.00 *.00 $0.00 *0.6
Tn + "
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ivo Estatal Primario " Santa Teresita "
!200.00 Esfuerzos Permisiblesc 100.00 ,le-in : : 0.%5
0.85 !o"presin : : 0./0
ori(ontal : 0.002% !ortante : : 0.85
rtical : 0.00*%
!mpe"e %eacciones en el Muro &istancia
! ' M m Vm
( Tn / m ) ( Tn / m ) ( Tn / m ) ( m ) ( Tn*m ) ( Tn )%.*$ *. ./% 0.%$ *0.9 ./%%.*$ *. ./% 0.%$ *0.9 ./%%.*$ *. ./% 0.%$ *0.9 ./%%.*$ *. ./% 0.%$ *0.9 ./%%.*$ *. ./% 0.%$ *0.9 ./%%.*$ *. ./% 0.%$ *0.9 ./%%.*$ *. ./% 0.%$ *0.9 ./%%.*$ *. ./% 0.%$ *0.9 ./%%.*$ *. ./% 0.%$ *0.9 ./%%.*$ *. ./% 0.%$ *0.9 ./%
Kg cm2
Kg cm2
1
m'n:
m'n:
+A
+,
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4t 8.%5
4c 5.95
4 !.51
A c- &istri.ucin Vc V n
( Tn/m ) del %e0uer1o ( Tn ) ( Tn ) ( Tn )
*.%0 2%00.00 os !apas %.6 %/.00 /.06*.00 2%00.00 os !apas %. %/.00 /.06*.00 2%00.00 os !apas %. %/.00 /.06*.00 2%00.00 os !apas %. %/.00 /.06*.00 2%00.00 os !apas %. %/.00 /.06*.00 2%00.00 os !apas %. %/.00 /.06*.00 2%00.00 os !apas %. %/.00 /.06*.00 2%00.00 os !apas %. %/.00 /.06*.00 2%00.00 os !apas %. %/.00 /.06*.00 2%00.00 os !apas %. %/.00 /.06
Kgcm2
Kgcm2
Kgcm2
PU
Vnm*
( cm2 )
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Acero +ori1ontal A
Vs As S
( Tn ) ( cm ) ( Plg ) ( cm ) ( cm )
20.00 0.002$% *./ + $ @ 20.00 20.00 0.00%020.00 0.002$% *./ + $ @ 20.00 20.00 0.00%020.00 0.002$% *./ + $ @ 20.00 20.00 0.00%020.00 0.002$% *./ + $ @ 20.00 20.00 0.00%020.00 0.002$% *./ + $ @ 20.00 20.00 0.00%020.00 0.002$% *./ + $ @ 20.00 20.00 0.00%020.00 0.002$% *./ + $ @ 20.00 20.00 0.00%020.00 0.002$% *./ + $ @ 20.00 20.00 0.00%020.00 0.002$% *./ + $ @ 20.00 20.00 0.00%020.00 0.002$% *./ + $ @ 20.00 20.00 0.00%0
Sm h
Sm
v
( cm2 )
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ero Vertical
As - S
( Plg ) ( cm )
2.$% + $ @ 20.002.$% + $ @ 20.002.$% + $ @ 20.002.$% + $ @ 20.002.$% + $ @ 20.002.$% + $ @ 20.002.$% + $ @ 20.002.$% + $ @ 20.002.$% + $ @ 20.002.$% + $ @ 20.00
( cm2 )
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Proyecto : Proyecto a Nivel de EjecuciProyectistas : Bach. Walter R. Cueva Cam
Bach. !rnold R. endo Rod&'SE() &E *!P!T!S #es*stenc*aESC!+ER!S
!apacidad Porta"te del Terreno Esuer(os Per"isi1les
0.85 Esuer(o de otura :,actor Asu"ido para eter"inar
el Peso de las 3apatas Esuer(o por !orte :
10.30 6Tipo de U.icacin !spesor Peso del
CM!4T5S Viga So.re Muro del del Muro Muro
el Muro Muro e ( m ) ( Tn/m )
CC - 1 VPV 102 4adrillo !entrado 0.*2 *.0/CC - 2 VSAE 102 4adrillo !entrado 0.22 *.**CC - 1 VPV 102 4adrillo !entrado 0.22CC - 1 VPV 102 4adrillo !entrado 0.22CC - 1 VPV 102 4adrillo !entrado 0.22CC - 1 VPV 102 4adrillo !entrado 0.22CC - 1 VPV 102 4adrillo !entrado 0.22CC - 1 VPV 102 4adrillo !entrado 0.22CC - 2 4adrillo !entrado 0.22CC - 3 4adrillo !entrado 0.22
t Kgcm2
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del Centro Educativo Estatal Primario " Santa Teresita " os
#$ue%)el Concreto : 100.00 4actores )e CargaPor Carga "uerta :Por Carga V*a :
,actores de educcin de !apacidar 13.30 Por ,le-in : !5!5 :
Por !orte :
!.51 Anco &ni"o de !i"ientos :
Altura &ini"a de !i"ientos :Peso So.re Cargas Actuantes Pesos
la Viga Muerta Vi-a Total Adoptados 6actori1ada
( Tn / m )
*.$ 2./2 0. 2.% 0.2$ /.6%*. 2.// 0.// 2.$$ 0.0 /.90
0.00 0.*% 0.*% 0.02 0.290.00 0.*% 0.*% 0.02 0.290.00 0.*% 0.*% 0.02 0.290.00 0.*% 0.*% 0.02 0.290.00 0.*% 0.*% 0.02 0.290.00 0.*% 0.*% 0.02 0.290.00 2.2 2.2 0.2/ /.%0.00 6.%% 6.%% 0.6 *2.$0
Kgcm2
Kgcm2
c7 Kgcm2
P&( Tn ) P
L( Tn ) P
T( Tn ) P
7( Tn ) P
U( Tn )
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1.501.80
= 0.%5 = 0.85
/0.00 c"
60.00 c"
Area Anco del &imensionamiento en Planta
%e$uerida Cimiento !centricidad Veri8cacin
, ( m ) e ( cm )
0.6 0./00. 0./00.02 0./00.02 0./00.02 0./00.02 0./00.02 0./00.02 0./00.0 0./00.$% 0.$%
ma
mn
A7
( m2) ( 9g /cm2) ( 9g /cm2)
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Es,uer%os -actiri%ados &iseo or -le/inm ' Mu '
( Tn / m ) ( Tn / m ) ( m ) ( m ) ( Tn/m ) ( Tn*m ) ( cm ) ( m )
**.62 0.*/0 0.*00 **.62 0.* *%.00 0.*/*2.2/ 0.090 0.*/%0 *2.2/ 0.* *0.00 0.090. 0.090 0.*/%0 0. 0.0* %.00 0.090. 0.090 0.*/%0 0. 0.0* %.00 0.090. 0.090 0.*/%0 0. 0.0* %.00 0.090. 0.090 0.*/%0 0. 0.0* %.00 0.090. 0.090 0.*/%0 0. 0.0* %.00 0.090. 0.090 0.*/%0 0. 0.0* %.00 0.09**./ 0.090 0.*/%0 **./ 0.*2 *0.00 0.09*%.06 0.*% 0.00 *%.06 *.0 0.00 0.2
u ma
u mn :' min
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&iseo or Corte &imensiones -inalesAltura Anco
( Tn/m ) ( Tn ) ( cm ) ( m ) , ( m )
**.62 *.6 %.00 0.60 0.40*2.2/ *.*0 %.00 0.60 0.400. 0.0 %.00 0.60 0.400. 0.0 %.00 0.60 0.400. 0.0 %.00 0.60 0.400. 0.0 %.00 0.60 0.400. 0.0 %.00 0.60 0.400. 0.0 %.00 0.60 0.40**./ *.02 %.00 0.60 0.40*%.06 /./ *%.00 0.60 0.85
:'
VU
min
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Proyecto : Proyecto a Nivel de Ejecucin del CentroProyectistas : Bach. Walter R. Cueva Camos
Bach. !rnold R. endo Rodr#$ue%&'SE() &E C''ENT)S C)RR'&)S #es*stenc*a )el Concreto :
#es*stenc*a )el Acero :
Peso $s&ec'(co )el Concreto :
!apacidad Ad"isi1le del Terreno1.91 !uanta 8alanceada :
,actor Asu"ido para eter"inar !uanta &-i"a :
el Peso de las 3apatas 0.319
0.00 6 K 5!.35
Cuant*as )e 7*seo : #$ Ver((cac*n &or
Cuant'a "'n*m 0./; c ?
m>?.
