Memoria de Calculo-estructuras-juan Vilca

7/25/2019 Memoria de Calculo-estructuras-juan Vilca

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MEMORIA DESCRIPTIVAPROYECTO DE ESTRUCTURAS

CONTENIDO

I. GENERALIDADES.-

1.1 CRITERIOS DE ESTRUCTURACION

1.2 NORMAS EMPLEADAS

1.3 ESPECIFICACIONES MATERIALES EMPLEADOS

1.4 CARACTERISTICAS DEL TERRENO Y CONSIDERACIONES DECIMENTACION

1.5 REFERENCIAS

1.5.1 ARQUITECTURA Y CONFIGURACION GEOMETRICA

II. ESTRUCTURACION Y PREDIMENCIONAMIENTO DE ELEMENTOS

PREDIMENCIONAMIENTO:

2.1 LOSA ALIGERADA Y MACIZA

2.1 MURO DE ALBAILERIA

2.2 VIGAS A FLEION Y VIGAS C!ATAS

2.3 COLUMNAS" PLACAS Y CIMIENTOS

III.ANALISIS SISMICOS.-

3.1 FACTORES PARA EL ANALISIS

3.2 ANALISIS ESTATICO

3.3 ANALISIS DINAMICO


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IV. MODELO COMPUTACIONAL Y CONTROLES EN EL MODELOESTRUCTURAL..

V. DISEO DE COMPONENTES DE CONCRETO ARMADO Y ACERO

DISEO DE LOSA ALIGERADA Y MACIZADISEO DE VIGA A FLEIONDISEODE VIGAS C!ATASDISEO DE COLUMNASDISEO DE PLACASDISEO DE ELEMENTOS ESTRUCTURALES CON ETABS V#.$.4DISEO DE CIMIENTO CORRIDODISEO DE ESCALERADISEO DE CERCO PERIMETRICO

I. GENERALIDADES.-

L% &'&'()*% +)',%-''%/ -%0(/'% *( % /(()0(" ( /'(*%* *(:S( ()+()0/% +6'%*% ().*'0/'0*(:..." /&')'% 7 *(%/0%-()0 *( A/(8+'%.

L% %% -/()*( * N'&(( /((0'&%-()0(.9/(% )0/+'*%: -29/(% '6/(:. -29/(% *( 0(//():.-2

1.1 CRITERIOS DE ESTRUCTURACION:

L /')'%( /'0(/' 8+( ( *(6( *( 0-%/ ()+()0/% %/% % (0/+0+/%') *( +)%(*','%') ) % ';+'()0(:" (()0'()*( -(?/ ( -/0%-'()0 >-' ;6% ) /((0 % *( +)% (0/+0+/%-(?%" () (;+)* +;%/ ( -@ ,@' '*(%'=%/" *'6+?%/" ()0()*(/ 7 )0/+'/ *(0%((0/+0+/%( %*(-@ % ,%0% *( /(;+%/'*%* *( % (0/+0+/% *% +;%/" ;()(/%-()0(" % %,%0% *( '-(0/>%" 7% (% () -%%" /';'*(( /('0()'%" /*+'()* (,(0 *( 0/')*',>'( *( (&%+%/ ) /('') 7 () ( % *( '- ')0()" %( 8+( %*(,/-%')( ( )()0/() () '(/0% =)%" % -@ *6'(" /*+'()* *% 8+(+(*() (/ -+7 %/('%6(.-$"!i!#"&cia d'c#ilidad:N+(0/% (0/+0+/% 0'()( +)% %*(+%*% /('0()'% >-'% () %* *'/(')(" ;%/%)0'=%)* %> % (0%6''*%* *( % -'-%" - % %*% +) *( +((-()0.


