Diseño Albañileria Confinada - Modulo 1

8/17/2019 Diseño Albañileria Confinada - Modulo 1

1/31

ANALISIS Y DISEÑO DE UN EDIFICIO DE ALBAÑILERIA CONFINADA

Obra: CONSTRUCCION DE PISCIGRANJA CARUANILLAModulo: I

Lugar: AYACUCHOFecha: May-16

I.- CARACTERISTICAS DEL EDIFICIO

4.6

18

La figuara corresponde a una planta de un edificio de 1 nivel destinado a uso de vivienda, se piddiseñar los uros en ! " # ba$o las siguientes condiciones.


2/31

1.1 Caractr!"t!ca" G#$tr!ca"

%ltura libre de %lbañileria : %

por estar ubicado en &ona sisica se considerara:

'(( ) 1* ) (.1*

+(

Pr&!$'"!#'a$!'t# & (#"a" A(!)ra&a

h ) 1+ o 1' c para luces enores o iguales a 4 ts

* + 1, c$ ara (c" $'#r" # !)a(" a ,., $t"h ) +( c o ara luces enores o iguales a 6.* ts

h losa ) (.1-

1./ Caractr!"t!ca" & (#" $atr!a("

esistencia noinal a la copresion f/c : 1-* 0gc+ (.1-* ton c+

Modulo de elasticidad :2c 1*((( 0gc+ ) 2c ) 1384'1.'48 gc+

Acr#02sfuer&o de fluencia F" ) 4+(( 0g c + 4.+ tonc+

A(a2!(r!a0f/ ) 6* g c+ 2 ) '+*(( gc+

Modulo de corte 5 ) (.42 5 ) 1'((( g c

1.% Car)a" U'!tar!a"

7oncreto arado +.4 ton '

e consideraran las siguientes diensiones en las estructuras> en cuanto al espesor efectivo severificara ?ue cupla con lo dispuesto en la ;ora.

Los ateriales ?ue se eplearan en esta construccion de este edificio presentan las siguientescaracteristicas:

C#'crt#0 eg@n reglaento se utili&ara f/c A 1-*0gc+

=≥20

ht


3/31

BC2%L : L%5O ) %;7=/ % n


4/31

E J E Y

MURO Y-/ +.'* ' 1.+-66 %72=%DL2MURO Y-% +.'+ ' 1.+3'1 %72=%DL2MURO Y- (.8( ' '.-* BC2%LMURO Y-, '.14 ' (.3**4 M%LOMURO Y-6 1.'* ' +.++++ BC2%LMURO Y-; '.66 ' (.813- M%LOMURO Y-4 '.'3 ' (.88* M%LOMURO Y-< 1.+3 ' +.'+*6 BC2%LMURO Y-1= '.'3 ' (.88* M%LOMURO Y-11 (.(( ' NCB9( NCB9(MURO Y-1/ (.(( ' NCB9( NCB9(


5/31

DENSIDAD DE MUROS ?ERIFICACION

DATOS TIPO EDIFICACION 7 A 3 B8 B A$ + %rea en plantaA + %rea en planta

ANCHO DE MUROS DE SOGA + =.1% $ N + ;uero de pisANCHO DE MUROS DE CABE@A + =./% $

A$

NAra 1 !"# + 46.4; A 1%=Ara / !"# + =Ara % !"# + = A$

N

Ara !"# + = A 1=N$r# & !"#" + 1

PISO N 1

MURODIRECCION :

MURODIRECCION Y ?E

t+ =.1% t+ =./% t+ =.1% t+ =./% :-: % )1: +.(' 1Y +.4'/: +.+4 /Y +.'*%: 1.+3 %Y +.'+ %

): 1.1( Y (.8( %p,: 1.6' ,Y '.146: 1.-- 6Y 1.'* ;

);: +.*+ ;Y '.66 14(4: 1.6+ 4Y '.'3


6/31

DE LA DENSIDAD DE MUROS

de uros en cada direcciPn H+I

de la edificaciPn por piso H+I

s de la edificaciPn

ara edificios 7A8

ara viviendas de 1 P + pisos 7B8

IFICACION

4.*(

(.(*1-43

O

(.((-14'