m*n=
.;;
t''
P&( Tn ) P
L( Tn )
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Educativo Estatal Primario " Santa Teresita "
210.00 4actores )e Carga!200.00 Por Carga "uerta : 1.!0
= 2.!0 ,nm@ Por Carga V*a : 1./00.85 4actores )e #e)ucc*n )e Ca&ac*)a)0.02125 Por 4le?*n : = 0.900.0159! Por Corte : = 0.85
Por A&lastam*ento : = 0./0
Pesos Area
Total Adoptados 6actori1ada %e$uerida
( m ) ( m ) ( m )
6*.00 0.00 $6.00 .*9 0.%% %.$% 0./00**.*% 0.00 *6. 0.%$ 0.$0 0.% 0.002/./6 0.00 6.*/ *.2$ *.*% *.*% 0.2%$.%$ 0.00 *2./ 0./% 0.0 0.6% 0.02%2/.0 0.00 6./6 *.2 *.*% *.*% 0./2%
2/.0 0.00 6./6 *.2 *.*% *.*% 0./2%%.90 0.00 $.%$ 0.* *.00 *.00 0.%**.$ 0.00 *6.%9 0.60 0.$0 0.% 0.*%0
Kgcm2Kgcm2
m>? & 0.2/; 2!o = c12
m>? & 1.1c12
A''
,;;
m''
PT( Tn ) P
7( Tn ) P
U( Tn ) A
7( m2
)
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20.00 obr4actor )e egur*)a) ;4..=: 3
1.8
2.4
2.1
1.2 m
19.09
&imensionamiento de las 7apatas
&imensiones Adoptadas Area de la
7apata
( m ) ( m ) ( m )
0./2% 5.85 0.55 .22 2.6 2.690.2%0 0.!5 0.80 0.60 2. 2.$00./%0 1.15 1.15 *.2 2. 2.$20.200 0.65 0.!0 0./6 2./ 2.$0./%0 1.15 1.15 *.2 2.6 2.$6
0./%0 1.15 1.15 *.2 2.6 2.$60.% 1.00 1.00 *.00 0.$6 2.$0.2%0 0.!5 0.80 0.60 2. 2.$
Ca&ac*)a) Portante )el ,erreno t ,nm2
sc
Peso Volumetr*co )el uelo ;s=: ,nm3
Peso Volumetr*co )el Concreto ;c=: ,nm3
Peso Volumetr*co Prome)*o ;&rom=: ,nm37es&lante "'n*mo 7: n ;tB4..; &rom7Dsc==4..
n ,nm2
m;;
,;;
A'' un u*adm
A7(m2) 9g/cm2 9g/cm2
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Carga
0.200
&ETER'N!C'0N &E+ PER!+TE 1N')
&'RECC'0N 22 &'RECC'0N 33
Por Corte Por 6lein Por Corte Por 6lein
Veri8cacin Mu Mu
del Area ( cm ) ( Tn*m ) ( cm ) ( cm ) ( Tn*m ) ( cm )
;.< **.62 *2.%* 6.6* *2.% *. .0;.< 2.06 0.0% *.* . 0.6$ /.*$;.< 9.%9 *.66 %./ *.2$ .*$ .%2;.< 0./ 0.0* 0./2 %.9* 0.$ .%;.< *2.62 2.$6 .* *.6 .2* .%%
;.< *2.62 2.$6 .* *.6 .2* .%%;.< /.6 0.60 .%* /.6 0.60 .%*;.< /./6 0.2 2.%2 .// 0.69 /.20
dmin
dmin
dmin
dmin
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Peralte Peralte &imensiones -in
Pun1onamiento Mnimo !0ecti-o Anco Largo
d d
( cm ) ( cm ) ( cm ) ( m ) ( m ) ( m )
. .0% .// 11.62 50.00 0.55 5.85 0.502.6/ **.69 /.%6 4.56 5.00 0.80 0.!5 0.052.00 *.0 **.%* 11.51 15.00 1.15 1.15 0.15.00 **.09 2.$0 2.80 5.00 0.!0 0.65 0.05*.20 *.%% */.0 14.0! 15.00 1.15 1.15 0.15
*.20 *.%% */.0 14.0! 15.00 1.15 1.15 0.15*.00 *.%% /.$/ 4.84 5.00 1.00 1.00 0.052.00 *.0 %.26 5.26 10.00 0.80 0.!5 0.10
m p d
min d min A '' , ;;
( 9g / cm2 )
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les
r r Peralte Momentos de &ise
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&iseo del 4oncreto !rmado de %aatas
&'RECC'0N 22ro %eparticin del Acero Momentos de &ise *6.00 *. 6.260.000* 0."1 2.00 = + $ 0.* > 66.00 0.6$ 0.9$0.00*2 4.1! 6.00 = + $ 0.* > 2*.00 .*$ *2.660.00009* 0.!8 2.00 = + $ 0.* > %6.00 0.$ 0.$60.0006 5.24 $.00 = + $ 0.* > *%.00 .2* *2.66
0.0006 5.24 $.00 = + $ 0.* > *%.00 .2* *2.660.0069% 3.48 %.00 = + $ 0.* > 22.00 0.60 *.220.000$* 1.81 .00 = + $ 0.* > .00 0.69 .9*
Mn
( cm2) ( cm2 )
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&'RECC'0N 33&ise 6.000.9 0.20%2 0.0*0262 4.10 6.00 = + $ 0.* > *0.00/.* 0.06$ 0.00$$ 5.84 9.00 = + $ 0.* > *0.000.$% 0.*2%2 0.006262 2.1" /.00 = + $ 0.* > *2.00/.* 0.06$/ 0.00/20 5."0 9.00 = + $ 0.* > *0.00
/.* 0.06$/ 0.00/20 5."0 9.00 = + $ 0.* > *0.00*.2* 0.*9* 0.0069% 3.48 %.00 = + $ 0.* > *%.00*.9 0.0/0 0.002%* 1."3 .00 = + $ 0.* > *.00
( cm2) ( cm2) ( cm2 )
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Veri8cacin de Trans0erencia de !s0uer1os
Eaastones en Com&res*nEastones en ,racc*n
0 a 0 ap &ise
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= 0./0 4eri5cacin or !dherencia Veri8cacin = 0.90 +d Re6uerid
e
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por Aderencia en cada 7apata
a 7 cm 8 +d &isoni9le 7 cm 8
&ireccin &ireccin &ireccin Veri8cacin
33 22 33
*.00 6.00 $.%0 Au"entar A??0.00 .00 2*.00 Au"entar A?? @ 80.00 2$.%0 /*.00 Au"entar A??0.00 6.%0 *6.00 Au"entar A?? @ 80.00 $.%0 /*.00 ;.<
0.00 $.%0 /*.00 ;.< 0.00 .%0 .%0 ;.< 0.00 **.00 2*.00 Au"entar A?? @ 8
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Proyecto : Proyecto a Nivel de Ejecuci n del CentroProyectistas : Bach. Walter R. Cueva Camos
Bach. !rnold R. endo Rodr#$ue%&'SE() &E *!P!T! C)B'N!&! #es*stenc*a )el Concreto :C)+N!S C!; < C= > ;?N #es*stenc*a )el Acero :
Peso $s&ec'(co )el Concreto :
!apacidad Porta"te del Terreno0.85 !uanta 8alanceada :
,actor Asu"ido para eter"inar !uanta &-i"a :
el Peso de las 3apatas 0.319
15.!5 6 K !5.29
Cuant*as )e 7*seo : #C
Cuant'a "'n*ma : 0.001!&imenciones Cargas Actuantes
7apatas Muerta Vi-a Total
( cm ) ( cm )
C - 10 # 2%.00 2%.00 */.2 ./ *$.06C - 10 b 2%.00 2%.00 *9.0% 2.% 2*./0
1=
t Kgcm2 b m>?
m>?.
