Memoria de Calculo-estructuras Final-judith

7/25/2019 Memoria de Calculo-estructuras Final-judith

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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(" ( /'(*%* *(:SRA. VILMA SONIA AREANAS TARAMONA DE ALVAS( ()+()0/% +'%*% () % %'%'6) *( /'(0%/' *( 0%(/( *( (/&'' *(&'&'()*% *( AREQUIPA APTASA"MZ. !" LOTE 7 %( N829ESPAA" *'0/'0 *(C(// C/%*" /&')'% *(%/0%-()0 *( A/(;+'%.

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


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

%0(>/@% -) H&'&'()*%" *((- 0()(/ +)% (0/+0+/% /@>'*%.L% (0/+0+/% /@>'*% 0'()() % &()0%% *( ) 0()(/ -%/( /(-% )0/+0'& )0()(/ ;+( %'-'%/ *(0%%/ +'*%*%-()0( ((-()0 ) (0/+0+/%(" (/ (() %*(&()0%% *( ) %%)?%/ *+0''*%*( ((&%*% + %)'' ( - -'%*-Dia($ama R%(id*: A ) 0()(/ () )+(0/% (0/+0+/% % ) >/%)*( %(/0+/% ;+(*(''0() % /'>'*(? *( (0%" ( ;+( ( % )'*(/%* () %)'' % '60(' '% *(% (J'0()'% *( +)% % /@>'*% () +) %)" ;+( (/-'0( '*(%'?%/( *( % (0/+0+/% -+)% +)'*%*" *)*( % ,+(/?% /'?)0%( %'%*% +(*() *'0/'+'/( () % +-)% *(%+(/* % + /'>'*(? %0(/% -%)0()'()* 0*% +)% -'-% *(,/-%'6) %0(/% %/% +)*(0(/-')%* )'&(9C*&c"pci+& E!#$'c#'$al: C- % )('6) (0/+0+/% ( % (0%% - '-/0%)0( *(*(%// *( 0* /(0 *( I)>()'(/@% C'&' % (0/+0+/%" 0%)0 % +(/(0/+0+/%" (*'(6 %/% ;+( /('0% %*(+%*%-()0( % %/>% % % ;+( ( ())0/%/% -(0'*% () +&'*% 0':C%/>% / (,(0 @-' H(&()0+%( %/>% *( >/%&(*%* H(/-%)()0(.

C*&c"pci+& d" la S'p"$"!#$'c#'$a:L% (0/+0+/% *( % (*','%'6) % '* /(%'?%*% 0()'()* () +()0% /'0(/' '- /('0()0( )'*(/%* () ( R(>%-()0 N%')% *(E*','%')(" % /( *'-()')%-'()0 *( ((-()0 (0/+0+/%( % %%/;+'0(0+/% %)0(%*%. D('* % ;+( ( /(0 )0(-% % )0/+'6)*( +)% &'&'()*% *( +%0/ )'&((" ( /(%'?6 +)% (0/+0+/%'6) 0/%0%)* *(*%/( % -%/ /'>'*(? %0(/% '(" ( /'0(/' %*0%* ,+( ( *( +0''?%/

-+/ *( %%'(/@% ),')%*% ) '0(-% *( 6/0' ;+( /0() %%/>% *( &(/0'%( () % %/0( ()0/% *('* % +)% *',(/()'% )'*(/%(*( -%% / '.

1., NORMAS EMPLEADAS

S( '>+( % *''')( *( R(>%-()0 N/-% N%')%( ( I)0(/)%')%(*(/'0 % )0')+%'6).

R(>%-()0 N%')% *( E*','%')( HP(/ N/-% T)'% *( E*','%'6)HN.T.E.:

NTE E9=2=KKKKKKK)/-% *( %/>%NTE E93=:KKKKKK.....)/-% *( *'( '-//('0()0(NTE E=5=KKKKKKK.)/-% *( +( '-()0%')(NTE E9==KKKKKKK)/-% *( )/(0 %/-%*NTE E9=$=KKKKKKK )/-% *( %%'(/@%ACI 317K.KKKKKKK')0'0+0 %-(/'%) *( )/(0


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S( ()0'()*( ;+( 0* R(>%-()0 N/-% (0) () &'>()'% ) *( % 0'-%(*''6).