4.+3

(.(43'61

O

(.((-14'

+

+


7/31

ANALISIS DE MUROS POR CA

%nKlisis para un etro lineal de Muro

DATOS PESO DE ALBAÑILERIA 14==N DE PISOS 1 !"#"PESO DE ALIGERADO /4= 7)9$/8PESO TECHO ANDINO %,., 7)9$/8PESO DE ACABADOS 1== 7)9$/8PESO DE CONCRETO /==

ALTURA DEL MURO % 7$8SOBRECARGA 1 NI?EL /== 7)9$/8SOBRECARGA / NI?EL = 7)9$/8

EN LA DIRECCION :

ESPESOR AREA PESO PROPIO PESO PESO PESO TOTAL

MURO t TRIBUTARIA MUROS TECHO ACABADOS TECHO CARGAN ALIGERADO DE ALIGERADO ANDINO

7$8 7$/8 7)8 7)8 7)8 7)8 7)8

1! (.+' 1.1*8 1,+4+.(( '+4.1' 11*.-6 '*.*( 1,-1-.'3

+! (.+' 1.6*1 1,+4+.(( 46+.+( 16*.(- '*.*( 1,3(4.--

'! (.+' +.1*' 1,+4+.(( 6(+.8- +1*.'1 '*.*( +,(3*.68

4! (.1' *.1(1 -(+.(( 1,4+8.+8 *1(.1( '*.*( +,6-*.88

*! (.1' *.-36 -(+.(( 1,6++.88 *-3.6( '*.*( +,3'3.38

6! (.1' 4.6'4 -(+.(( 1,+3-.41 46'.'6 '*.*( +,438.+--! (.+' 4.88* 1,+4+.(( 1,'6-.63 488.46 '*.*( ',1''.6*

8! (.+' '.-+- 1,+4+.(( 1,(4'.6- '-+.-4 '*.*( +,63'.31

3! (.1' '.+8( -(+.(( 318.+6 '+-.3* '*.*( 1,38'.-1

1(! (.1' '.'(( -(+.(( 3+4.(6 ''(.(+ '*.*( 1,331.*8

11! (.+' +.1(( 1,+4+.(( *88.(( +1(.(( '*.*( +,(-*.*(

1+! (.+' 1.'1( 1,+4+.(( '66.8( 1'1.(( '*.*( 1,--*.'(

Q Q Q Q

Q Q Q Q

EN LA DIRECCION Y

7)9$%8

7)9$%8

MUERTA 7 P&8


8/31

1(# (.1' +.88( -(+.(( 8(6.'- +8-.33 '*.*( 1,8'1.86

11# (.1' '.161 -(+.(( 88*.(* '16.(3 '*.*( 1,3'8.64

1+# (.+' '.-44 1,+4+.(( 1,(48.18 '-4.'* '*.*( +,-((.('1'# (.1' 1.+'- -(+.(( '46.'3 1+'.-1 '6.*( 1,+(8.6(