m*n=
.;;
t''
P&( Tn ) P
L( Tn ) P
T( Tn )
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Educativo Estatal Primario " Santa Teresita "
1/5.00 4actores )e Carga!200.00 Por Carga "uerta : 1.50 Pesos
= 2.!0 ,nm@ Por Carga V*a : 1.80 Adoptados0.85 4actores )e #e)ucc*n )e Ca&ac*)a) ( Tn / m )0.01//1 Por 4le?*n : = 0.90 0.%5 6.*00.01328 Por Corte : = 0.85 Longitud Area
Por A&lastam*ento : = 0./0 6inal %e$uerida
L ( m )
3.05 %.6
LongitudAcumulada M'' Por Corte
6actori1ada en cada ( Tn*m ) m Vu
Columna ( m) ( Tn/m ) ( m ) ( Tn ) ( cm )
2$.09 0.00 *6.0% 0.%0 $.0 6.092.$* 2.*% *$.% 0.% 9. .0*
Kgcm2Kgcm2
:&
P7( Tn )
m>? & 0.2/; 2!o = c12
A7
( m2)
m>? & 1.1c12
:U
dmin
PU
( Tn )
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%eaccin en !centricidad Centro de Longitud
la 7apata ?ra-edad 6inal
( Tn ) % ( Tn ) ( m ) ' ( m ) ( m ) ( m ) L ( m )
.02 9./6 0.$ *.* 0.2% 0.2% .0$
Anco Area
Propuesta Veri8cacin Vu m
( m ) del Area ( Tn/m ) ( Tn )
>*@ %./ *. *.%0 ;.< 23."4 2./*
!N@+'S'S EN +! &'RECC'0N 33Por -le/in Pun%onamiento
Mu d U.icacin .o Ad
( Tn*m ) ( cm ) ( cm ) de Columna ( cm )
/.%* 6.0 6.09 Bnterior *.00 200.00 2%00.00%.2 6.%* .0* Bnterior *.00 200.00 2%00.00
PU
e''
m>
m2
,;; un u*adm :U
A7
( m2) 9g/cm2 9g/cm2
dmin
( cm2)
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&'RECC'0N 22
Mu m d
( cm ) ( Tn*m ) ( cm ) ( m ) ( cm ) ( cm ) ( m )
22.00 *0.% *.00 0.22 22.00 !.01 0.25
*2. &i
Ac Veri8cacin Mu L r As mn
( 9g ) ( Tn*m ) ( m )
%000.00 2/62.0 /.9 ;.< /.%* 0.650 2.2$%000.00 29$%.0 %.$$ ;.< %.2 0.650 2.2$
dmin
dmin
dmin ''
dmin ;;
dmin
m p ( 9g / cm2 )
6P
UP
( cm2) (9g/cm2) ( cm2)
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r r Peralte Momentos de &ise
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&'SE() &E+ !CER) +)NA'T&'N!+ EN +! *!P!T! < &RECC'0N 2
As mn 6.*
&iseo del !cero Suerior Reartic
//.%$ As 4=
Varillas ( Plg ) ero 0.06% 0.0026%6 11.62 *0.00 = *+ 2
e &iseo del !cero 'n,erior Rearticin del !cero 'n,e
( cm ) As 4=
> 20.00 Varillas ( Plg )> 20.00 0.02990 0.00*2/6 6.13 9.00 = + $
Mn'' ( cm2)
( cm2)
( cm2)
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n del !cero Suerior
A. e
( cm ) Veri8cacin de Trans0erencia de !s0uer1os*.2 > *$.00
ior 0 a 0 ap
A. e
( cm ) 0.06 *0.2% //.9% *0/.*0.* > 20.00 0.06 *0.2% %2./9 *0/.*
( cm2 )
A>
A2
( m2) ( m2) ( 9g / cm2 ) ( 9g / cm2 )
( cm2 )
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Eaastones en Com&res*n = 0./0Eastones en ,racc*n = 0.90 &ireccin 22 &ireccin 33
&ise
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Aderencia ld ( cm ) %e$uerida &isponi.le
&ireccin &ireccin Veri8cacin
( cm ) ;; ;;
%.00 0.00 */6.00 !u"ple2%.00 0.00 */6.00 !u"ple
dmin
7/25/2019 Hoja de Calculo Vigas
35/102
Proyecto : Proyecto a Nivel de Ejecuci n del CentroProyectistas : Bach. Walter R. Cueva Camos
Bach. !rnold R. endo Rodr#$ue%&'SE() &E *!P!T! C)B'N!&! #es*stenc*a )el Concreto :C)+N!S C!; < C= > ;?N #es*stenc*a )el Acero :
Peso $s&ec'(co )el Concreto :
!apacidad Porta"te del Terreno0.85 !uanta 8alanceada :
,actor Asu"ido para eter"inar !uanta &-i"a :
el Peso de las 3apatas 0.319
15.!5 6 K !5.29
Cuant*as )e 7*seo : #C
Cuant'a "'n*ma : 0.001!&imenciones Cargas Actuantes
7apatas Muerta Vi-a Total
( cm ) ( cm )
C - A1 2%.00 *00.00 2%.2 2.$9 2$.6*C4 $1%& /0.00 90.00 *9.6 6.60 2%.96C4 $1%& /0.00 90.00 *9./6 %.62 2%.0$
1=
t Kgcm2 b m>?
m>?.
m*n=
.;;
t''
P&( Tn ) P
L( Tn ) P
T( Tn )
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Educativo Estatal Primario " Santa Teresita "
1/5.00 4actores )e Carga!200.00 Por Carga "uerta : 1.50 Pesos
= 2.!0 ,nm@ Por Carga V*a : 1.80 Adoptados0.85 4actores )e #e)ucc*n )e Ca&ac*)a) ( Tn / m )0.01//1 Por 4le?*n : = 0.90 1.59 *2.*0.01328 Por Corte : = 0.85 Longitud Area
Por A&lastam*ento : = 0./0 6inal %e$uerida
L ( m )
6.35 *0.$2
LongitudAcumulada M'' Por Corte
6actori1ada en cada ( Tn*m ) m Vu
Columna ( m) ( Tn/m ) ( m ) ( Tn ) ( cm )
/.$ 0.00 2%.% 0.2% *2.2 /.62
/0.92 2./% 2/.0 0.6% 9.6 .$99.* /.90 2.*2 0.6% 9.2% ./
Kgcm2Kgcm2
:&
P7( Tn )
m>? & 0.2/; 2!o = c12
A7
( m2)
m>? & 1.1c12
:U
dmin
PU
( Tn )
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%eaccin en !centricidad Centro de Longitud
la 7apata ?ra-edad 6inal
( Tn ) % ( Tn ) ( m ) ' ( m ) ( m ) ( m ) L ( m )
**$.* 9.6% 0.$ 2./ 0.2% 0.2% 6.%
Anco Area
Propuesta Veri8cacin Vu m
( m ) del Area ( Tn/m ) ( Tn )
>*@ *0.$0 *.*0 *.%6 ;.< 18.63 26.*
!N@+'S'S EN +! &'RECC'0N 33Por -le/in Pun%onamiento
Mu d U.icacin .o Ad
( Tn*m ) ( cm ) ( cm ) de Columna ( cm )
6. %.** %.** Bnterior /.00 %0.00 62%0.00
%.0$ /./ /./ Bnterior 2.2% 60.00 /%.00/.$$ /./ /./ Bnterior 2.2% 60.00 /%.00
PU
e''
m>
m2
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A7
( m2) 9g/cm2 9g/cm2
dmin
( cm2)
7/25/2019 Hoja de Calculo Vigas
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&'RECC'0N 22
Mu m d
( cm ) ( Tn*m ) ( cm ) ( m ) ( cm ) ( cm ) ( m )
22.00 6.9 *0.00 0.22 22.00 5.11 0.25
9.** &i
Ac Veri8cacin Mu L r As mn
( 9g ) ( Tn*m ) ( m )
$%0.00 692.// /.22 ;.< 6. 1.400 /.90
9000.00 22.92 .6/ ;.< %.0$ 1.300 /.%%9000.00 ***.92 ./6 ;.< /.$$ 1.300 /.%%
dmin
dmin
dmin ''
dmin ;;
dmin
m p ( 9g / cm2 )
6P
UP
( cm2) (9g/cm2) ( cm2)
7/25/2019 Hoja de Calculo Vigas
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r r Peralte Momentos de &ise
7/25/2019 Hoja de Calculo Vigas
40/102
&'SE() &E+ !CER) +)NA'T&'N!+ EN +! *!P!T! < &RECC'0N 2
As mn %.9%
&iseo del !cero Suerior Reartic
/.* As 4=
Varillas ( Plg ) ero 0.090$ 0.00*62$ 6."2 *0.00 = + $
e &iseo del !cero 'n,erior Rearticin del !cero 'n,e
( cm ) As 4=
> 20.00 Varillas ( Plg )
> 20.00> 20.00 0.0/% 0.00060 13.01 **.00 = *+ 2
Mn'' ( cm2)
( cm2)
( cm2)
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n del !cero Suerior
A. e
( cm ) Veri8cacin de Trans0erencia de !s0uer1os0.* > *.00
ior 0 a 0 ap
A. e
( cm ) 0.2% 2*.00 *.%* *0/.*
0.6 0.02 **. 2%.$0*.2 > *6.00 0.6 0.02 *0.92 2%.$0
( cm2 )
A>
A2
( m2) ( m2) ( 9g / cm2 ) ( 9g / cm2 )
( cm2 )
7/25/2019 Hoja de Calculo Vigas
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Eaastones en Com&res*n = 0./0Eastones en ,racc*n = 0.90 &ireccin 22 &ireccin 33
&ise
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Aderencia ld ( cm ) %e$uerida &isponi.le
&ireccin &ireccin Veri8cacin
( cm ) ;; ;;
%.00 0.00 */*.00 !u"ple
%.00 0.00 *26.00 !u"ple2%.00 0.00 *26.00 !u"ple
dmin
7/25/2019 Hoja de Calculo Vigas
44/102
Proyecto : Proyecto a Nivel de Ejecuci n del CentroProyectistas : Bach. Walter R. Cueva Camos
Bach. !rnold R. endo Rodr#$ue%&'SE() &E *!P!T! C)B'N!&! #es*stenc*a )el Concreto :C)+N!S C!; < C= > ;?N #es*stenc*a )el Acero :
Peso $s&ec'(co )el Concreto :
!apacidad Porta"te del Terreno0.85 !uanta 8alanceada :
,actor Asu"ido para eter"inar !uanta &-i"a :
el Peso de las 3apatas 0.319
15.!5 6 K !5.29
Cuant*as )e 7*seo : #C
Cuant'a "'n*ma : 0.001!&imenciones Cargas Actuantes
7apatas Muerta Vi-a Total
( cm ) ( cm )
C - A1 2%.00 *00.00 2.6/ $.6% 6.29C 10 2%.00 0.00 *$. **.2/ 0.0*
C - A1 2%.00 *00.00 2.6$ 9.$* ./9
1=
t Kgcm2 b m>?