1. ESPECIICACIONES / MATERIALES EMPLEADOS

CONCRETO:

% , 21= >-2 H+-)%" &'>% -+/ %..../('0()'% *( )/(0 E 21$=== >-2KKKKKK-6*+ *( (%0''*%* *( )/(0 + =.2=KKKKKKKKKKK-6*+ *( P')* Y 24== >-3KKKKKKK...( ((@,' *( )/(0 %/-%*( Y 23==>-3KKKKKKKK( ((@,' *( )/(0 '-(

ALBAILERIA:

% F- 5 >-2KKKKKK... /('0()'% % % -/('6) + =.25KKKKKKKKKK..-6*+ ') Y 17==>-3KKKKKKK..( ((@,' *( %%'(/@%

ACERO:

% F 42== >-2KKKKKKK./('0()'% % % ,+()'% E 2.1====== >-2KKKKK-6*+ *( (%0''*%* *( %(/

RECUBRIMIENTOS:

% Z%%0%KKKKKKKKKKKKKKKKKKKKKKK$- C+-)%" %%" %" &'>% %0% &'>% *( /*(KKKK..2.5- V'>% % ,(J'6)KKKKKKKKKKKKKKKKKKKK.4-

1.0 CARACTERISTICAS DEL TERRENO Y CONSIDERACIONES DECIMENTACION

S(>) ( (0+*' >(>@% (0/%0','%'6) *( +%0(/)%/' ?)','%'6)>(0)'%9@-'% *( /(% +/%)% *( A/(;+'%" /(%'?%*% / ( D/. I)>. !(/)%)*N(? *( P/%* S. ( I)>. E*+%/* F%/,) B%?) HA/(;+'%" ,(/(/ *( 2==1" %?)% *( /(0 *( *'0/'0 *( (// /%*" (/0()(( % +) +( *( 0'')0(/-(*' +% %%'*%* *( %/>% ( 2.= >-2 % +)% /,+)*'*%* *( 1.2 % 1.5-


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P/ 0/%0%/( *( +) '0(-% (0/+0+/% () %( % %%'(/@% ),')%*% ( 0' *('-()0%'6) /+(0 (/ *( '-'()0 //'*" %/% 0/%)-'0'/ % %/>% &(/0'%(*( -%)(/% %*(+%*% ( )'*(/% ?%%0% %'%*% %/% 0/%)-'0'/ %/>% / %/0( *(% +-)% ;+( ,/-%) ( 6/0' ()0/% () % *'/('6) 9 *( % (*','%'6). L%+( (/) %+%*% - %*(%)0(

1. REERENCIAS

1..1 AR2UITECTURA Y CONIGURACION GEOMETRICA

S( *(0%%) () %) *( %/;+'0(0+/%

II. ESTRUCTURACION Y PREDIMENCIONAMIENTO DE ELEMENTOS

ESTRUCTURACION:

L% (0/+0+/%'6) ( /(%'?6 ) % '*(% *( *0%/ *( /'>'*(?" *+0''*%* %%'*%**( /('0()'% % % (*','%'6) %/% % +% ( (0/+0+/ *( %+(/* % %) *(%/;+'0(0+/%" 0(/'/-()0( % (0% ( /(*'6 % /(*'-()')%/ ((-()0(0/+0+/% *( -%/ /()*(/%)'% 0%)0 %/% %/>% &(/0'%( - %/% %/>%*( '-" *( %+(/* % % +()% /0'% (0/+0+/%" /'0(/' *( % )/-% *(*'(.

PREDIMENCIONAMIENTO DE LOS ELEMENTOS ESTRUCTURALES

MODULO

U) *( %(0 ,+)*%-()0%( *( *'( *( (0/+0+/% /('0()0( % '-(>) % )/-%" ( ( /(%0'& % *'-()')%-'()0 *(0%( *( ((-()0(0/+0+/%( *( + )(J')(" *( -%)(/% ;+( % (0/+0+/% ( -/0( (),/-% )>/+()0( ) ;+( ( % +(0 () %)'' ( +)0 - '-/0%)0( ( (/(%0'& % ;+( % (0/+0+/% () + )+)0 +(*%" () % *( (0%/ +(0% % +) -'-'- ')0()" *(%//%/ -(%)'- *( *(,/-%'6) ')(0'% ;+( ( (/-'0%*''%/ % ()(/>@% *( '- ') (>%/ % %.