Q Q Q Q

Q Q Q Q

Q Q Q Q

Q Q Q Q


9/31

GA ?ERTICAL

TOTAL ESFUER@O ESFUER@O ESFUER@O ESFUER@O ?ERIFICACION

CARGA ACT. POR ACT. POR ACTI?O ADMISIBLEC. MUERTA C. ?I?A TOTAL a 5 Fa

7)8

Q (.-* Q (.-* 1(.'' O0

Q (.8' Q (.8' 1(.'' O0

Q (.31 Q (.31 1(.'' O0

Q +.(6 Q +.(6 6.-8 O0

Q +.+6 Q +.+6 6.-8 O0

Q 1.3+ Q 1.3+ 6.-8 O0 Q 1.'6 Q 1.'6 1(.'' O0

Q 1.1- Q 1.1- 1(.'' O0

Q 1.*' Q 1.*' 6.-8 O0

Q 1.*' Q 1.*' 6.-8 O0

Q (.3( Q (.3( 1(.'' O0

Q (.-- Q (.-- 1(.'' O0

Q

Q

?I?A 7 PL8

& 7)9c$/8

L 7)9c$/8 a 7)9c$/8 Fa 7)9c$/8


10/31

Q 1.41 Q 1.41 6.-8 O0

Q 1.43 Q 1.43 6.-8 O0

Q 1.1- Q 1.1- 1(.'' O0 Q (.3' Q (.3' 6.-8 O0

Q

Q

Q

Q


11/31

CALCULO DEL PESO DE

DATOS DATOSPESO DE ALBAÑILERIA 14==

N DE PISOS 1 @ONA 0

PESO DE ALIGERADO /4= 7)9$/8 USO 0PESO DE ACABADOS 1== 7)9$/8 SUELO 0PESO DE TECHO ANDIN %,., 7)9$/8AREA TECHADA 46.4; $/

ALTURA DEL MURO % 7$8LONGITUD DE MUROS PORTANTES 7DIRECCION :8PARA t + =.1% L +


12/31

A EDIFICACION

Fact#r & @#'a @ + (.'*

Fact#r & U"# U + 1.'(Fact#r & "(# S + 1.+(

Pr!# &( Pr!( T + 1.((

Dct!(!&a& R& + '.((Ct + 6(.((

!"#" n ) 1.((

!$r !"# '.+(

r!"# (.((

( &!!c!# '.+(

P3rt!c#" P(aca" & A(a2!(raS!"t. Da( C#'crt# ar$a&a

δ

'(.4(4*((( '(.4(4*((( +1.-1-*(((

R& 8 6 '

!$# '.8((*6+* *.(6-416- -.+'3166-

TOTAL DE PESO TOTAL F! ?!CARGA DEL P!*!7?8 7T#'8

?I?A EDIFICIO *! P!*! ?!+7?!K18KF!

C? P!+ CM KC?

Q Q '.+( (.(( (.(( (.(((

Q Q '.+( (.(( (.(( (.(((

Q Q '.+( (.(( (.(( (.(((

4,'4'.*( 3',46'.+3 '.+( +33(8+.*1 4+*+*.-3 4+*+*.-3*

>%%.,= 6%./< /


13/31

CALCULO DEL PESO DE LA EDIFICACION

T + (.(*

C + +.*(

P"# &( E&!!c!# 0 P + CM K C? P + 6%./< )

FUER@A CORTANTE EN LA BASE 0 ? + @UCSP9R& ? + />,/,.;< )

S! 0 T 5 =.; +++ Fa + = Fa + -

S! 0 T =.; +++ Fa +=.=;T? 5+ =.1,?

F!9? *! 7F!9?8*!

(.(( '.+( (.((

(.(( '.+( (.((

(.(( '.+( (.((

1.(( '.+( '.+(

%./= + *

Pr!# F'&. E&!!c!# 0 T + *' 9 Ct

Fact#r & A$(!. S"$!ca0 C+/.,7T9T81./, 5+ /.,

Ca(c(# * 7ara a'a(!"!" (!#'8


14/31

ANALISIS SISMICO EN LA DIRECCION Y-Y PISO N 1C#rta't a"a( 'tr!"# ? + />,/,.;< ) M#$'t# #(ar & I'rc!a J + 6.;611A'c*# & &!!cac!3' Dy + 1/.,= $

c'tr# & )ra&a&


15/31

*" '.14 '.(( (.1' (.(-* 6.4'+ (.((((64 13.38* (.(*R (.(+(4*- 4-63.*33

6" 1.'* '.(( (.1' 4.*+( -.+6* (.((((+- 8.*3+ (.(+R (.((+*-1 *33.446

-" '.66 '.(( (.1' (.(-* 3.68* (.((((-4 +'.+3* (.(*R (.(+-886 6*(1.*3*8" '.'3 '.(( (.1' +.-4' 3.68* (.((((63 +1.*-6 (.(*R (.(+'3*4 **84.86+

