Hoja de Calculo Vigas

7/25/2019 Hoja de Calculo Vigas

1/102

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%


2/102

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


3/102

= 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)


4/102

Peso Total

( Tn/m )

0.9/0.%!1.!01.591.3%1.0!

1.111.591.591.591.591.591.591.09


5/102

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 + "


6/102

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

+,


7/102

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 )


8/102

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 )


9/102

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 )


10/102

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


11/102

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 )


12/102

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)


13/102

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


14/102

&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


15/102

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 )


16/102

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

)


17/102

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


18/102

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


19/102

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 )


20/102

les

r r Peralte Momentos de &ise


21/102

&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 )


22/102

&'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 )


23/102

Veri8cacin de Trans0erencia de !s0uer1os

Eaastones en Com&res*nEastones en ,racc*n

0 a 0 ap &ise


24/102

= 0./0 4eri5cacin or !dherencia Veri8cacin = 0.90 +d Re6uerid

e


25/102

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


26/102

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 :


!apacidad Porta"te del Terreno0.85 !uanta 8alanceada :



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 )


27/102


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 )


28/102

%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)


29/102

&'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)


30/102



31/102

&'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)


32/102

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 )


33/102

Eaastones en Com&res*n = 0./0Eastones en ,racc*n = 0.90 &ireccin 22 &ireccin 33

&ise


34/102

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


35/102







15.!5 6 K !5.29




( 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 )


36/102



= 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


L ( m )

6.35 *0.$2




/.$ 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 )


37/102

%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.*


Mu d U.icacin .o Ad


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

,;; un u*adm :U

A7

( m2) 9g/cm2 9g/cm2

dmin

( cm2)


38/102

&'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)


39/102



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)


41/102

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 )


42/102

Eaastones en Com&res*n = 0./0Eastones en ,racc*n = 0.90 &ireccin 22 &ireccin 33

&ise


43/102

Aderencia ld ( cm ) %e$uerida &isponi.le


( cm ) ;; ;;

%.00 0.00 */*.00 !u"ple

%.00 0.00 *26.00 !u"ple2%.00 0.00 *26.00 !u"ple

dmin


44/102







15.!5 6 K !5.29




( 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 )


45/102



= 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


L ( m )

!.45 *%./9




%.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 )


46/102

%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


Mu d U.icacin .o


**.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


47/102

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)


48/102


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


49/102

20.00 Varillas

0.* > 20.000.* > 20.00 0.09*6 0.00$*$ 20.04 *6.00

Mn''

Mn'' ( cm2)

( cm2)

( cm2 )

( cm2)


50/102

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 )


51/102

Eastones en Com&res*n = 0./0 +on$itud de &esarrolloEastones en ,racc*n = 0.90

&ise


52/102

Aderencia ld ( cm )%e$uerida &isponi.le


( cm ) ;; ;;

%.00 0.00 *$*.00 !u"ple

%.00 0.00 *$*.00 !u"ple2%.00 0.00 *$*.00 !u"ple

dmin


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 )


54/102

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 *.* $.2/ *2.% 0.$% *.% *


55/102

&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

,;;

A''

,;;

A''

:7''

%U: ''

:7;;

%U: ;;

S>

S

A7

( m2) A

7(m2)


56/102

%./$ *.$0 .0/ 1.80 3.05 %./9 *.2 2.%2 2.6$ %.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.%


57/102

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


58/102

%.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


59/102

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


60/102

*.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


61/102

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)


62/102

**.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.


63/102

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

P

UP A

'',

;;

(9g/cm2) ( cm2) ( cm2) (9g/cm2)


64/102

/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


65/102

inales &'R



66/102

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


67/102

&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 )


68/102

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.* > *


69/102

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 :


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 )


70/102

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

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A''

PT( Tn ) P

U( Tn ) P

7( Tn ) A

7( m2

)


71/102

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''

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:7;;

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:U m

A7(m2)


72/102

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


73/102

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''

,;;


74/102

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)


75/102

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


76/102

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 *


77/102

&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


78/102

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


79/102

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.


80/102


81/102

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)


82/102


83/102

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)


84/102


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)


86/102


87/102

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)


88/102


89/102

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)


90/102


91/102


92/102


93/102


94/102


95/102


96/102


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


98/102

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


99/102

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)


100/102

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


101/102

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


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

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Hoja de Calculo Vigas