E *'( *( ((-()0 *( )/(0 %/-%* ( %( +%)* %0(/)%0'&%-()0( +)

*( '>+'()0( -0*:

9M0* (0' %/>% *( (/&''9M0* *( /('0()'%" *()-')%* -)-()0( *( /0+/% *( %/>% +0'-%E) % %0+%'*%* ( + *( -0* *( /('0()'% ( >()(/% % N/-% E9== *(C)/(0 A/-%* +% (0( -0* %/% ( *'(.


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E -0* *( *'( / /('0()'% ( %/%0(/'?% / %-','%/ % %/>%%0+%)0( (0+*'% % )*'')( *( ((-()0 () % (0%% +0'-% () (0( -0*"%*'')% % % %-','%'6) *( % %/>% +%) ,%0/( *( /('0()'%" % %/>%%0+%)0( ;+( ( +%) () ( %)'' (0/+0+/% *((/) +-'/ ) (%%* ()% N/-% E9=2= *( %/>%.

E) ( *'( () )/(0 %/-%* *( % % %'>(/%*% +)'*'/(')%(" &'>%"+-)%" %%" '-()0%')(" '()* ((@,'%-()0( % NTE == C)/(0A/-%* NTE =$= A%'(/@%. L% -')%'6) @-'% ( *( %+(/* % % NTE =3=.L% %%'(/@% ( *'(% / (,+(/? %*-''( ((-()0 *( )/(0%/-%* / ( -0* % % /0+/% *( )/(0 ;+( )'*(/% % '60(' '>+'()0(

COMB1 1.4 CM 1.$ CVCOMB2 1.25 CM 1.25 CV SCOMB3 1.25 CM 1.25 CV SCOMB4 =.#= CM SCOMB5 =.#= CM S

,.1.-LOSA ALIGERDA:

h=4.20

24 =0.175 mespesor de losaaligerada

tomamos espesor delosa deh=20cm y uniformizamos

LOSA MACI3A:

U0''?%/(- () % %/0( *( (/&'' '>')' *( /'-(/ )'&( % ;+( %*'/('6) *( &'>+(0% ( (/()*'+%/ % % 0+(/@% *( 4 +>%*% (0% %')%/@%*(,/-%')( )'*(/%( () % %.

h=1.35

30 =0.05 m espesor de losaaligerada enuna direccion

h=3.30

30=0.11 mespesor de losa aligerada en otradireccion


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tomamos espesorde losa macizade

h=20 cm para uniformizar espesores / /( )0/+0'&

,.,.-MUROS DE AL4AILERIA:

T*mam*! '&a al#'$a d" m'$*tomamosunaaltura de muro estructural h=2.60 m

e=2.60 m

20 =0.13 m espesorde muro portanteen zonade alta sismicidad ecalera

entonces : tomamos13 cm, de espesor para elmodelo en zona de escalera

estructural

,..-VIGAS A LE5ION:

tomamos una luz nominal mas criticaen eleje A , B Y Cde L=3.92 m

H=3.92 m

11 =0.36 m peralte de vigaa flexion, aunquela normanos dice L/16

tomamos unaluz nominal mascriticaen eleje 1,2,3,4Y5L=4.10 m

H=4,10 m

12

=0.37 m peralte deviga a flexion , aunquela normanos dice L/16

tomamos un peralted viga de H=0.40 m parano conciderar deflexiones

Y +) %) *( 25 3=-.

VIGAS C6ATAS:

Las vigas chatas tanto de solerascomo las de amarre y de borde , no se disean

disean aflexion por lo tanto, nos vamosa adecuar segunel espesor de la losah=20 cm, pero si concideraremosel chqeueo por cortehaciendoincrementar la cantidadde concretoen los ancho delas vigaschatas !

