Calculo de Albañileria Confinada

7/25/2019 Calculo de Albaileria Confinada

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1.00 INFORMACION GENERAL

ubicacin del edifcio COSTA LIMA

uso vivienda

FACTOR DE ZONA Z= 0.40

FACTOR DE USO U= 1.00CATEGORIA C

FACTOR DELSUELO S= 1.20INTERMEDIO

Tp= 0.60

sistema de techo: losa aligerada t= 2altura de !I"#L 2.6

CARATERISTICAS DE LOS MATERIALESALBAILERIA CODIGO PESO

ladrillo ti$o I" ti$o %% arcilla &'b ()*$ilas: +, a com$resion &'m -*

muretes: +, a $uro corte "'m ./(

modulo de elasticidad #m 02*modulo de corte 1m (0

modulo de $oisson v /2*

CONCRETO

resistencia nominal a com$resion &'c (*

resistencia nominal a com$resion &'c 2(modulo de elasticidad #c 2(modulo de elasticidad #c (3.)0(/0).023.

modulo de $oisson v /(*

ACERO DE REFUERZO

&4 )2

CARGAS UNITARIAS

PESOS VOLUMETRICOSconcreto armado 2/)

alba5ileria (/.

tarra6eo 2

TECHOS$eso $ro$io del aligerado h=2cm /0

sobrecarga 7incluso escalera8 /2

sobrecarga en a9otea /(MUROS

de alba5ileria con (cm de tarra6eo /2)

ventanas /2

ESTRUCTURACIONI+#CCIO! ;;: AA?IL#+IA #ST+@CT@+AL

corrugado, grado- de &luencia


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!B # !I"#L#S: 5O!A SISMICA 2 0

e = /(0 m /20

2.00 ESFUERZO AXIAL MAXIMO

D maE(= ./- FgGcm2D maE2= 3/* FgGcm2

3.00 DENSIDAD DE MUROS

M@+O !B "#C#S L 7m8 e = t LEt 7m28

E( ( ./( /(0 (/*

HLEt = (/*area techada= (2)/3- m2

/. /)0 !O C@M


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CO/ L 7m8 h 7m8 > 7m"( )/.. /)3 /* /2*"2 0/* /02 /0* /("0 0/. /0( /0* /(") */(* /) /* /2*

"* 0/3 /03 /) /2

*/ CALCULO DE ESFUERZOS


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P.,/##) )/# '*+,) %$13- *-(/-%gGmP.,/##) )/# 7),- -./)%gGm

PISOS PISOS( ( ( (

P,#7 L+*%8 (" L+*%8 (" P#) (9+ P#) (9+

( 2/* (*2(/2 (/.- /(2 --/22) )00(/..0 0/*. )/*2 2(./2 2)3/3-.) )/-0 )/)- 2.(-/.32 2(0/)-)* */0 -/- 0-/2*2 )(*/))- (/0 -2-/-*2 / /3 /3 *)/*- *)/*-. 2/* (*2(/3 (/.- /(2 --/22) )00(/..( 0/*. )/*2 2(./2 2)3/3-.

(( )/-0 )/)- 2.(-/.32 2(0/)-)(2 */0 -/- 0-/2*2 )(*/))(0 (/0 -2-/-*2 /() /3 /3 *)/*- *)/*-

es$esor de losa : /2 m


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CO CM 7tn8 C" 7tn8 A?IL#+IAT $ /2*

ANALISIS @ DISEO ESTRUCTURALS/ S#"#+O 0S/ MO#+AO -

a8 CONTROL DE FISURACION POR SISMO MODERADO

donde:

+#


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2 (*/0 )/* *3/3 (3./-

C VERIFICACION DE LA NECESIDAD DE COLOCAR REFUERZO HORIZ

&'m = -* ton&Gm2 /*&m = 02/*

V CA+1A 1+A"ITACIO!AL

P.%%,7 (%4 L (" % ("( 2)(/3) (*/0 /20 --/.