3" 1.+3 '.(( (.1' 4.*+( 1+.11- (.((((+6 8.+1( (.(+R (.((++63 *+3.(8+

1(" '.'3 '.(( (.1' (.(-* 1'.11- (.((((63 +1.*-6 (.(*R (.(+'3*4 **84.86+

11" 1.-( '.(( (.1' +.1+6 14.634 (.(((('* 1(.8+( (.('R (.((4-66 1111.18-

1+" '.+' '.(( (.+' (.(-* 16.4*( (.((('6+ 11'.*(3 (.+-R (.('8'83 83*(.'8-

1'# 1.4* '.(( (.1' 4.*13 1-.'41 (.((((+3 3.++3 (.(+R (.(('1+' -+8.(+(

=.1%,;/< />,/,.;


16/31

ANALISIS SISMICO EN LA DIRECCION :-: PISO N 1C#rta't a"a( 'tr!"# ? + />,/,.;< ) M#$'t# #(ar & I'rc!a J + 6.;611A'c*# & &!!cac!3' D + /1.;,= $

c'tr# & )ra&a& 1.


17/31

11.++R (.(((41( (.((1*'4 ++(4.+8( 16*.'+1 14,1-8.811 Q(.-683 (.(1+1 Q4.1483 (.((11 (.(1'+

1.41R (.(((133 (.(116+1 34-.-(( 4,+8'.6(4 6,88*.(41 '.6-61 (.('4- Q'.'16' (.(((' (.('*(

1*.+3R (.(((-+( (.((+(31 +*63.'+( 13+.633 +4,88'.864 Q(.-683 (.(16* Q(.836' (.(((1 (.(16*

1'.1'R (.(((66- (.(6*-(6 +'-3.-8( 6,*+-.-'- +',(48.163 1.8331 (.(864 Q(.836' (.(((1 (.(86*

1.+4R (.((('18 (.(1(+*- 3(*.*8( 4,(3'.'1+ 1(,3-+.31' '.6-6+ (.('(- 1.*'*- (.(((1 (.('(-

1'.1'R (.(((3(' (.((1-3- +'-3.-8( 1-8.484 '1,+1*.*-4 Q(.-683 (.(14+ +.*'*- (.(((4 (.(146

+.61R (.(((*(- (.(1(1'+ 113'.4(( +,*'-.168 1-,*'*.8+( 1.+8+1 (.((-8 4.11+- (.(((6 (.((84

+1.(*R (.((*36( (.((+8-3 4(11.66( '((.8-* 6*,33'.(1( Q(.-683 (.(++- *.863( (.(1+* (.('*+

1.-1R (.(((*11 (.(14111 1(1-.3(( 4,*33.83( 1-,6*(.83* '.6-*1 (.(4++ 6.-*3+ (.((1' (.(4'*

1==.== 1.%6144 =.1,%%=.%6= ==.6;; ,6>46


18/31

CORTANTES DE DISEÑO

7//8 7/%8 7/8 7/,8 7/68 7/;8 7/48 7/%%6.,=/

Q16'.834 ++.1+8 ++.1+8 Q(.(*( (.(16 (.(16 4-8.118 1.1+R *.++6 (.(1R ;4.114Q1*-.3(' +1.'+( +1.'+( (.-4' Q(.+'+ (.-4' 1,'*8.*'1 '.13R 8.46' (.(+R 1>%,4.,%1

Q13*.8+* +6.44( +6.44( +.14( Q(.6-( +.14( 1,684.-3' '.36R 1(.*+' (.(+R 1>64.;/%.6<

8-.((- Q11.-4- 8-.((- 1(.66' Q'.''- 1(.66' +,414.-+8 *.68R *'.(+- (.1+R />1.;/4

431.'3- Q66.'4- 431.'3- +.*66 Q(.8(' +.*66 ',3-3.611 3.'6R 1'.88* (.('R %>;,6.