m>?.
m*n=
.;;
t''
P&( Tn ) P
L( Tn ) P
T( Tn )
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Educativo Estatal Primario " Santa Teresita "
1/5.00 4actores )e Carga!200.00 Por Carga "uerta : 1.50 Pesos
= 2.!0 ,nm@ Por Carga V*a : 1.80 Adoptados0.85 4actores )e #e)ucc*n )e Ca&ac*)a) ( Tn / m )0.01//1 Por 4le?*n : = 0.90 1.59 *6.0/0.01328 Por Corte : = 0.85 Longitud Area
Por A&lastam*ento : = 0./0 6inal %e$uerida
L ( m )
!.45 *%./9
LongitudAcumulada M'' Por Corte
6actori1ada en cada ( Tn*m ) m Vu
Columna ( m) ( Tn/m ) ( m ) ( Tn ) ( cm )
%.0 0.00 2.*6 0.92% *$. %.
/$.9 2.$% 2.0/ 0.9 *%.%% /.%6%9.*$ %.0 2$.*$ 0.9 *9.02 %.%2
Kgcm2Kgcm2
:&
P7( Tn )
m>? & 0.2/; 2!o = c12
A7
( m2)
m>? & 1.1c12
:U
dmin
PU
( Tn )
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%eaccin en !centricidad Centro de
la 7apata ?ra-edad
( Tn ) % ( Tn ) ( m ) ' ( m ) ( m ) ( m )
*/.2/ *0.9 0.$% 2.$$ 0.% 0.%
Anco Area
Propuesta Veri8cacin
( m ) del Area ( Tn/m )
2*> *%.6% 0.9/ *.60 ;.< 1".!6
!N@+'S'S EN +! &'RECC'0N 33Por -le/in Pun%onamiento
Mu d U.icacin .o
( Tn*m ) ( cm ) ( cm ) de Columna ( cm )
**.62 6.*9 6.*9 Bnterior /.00 %0.00
9.$6 %.0 %.0 Bnterior *.20 2*0.00*2.06 6.0 6.0 Bnterior /.00 %0.00
PU
e''
m>
m2
,;; un u*adm :U
A7
( m2) 9g/cm2 9g/cm2
dmin
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Longitud
6inal
L ( m )
./
&'RECC'0N 22
Vu m Mu m d
( Tn ) ( cm ) ( Tn*m ) ( cm ) ( m ) ( cm )
/.00 2/.00 **.09 *2.00 0.2/ 24.00
9.**
Ad Ac Veri8cacin Mu
( 9g ) ( Tn*m )
62%0.00 $%0.00 %**/.99 %.$% ;.< **.62
2%0.00 %2%0.00 /%9$.9* $.2 ;.< 9.$662%0.00 $%0.00 %29%.99 6.09 ;.< *2.06
dmin
dmin
dmin ''
m p ( 9g / cm2 )
6P
UP
( cm2) ( cm2) (9g/cm2)
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r r Peralte Momentos de &ise
S*S C*S Total Mu m ( ) Mu m ( B )
( cm ) ( m ) ( cm ) ( cm ) ( m ) ( Tn*m ) ( Tn*m )
6.30 0.25 *0.00 /.00 0.35 *.92 **.09
&'RECC'0N 33&ise
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20.00 Varillas
0.* > 20.000.* > 20.00 0.09*6 0.00$*$ 20.04 *6.00
Mn''
Mn'' ( cm2)
( cm2)
( cm2 )
( cm2)
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RECC'0N 22
Rearticin del !cero Suerior
A. e
( Plg ) ( cm ) Veri8cacin de Trans0erencia de !s0uer1os= *+ 2 *.2 > 22.00
el !cero 'n,erior 0 a 0 ap
A. e( Plg ) ( cm ) 0.2% 2*.00 22.$* *0/.*
0.0$ **%.%0 6/.%2 *0/.*= *+ 2 *.2 > *.00 0.2% 2*.00 2.6 *0/.*
( cm2 )
A>
A2
( m2) ( m2) ( 9g / cm2 ) ( 9g / cm2 )
( cm2 )
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Eastones en Com&res*n = 0./0 +on$itud de &esarrolloEastones en ,racc*n = 0.90
&ise
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Aderencia ld ( cm )%e$uerida &isponi.le
&ireccin &ireccin Veri8cacin
( cm ) ;; ;;
%.00 0.00 *$*.00 !u"ple
%.00 0.00 *$*.00 !u"ple2%.00 0.00 *$*.00 !u"ple
dmin
7/25/2019 Hoja de Calculo Vigas
53/102
Proyecto : Proyecto a Nivel de Ejecucin del Centro Educativo Estatal Primario " Santa TerProyectistas : Bach. Walter R. Cueva Camos
Bach. !rnold R. endo Rodr#$ue%&'SE() &E *!P!T!S C)NECT!&!S esistencia del !oncreto : *%.00 ,actores de !arga*!P!T!S P!BE++0N C esistencia del Acero : /200.00 Por !arga &uerta :
Peso $s&ec'(co )el Concreto : = 2.!0 ,nm@ Por Carga V*a :
Ca&ac*)a) Portamte )el ,erreno 0.85 4actores )e #e)ucc*n )e Ca&ac*)a)
0.85 Cuant'a Ealancea)a : 0.01//1 Por 4le?*n : =4actor Asum*)o &ara 7eterm*nar Cuant'a ">?*ma : 0.01328 Por Corte : =
el Peso )e las Fa&atas 0.319 Por A&lastam*ento : =
10.30 6 K !5.29
Cuant*as )e 7*seo : #C Ver((cac*n &or
Cuant'a "'n*ma : 0./; c ?.
m>? & 0.2/; 2!om*n= m>? & 1.1c12
.;;
t''
P&( Tn ) P
L( Tn ) P
T( Tn ) P
U( Tn ) P
7( Tn )
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1 A1 2%.00 *20.00 *.9 6.2/ .6 %$.2 .$$ /6.%$ *6 11 2%.00 *0.00 2*.% 6./* 2.9$ /.$$ 2.$$ 6.9 %! 12 0.00 *0.00 $. *%.00 %. $/.%0 %./9 6./ 99 10 2%.00 0.00 6.9 *.* $.2/ *2.% 0.$% *.% *
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&imensionamiento de las 7apatas &'RECC'0N 22 &'RECC'0N 33 Predimensionamie
Area &imensiones Adoptadas Area de la &ireccin 22
%e$uerida 7apata
( m ) ( m ) ( m ) ( m ) ( Tn / m ) ( Tn / m ) ( Tn / m ) ( Tn / m ) ( m ) ( m
%./$ *.$0 .0/ 1.80 3.05 %./9 0.6% 2.%2 %.0 2.62.6$ *./0 *.9* 1.40 1."5 2. 0.9% *$.0/ 2.6 2.*.0* *./0 2.*% 1.40 2.20 .0$ *.00 *.$ 2.*% ./
%.$% *.$0 /.00 1.80 4.00 .20 0.96 *$.$9 .// .%/. 2.20 2.* 2.20 2.20 /.$/ *./ 2$.0% .% 2./.%6 *.90 *.$ 1."0 1."0 .6* *./* 2/.92 2./% 2./.99 2.00 2.00 2.00 2.00 /.00 *.29 26.29 2./% .%.*$ *.$0 .00 1.80 3.00 %./0 *.2% 22.$$ . 2.$/.%% 2.*0 2.* 2.10 2.20 /.62 *./* 2.9* 2.$/ 2.$%./ *.$0 2.96 1.80 3.00 %./0 *.29 2.66 2.$/ ./.2 2.0% 2.0$ 2.05 2.10 /.* *. 2.0 . 2./.%6 *.90 *.$ 1."0 1."0 .6* *./* 2/.92 2./% 2.//.9 2.20 2.*$ 2.20 2.20 /.$/ *.% 2$.*6 2./% .%.62 *.$0 /.00 1.80 4.00 .20 *./ 2/.60 .% ./2.0* *./0 *.// 1.40 1.45 2.0 0.9 *$.20 ./ 2.*2.%* *.60 *.% 1.60 1.60 2.%6 *.0$ 20.%/ 2.*% 2.6
,;;
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( m2) A
7(m2)
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%./$ *.$0 .0/ 1.80 3.05 %./9 *.2 2.%2 2.6$ %.0/.% *.90 2.29 1."0 2.30 /. *.2% 2/.9% *.%2 0.20 /.6 .%0 2.0 .26 2.30 3.30 .%9 *.66 0.06 2.9 /.* .%* %2.09 *./% *.// 1.45 1.45 2.*0 0.%9 9.%
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E G Eo Go
!5.00 35.00 30.00 !0.0%H 1%0/81.25
e Coneccin h 8.00 Cargas $ue %esiste la Viga
2! de Cimentacin33 &ireccin 22 &ireccin 33 &ireccin 22 &ireccin 33
( m ) ( cm ) ( cm ) ( cm ) ( cm ) ( cm ) ( cm ) ( cm ) ( cm ) Tn / m Tn / m Tn / m Tn / m
6%.00 2%.00 %.00 2%.00 *.%.00 2%.00 %.00 2%.00%.00 2%.00 /%.00 2%.00
/%.00 2%.00 0.00 %.00 *.0.00 %.00 %.00 %0.00 *. *.%.00 /%.00 %.00 /%.00 *. *.%.00 /%.00 %0.00 2%.00 *. *.%0.00 2%.00 %0.00 2%.00 *. *.%0.00 2%.00 %0.00 2%.00 *.%0.00 2%.00 %0.00 2%.00 *.**%0.00 2%.00 %.00 %0.00 *.** *.**%.00 /%.00 %.00 /%.00 *.** *.**%.00 %0.00 0.00 %.00 *.** *.**0.00 %.00 /%.00 2%.00 *. *.**/%.00 2%.00 %.00 2%.00 *. *.%.00 2%.00 %.00 2%.00 *. *.