,.0.-COLUMNAS:


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tomamosun area tributariacritica A=16 m 2

concideramos cargas de serviciode1 ton

m2

, por tratarse deuna vivienda

Acolumna="A#0.45fc

donde " :carga de servicio "A=1ton

m 216 m2=16000 $ g , # : numero de pisos

Acolumna=1600020.45210

=338.62 cm2

podemostomar una seccion de 15x 25cm , estentativo yaque esta seccion

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

horizontales porlo que proponemos unaseccionde30x 50 cm , estas iran variandodeacuerdo 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 esenelejeYYcomo 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%/% %-% *'/(')( 9 ( Y9Y

altura libre de piso a techo 3.4 A 2.40 m

espesor de muro = h/20 0.13 m

EC=mdulo de concreto 217370.612

!"/cm2

Em=mdulo de alba#iler$a 3200 !"/cm2

espesor de losa ali"erada 0.20 m

tipo de suelo % = 1.2 intermedio

&actor de 'ona ( = 0.4 'ona 1

&actor de uso ) = 1 com*n

&actor de reduccin + ,-, = %. Aporticado

&actor de reduccin + - = 7 %. dual

.1.-ANALISIS ESTATICO:

P%/% ( %)'' (00' ( 0/%%%/ +0''?%)* (,''()0( *( %/>% %0(/%" (( 00% *( % (*','%'6) ( %%/% )'*(/%)* ( 1== *( % %/>% -+(/0%- ( 25 *( % %/>% &'&% %'>)%*% % % (0/+0+/%. P0(/'/-()0( (

*(0(/-')%/% ()0/ *( -%% ()0/ *( /'>'*(?. C) ( ,') *( &(/','%/ ;+( )/(*-')( ( (,(0 0/')% *( % (0/+0+/% D( (/ %@ /(*(- % )0/ *(*(%?%-'()0 ;+( % )/-% *( *'( '- /('0()0( ) (J'>(.

.,.-ANALISIS DINAMICO:

P%/% ( %)'' *')-' ( )'*(/6 0/( >/%* *( '(/0%* / '")(+()0(-()0( ( 0()*/ # ,/-% *( &'/%/ ;+( %*% +)% *( (0% ')*'%/% +)-* *( &'/%/ *( % (0/+0+/%" )'*(/%/(- 0/( /'-(/ -* *(&'/%'6) % +%( (/) (;+(%*% ) ( -* ,+)*%-()0% *( &'/%'6)" %+% ')*'%/% ;+( )+(0/ -*( ( %0%)0( '-'%/ % ,@'.

S( +0''?%/% ( ((0/ ')(0' *( (+*9%((/%')( %/% %*% +)% *( %*'/(')( /'?)0%(" %/% ( %)'' &(/0'% ( +6 23 *( ((0/.

D( '>+% -* ( )'*(/6 +)% (J()0/''*%* %'*()0% *( 5 *( % *'-()'6)*( (*','' () % *'/('6) *( %)''" *( '>+% -%)(/% %/% ( *'( *( ((-()0 (0/+0+/%( ( )'*(/% % /0%)0( -@)'-%


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IV.-MODELO COMPUTACIONAL Y CONTROLES EN EL MODELOESTRUCTURAL:

S( 0/%%6 ) />/%-% *( %+ (0/+0+/% )'* - ( ETABS V$.4.3 SAP 2=== V 15.1

P%/% ( -*( *( %)'' -+0%')% ( )'*(/6 +)% *'0/'+'6) (%'% *(% -%% % /'>'*(? ) ( ,') *( %+%/ %(0 - '-/0( *(-/0%-'()0 *')-' *( % (0/+0+/%.

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

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

METRADO DE CARGAS:

METRADO DE CARGA PRIMER NIVEL:


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METRADO DE CARGA SEGUNDO Y TERCER NIVEL:


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DETERMINACION DE CORTANTE 4ASAL:

RESUMEN DE CARGAS

NIVEL CM(TON) CV(TON) PESO-PISO

+E+ % 111.7 31.01 11.72%E5) % 117.0 31.14 124.6

8E+CE+ % 117.0 31.14 124.6

C)A+8 % 0.00 0.00 0.00

36.4

CORTANTE EN LA BASE EWE 9

PARAMETROS VALORES CORTANTE EN LA BASE( 0.40

) 1.00

C, 2.0

% 1.20

+ ,-, .00

VB 55.42

CORTANTE EN LA BASE EWE Y9Y

PARAMETROS VALORESCORTANTE ENLA BASE

( 0.40) 1.00

C 2.0

% 1.20

+ - 7.00

VB 63.33

DISTRIBUCION DE CORTANTE E CADA NIVEL

ANALISIS ESTATICOX-X

NIVELpes(!