19/31

Q'.6*+ (.43' (.43' Q'+-.-6* 1(+.*8( 1(+.*8( +(.4-8 (.(*R 4,8-+.18( 11.46R >4;/.14=

Q1.+** (.163 (.163 136.3*8 Q61.64+ 136.3*8 8.-6+ (.(+R -36.4(4 1.8-R ;;=./%4.,/

+3.''3 Q'.361 +3.''3 Q61*.(6- 13+.43- 13+.43- 14+.848 (.'4R 3,14+.884 +1.*(R 1/.44

+.-4- Q(.'-1 +.-4- +'3.1'3 Q-4.84' +'3.1'3 11.3-6 (.('R 36-.1*8 +.+-R


20/31

ANALISIS POR

DATOS Fa + 6.;4 Para t + 1% c$Fa + 1=.%% Para t + /% c$ R(ac!3' & $3&(#" ara tra'"#r$ar c$ + 6= '+ Ec9E$ +

F$ +=.= $ / '+ 6.==* $r# + % $

Fy + >/==.==

=.<

:-:ESPESOR LONGITUD AREA MODULO ALTURA ESF. CORT. MOMENTO MA: ESF. RESULT. ESF. RESULT. SE DEBE CALCUL

MURO t L A + t L DE SECCION DISEÑO POR FLE:ION CARGA ?ERT. DEL MOMENTO ?ERFICAR QUE AREA

N * ? M A

7c$8 7c$8 7c$8 7) 7)-c$8 C 5+ 1.%%1! +'.(( +('.(( 4,663.(( 1*-,36-.8' '+(.(( 4,414.43 1,41+,6'6.43 (.-* 8.34 (.44

+! +'.(( ++4.(( *,1*+.(( 13+,'41.'' '+(.(( *,618.*3 1,-3-,348.86 (.8' 3.'* (.4-

'! +'.(( 1+3.(( +,36-.(( 6',-3(.*( '+(.(( 1,''6.*( 4+-,68(.-4 (.31 6.-( (.'-

4! 1'.(( 11(.(( 1,4'(.(( +6,+16.6- '+(.(( 4-8.1+ 1*+,33-.-+ +.(6 *.84 (.**

*! 1'.(( 16'.(( +,113.(( *-,*66.1- '+(.(( 1,'*8.*' 4'4,-'(.(6 +.+6 -.** (.6*

6! 1'.(( 1--.(( +,'(1.(( 6-,8-3.*( '+(.(( 1,684.-3 *'3,1''.88 1.3+ -.34 (.61

-! +'.(( +*+.(( *,-36.(( +4',4'+.(( '+(.(( -,+4'.6* +,'1-,36-.*- 1.'6 3.*+ (.*'

8! +'.(( 16+.(( ',-+6.(( 1((,6(+.(( '+(.(( +,414.-' --+,-1'.(6 1.1- -.68 (.4'

3! 1'.(( +'3.(( ',1(-.(( 1+',-6+.1- '+(.(( ',3-3.61 1,+-',4-*.*6 1.*' 1(.+3 (.6*

1(! 1'.(( +'3.(( ',1(-.(( 1+',-6+.1- '+(.(( 4,+6'.81 1,'64,413.3( 1.*' 11.(+ (.63

11! +'.(( +-*.(( 6,'+*.(( +83,83*.8' '+(.(( 11,+8'.86 ',61(,8'*.(4 (.3( 1+.46 (.61

1+! +'.(( 18*.(( 4,+**.(( 1'1,13*.8' '+(.(( 4,'*-.*- 1,'34,4++.'' (.-- 1(.6' (.*+

Y-Y1# 1'.(( +4'.(( ',1*3.(( 1+-,3'3.*( '+(.(( +,-*6.3+ 88+,+1'.(' (.31 6.3( (.4+

+# 1'.(( +'*.(( ',(**.(( 113,6*4.1- '+(.(( +,8+'.'* 3(',4-(.8* 1.*- -.** (.**

7)9c$/

87)9c$/8

7)9c$/8 1,===7c819/ 9,==7)9c$/8

7)9c$/8

φ +

S + tL/ 96 a + P! 9A $ + M! 9S C+ a 9FaK $ 9F$

7c$/8 7c$%8 7)9c$/8 7)9c$/8 7c$/8


21/31

'# 1'.(( +'+.(( ',(16.(( 116,618.6- '+(.(( +,4-1.'' -3(,8+*.68 1.*- 6.-8 (.*1

4# 1'.(( 8(.(( 1,(4(.(( 1',866.6- '+(.(( 141./% *-,33*.1* +.4' 4.18 (.*'