E P,
S2
>
.>
2
.2
>
.>
2
.2
VC>
VC2
VC>
VC2
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%.00 2%.00 6%.00 2%.00 *. *. *.60.00 2%.00 /0.00 0.00
.%$ 9%.00 0.00 $0.00 0.00 /0.00 0.00%.$ $0.00 0.00
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Peso Total %epartido so.re !N@+'S'S EN +! &'RECC'0N 22 !N@+'S'S EN +! &
la Viga de Cimentacin
&ireccin 33 U.icacin de la Columna Por Corte Por 6lein Por Co
en Cada &ireccin
Tn / m Tn / m Tn / m '' ;; ( Tn/m ) ( cm ) ( Tn*m ) ( cm ) ( Tn/m ) ( cm
*.%/ !entrada !entrada 2.%2 9.$6 *.90.2* !entrada !entrada *$.0/ 2%.* *0.20.2 !entrada !entrada *.$ 2.9/ *0.*
*.92 !entrada !entrada *$.$9 /*.9$ *0.$*.% !entrada !entrada 2$.0% 2$.0% */.9*.* !entrada !entrada 2/.92 2/.92 *.0*.6 !entrada !entrada 26.29 26.29 */.0*.6 !entrada !entrada 22.$$ $.* *.60.0 !entrada !entrada 2.9* 29.2/ *6.$*./* !entrada !entrada 2.66 9./ */.0*.% !entrada !entrada 2.0 2.69 */.0*./9 !entrada !entrada 2/.92 2/.92 *.0*.0 !entrada !entrada 2$.*6 2$.*6 *%.0*.$ !entrada !entrada 2/.60 %/.6 *.%*.%/ !entrada !entrada *$.20 *$.$% *0.*.%/ !entrada !entrada 20.%/ 20.%/ **.9
VC2
VC>
VC2
:U m
dmin
Mu
dmin
:U m
dmi
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*.2 !entrada !entrada 2.%2 9.$6 *.9/0.6 0.29 !entrada !entrada 2/.9% %./2 *.*2 .$* 0.20 */.900.6$ 0.%$ 0.29 !entrada !entrada 0.06 */.9 9.62 *0.* /.*
0.%$ !entrada !entrada 9.% %.62 *.%% %.** 9.% %.$6
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C'0N 33
Peralte Peralte
Por 6lein Mnimo !0ecti-o Peralte &'RECC'0
d r Total .o Ad Ac
( Tn*m ) ( cm ) ( cm ) ( cm ) ( cm ) ( cm ) ( cm )
**.9 9.$* 13."4 20.00 *0.00 30.00 /.$0 *.* $.60 6*0.00 *2%.00 *2200.00/.*% .2 10.22 20.00 *0.00 30.00 *.20 *.29 *2. 90.00 $%.00 $00.00/.62 .*$ 10.10 20.00 *0.00 30.00 *.20 *.2 *2. //0.00 9900.00 $$00.00**.0 $.2 10.86 20.00 *0.00 30.00 /.$0 *.0% $.60 $00.00 22000.00 *6000.00
*0.* *0.6 14."8 20.00 *0.00 30.00 /.$0 *.2 $.60 //0.00 *%/00.00 $$00.006.%% 9.20 13.08 20.00 *0.00 30.00 2.2% *.* **./ $0.00 *2%0.00 600.00.$9 9.$/ 14.00 20.00 *0.00 30.00 2.2% *.* **./ /00.00 *000.00 $000.00**./% 9.6$ 13.62 20.00 *0.00 30.00 /.$0 *.2 $.60 600.00 *%00.00 *2000.00*2.%* **.$* 16.8! 20.00 *0.00 30.00 *.20 *. *2. //0.00 9900.00 $$00.00**.$/ 9.$/ 14.00 20.00 *0.00 30.00 /.$0 *.* $.60 600.00 *%00.00 *2000.00$.* 9.$6 14.04 20.00 *0.00 30.00 2.2% *.2 **./ /20.00 */00.00 $/00.006.%% 9.20 13.08 20.00 *0.00 30.00 2.2% *.* **./ $0.00 *2%0.00 600.00*0.* *0.6% 15.03 20.00 *0.00 30.00 /.$0 *.2$ $.60 //0.00 *%/00.00 $$00.00*/. 9.9 13.52 20.00 *0.00 30.00 /.$0 *. $.60 $00.00 22000.00 *6000.00.*2 .26 10.30 20.00 *0.00 30.00 *.20 *.0 *2. 290.00 6%2%.00 %$00.00/.6$ $./ 11."6 20.00 *0.00 30.00 *.20 *.2$ *2. 20.00 200.00 6/00.00
Mu
dmin d min u m p
( 9g / cm2 ) ( 9g / cm2 ) ( cm2) ( cm2)
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**.9 9.$* 13."4 20.00 *0.00 30.00 /.$0 *.* $.60 6*0.00 *2%.00 *2200.00*0.2$ *0./ 14."0 20.00 *0.00 30.00 6.$0 *.* .$6 /6%.00 9/%0.00 900.00
14.3" 20.00 *0.00 30.00 %.6 *.* $.22 %0.00 *000.00 **/00.00*.6$ %./ 5.86 20.00 *0.00 30.00 *.20 0.6/ *2.