2)(/3* (*/0 /20 --/..

cuantilla del re&uer9o hori9ontal

/(

DIAMETRO AREA ("2 S (" % ("

(G)/02 2 20 /

/02 0 20 /*

. mm/* 2 20 /((

/* 0 20 /

D DISEO DE VIGAS SOLERAS

/3Acs : area de la seccion transversal de la solera 7m28"m : resistencia caracteristica al corte 7tn&8Lm : longitud ma4or del $a5o o /*L 7m8

L = (*/ m

V" L" 2L %) %4( (3./- */(* 0(/) 02/*0

2 (3./- */(* 0(/) 02/*)

acero $ara vigas

" (%4"2

2

7min )^ .mm8

%= 8(&" ' /

)*/_

donde :* !" s = separacion vertical del acero delongitudt = espesor efectivo

)

G* 2 = G7 8+, 7/ PQ-8 /,

` =


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%) %4 4 (%4"2 A) ("2( 02/*0 )/2 /3 ./-2

2 02/*) )/2 /3 ./-2

)#* # 7, '*+, )7#/,Acs : area de la seccion transversal de la solera 7m28

Acs = (20/)* cm2h = 2 cmb = .-/( cm

.* cm

)^ *G. (^ 0G.


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CUADRO PESOS LOSAS

#7cm8 %gGm2 %gGm2

( 2. )*

2 0 2

2* 0*

0 )20* )*

cmm

UNIDAD%gGcm2%gGcm2%gGcm2

%gGcm2%gGcm2

%gGcm2

%gGcm2tnGm2%gGcm2

%gGcm2

tonGm0tonGm0

tonGm0

tonGm2tonGm2

tonGm2

tonGm2

tonGm2

+EE = .+44 = -


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ml

OF


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/2*/2*/2*/2*

/2*

SC (%4

2/022 (/)2* -/)33. (/0** 2/3)*2/022 (/)2* -/)33. (/0** 2/3)*

P.VIGAS(%4

TAB.MOVIL(%4

MURO(%4


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PISOS PISOS( ( ( (

/#, P,#7 /#, P,#7 C,/+, C,/+,

(/(* (/(* / ()3/.- ()3/.-(*/)3 ((/(*) )2./. 0../0 .(/((/3* (/3* (3./3( 2*(/() )*/*()/222 ((/2*3 (3./ 2)(/ )03/-(2/2* (2/2* 2)3/.2 02/3 */-(2/. 2/. 220/. / 220/.2/.(0 2/.(0 (3)/-3 (3)/-3 0.3/0.

(/(* (/(* / ()3/.- ()3/.-(*/)3 ((/(*) )2./. 0../0 .(/((/3* (/3* (3./3( 2*(/() )*/*

()/222 ((/2*3 (3./ 2)(/ )03/-(2/2* (2/2* 2)3/.2 02/3 */-(2/. 2/. 220/. / 220/.2/.(0 2/.(0 (3)/-3 (3)/-3 0.3/0.

#) (%*223/3(00/223*/)

00)/23.

30-/

((223/-23

Carga 7%gGm


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b h Y >


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2/-- (3./- (*0/)-

NTAL

ton&Gm2

##)*%, /#48#/ ##)*%, /#48#/

OF cada 2 hileras

OF cada 0 hileras

&also

OF


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N! A#/)/0*

2 cm

9ona de confnamiento


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DISEO DE VIGA EE JTRAMO 15seccion /2* /2

(/( cm2

Area de acero asistido $or el $rogramacorte

rea 7cm28com$resion traccion

/(( /-( )/2(/22 )/*( )/./00 ./03 0/33

se$aracion de estribos

(/0( cm

segn norma # -0/* cm

cm

cantidad de estribos en 9ona confnada

2h = /)