*# 1'.(( '14.(( 4,(8+.(( +1',6+4.6- '+(.(( 4,8-+.18 1,**3,(3-.*' 1.*- -.'( (.*4

6# 1'.(( 1'*.(( 1,-**.(( '3,48-.*( '+(.(( -36.4( +*4,843.'+ 1.+- 6.4* (.46

-# 1'.(( '66.(( 4,-*8.(( +3(,+'8.(( '+(.(( 6,641.4' +,1+*,+*6.'- 1.13 -.'+ (.48

8# 1'.(( ''3.(( 4,4(-.(( +48,33*.*( '+(.(( 6,*'+.8* +,(3(,*11.+1 1.64 8.4( (.*3

3# 1'.(( 1+3.(( 1,6--.(( '6,(**.*( '+(.(( -(+.3' ++4,3'6.4' (.3( 6.+4 (.'3

1(# 1'.(( ''3.(( 4,4(-.(( +48,33*.*( '+(.(( *,-(4.38 1,8+*,*3+.'' 1.41 -.'' (.*1

11# 1'.(( 1-(.(( +,+1(.(( 6+,616.6- '+(.(( 1,+'8.*+ '36,'+-.-3 1.43 6.'' (.48

1+# +'.(( '+'.(( -,4+3.(( '33,3+-.8' '+(.(( 3,14+.88 +,3+*,-++.8+ 1.1- -.'+ (.4+

1'# 1'.(( 14*.(( 1,88*.(( 4*,**4.1- '+(.(( 36-.16 '(3,43(.*3 (.3' 6.-3 (.4+

SEC * Ic) A & A&/ I7c$8 7c$8 7c$8

1 31 4( 48*,''' ',64( 1-* 111,4-*,((( 111,36(,''' )

/ 1' '1( '+,+-',*8' 4,('( ( ( '+,+-',*8' fa)

% 31 4( 48*,''' ',64( 1-* 111,4-*,((( 111,36(,''' f)

'',+44,+*( 11>%1= +++,3*(,((( /,6>1/,= 7)

7c$%8 7c$/8 7c$%8 7c$%8


22/31

FLE:OCOMPRESION

'crt# a a(a2!(r!a ca' C + 1.%%

DE NUE?OS ?ALORES PARA LOS MUROS QUE NO CUMPLEN 7 C5+1.%%8 ESF. MA:IMO ESF. MA:IMO LONG. DE MURO FUER@A DE AREA DEMODULO SEC ESF. CARGA ?ERT ESF. DEL MOMENTO NUE?O C COMPRESION TRACCION TRACCIONADA TRACCION ACERO POR

S TRACCION

C 5+ 1.%% 7c$8 7) 3.63 8.+( 3'.(+ 8,-6-.8' +.3(

1(.18 8.*+ 1(+.(8 1(,((1.(( '.'1

-.6+ *.-3 **.-' ',-1'.1- 1.+'

-.83 '.-8 '*.6( 8-4.1* (.+3

3.81 *.+3 *-.(3 1,36'.+- (.6*

3.86 6.(+ 6-.(3 +,6+*.44 (.8-

1(.88 8.16 1(-.3- 1(,1'1.*1 '.'*

8.8* 6.*1 68.6* *,1'3.(* 1.-(

11.8+ 8.-6 1(1.-8 *,-3-.-6 1.3+

1+.*6 3.43 1(+.83 6,'48.-' +.1(

1'.'6 11.** 1+-.*4 16,34*.(' *.6(

11.4( 3.86 8*.-8 3,-+'.6( '.++

-.8( *.33 1(*.*' 4,1(8.14 1.'6

3.1+ *.38 3'.1( ',6+(.6+ 1.+(

$

a+ P

! 9A

$+ M

! 9S C+

a 9F

aK

$ 9F

$ σC+$Ka σ t+$-a :+ σt 9σtKσc8L T+7σt.:.t89/

7c$%8 7)9c$/8 7)9c$/8 7)9c$/8 7)9c$/8 A" 7c$/8


23/31

8.'* *.+1 83.(3 ',(1*.3- 1.((

6.6+ 1.-* 16.-+ 13(.(' (.(6

8.8- *.-' 1+'.16 4,*8'.18 1.*+

-.-+ *.13 *4.+6 1,8+3.36 (.61

8.*1 6.1' 1*'.++ 6,1(*.8- +.(+

1(.(4 6.-6 1'6.4( *,33(.16 1.38

-.14 *.'4 **.16 1,31'.11 (.6'