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Anlisis por Pun1onamiento
&imensione22 &'RECC'0N 33 Anco Larg
Veri8caci .o Ad Ac Veri8cacin por
( 9g ) Pun1onam ( cm ) ( 9g ) Pun1onamiento ( m ) ( m
*229%.0 *.0* Cum'le 3.05 1.80*69*./ 2.*% Cum'le 1."5 1.402022. 2.0 Cum'le 2.20 1.40626.2 2.*0 Cum'le 4.00 1.80
2/*/./$ 2./ Cum'le 2.20 2.202/*.2/ .2% Cum'le 1."0 1."0222*9.$% 2.$ Cum'le 2.00 2.009$9.0 .2 Cum'le 3.00 1.80%26./* /.00 Cum'le 2.20 2.10/*/9.90 ./% Cum'le 3.00 1.8022/./ 2.$2 Cum'le 2.10 2.052/26.%/ .2% Cum'le 1."0 1."02/20.%/ 2.6 Cum'le 2.20 2.20/90/9.9 .0 Cum'le 4.00 1.80*2.60 2.20 Cum'le 1.45 1.40*66%.9* 2.62 Cum'le 1.60 1.60
6P
UP 6
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UP A
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;;
(9g/cm2) ( cm2) ( cm2) (9g/cm2)
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/0$.*0 .* Cum'le 3.05 1.80*/6.0/ .$ Cum'le 2$%.00 %$%.00 %00.00 6*0.* 6.% Cum'le 2.30 1."06%0%.2 %.92 Cum'le /60.00 **%00.00 9200.00 69/66.20 .%% Cum'le 3.30 2.30
2/0.00 /%0.00 /$00.00 96$9.%0 2.02 Cum'le 1.45 1.45
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inales &'R
r r Peralte Momentos de &ise
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0.20 *0.00 /.00 0.30 .9/ !."4 *2.000.20 *0.00 /.00 0.30 *.*2 0.9$ $.$ 0.009/ 0.0009 8.38 *2.000.20 *0.00 /.00 0.30 9.62 .%0 *0.*/ 0.0692 0.002$$ 13.26 *9.000.20 *0.00 /.00 0.30 *.%% 2.6/ 6.9 0.0** 0.000*2 6.3" 9.00
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&iseo del 4oncreto !rmado de %aatas
2 &'RECC'0N 33 ticin del Acero Momentos de &ise 2*.2 > 2.00 /.*% *.9 $.60 0.0/% 0.00*/$ 8.60 .00 = *+ 2 *.2 > 2*.2 > 2.00 /.62 %.$ 9.0 0.0/0 0.00*/* ".!0 $.00 = *+ 2 *.2 > 20.* > *%.00 **.0 6%.22 *.6/ 0.0/%0 0.00*$/ 1!.64 */.00 = *+ 2 *.2 > 20.* > *6.00 *0.* %.$ 9.0 0.06% 0.00*$9 14.03 *2.00 = *+ 2 *.2 > *0.* > *6.00 6.%% 0.9$ $.$ 0.0%66 0.002%$ 8."6 *.00 = + $ 0.* > *0.* > *%.00 .$9 2.6* $.$2 0.06%* 0.002*/ 10.86 *6.00 = + $ 0.* > *0.* > *%.00 **./% /$.9* *.2 0.0629 0.00262* 15.!3 2.00 = + $ 0.* > *0.* > *6.00 *2.%* %.$ 9.0 0.09%6 0.009$% 1!.53 2%.00 = + $ 0.* >0.* > *%.00 **.$/ /$.9* *.2 0.06%2 0.002*% 16.2" 2.00 = + $ 0.* > *0.* > *6.00 $.* /.2/ 9.26 0.06%/ 0.0022 11.44 *.00 = + $ 0.* > *0.* > *6.00 6.%% 0.9$ $.$ 0.0%66 0.002%$ 8."6 *.00 = + $ 0.* > *0.* > *6.00 *0.* %.$ 9.0 0.069 0.0020 14.0" 20.00 = + $ 0.* > *0.* > *%.00 */. 6%.22 *.6/ 0.0%9* 0.002/6* 1".6" *6.00 = *+ 2 *.2 > 20.* > *6.00 .*2 2.6/ 6.9 0.0/$ 0.00*/%* 6.3" 9.00 = + $ 0.* > *0.* > *6.00 /.6$ 26.09 .06 0.0/$ 0.00*99* !.06 *0.00 = + $ 0.* > *
Mn
( cm2 ) ( cm2) ( cm2) ( cm2 )
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0.* > *%.00 **.9 /9. *./% 0.06/$ 0.002699 16.46 *.00 = *+ 2 *.2 > 2*0.* > *6.00 *0.2$ .%0 *0.*/ 0.0/2 0.00090 14.21 *2.00 = *+ 2 *.2 > *60.* > *2.00 */.%% 14.55 *2.00 = *+ 2 *.2 > 2/0.* > *.00 *.6$ 2.6/ 6.9 0.0*$6 0.0006 6.3" 9.00 = + $ 0.* > *
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Proyecto : Proyecto a Nivel de Ejecucin del CenProyectistas : Bach. Walter R. Cueva Camos
Bach. !rnold R. endo Rodr#$ue%&'SE() &E *!P!T!S C)NECT!&!S esistencia del !oncreto :*!P!T!S P!BE++,N C esistencia del Acero :
Peso $s&ec'(co )el Concreto :
Ca&ac*)a) Portamte )el ,erreno
0.85 Cuant'a Ealancea)a :4actor Asum*)o &ara 7eterm*nar Cuant'a ">?*ma :
el Peso )e las Fa&atas 0.319
10.30 6 K !5.29
Cuant*as )e 7*seo : #C Ver((cac*n &or
Cuant'a "'n*ma : 0./; c ?
m>?.
m*n
=
.;;
t''
P&( Tn ) P
L( Tn )
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ro Educativo Estatal Primario " Santa Teresita "
*%.00 ,actores de !arga/200.00 Por !arga &uerta : *.%0
= 2.!0 ,nm@ Por Carga V*a : 1.800.85 4actores )e #e)ucc*n )e Ca&ac*)a)0.01//1 Por 4le?*n : = 0.900.01328 Por Corte : = 0.85
Por A&lastam*ento : = 0./0
&imensionamient
Pesos Area
Total 6actori1ada Adoptados % %e$uerida
( Tn ) ( Tn ) ( m ) ( m )
$. */.09 0.90 9.$/ *6.0 *.*6 *.0 *.0*2.2% *9.% *.26 *.9/ 22.2$ *.6/ *.0 *.266.*6 9. 0.6 .9 **.62 0.$ 0.9% 0.92**.*% *./9 *.*% *2.$$ 20.09 *.%2 *.*% *.2$.%$ *. 0.$$ 9.9 *%.*/ *.*% *.00 *.*%2/./6 $.%9 2.%2 2.6 /. .2% *.$0 *.$02/.0 $.$9 2.%0 2.60 /.$/ .2% *.$0 *.$0
2/./6 $.%9 2.%2 2.6 /. .2% *.$0 *.$0$.%$ *. 0.$$ 9.9 *%.*/ *.*% *.00 *.*%**.*% *./9 *.*% *2.$$ 20.09 *.%2 *.*% *.26.*6 9. 0.6 .9 **.62 0.$ 0.9% 0.92*2.2% *9.% *.26 *.9/ 22.2$ *.6/ *.0 *.26$. */.09 0.90 9.$/ *6.0 *.*6 *.0 *.0
? & 0.2/; 2!o = c12
m>? &
1.1c
12
%U
,;;
A''
PT( Tn ) P
U( Tn ) P
7( Tn ) A
7( m2
)
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de las 7apatas &'RECC'0N 22 &'RECC'0N 33 !N@+'S'S
&imensiones Adoptadas Area de la
7apata
( m ) ( m ) ( Tn / m ) ( Tn / m ) ( Tn / m ) ( Tn / m ) ( Tn/m )
1.30 1.30 *.69 0.69 *2.$% 0.69 *2.$% *2.$%1.30 1.30 *.69 0.9 *.*/ *.*/0."5 0."5 0.90 0.6 *2.2 *2.21.15 1.35 *.%% 0.$% */.$$ *.00 *./ */.$$1.00 1.20 *.20 0./ *2.62 *2.621.80 1.80 .2/ *./0 2/.0 2/.01.80 1.80 .2/ *.9 2/.6 2/.6
1.80 1.80 .2/ *./0 2/.0 2/.01.00 1.20 *.20 0./ *2.62 *2.621.15 1.35 *.%% 0.$% */.$$ *.00 *./ */.$$0."5 0."5 0.90 0.6 *2.2 *2.21.30 1.30 *.69 0.9 *.*/ *.*/1.30 1.30 *.69 0.69 *2.$% 0.69 *2.$% *2.$%
,;;
A''
:7''
%U: ''
:7;;
%U: ;;
:U m
A7(m2)
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EN +! &'RECC'0N 22 !N@+'S'S EN +! &'RECC'0N 33
PeraltePor Corte Por 6lein Por Corte Por 6lein Mnimo
( cm ) ( Tn*m ) ( cm ) ( Tn/m ) ( cm ) ( Tn*m ) ( cm ) ( cm )
6./0 *.0 /.9% *2.$% %. 0.90 /.* 6.40*.*/ 6.9 *.2* /. 6.!"*2.2 6.22 0.% /./0 6.22*./ $.0 *. %.6 8.03*%.*/ 6.%% *.06 /.6 6.552/.0 *2.$ %.90 $.9 12.832/.6 *2.9% %.9 9.02 12."5
2/.0 *2.$ %.90 $.9 12.83*%.*/ 6.%% *.06 /.6 6.55*./ $.0 *. %.6 8.03*2.2 6.22 0.% /./0 6.22*.*/ 6.9 *.2* /. 6.!"