")#$!%(

') P*pes +(!")

V(!")

cuarto ni9el 0.00 11.4 0.00 0.00 0.00 ,.,,tercer ni9el 124.6 . 10.0 0.4 26.43 26.43se"undo ni9el 124.6 6.2 774.1 0.34 1.62 45.,5pimer ni9el 11.72 3.6 431.01 0.1 10.37 55.42s%'# 36.4 - 2303.6 1.00 .42


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DISTRIBUCION DE CORTANTE E CADA NIVEL

ANALISIS ESTATICO -

NIVELpes(!

")#$!%(

') P*pes +(!")

V(!")

cuarto ni9el 0.00 11.4 0.00 0.00 0.00 ,.,,tercer ni9el 124.6 . 10.0 0.4 30.21 3,.2se"undo ni9el 124.6 6.2 774.1 0.34 21.2 5.4/pimer ni9el 11.72 3.6 431.01 0.1 11. 63.33s%'# 36.4 - 2303.6 1.00 63.33

C-%/%)* ) + /(%'?%* / ( ,0X%/( ETABS V #.$.4

MODELO TRIDIMENSIONAL DE LA ESTRUCTURA7

ASIGNACIN DE DIAFRAGMA RGIDO DIAFRAGMA TEC!O N83 A LOSA DELAESTRUCTURA Y CARGAS DE TABIQUERA Y ALFEIZER


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,..1. ANALISIS DINAMICO:

C)'*(/%')( 0-%*% %/% % >()(/%'6) *( % (+*%((/%') ((0/%

%a=&'C%

( g respuestade aceleraciones

E) *'/('6) 9

DETERMINACI0N DEL ESPECTRO DE PSEUDO-ACELERACIONES

ar:metros de C:lculo

;AC8+ E (A


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ntermedios

5ra9edad


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5ra9edad


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eriodo

8 %a

0.10 1.6

0.20 1.6

0.30 1.6

0.40 1.6

0.0 1.6

0.60 1.6

0.70 1.44

0.0 1.26

0.0 1.12

1.00 1.01

1.10 0.2

1.20 0.4

1.30 0.7

1.40 0.72

1.0 0.67

1.60 0.63

1.70 0.

1.0 0.6

1.0 0.3

2.00 0.0

2.10 0.4

2.20 0.462.30 0.44

2.40 0.42

2.0 0.40

2.60 0.3

2.70 0.37

2.0 0.36

2.0 0.3

3.00 0.34

C- ( +(*( %/('%/ &%/( /(()0%* (0) %0% 2 (>+)* *( &'/%'6)"(/ ( )'*(/6 %0% +) (/'* *( &'/%'6) /+*()0( - ( -+(0/% () % ,'>+/%'>+'()0(:ESPECTRO DE ACELERACI8N EN DIRECCI8N 5-5


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0.00 0.0 1.00 1.0 2.00 2.0

0.00

0.20

0.40

0.60

0.0

1.00

1.20

1.40

1.60

Espe1!& e Pse%-A1e$e"es

Espectro1

Pe& T(s)

S#

ESPECTRO DE ACELERACI8N EN DIRECCI8N Y-Y

0.00 0.0 1.00 1.0 2.00 2.0

0.00

0.20

0.40

0.60

0.0

1.00

1.20

1.401.60

1.0

Espe1!& e Pse%-A1e$e"es

Espectro1

Pe& T(s)

S#

ANALISIS DE RESULTADOS DEL MODELO ESTRUCTURAL MODULO A


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L /(+0%* ((/%* (0) () ,+)'6) % % /(+(0% (0/+0+/% %)0(%*% ')''%-()0(0%)0 () % (0%% *( (0/+0+/%'6) - () % (0%% *( /(*'-()')%-'()0" ( &(/','%/%;+( % (0/+0+/% 0()>% % /'>'*(? %*(+%*% () %- ()0'*:

VERIICACION DE CENTROS DE MASA Y CENTROS DE RIGIDE3 19 , Y ERNIVEL

E( Y9Y

E( 9


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%toriaphra

"m ass, ass ,C C ,C+ C+ e ,-, e -

%8+1 1

16.374

16.374 7.1 4.046 7.70 4.36 0.12 -0.322

%8+2 2

1.343

1.343 7.7 3. 7.61 4.4 0.026 -0.4

%8+3 3

10.22

10.22 .133 4.00 7. 4.7 0.174 -0.71

L% V(/','%'6) *( ()0/ *( -%% ()0/ *( /'>'*(? *( %*% 0( - ( %/('% )+()" () +%)0 % % (J()0/''*%*( >()(/%*% ) (0) ,+(/% *( /%)> () *)*( %(0/+0+/% +,/% *% *('* % % (J()0/''*%*" /(+0%* ) %(0%( 0%)0 ()%)0% - () ((&%'6). P*(- *('/ ;+( / ( --()0 % (0/+0+/%'6) ')''% (

%*(+%*%.

VERIICACION DE LOS MODOS DE VI4RACION DE LA ESTRUCTURA:


23/77

PRIMER MODO DE VIBRACION

C- ( +(*( %/('%/ ( /'-(/ -* *( &'/%'6) (0 () ( /%)> (/-'0'* T =.34 ( *(%?%-'()0 ( *( 0/%%'6) () ( (( 9" - *(( *( //()*(/ % ;+( %(0/+0+/% () (0% *'/('6) ( - ,(J'(. D('* % '0(-% (0/+0+/% %)0(%*%.

SEGUNDO MODO DE VIBRACION:

C- ( +(*( %/('%/ ( (>+)* -* *( &'/%'6) ( T =.23 ( *(%?%-'()0 (*( 0/%%'6) () ( (( Y9Y" - *(( *( //()*(/ % ;+( % (0/+0+/% () (0%*'/('6) ( - /@>'*%. D('* % '0(-% (0/+0+/% %)0(%*%.TERCER MODO DE VIBRACION:


24/77

C- ( +(*( %/('%/ ( 0(/(/ -* *( &'/%'6) ( T =.1# ( *(%?%-'()0 ( *(/0%')% () ( (( Z" - *(( *( //()*(/ % ;+( % (0/+0+/% ( )''6 ) %'*(% *( 0/( >/%* *( '(/0%* * 0/%%')%( +)% /0%')%" (0 -* ( %+0%)% /'0(/' %*0%* %/% )('/ ( -*( (0/+0+/% %)0(%*%.

RESUMEN DE LOS MODOS DE VI4RACION Y VERIICACION DE LA MASAPARTICIPANTE:

C- ( %/('% -* *( &'/%'6) (0) *( -%)(/% *(()*()0( *( -%/ % -()/" ;+( ) %0% ) &(/','%/ 0/( /'-(/ -* *( &'/%'6)" ') ;+( %' 0* -* *( &'/%'6) ) -+ '-/0%)0( %/% ( -/0%-'()0 *( % (0/+0+/%. L% -%%%/0''%0'&% )&(/>( () - *( #= () ( +%/0 -* () % *'/('6) " *( '>+%


25/77

-%)(/% () ( ;+')0 -* %/% % *'/('6) Y" ;+( ')*'% ;+( %/% % /(+(0%(0/+0+/% ( /()*(/%)0( )'*(/%/ %0% ( +%/0 ;+')0 -*

A*(- ( (/'* *( /'-(/ -* (0 -+ (/% % % %+%*% ) % (J/('6) ;+( %)/-% *( *'( '-//('0()0( )'*(/%" ;+( %/(*'0% ;+( ( %)'' (0 //(0

)x=8.8

35=0.25seg , periodo fundamental de laestructura

VERIICACION DE DERIVAS Y DESPLA3AMIENTOS DE ENTREPISO

P%/% ( &%- % &(/','%/ % /0%)0( -@)'-% *')-'% /+(0% / % )/-% *( *'('- /('0()0( ;+( %/% (*','%')( /(>+%/( (% / -() ( 7= *( /0%)0((00'.