8.-4 *.3+ 1'6.3+ *,+-1.++ 1.-4

-.8+ 4.84 64.3- +,(4'.+3 (.68

8.43 6.14 1'*.*8 3,*-6.+6 '.1-

-.-+ *.86 6+.*8 +,'8*.'* (.-3


24/31

AREA DEACERO POR

CORTE

+.'(

+.*1

+.'(

1.'(

1.'(1.'(

+.8-

+.'(

1.6-

1.-8

4.1(

+.'6

1.'(

1.'(

A"

7c$/8


25/31

1.'(

1.'(

1.6'

1.'(

+.+8

+.+8

1.'(

1.3*

1.'(

'.4*

1.'(


26/31

ANALISIS POR CORTE Y CONFINAMIENTO

DATOSR"!"t'c!a & (a A(a2!(r!a a (a c#$r"!3' $ + 6,

R"!"t'c!a &( C#'crt# a (a c#$r"!3' c + /1=

E"r# & F('c!a &( Acr# y + /==A(tra & 'tr!"# * + % $

:-:

ESPESOR LONGITUD ESFUER@O CORTANTE ESFUER@O ESF. CORT. ESF. CORT. ?ERIFICACION ?ERIFICACION AREA DE CONCRETMURO t L ACT. POR FINAL CORTANTE ADMISIBLE ADMISIBLE ESF. CORT. ESF. CORT. Rr!&a M'!$a "cc!3'

N C. MUERTA DE DISEÑO ACTUANTE M#rtr# C9ca( M#rtr# S9ca( M#rtr# C9ca( M#rtr# S9ca( A"$!&a

7c$8 7c$8 ? 7)81! +'.(( +('.(( (.-* 4,414.43 (.3* 1.3' 1.'' O0 O +-4.1- 46(.(( 46(.((

+! +'.(( ++4.(( (.8' *,618.*3 1.(3 1.3* 1.'* O0 O '48.3* 46(.(( 46(.((

'! +'.(( 1+3.(( (.31 1,''6.*( (.4* 1.36 1.'6 O O 8'.(( 46(.(( 46(.((

4! 1'.(( 11(.(( +.(6 4-8.1+ (.'' +.1- 1.*- O O +3.63 +6(.(( +6(.((

*! 1'.(( 16'.(( +.+6 1,'*8.*' (.64 +.+1 1.61 O O 84.'- +6(.(( +6(.((6! 1'.(( 1--.(( 1.3+ 1,684.-3 (.-' +.1* 1.** O O 1(4.64 +6(.(( +6(.((

-! +'.(( +*+.(( 1.'6 -,+4'.6* 1.+* +.(* 1.4* O O 443.8- 46(.(( 46(.((

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1(! 1'.(( +'3.(( 1.*' 4,+6'.81 1.'- +.(8 1.48 O O +64.81 +6(.(( '+*.((

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1+! +'.(( 18*.(( (.-- 4,'*-.*- 1.(+ 1.34 1.'4 O O +-(.6' 46(.(( 46(.((

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+# 1'.(( +'*.(( 1.*- +,8+'.'* (.3+ +.(8 1.48 O O 1-*.'* +6(.(( +6(.((

'# 1'.(( +'+.(( 1.*- +,4-1.'' (.8+ +.(8 1.48 O O 1*'.48 +6(.(( +6(.((

7)9c$/8

7)9c$/8

7)9c$/8

& 7)9c$/8 ?

a+?97t L8 ?

$ 7cc8?

$ 7"c8?

a 5 ?

$ 7cc8?

a 5 ?