6./0 *.0 /.9% *2.$% %. 0.90 /.* 6.40
dmin
Mu
dmin
:U m
dmin
Mu
dmin d min
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Peralte &imensiones -inales &'RECC'0N!0ecti-o Peralte Anco Largo Peralte
d r Total Total 4=
( cm ) ( cm ) ( m ) ( m ) ( m ) ( m ) Varillas ( Plg )
15.00 *0.00 25.00 1.30 1.30 0.25 .00 = + $15.00 *0.00 25.00 1.30 1.30 0.25 .00 = + $15.00 *0.00 25.00 0."5 0."5 0.25 %.00 = + $15.00 *0.00 25.00 1.35 1.15 0.25 6.00 = + $15.00 *0.00 25.00 1.20 1.00 0.25 %.00 = + $20.00 *0.00 30.00 1.80 1.80 0.30 *2.00 = + $20.00 *0.00 30.00 1.80 1.80 0.30 *2.00 = + $
20.00 *0.00 30.00 1.80 1.80 0.30 *2.00 = + $15.00 *0.00 25.00 1.20 1.00 0.25 %.00 = + $15.00 *0.00 25.00 1.35 1.15 0.25 6.00 = + $15.00 *0.00 25.00 0."5 0."5 0.25 %.00 = + $15.00 *0.00 25.00 1.30 1.30 0.25 .00 = + $15.00 *0.00 25.00 1.30 1.30 0.25 .00 = + $
A''
,;;
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2 &'Momentos de &ise 20.00 *.2* **.92 /.0 0.0266 0.00**0 4.30 .00> 2*.00 0.% $.* .*/ 0.0226 0.0009/0 3.14 %.00> 2*.00 *. *2.$ /./6 0.0$ 0.00*%6 4.46 .00> 22.00 *.06 **.0* .9 0.02%/ 0.00*0%9 3."! 6.00> *%.00 %.90 29.% .9/ 0.0% 0.0022$ 8.06 *2.00> *%.00 %.9 29.% .9/ 0.0%// 0.00226% 8.15 .00
> *%.00 %.90 29.% .9/ 0.0% 0.0022$ 8.06 .00> 22.00 *.06 **.0* .9 0.02%/ 0.00*0%9 3."! /.00> 2*.00 *. *2.$ /./6 0.0$ 0.00*%6 4.46 /.00> 2*.00 0.% $.* .*/ 0.0226 0.0009/0 3.14 .00> 20.00 *.2* **.92 /.0 0.0266 0.00**0 4.30 .00> 20.00 0.90 **.92 /.0 0.0*9$ 0.000$2 4.30 .00
Mn
( cm2) ( cm2)
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RECC'0N 33 7*mens*ones 4*nalesAncho Largo Peralte e Fa&atas ,otal
( Plg ) ( cm ) ; m = ; m = h ; m == + $ > *%.00 3 * *.0 *.0 0.2%= + $ > *%.00 3 * *.0 *.0 0.2%= + $ > */.00 3 * 0.9% 0.9% 0.2%= + $ > *%.00 3 * *.% *.*% 0.2%= + $ > *%.00 3 * *.20 *.00 0.2%= + $ > *.00 3 * *.$0 *.$0 0.0= *+ 2 > 2*.00 3 * *.$0 *.$0 0.0
= *+ 2 > 2*.00 3 * *.$0 *.$0 0.0= *+ 2 > 22.00 3 * *.20 *.00 0.2%= *+ 2 > 2%.00 3 * *.% *.*% 0.2%= *+ 2 > 2*.00 3 * 0.9% 0.9% 0.2%= + $ > *%.00 3 * *.0 *.0 0.2%= + $ > *%.00 3 * *.0 *.0 0.2%
A II E JJ
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7H,#HECH 7$ AC$#M $ CA7A FAPA,A7H#$CCH II 7H#$CCH JJ
N e N e *!P!T!S
Var*llas ; Plg = ; cm = Var*llas ; Plg = ; cm =.00 = + $ > 20.00 .00 = + $ > *%.00 3 *.00 = + $ > 20.00 .00 = + $ > *%.00 3 *%.00 = + $ > 2*.00 %.00 = + $ > */.00 3 *6.00 = + $ > 2*.00 .00 = + $ > *%.00 3 *%.00 = + $ > 22.00 6.00 = + $ > *%.00 3 **2.00 = + $ > *%.00 *2.00 = + $ > *.00 3 **2.00 = + $ > *%.00 .00 = *+ 2 > 2*.00 3 *
*2.00 = + $ > *%.00 .00 = *+ 2 > 2*.00 3 *%.00 = + $ > 22.00 /.00 = *+ 2 > 22.00 3 *6.00 = + $ > 2*.00 /.00 = *+ 2 > 2%.00 3 *%.00 = + $ > 2*.00 .00 = *+ 2 > 2*.00 3 *.00 = + $ > 20.00 .00 = + $ > *%.00 3 *.00 = + $ > 20.00 .00 = + $ > *%.00 3 *
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&imensiones -inales &'STR'BC'0N &E !CER) EN C!&! *!P!T!!ncho +ar$o Peralte !cero Tio a !cero Tio
Total N? e N?
7 m 8 7 m 8 h 7 m 8 4arillas 7 Pl$ 8 7 cm 8 4arillas 7 Pl$ 8
*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2
*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2*.$0 *.$0 0.0 $.00 = *+ 2 > 2/.00 .00 = *+ 2
! 22 B 33
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e
7 cm 8> 2*.00> 2*.00> 2*.00> 2*.00> 2*.00> 2*.00> 2*.00
> 2*.00> 2*.00> 2*.00> 2*.00> 2*.00> 2*.00
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Proyecto : Proyecto "Clu9 ouse"Proyectistas : Bach. Cristhian oyman Duise .
4actores )e #e)ucc*
&'SE() &E 4'A!S P)R -+E2'0N Por 4le?*n :
P!() ! < B < C Cuant'a "'n*ma
VigaPeralte Anco de Peralte
&escripcin Total la Viga %ecu.r* !0ecti-o
( cm ) . ( cm ) r( cm ) d ( cm )
u&er*or 50.00 25.00 !.00 !%.00VC 201 ;25I50= Hner*or 50.00 25.00 !.00 !%.00
u&er*or 50.00 30.00 !.00 !%.00VC 202 ;25I50= Hner*or 50.00 30.00 !.00 !%.00
u&er*or !0.00 25.00 !.00 3%.00VC 101 ;25I!0= Hner*or !0.00 25.00 !.00 3%.00
u&er*or 50.00 25.00 !.00 !%.00VC 301 ;25?50= Hner*or 50.00 25.00 !.00 !%.00
u&er*or !0.00 25.00 !.00 3%.00VC 301 ;25?!0= O Hner*or !0.00 25.00 !.00 3%.00
u&er*or !0.00 30.00 !.00 3%.00O Hner*or !0.00 30.00 !.00 3%.00
u&er*or 80.00 30.00 !.00 /%.00O Hner*or 80.00 30.00 !.00 /%.00
u&er*or 30.00 25.00 !.00 2%.00O Hner*or 30.00 25.00 !.00 2%.00
u&er*or 35.00 25.00 !.00 31.00O Hner*or 35.00 25.00 !.00 31.00
u&er*or !5.00 25.00 !.00 !1.00O Hner*or !5.00 25.00 !.00 !1.00
u&er*or !5.00 25.00 !.00 !1.00O Hner*or !5.00 25.00 !.00 !1.00
u&er*or /0.00 30.00 !.00 %%.00O Hner*or /0.00 30.00 !.00 %%.00
m*n.
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n )e Ca&ac*)a) #es*stenc*a )el Concreto : 210.00
= 0.90 #es*stenc*a )el Concreto : !200.00
ACH 1! 0.850.0033
Momentos de &iseF 3*G329.%8 25.88 !.00 3.8319.50 31.05 !.00 !.%0 0.1820 0.00910 >2*E F*E20.55 31.05 !.00 !.%0 0.1933 0.009%% >3*33 F*E13.85 15.85 !.00 3.00 0.2%8% 0.013!3 >2*H 3*8.20 15.85 !.00 3.00 0.1!%5 0.00/33 E*H 3*13.10 25.88 !.00 3.83 0.1!31 0.00/15 G*23 3*G311.10 25.88 !.00 3.83 0.119! 0.0059/ E*G@ 3*G32.05 15.85 !.00 3.00 0.03!2 0.001/1 3* 3*!.10 15.85 !.00 3.00 0.0%98 0.003!9 3*>F 3*2.90 19.02 !.00 3.%0 0.0!0! 0.00202 3*E 3*E1.!5 19.02 !.00 3.%0 0.0200 0.00100 3*E 3*E8.2/ 8!./% !.00 /.%0 0.025% 0.00128 @*E @*E!.1! 8!./% !.00 /.%0 0.012/ 0.000%! @*E @*E1.%0 8.2/ !.00 2.1/ 0.051/ 0.00258 2*>@ 2*>@0.80 8.2/ !.00 2.1/ 0.025! 0.0012/ 2*>@ 2*>@0.50 11./5 !.00 2.58 0.0111 0.00055 2*G 2*G0.25 11./5 !.00 2.58 0.0055 0.00028 2*G 2*G2.1/ 20.5% !.00 3.!2 0.02/8 0.00139 3*F2 3*F21.09 20.5% !.00 3.!2 0.0138 0.000%9 3*F2 3*F212./% 20.5% !.00 3.!2 0.1/9% 0.00898 H*2> 3*F2%.38 20.5% !.00 3.!2 0.08!5 0.00!23 F*33 3*F212.19 %3.92 !.00 %.%0 0.0509 0.0025! E*E E*E12.29 %3.92 !.00 %.%0 0.0513 0.0025/ E*E E*E
Kgcm2
Kgcm2
m*n. 1
Mn ( Tn*m ) ( cm2) ( cm2) ( cm2)
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82/102
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0.02125
0.0159! Proyecto :
0.319 Proyectistas :K 5!.35
Viga &o.lemente Armada
VigaAs ADs
0.0159 18.33 2.1% 2*FG 3*G3 VC 201 ;25I50=
VC 202 ;25I50=
VC 101 ;25I!0=
VC 301 ;25?50=
VC 301 ;25?!0=
b
m>?
m>?.
m* As > As2
( cm2) ( cm2) ( cm2) ( cm2)
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84/102
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85/102
Proyecto "Clu9 ouse"Bach. Cristhian oyman Duise .