2h = /0* ( estribos

Asmin=()/.,/b/d =

E

S=7^28G/.2=

9ona

confnada S G)*! =

9ona noconfnad

a

S G2*! =

(

/*=/3*G88(( =

( /*3 /(( rst /22 cGe


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"


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CALCULO DE PARAMETROS @ FUERZAS PARA ANALISIS

CALCULO DE LA CORTANTE BASAL

PESO= 160590.00

FACTOR DE ZONA Z= 0.40

FACTOR DE USO U= 1.00

FACTOR DELSUELO S= 1.20

Tp= 0.60

COEFICIENTE DE REDUCCION R= 3.00

PERIODOM FUNDAMENTAL (T=Hn/Ct) T= #REF!

Ct= 60.00

Ct= 60.00

Ct= 60.00

Hn= #REF!FACTOR DE AMPLIFICACION SISMICA C= #REF!

C= 2.50

V =7E@ESECG+8EAOS ( %gGcm2tabiueria (. %gGcm0h muro 2/* me = /(0L = /) m

WD

ESTAD DE !A"#AS

0

W$

W$

WD

W$

3

% W$ W$

5

1

2

W$

W$


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CARGA MUERTALOSA 0 %gGm2ACA>AO ( %gGcm2

) %gGcm2

= /(- tonGml

CARGA VIVASGC = 2* %gGm2

L = /( tonGml

CARGA PUNTUAL< = /20) ton

1DISEO POR FLEXION

$roceso iterativo

d = (/0-* cmb = ( cm

Mu = /) ton&/m^ = /.*As = /.) cm2

= G7' +,(!G288

= G*!

donde :': '" ! !$ !" 31 `= *+- d : peralte efectivo

P


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ACERO DE TEMPERATURA = /(.

As = /3 cm2Gm

/) m

2DISEO POR CORTANTE

"c = cortante ue resiste el concreto

cortante actuante analisis estructural

"u = /2 ton& del $rogramaasumiendo ue no tenemos estribos

^"c = (/2) ton&

OF

S 7^(G)8 =

=/*0 PQ 8(

\d\b

= G ` Vu

+=/*0`(/( PQ 8( \d\b

+6'

S

2 1/2" 2 1/2" 1/2" 1/2" 1/2" 1/2" 1/2"

C-2

C-5

PL-2

VP102- (25X35) VP102- (25X35) VP102- (25X35)

VP101- (25X50) VP101- (25X50)

VP105-(25X

40)

VP105-(25X

40)

C-5 C-5

1/2"

2

3

VP104-(25X40)


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2 1/2" 1/2"

VP102 (25X35)

VP101- (25X50)

C 5

C-2

VP104-

(25X

40)


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A DISEO DE LOSA MACIZA POR FLEXION( CALCULO DE ACERO PARA LA CAPA (A

1.1 CALCULO DE ACERO POSITIVO

Mu = /.* ton/md = (/0-* cma = 0/)0 cm^ = /3&4 = )2 %gGcm2

As = (/-(3 cm2

clculo de se$aracion de aceros

/)) cm

rea de acero cona cero minimo

b = ( cmh = 2 cm

0/- cm2se$aracion

/2 cm o%

1.2 CALC@LO # AC#+O !#1ATI"O

Mu = (/22 ton/md = (/0-* cma = 0/)0 cm^ = /3&4 = )2 %gGcm2

As = 2/020 cm2

2 CACULO DE ACERO PARA LA CAPA (B2.1 CACULO DE ACERO POSITIVO

S7^=0G.8 =

Asmin=

S7^=0G.8 =

= (P*8G('7` G(88&,(!