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A *'(%/ +)% (0/+0+/% *( )/(0 %/-%*" *(6( ;%/%)0'=%/( 8+( % ,%% ( /*+=%/ ,+()'% *( %(/ 7 ) / -/(') *( )/(0" ()0)(" ) )(('0%/('0()'%" ') 0%-6') *+0''*%* %/% 8+( +//% +) %*(+%* -/0%-'()0 >-'*( % (0/+0+/%" (/-'0'()* +)% *(,/-%') ') (;%/ % % *( (*',''.-Ri(id") La#"$al: A 0/%0%/( *( +)% ((','%') %','%*% - E0/+0+/% *( %

%0(;/>% -) &'&'()*%" *(6(- 0()(/ +)% (0/+0+/% />;'*%.L% (0/+0+/% />;'*% 0'()() % &()0%?% *( ) 0()(/ -%7/( /6(-% )0/+0'& 7 )0()(/ 8+( %'-'%/ 7 *(0%%/ +'*%*%-()0( ((-()0 ) (0/+0+/%(" (/ (() %*(&()0%?% *( ) %%)=%/ *+0''*%*( ((&%*% 7 + %)@'' ( -@ -'%*-Dia($ama R%(id*: A ) 0()(/ () )+(0/% (0/+0+/% % ) ;/%)*( %6(/0+/% 8+(*(6''0() % /';'*(= *( (0%" ( 8+( ( % )'*(/%* () %)@'' % '0(' 6@'% *(% (H'0()'% *( +)% % />;'*% () +) %)" 8+( (/-'0( '*(%'=%/( *( % (0/+0+/% -+)% +)'*%*" *)*( % ,+(/=% /'=)0%( %'%*% +(*() *'0/'6+'/( () % +-)% *(%+(/* % + /';'*(= %0(/% -%)0()'()* 0*% +)% -'-% *(,/-%') %0(/% %/% +)*(0(/-')%* )'&(% ),')%*%.*(6'* % 8+( ( *'( %/8+'0(0)' /(*')( %+0''=%/ (0( 0' *( '0(-% (0/+0+/% () /'-(/% ')0%)'%

1., NORMAS EMPLEADAS

S( ';+( % *''')( *( R(;%-()0 7 N/-% N%')%( ( I)0(/)%')%(*(/'0 % )0')+%').

R(;%-()0 N%')% *( E*','%')( P(/ N/-% T)'% *( E*','%')N.T.E.:

NTE E


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S( ()0'()*( 8+( 0* R(;%-()0 7 N/-% (0@) () &';()'% 7 ) *( % 0'-%(*'').

1. ESPECIICACIONES / MATERIALES EMPLEADOS

CONCRETO:

% , 21 ;-2 +-)%" &';% -+/ 7 %..../('0()'% *( )/(06 E 21$ ;-2-*+ *( (%0''*%* *( )/(0 + .2-*+ *( P')* Y 24 ;-3...( ((>,' *( )/(0 %/-%*( Y 23;-3( ((>,' *( )/(0 '-(

ALBAILERIA:

% F- J5 ;-2... /('0()'% % % -/(')6 E- + .3..-*+ ')* Y 1K;-3..( ((>,' *( %6%'(/>%

ACERO:

% F7 42 ;-2./('0()'% % % ,+()'%6 E 2.1 ;-2-*+ *( (%0''*%* *( %(/

RECUBRIMIENTOS:

% Z%%0%$-6 C+-)%" %%" %" &';% %0% 7 &';% *( 6/*(..2.5- V';% % ,(H').4-

1.0 CARACTERISTICAS DEL TERRENO Y CONSIDERACIONES DECIMENTACION

S(;) ( (0+*' ;(;>% 7 (0/%0','%') *( +%0(/)%/' 7 =)','%');(0)'%-'% *( @/(% +/6%)% *( A/(8+'%" /(%'=%*% / ( D/. I);. !(/)%)*N(= *( P/%* S. ( I);. E*+%/* F%/,@) B%=@) A/(8+'%" ,(6/(/ *( 21" %=)% *( /7(0 *( *'0/'0 *( (// /%*" (/0()(( % +) +( *( 0'')0(/-(*' +7% %%'*%* *( %/;% ( 1.$;-2 % +)% /,+)*'*%* *( 1.2 % 1.5-


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E -0* *( *'( / /('0()'% ( %/%0(/'=% / %-','%/ % %/;%%0+%)0( 7 (0+*'% % )*'')( *( ((-()0 () % (0%% +0'-% () (0( -0*"%*'')% % % %-','%') *( % %/;% +%) ,%0/( *( /('0()'%" % %/;%%0+%)0( 8+( ( +%) () ( %)@'' (0/+0+/% *(6(/@) +-'/ ) (%%* ()% N/-% E% *( 4 +;%*% 7 (0% %')%/>%*(,/-%')( )'*(/%6( () % %.