Acero Calculado
&escripcin As ADs 4= de 4= de 4= de
%e0uer1os Plg %e0uer1os Plg %e0uer1os
u&er*or E*>F 3*G3 !.0 12 2 12Hner*or 2*FG 3*G3 !.0 /8 ! 58u&er*or >2*E F*E !.0 58 ! 58Hner*or >3*33 F*E !.0 58 ! 58u&er*or >2*H 3* !.0 58 2 58Hner*or E*H 3* !.0 58u&er*or G*23 3*G3 3.0 58 2 58Hner*or E*G@ 3*G3 3.0 58 2 58u&er*or 3* 3* 3.0 12Hner*or 3*>F 3* 3.0 12u&er*or 3*E 3*E 2.0 12Hner*or 3*E 3*E 2.0 12u&er*or @*E @*E 3.0 58Hner*or @*E @*E 3.0 58u&er*or 2*>@ 2*>@ 2.0 12Hner*or 2*>@ 2*>@ 2.0 12u&er*or 2*G 2*G 2.0 12Hner*or 2*G 2*G 2.0 12u&er*or 3*F2 3*F2 2.0 12Hner*or 3*F2 3*F2 2.0 12u&er*or H*2> 3*F2 %.0 58Hner*or F*33 3*F2 3.0 58u&er*or E*E E*E 3.0 58Hner*or E*E E*E 3.0 58
Acero en Traccin
( cm2) ( cm2)
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Tolerancia As Total 4= de 4= de Tolerancia
Plg ( I ) %e0uer1os Plg %e0uer1os Plg ( I )
23.8% @*E !.0 12 32.181!.!0 23*FF !.0 12 32.182%.08 >*G3 !.0 12 10.1518./5 >*G3 !.0 12 10.151./5 >>*GG 2.0 12 15.5520.0% @*H2 2.0 12 15.5520.31 H*H 3.0 12 0.8%!!.1! H*H 3.0 12 0.8%2%.%8 3*G 2.0 12 15.5520.95 3*G 2.0 12 15.5529.%2 2*3 2.0 12 29.%229.%2 2*3 2.0 12 29.%221.8/ *HF 2.0 12 %%.%%21.8/ *HF 2.0 12 %%.%%1%.93 2*3 2.0 12 1%.931%.93 2*3 2.0 12 1%.931.93 2*3 2.0 12 1.931.93 2*3 2.0 12 1.9325.85 2*3 2.0 12 25.8525.85 2*3 2.0 12 25.8529.00 >>*GG 2.0 12 25.853/.0/ *HF 2.0 12 25.8510.03 *HF 2.0 12 %1.%110.03 *HF 2.0 12 %1.%1
s ( cm2 ) Acero en Compresin ADs ( cm2 )
( cm2)
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ADs Total
*@
*@
*@
*@
2*3
2*3
3*G
3*G
2*3
2*3
2*3
2*3
2*3
2*3
2*3
2*3
2*3
2*32*3
2*3
2*3
2*3
2*3
2*3
( cm2)
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90/102
7/25/2019 Hoja de Calculo Vigas
91/102
7/25/2019 Hoja de Calculo Vigas
92/102
7/25/2019 Hoja de Calculo Vigas
93/102
7/25/2019 Hoja de Calculo Vigas
94/102
7/25/2019 Hoja de Calculo Vigas
95/102
7/25/2019 Hoja de Calculo Vigas
96/102
7/25/2019 Hoja de Calculo Vigas
97/102
Proyecto : Proyecto a Nivel de Ejecucin del Centro EdProyectistas : Bach. Walter R. Cueva Camos
Bach. !rnold R. endo Rodr#$ue%
c &'SE() &E 4'A!S P)R C)RTE P!BE++0N C < PR'ER N'4E+
Viga
Lu1 Condicin %elacin Caractersticas de
Li.re de V u Ln / .
Ln ( m ) Viga ( Tn ) ( cm ) ( cm )
VC 1A 101 5.53 ,ramo 31.00 /.90 /0.00 25.00VC 1A 102 5.82 ,ramo 10.00 23.29 25.00 %0.00VC 1A 103 0.8! ,ramo 9./5 1.8/ !5.00 25.00VC 1A 10! !.%5 ,ramo /.53 5.81 80.00 35.00VC 1A 105 1./% ,ramo 3.22 3.52 50.00 25.00VC 1A 10% 1.!/ ,ramo %.5/ 3.%8 !0.00 30.00VC 1A 10/ 3./9 ,ramo 1.31 !./! 80.00 30.00VC 1A 108 1.23 ,ramo 0.58 !.10 30.00 25.00VC 1A 109 2.21 ,ramo 0.!3 %.31 35.00 25.00VC 1A 110 1.02 ,ramo 0.55 2.2/ !5.00 25.00V# 1A 101 2.!5 ,ramo 2.20 5.!! !5.00 25.00V# 1A 102 !.19 ,ramo !.90 5.99 /0.00 30.00
0.55
0.2999
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ucativo Estatal Primario " Santa Teresita "
2!5.00 = 0.85!200.00 Vc 4rmula *m&l*(ca)aVc *3J.d(0Dc)K(*)
a Seccin Cortantes de &ise
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5/.2!0/1!3
Area de los !spaciamientos Mimos P
!stri-os s Vs o.ser-acion Corte por Acero Acero Mnimo
(cm) (Tn) (Ton) Sm ( cm ) Sm ( cm )
1.!25 10.0 39.803 !2.8/% cum&le 33.00 33.001.!25 10.0 12.8%9 18.85% cum&le 10.00 10.001.!251.!250.%330.%331.!250.%330.%330.%331.!251.!25
(Vn
A- ( cm2)
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Calcular el es&ac*am*ento )el Pr*mer $str*bo Autom>t*camente :$s&ac*am*ento )el Pr*mer $str*bo : 5.00 cm
rmitidos
Con8namiento !spaciamientos Sin Consideraciones de 7onas de Alto %iesgo
Sm ( cm ) ( cm )
25.00 28.00 1 5.0025.00 %%2.00 1 5.00 1% 10.0025.00 1 5.0025.00 1 5.0020.00 1 5.0020.00 1 5.0025.00 1 5.0020.00 1 5.0020.00 1 5.0020.00 1 5.0025.00 1 5.0025.00 1 5.00
Smn
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H
smico Viga de Anco Altura %eparticin
Cimentacin . ( m ) ( m )
# 25.00 e?tr VC 101 0.25 0./0 1 5.0# 25.00 e?tr VC 102 0.%0 0.25 1 5.0# 25.00 e?tr VC 103 0.25 0.!5 1 5.0# 25.00 e?tr VC 10! 0.35 0.80 1 5.0# 20.00 e?tr VC 105 0.25 0.50 1 5.0# 20.00 e?tr VC 10% 0.30 0.!0 1 5.0# 25.00 e?tr VC 10/ 0.30 0.80 1 5.0# 20.00 e?tr VC 108 0.25 0.30 1 5.0# 20.00 e?tr VC 109 0.25 0.35 1 5.0# 20.00 e?tr VC 110 0.25 0.!5 1 5.0# 25.00 e?tr V# 101 0.25 0.!5 1 5.0# 25.00 e?tr V# 102 0.30 0./0 1 5.0
7/25/2019 Hoja de Calculo Vigas
102/102
de !stri-os en Cada Viga
# 25.00 e?tr# 25.00 e?tr# 25.00 e?tr# 25.00 e?tr# 20.00 e?tr# 20.00 e?tr# 25.00 e?tr# 20.00 e?tr# 20.00 e?tr# 20.00 e?tr# 25.00 e?tr# 25.00 e?tr