DETERMINACION DEL CORTANTE ESTATICO EN DIRECCION 9 HV

*+=&'C%

( "total

"total=100C+25C*

dondeC=carga muertadela estructura

dondeC=carga viva dela estructura

L% /0%)0( (00'% () % *'/('6) 9 (/:

nuestros calculosefectuadosmanualmente son :*+=55.33 ton

L% /0%)0( (00'% () % *'/('6) Y9Y (/:


26/77

nuestros calculosefectuadosmanualmente son :*Y=63.33 ton

VERIFICAMOS LA CORTANTE GENERADA POR EL ESPECTRO DE DISEO ENLA DIRECCIN 9

E /0%)0( *')-' ( *( 53.77 0) () % %( *( % (*','%'6)" ;+( ')*'% ;+( ) ()((%/' *(0(/-')%/ ( ,%0/ *( (%%-'()0 %/% /(%'?%/ *'( //()*'()0( % ((-()0 (0/+0+/%(. D('* % ;+( ( /0%)0( (00' ( %' '-'%/ 55.42 0)


27/77

VERIFICAMOS LA CORTANTE GENERADA POR EL ESPECTRO DE DISEO ENLA DIRECCIN Y9Y

E /0%)0( *')-' ( *( =.## 0) () % %( *( % (*','%'6)" ;+( ')*'% ;+( ) ()((%/' *(0(/-')%/ ( ,%0/ *( (%%-'()0 %/% /(%'?%/ *'( //()*'()0( % ((-()0 (0/+0+/%(. D('* % ;+( ( /0%)0( (00' ( %' '-'%/ 3.33 0)

VERIFICACION DE DERIVAS DE ENTREPISO HDRIF EN LA DIRECCION 9


28/77

CUADRO DE RESUMEN DE DESPLA3AMIENTOS Y DRITY:

TABLA


29/77

DESPLAAMIENTOS

DERIVA

ELASTICADERIVA

INELASTICA CONTROL

PISO CASO B B0.7+BinelasD0.

007

3 %%, 0.00074 0.004 2 %%, 0.0001 0.007 %%, 0.00032 0.0032

8AFAGE%A(AE8%

E+HA EA%8CA E+HA EA%8CA C8+

% CA% B B0.7+BinelasD0.

007

3 %%, 0.00003 0.0030

2 %%, 0.0006 0.0034 1 %%, 0.0003 0.001

LOS DESPLAZAMIENTOS EST+%/'*%* 0/')% ' ( ;+( (*','' ) *'%,/%>-% /@>'* () ;+( ( *(%?%-'()0 /-(*' *( %>) '(J(*% ( 5= *( -J'- (/-''(" () +%;+'(/% *( % * *'/(')( *( %)''" (*(%?%-'()0 /(%0'& -J'- ()0/( * ' )(+0'&" () +) (J0/(- *( (*',''"


30/77

( -%/ ;+( 1.3 &(( ( /-(*' *( (0( *(%?%-'()0 /(%0'& -J'- ) (*(%?%-'()0 /(%0'& ;+( '-+0)(%-()0( ( 0'()( () ( (J0/(- +(0.

P+)0 (J0/(- +(0:

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

CONCLUSIONL% (0/+0+/% %)0(%*% +-( ) % (0'+%')( *( /(>%-()0 *( *'('-//('0()0(" 0% - ( *(%//6 () %)0(/'/( >')%"

DISEO DE ELEMENTOS ESTRUCTURALES:

P%/% ( *'( *( ((-()0 (0/+0+/%( ( )'*(/6 +0''?%/ ( ,0X%/( ETABS V#.$.4 Y SAP 2=== V14.=" %/% % (J0/%'6) *( (,+(/? () ((-()0 /')'%( *( %(0/+0+/%.

1.- DETERMINACION DE UNTA SISMICA:

Di$"cci+& 5-5 Di$"cci+& Y-YD"!pla)ami"* =.33- =.2-

S 3=.==4[H95== 3=.==4[H77=95== 4.52 -S \ 3-E)0)( 0-%- S 2.54- ()0/( * % +)0% @-'% (/ *( W 1% - %*(+%*%.