h=1.67

30 =0.056 mespesor de losaaligerada en unadireccion

h=3.15

30=0.105 m espesor de losa aligerada en otra direccion


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tomamosun area tributariacritica =7.73m 2

concideramos cargas de serviciode1 ton

m2

, por tratarse deuna vivienda

columna=!"0.45fc

donde ! :carga de servicio !=1ton

m 27.73 m2=7730 #g,":numero de pisos

columna=773040.45210

=327.20 cm 2

podemostomar una seccion de15x25cm , estentativo yaque esta seccion

puede soptar esta cantidad de carga vertical , pero sabemos q las cargas son tambien

horizontales porlo que proponemos unaseccionde30x 45cm, estas iran variando deacuerdo a lanecesidad de confinamiento .

PLACAS:

Los muros estructurales o placas fueron estructurados de acuerdo a la necesidadde darlemayor rigides en las direcciones flexible de laestructura como eseneleje$$como se puede ver en laestructuracion final.

las placas tendranun espesor de15 cm, aprovechando el espesor de losmurosportantes y los ambientes en planta y tambien paratener un mejor proceso constructivo .

CIMIENTOS:

los cimientos seran deltipo corrido para soportar cargas provenientes de murosportantes y zapatas aisladas para soportar cargas puntuales provenientes de los

pisos superiores

III.-ANALISIS SISMICO:


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ACTORES DE ANALISIS

P%/% %-6% *'/(')(


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IV.-MODELO COMPUTACIONAL Y CONTROLES EN EL MODELOESTRUCTURAL:

S( 0/%6%? ) /;/%-% *( %+ (0/+0+/% )'* - ( ETABS V$.4.3 7 SAP 2 V 14.

P%/% ( -*( *( %)@'' -+0%')% ( )'*(/ +)% *'0/'6+') (%'% *(% -%% 7 % /';'*(= ) ( ,') *( %+%/ %(0 -@ '-/0( *(-/0%-'()0 *')@-' *( % (0/+0+/%.

S( )'*(/ % (')( 6/+0% ') %;/'(0%-'()0" ( )'*(/% 8+( '0/%6%?%/%) - *'%,/%;-% />;'* () + %)" )(+()0(-()0( ( */@ +%/ (-*( *( -%% )()0/%*% 7 0/( ;/%* *( '6(/0%* / ' %'%* % *-)()0( /0;)%( *( 0/%%') /'=)0% 7 +)% /0%') %/(*(*/ *( (?(&(/0'%.

P%/% +-)% 7 &';% ( 0/%6%? ) ((-()0 0' FRAME 7 ((-()0 0'ALL %/% -*(%/ -+/ *( %6%'(/>%" %> - %/% -+/ *( )/(0%/-%*. Y ( +0''= % (') 0' DEC %/% % % %';(/%*%. Y% 8+( (0((-()0 *( 0/%6%? *%) 6+() /(+0%* %/% *(0(/-')%/ (,+(/= ;()(/%*() % (0/+0+/%.

A. MUROS EN DIRECCION


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MUROS EN DIRECCION


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MUROS EN DIRECCION Y


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5J

ZUSN

A1

0L

COMPROBANDO:

E0% *()'*%* *( -+/ %0',%() /(8+(/'-'()0 (H';'* / % )/-% *(*'(.

METRADO DE CARGAS: 1ER7 ,DO Y ER NIVEL:


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METRADO DECARGAS SEGUNDO NIVEL:


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E )'&( *( 0%) ( /(0/');' *(%=%-'()0 % )'&( *( *'%,/%;-%" / %)'*(/%- /0%)0( ';+% % (/" ') (-6%/; % %/;% *( ;/%&(*%* (

)'*(/%) %/% 0*% % (*','%').