$ 7"c8 7c$/8 7c$/8 7c$/8


27/31

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28/31

ACERO EN CONFINAMIENTOS"cc!3' Acr# H#r!. Acr# ?rt. Acr#

A"$!&a ?!)a S#(ra C#($'a M'!$#

+' +( 1.4- +.1- +.'(

+' +( 1.8- +.*1 +.'(

+' +( (.4* 1.(4 +.'(

1' +( (.16 (.4' 1.'(

1' +( (.4* (.8' 1.'(1' +( (.*6 (.3* 1.'(

+' +( +.41 +.8- +.'(

+' +( (.8( 1.43 +.'(

1' +( 1.'' 1.6- 1.'(

1' +* 1.4+ 1.-8 1.6'

+' '* '.-6 4.1( 4.('

+' +( 1.4* +.'6 +.'(

1' +( (.3+ 1.1' 1.'(

1' +( (.34 1.+( 1.'(

1' +( (.8+ 1.(- 1.'(

7c$/8 A"* 7c$/8 A" 7c$

/8 A" $!' 7c$/8


29/31

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1' +* 1.6+ 1.** 1.6'

1' +( (.+- (.*3 1.'(

1' '* +.+1 1.81 +.+8

1' '* +.18 1.3' +.+8

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1' '( 1.3( 1.68 1.3*

1' +( (.41 (.-' 1.'(

+' '( '.(* +.8' '.4*

1' +( (.'+ (.6- 1.'(


30/31

RESULTADOS FINALES

D!$tr# AraV P() W V c$ W [ cm2 ]

+ 14 (.64 (.'+

' '8 (.3* (.-1

4 1+ 1.+- 1.+-

* *8 1.*3 1.38

6 '4 1.31 +.8*

8 1 +.*4 *.(-

11 1 '8 '.43 3.*8

:-:"cc!3' CONFINAMIENTO HORI@ONTAL CONFINAMIENTO ?ERTICAL

MURO A"$!&a Acr# ?!)a" Acr# C#($.

N t F!'a( N arra N arra F!'a( N arra N arra

ar X ar X 7c$/8 ar X ar X 7c$/8

1! +' +( +.'( 4 ' '8 /.4, +.3( 4 4 1+ ,.=;

+! +' +( +.'( 4 ' '8 /.4, '.'1 4 4 1+ ,.=;

'! +' +( +.'( 4 ' '8 /.4, +.'( 4 ' '8 /.4,

4! 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

*! 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

6! 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

-! +' +( +.41 4 ' '8 /.4, '.'* 4 4 1+ ,.=;

8! +' +( +.'( 4 ' '8 /.4, +.'( 4 ' '8 /.4,

3! 1' +( 1.'' 4 ' '8 /.4, 1.3+ 4 ' '8 /.4,

1(! 1' +* 1.6' 4 ' '8 /.4, +.1( 4 ' '8 /.4,

11! +' '* 4.(' 4 ' '8 + ' '8 ./4 *.6( 4 4 1+ + ' '8 6.<

1+! +' +( +.'( 4 ' '8 /.4, '.++ 4 4 1+ ,.=;

Y-Y

D!$tr#" ()!" ?!)a" A"*

7c$/8 D!$tr#" ()!" C#($'a" A"

7c$/8

7c$/8 A"* 7c$/8 A

"7c$/8


31/31

1# 1' +( 1.'( 4 ' '8 /.4, 1.'6 4 ' '8 /.4,

+# 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

'# 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

4# 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

*# 1' +* 1.6' 4 ' '8 /.4, 1.6' 4 ' '8 /.4,

6# 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

-# 1' '* +.+8 4 ' '8 /.4, +.+8 4 ' '8 /.4,

8# 1' '* +.+8 4 ' '8 /.4, +.+8 4 ' '8 /.4,

3# 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

1(# 1' '( 1.3* 4 ' '8 /.4, 1.3* 4 ' '8 /.4,

11# 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

1+# +' '( '.4* 4 ' '8 + ' '8 ./4 '.4* 4 ' '8 + ' '8 ./41'# 1' +( 1.'( 4 ' '8 /.4, 1.'( 4 ' '8 /.4,

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Diseño Albañileria Confinada - Modulo 1