`= *+.*' 8: '" ! !$ (31 d : peralte efectivo a : d/-

=/(. /

# :" # ! " !$ & : altura de losa


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C-3 VP102- (25X35)

VCH-01

VP103-(25X30)

C-3

3/8"

3

3/8"

3/8"

3/8"

3/8"

3/8" 3/8"

1

VP104-(25X40)

VCH-01

VCH-01


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DISEO DE ESCALERA= (/ mCOS7Z8= /.(2L= 2/2* m

(/2 mSGC= /2 tonGmWSGC=acab/ /( tonGmWJ'c= /2( %gGmW

&4=/ )2 %gGmW

1METRADO DE CARGAS,. D#),)carga muerta

$eso $ro$io=C$E>E= /)02

Acabados= >ESGCacab=/ /(

= /*02 tonGm

Sobrecarga SGCE>=

L= /2 tonGm

CA+1A @LTIMA u=(/)Ed(/EL

u= (/.). tonGm

b8/ Tramo inclinado

L1: Lon. de esc. Descanso

L1=

!&=0.18'

=0.25'

t=$/20 $/25


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$eso $ro$io=2/) b 7C$G2 tGcosZ8

$eso $ro$io= /0.)*000000 FgGmW /0.)*00 tonGm

Acabados= >E SGC acab=/ /( tonGm

= /).)*00 tonGm

Sobrecarga SGC=>;)

L= /2 tonGm

CA+1A @LTIMA u=(/)Ed(/EL

u= (/(.0) tonGm

28#S@#MA #ST+@CT@+AL

#stado de cargas

/02 /*0

/3

/((/*(-

/02 ton/m

/*(- ton/m

/*0 ton/m

/(( ton/m

M11/1! a 1/12 "L2 M

1

M21/10 "L2 M

2

M31/# "((L

1$L

2)/2)2 M

3

M41/10 "L

22 M

4

$=2.25' $1=1.20'

W$

+

$=2.25' $1=1.20'

,1

,2,%

,3,5


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/3 ton/m

MOMENTOS DEL PROGRAMA SAP2000M( /( ton/mM2 /2 ton/mM0 /.0 ton/m

CALCULO DE ACERO (

Fu = )/0-

d = /(0. m

As = (/ cm2

verifcaion de acero minimo

2/.)) cm2

re&uer9o longitudinalj0G.= /( cm2

SmaE[=)*cm 0t j(G2= (/2 cm2j*G.= (/3. cm2

j0G)= 2/.* cm2

Alternativa ( @SA+ ^ 0G. 2* cm n de varillas )Alternativa 2 @SA+ ^ (G2 )* cm n de varillas 2

Alternativa 0 @SA+ ^ *G. )* cm n de varillas (Alternativa ) @SA+ ^ 0G) )* cm n de varillas (

@SA+ ALT#+!ATI"A !B( @SA+ ^ 0G. 2*cm )

Astem$/ =/(.EbEtAstem$/ = 2/).) cm2

Alternativa ( @SA+ 0G. 23 cm n de varillas )

una sola ca$a

CALCULO DE AREA DE ACERO (

Fu = 0/.

M51/1! a 1/12 "L

22 M

5

As min =

^0G. =/( cm-

7'= /(P*8G P28(' (#&!

7'= /(P*8G P28(' (#&!


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d = /(0. m

As = (/*0 cm2

verifcaion de acero minimo

2/.)) cm2

re&uer9o longitudinalj0G.= /( cm2

SmaE[=)*cm 0t j(G2= (/2 cm2j*G.= (/3. cm2

j0G)= 2/.* cm2

Alternativa ( @SA+ ^ 0G. 2* cm n de varillas )Alternativa 2 @SA+ ^ (G2 )* cm n de varillas 2Alternativa 0 @SA+ ^ *G. )* cm n de varillas (

Alternativa ) @SA+ ^ 0G) )* cm n de varillas (

@SA+ ALT#+!ATI"A !B( @SA+ ^ 0G. 2*cm )

Astem$/ =/(.EbEtAstem$/ = 2/).) cm2

Alternativa ( @SA+ 0G. 23 cm n de varillas )una sola ca$a

As min =

^0G. =/( cm-

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Calculo de Albañileria Confinada