CALCULO DEL CENTRO DE MASAS EN AM4AS DIRECCIONES:

CENTRO DE MASA SEMI SOTANO -

CENTRO DE MASA SEMI SOTANO Y-

CENTRO DE MASA PRIMER NIVEL


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ASIGNACIWN DE DIAFRAGMA RXGIDO DIAFRAGMA TEC!O N2 A LOSA DELAESTRUCTURA Y CARGAS DE TABIQUERXA Y ALFEIZER

ASIGNACIWN DE DIAFRAGMA RXGIDO DIAFRAGMA TEC!O N1 A LOSA DELAESTRUCTURA Y CARGAS DE TABIQUERXA Y ALFEIZER

,..1. ANALISIS DINAMICO:


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C)'*(/%')( 0-%*% %/% % ;()(/%') *( % (+*%((/%') ((0/%

%a=&'C%

( g respuestade aceleraciones

E) *'/(')


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ESPECTRO DE ACELERACI9N EN DIRECCI9N 5-57 Y-Y

L% 0%6% -+(0/% % (+*%((/%') *(0(//()" *)*( % %((/%') -@H'-% (

*( 3.#2 -2" % +% *( ()*( *( %%/%0(/>0'% *( % (*','%') /(;+%/ %>- *( + +6'%') 7 ( 0' *( '0(-%(0/+0+/%. C- 0%-6') ( +(*(6(/&%/ () % ,';+/% +(/'/ +(*( (/%0% 1(; *( &'6/%') % -% /+(0')( *( /(*+') % -0/%-%0% 1.K (;+)* ') (-6%/; ( %+%0% 1(;+)*


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VERIICACION DE CENTROS DE MASA Y CENTROS DE RIGIDE3 17 , Y ERNIVEL

L% V(/','%') *( ()0/ *( -%% 7 ()0/ *( /';'*(= *( %*% 0( - ( %/('% )6+()" () +%)0 % % (H()0/''*%*( ;()(/%*% ) (0@) ,+(/% *( /%); () *)*( %(0/+0+/% +,/% *% *(6'* % % (H()0/''*%*" /(+0%* ) %(0%6( 0%)0 ()

%)0% - () ((&%'). P*(- *('/ 8+( / ( --()0 % (0/+0+/%') ')''% (%*(+%*%.

VERIICACION DE LOS MODOS DE VI4RACION DE LA ESTRUCTURA:


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PRIMER MODO DE VIBRACION

C- ( +(*( %/('%/ ( /'-(/ -* *( &'6/%') (0@ () ( /%); (/-'0'* T .2227 ( *(%=%-'()0 ( *( 0/%%') () ( (?(


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C- ( +(*( %/('%/ ( (;+)* -* *( &'6/%') ( T .11# 7 ( *(%=%-'()0 (*( 0/%%') () ( (?( Y


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nuestros calculos efectuadosmanualmente son :*+=81.83 ton

L% /0%)0( (0@0'% () % *'/(') Y


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E /0%)0( *')@-' ( *( K3.44 0) () % 6%( *( % (*','%')" 8+( ')*'% 8+( ) ()((%/' *(0(/-')%/ ( ,%0/ *( (%%-'()0 %/% /(%'=%/ *'( //()*'()0( % ((-()0 (0/+0+/%(.

V"$iicam*! la c*$#a" ("&"$ada p*$ "l "!p"c#$* d" di!";* "& la di$"cci+& Y-Y

P*(- &(/','%/ 8+( % /0%)0( *')@-'% () % *'/(') Y


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C-()") /0"0C-=73.53

81.83100=89.9

L 8+( 8+'(/( *('/ 8+( %/% % (0/+0+/% /(;+%/ *(6(/>% (/ - ->)'- *( K" /

()*( ) (%%- ( ((0/ *( *'(VERIFICACION DE DERIVAS DE ENTREPISO DRIF EN LA DIRECCION


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CUADRO DE RESUMEN DE DESPLA3AMIENTOS Y DRITY:

L *(%=%-'()0 (0@) () -

A )'*(/%/ % % *( 0%) /(0/');'* ) ( /*+( *(%=%-'()0

CONTROL DE GIROS:

L% )/-% ')*'% 8+( *(6(- &(/','%/ ' ( /(()0% '//(;+%/'*%* 0/')% ' ( 8+( (*','' ) *'%,/%;-% />;'* () 8+( ( *(%=%-'()0 /-(*' *( %;) '(H(*% ( 5 *( -@H'- (/-''6(" () +%8+'(/% *( % * *'/(')( *( %)@''" (*(%=%-'()0 /(%0'& -@H'- ()0/( * ' )(+0'&" () +) (H0/(- *( (*',''"( -%7/ 8+( 1.3 &(( ( /-(*' *( (0( *(%=%-'()0 /(%0'& -@H'- ) (*(%=%-'()0 /(%0'& 8+( '-+0@)(%-()0( ( 60'()( () ( (H0/(- +(0.


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P+)0 (H0/(- +(0:

D( &%/( %%* 0* ) -()/( % 1.3" ()0)( +-( ) ;'/ %/% (/)'*(/%* +)% (0/+0+/% /(;+%/ 8+( *(()*' *( % 6+()% (0/+0+/%') ')''%.

CONCLUSIONL% (0/+0+/% %)0(%*% +-( ) % (0'+%')( *( /(;%-()0 *( *'('-//('0()0(" 0% 7 - ( *(%// () %)0(/'/( @;')%"

DISEO DE ELEMENTOS ESTRUCTURALES:

P%/% ( *'( *( ((-()0 (0/+0+/%( ( )'*(/ +0''=%/ ( ,0%/( ETABS V

#.$.4 Y SAP 2 V14." %/% % (H0/%') *( (,+(/= () ((-()0 /')'%( *( %(0/+0+/%.

1.- DETERMINACION DE


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!losa=3001 g

m2paraespesorde losah=20cm

!piso terminado=100 #g

m 2

!cm=!losa+!piso terminado

2C=300+100=400 #g

m2

!sobrecarga=200#g

m2portratarse de una edificacion comun

2C*=200 #g

m2 +

250 #g

m2 =

450 #g

m2 losasirve comocomo cochera

2u=1.42C+1.72C* combinacion para cargade gravedad

2u=1.4400+1.7450#g

2u=1325#g/m 2

E *'( *( % ( /(%'=%/% *( %+(/* % +)% &';+(0% %6(- 8+( +0''=%/(- &';+(0%*( 1- *( %) 7 %*/' *( 3-H3-H2- *( %0+/%" / ()*( ()0/( (?( 7 (?( *(&';+(0% %6/@ +)% *'0%)'% *( 4- / 0%)0:

0.4m l 3 3 3 3.1 vigueta

1ml33333333.xvigetas

en1ml=2.5viguetas

!%%- % %/;% 8+( /0% +)% &';+(0% / -(0/ ')(% 7 / &';+(0%

2u=

1325 #g

m 2 1ml

2.5 viguetas =

530 #g

mlvigueta

2u=0.53 tonf

mlvigueta

!muro1 er tramo=1900 #g

m 32.60 m0.15 m=741

#g

m


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!muro1 er tramo=741#g

m1.4=

1037.4 #g

m

T/%6%?%- ) (0% *'0/'6+') *( %/;%: ) ( /;/%-% SAP 2 V.14 &%- %*(0(/-')%/ --()0 () (0% &';+(0%

A';)%') *( %/;%" 0()(- * 0/%- A


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+

s

entonces utilizamos acerode s=1/2

REUER3O RE2UERIDO: PUNTO C =ac"$* &"(a#i>*?

=1.1310

5

10172

1u=39.1 cuya cuantia es 5=0.0121

s

s

utilizaremosacero de 15/8

REUER3O RE2UERIDO: TRAMO C-E =ac"$* &"(a#i>*?

+u

1u=0.8310

5

40172

1u=7.18 cuyacuantia es 5=0.002

+

s

+

s

utilizaremosacero de1/2 1 3 /8

REUER3O RE2UERIDO: PUNTO E =ac"$* &"(a#i>*?


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1u=0.2910

5

10172

1u=10.03 cuya cuantia es 5=0.0028

s

s

utilizaremosacero de1/2

VER DETALLE DE ALIGERADOS EN PLANOS

DISEO DE LOSA MACIZA:

D(6'* % 8+( % +%)0>% %+%*% ) -()/( 8+( % ->)'-% 0/%6%?%/(- )+%)0>% ->)'-% %/% +) %) *( 1-

+

s

+

s

+

s

S' 0/%6%?%- ) %(/ *( 3K 0()(-:

s (4 )= 0.71 cm2

23.96 cm2


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s (4 )=3 /8 @30cm superior e inferior

VER DETALLE EN PLANOS

.- DISEO DE VIGA VP-1 E


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!C=1080+210+698.25=1988.25#g

m

!C*=200 #g

m 2(1.875 m+1.725 m)=720

#g

m

L --()0 *( '- ) 6%0%)0( (8+(" )(+()0(-()0( % /'-(/% -6')%')(/@ /()*(/%)0(:

2u=1.4!C+1.7!C*

Pa$a "l #$am*:

2u=1.41988.25#g

m+1.7720 #g /m

2u=4007.55#g

m7 4.1

tonf

m

DISEO ESUER3OS E5TRAIDOS DE LA ENVOLVENTE GENERADO

P%/% % -6')%') *( %/;% /+(0%

ESFUERZOS DETERMINADOS PARA LA ENVOLVENTE ENVY


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R"'"$)* &"(a#i>* "& "@#$"m* i)'i"$d*


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D)*(:d=h6=406=34cm

b=25cm

1u=6.21105

25342

1u=21.48 cuya cuantiaes 5=0.0062

s

s

utilizamos acerode35 /8=5.94 cm 2

R"'"$)* p*!i#i>* "& #$am* c"$al

1u=2.9810

5

25342

1u=10.31 cuyacuantia es 5=0.0029

+

s

+

s

utilizamos acero de25/8

R"'"$)* &"(a#i>* "@#$"m* d"$"cB*:

1u=5.08105

25342

1u=17.6 cuyacuantiaes 5=0.0050

s


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s

utilizamos acerode35 /8

P%/% +)',/-'=%/ %(/ )(;%0'& &(/ /0( *( %(/ () %)

DISEO POR CORTANTE:

*u8*n E) 0*% % (')( *( ((-()0

*n=*c+*s A/0( *( )/(0 7 /(,+(/=

*c=0.532102534

*c=6528.36 #gf 7 6.53tonf


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C/0%)0( () % %/0( '=8+'(/*%

C/0%)0( () % %/0( *(/(%:


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L% /0%)0( () ( /;/%-% ( 0'()() 8+( ')&(/0'/" (/ ) /((/+0'/@ %/% )+(0/ *'(

!%%- % /0%)0( -@H'-% % +)% *'0%)'% *( * 7 (/@:

*ud=7.30tonf

C-*ud>*c

N(('0%- %(/ /(,+(/= ) (0/'6 %/% % +% +0''=%- (0/'6 *( 3K

s 3 /8 = 0.71cm2


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*s=*ud

*c acero quese necesita

*s=7.30

0.756.53=3.20 tonf 7 3200 #gf

%=vfyd

*s

D)*( S ( % (%/%') 8+( *(6(/>% *( 0()(/ (0/'6 *( 3K

%=20.71420034

3200

%=63.36 cm

E ACI ) /)( 8+(:

zonaen confinamiento % 8d

4o % 830 cm

%=34

4=8.5 cm7 10cm

P+( )+(0/% *'0/'6+') (/@ 3K"1].5" K].1"3].15" RTO].25 TIPO 0

0.-DISEO DE VA Y VS:

E *'( *( &';% %0% ) ( %/@) / ,(H') 0%- / /0(" ( (8+( %

D(,(H')( %)0( %/;% +(/'/( - -+/ 7 %,('=%/" 7 ( '= 8+( 0/%6%?( ( )/(0( *('/ % -/('). D( 0* -* ( +0''= /(,+(/= ->)'- - ( -+(0/%) ()


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%) *( *(0%(. Y ( -%/ ( (,+(/= /0%)0( *( % &';% %0% % +%( %/;%)-+/ *( 0%6'8+(/>%.

PARA VA


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u=1.25(0.77+0.18 )+0.95=2.14 tonm

D'/(') Y


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DISEO POR CORTANTE

!%%- --()0 )-')%( %/%:

!u1=1.25 (19.14+5.18 )=30.4 ton

pcolumna=2.602.4g=2.602.4.25.50=0.78 ton

!u2=1.25 (19.14+5.18+.78 )+8.70=40.08 ton

D( *'%;/%-% *( ')0(/%') ( 60'()(:

CARGA M&

1 3.4 1#.$, 4.K 2.3

*u=n1+n 2

h

*u=19.07+20.03

2.60 =15.04 ton

hallamos*c=0.53210bd(1+ 0.0071!ug )

*c=0.532102545(1+0.007140080

1250 )

*c=10607.52#g 710.61 ton

*u>*c por lo tanto necesitarefuerzo por corte donde=0.85

*s= *u

0.85

*c=15.04

0.85

10.61=7.08ton

usaremosrefuerzo 3/8

area del estribo=0.71cm2


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!u=1.25(!cm+!cv )+!s

!u=1.25+(30.23+6.17 )+16.7=62.20 ton

u=1.25(0.77+0.35 )+0.98=1.42tonm

!%%- --()0 )-')%( %/%:

!u1=1.25 (30.23+6.17 )=45.5ton

p!LC !3=2.602.4g=2.62.40.2175=1.357ton

!u2=1.25 (30.23+6.27+1.357 )+16.7=63.89 ton

D( *'%;/%-% *( ')0(/%') ( 60'()(:

CARGA M&

1 15.1 5K.2

, 25.4# J2.

*u=n1+n 2

h

*u=45.5+63.89

2.60 =42.07 ton

hallamos*c=0.53210bd(1+0.0071!u

g )

*c=0.5321015110(1+0.007145500

2175

)

*c=14554.9 #g 714.6 ton

*u>*c por lo tanto necesitarefuerzo por corte donde=0.85

*s= *u

0.85*c=

42.07

0.8514.60=34.90 ton


54/73

usaremosrefuerzo 3/8

area del estribo=0.71cm2

separacionde acero%=2efy/e

*s =

20.71420011034900

=18.8 cm

E)0)( () % %% ( %/% %(/ /'=)0% *( 3K % .1$5- +)% *( _ % .15-

DISEO DE MURO

D%0 )'*(/%*: 9suelo=1800 #g

m3

MURO CON ESPESOR DE 2- !ORIZONTAL

el refuerzo horizontalrequerido es de 0.134cm 2

cmel cual esigual a decir 13.4 cm2 /m

si utilizamos acerode1 /2=1.27cm2

ladistribucion que se equerirasera de%=21.27

13.4 =0.189 m

T/%)8+'%-()0( *(- 0/%6%?%/ ) %(/ *( 12`].25- ')0(/%%*


55/73

MURO CON ESPESOR DE 2- DIRECCION VERTICAL:

el refuerzo horizontalrequerido es de 0.027cm 2

cmelcualesigualadecir2.7cm2/m

si utilizamos acerode1 /2=1.27cm2

ladistribucionque se equerira sera de%=1.27

2.7=0.47 m

T/%)8+'%-()0( *(- 0/%6%?%/ ) %(/ *( 12`].3-

DISEO DE CIMENTO CORRIDO:

S( *'(%/% %/% ( (?( ()0/% 4ancho tributario de losa segundotramo=2.64ml

!losa=350 #g

m2

!muro=1900 #g

m3

hespesor muroterminado

!sobrecarga=200#g/m2

!losase sotano=300 #g

m 22.64 m=792

#g

m

!losa1er ,2 doy tercer nivel=300 #g

m 22.64 m=792

#g

m3 pisos


56/73

!muro=1900 #g

m32.4 m0.15 m=684

#g

mtres pisos

!sobrecarga=200 #g

m22.64=528

#g

mtres pisos

!sobrecarga techo=150 #gm22.64 m=396#gm

!pisoterminado=100 #g

m22.64=264

#g

mtres pisos

2=2cm+2cv

2cm=792#g

m+792

#g

m3+684

#g

m3+264

#g

m3=6012

#g

m

2cv=528#g

m

3+396#g

m

=1980#g

m

2=6012#g

m+1980

#g

m=7992

#g

m7 7.9

ton

m

asumimos un peso decimiento !c=1.5 ton

C- ( )0% &%- % *'(%/ %/% +)% ,/%)?% *( +) -(0/ ')(% *( '-'()0 //'*

ancho de cimientoB=2+1.5

:t donde :t esla capacidad portantedel suelo

B=7.9+1.5

15 =0.62 7 0.60 mvendria ser el espesor calculado del cimientocorr

/f=profundidad de cimentacion=1.20 m

!pcim=2300 #g

m30.60 m1.2 m1 m=1656 #g 7 1.65 ton

!sobrecim=2300 #g

m 30.15 m0.4 m1 m=138 #g 7 0.138 ton

:1=7.9+1.65+0.138

0.60 m1 m =16.1

ton

m27 1.6

#g

cm2

Memoria de Calculo-estructuras-juan Vilca

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