31/77

L% /'>'*(? ;+( /(()0% % (*','%'6) ( %0%)0( )'*(/%( +( *(%?%-'()0) %0%)0( %(0%( () %-% *'/(')(

,.- DISEO DE LOSA ALIGERADA Y MACI3A:

"losa=300- g

m 2paraespesorde losah=20 cm

"piso terminado=100 $g

m 2

"cm="losa+"piso terminado

.C=300+100=400 $g

m2

"sobrecarga=200$gm 2 portratarse de una edificacion comun

.C*=200 $g

m2 =

200 $g

m2

.u=1.4.C+1.7.C* combinacion para cargade gravedad

.u=1.4400+1.7200$g

.u=

900$g/

m2

E *'( *( % ( /(%'?%/% *( %+(/* % +)% &'>+(0% %(- ;+( +0''?%/(- &'>+(0%*( 1=- *( %) %*/' *( 3=-J3=-J2=- *( %0+/%" / ()*( ()0/( (( (( *(&'>+(0% %/ +)% *'0%)'% *( 4=- / 0%)0:

0.4m l / / / /.1 vigueta

1 ml////////!xvigetasen 1 ml=2.5 viguetas

!%%- % %/>% ;+( /0% +)% &'>+(0% / -(0/ ')(% / &'>+(0%

.u=

900$g

m 2 1 ml

2.5 viguetas=

360$g

mlvigueta

.u=0.36 tonf

mlvigueta


32/77

"muro=1900 $g

m32.20 m0.15 m=627

$g

m

"muro=627

$g

m

1

2.5 1.4= 0.35 tonmvigueta

T/%%%- ) (0% *'0/'+'6) *( %/>%: ) ( />/%-% SAP 2=== V.15.1.= &%- %*(0(/-')%/ --()0 () (0% &'>+(0%

A'>)%'6) *( %/>%" 0()(- * 0/%- -/()*'* ()0/( (( 1. 2" 3 4 *('?;+'(/*% % *(/(%:

M-()0 /(+0%)0( %/% % %/0( ()0/%:

REUER3O RE2UERIDO: EE 1 ;ac"$* &"(a#i


33/77

P%/% --()0 )(>%0'& () (J0/(- +0''?%- % /(%'6) *( ACI 3179=7 %/%--()0 ,(0/(:

(1 )=.uL2

24

(1 )=0.36(3.6 )2

24 =0.20 tonfm

(1 )=0.20 tonfm

=0.20105

10172

-u=6.9cuyacuantiaes 0=0.0019

As (1 )=0.00191017=0.32cm 2

As (1 )=0.32 cm 2

seriaacerode 13/8

utilizaremosacero de 11/2

REUER3O RE2UERIDO: TRAMO 1-, ;ac"$* p*!i#i


34/77

+

As

entonces utilizamos acerode As=1/2

REUER3O RE2UERIDO: PUNTO , ;ac"$* &"(a#i


35/77

-u=0.44105

10172

-u=15.24 cuya cuantia es 0=0.0043

As

As

utilizaremosacero de1/2

REUER3O RE2UERIDO: TRAMO -0 ;ac"$* p*!i#i


36/77

-u=0.62105

10172

-u=21.45 cuya cuantiaes 0=0.0062

As

As

utilizaremosa cero de1/2

REUER3O RE2UERIDO: TRAMO 0- ;ac"$* p*!i#i


37/77

+

As

+

As

+

As

S' 0/%%%- ) %(/ *( 37 0()(-:

As (1 )=0.71 cm 2

3.6 cm 2

As (1 )=3 /8 @30cm superior e inferior

VER DETALLE EN PLANOS

.- DISEO DE VIGA VA-1>>;>50>= EE 1:

C-')%')( +0''?%*%:

C- 1: 1.4CM1.$CV

C- 2: =.#CMCSC- 3: 1.25 HCMCVCSC- 4:=.#CM9CSC- 5: 1.25 HCMCV9CS

E) %-% *'/(')( 0%)0 () (( - () (( Y" (,+(/? % 0()*/(- *( />/%-% *( 6-+0 ETABS V#.$.4 Y SAP 2=== V15.1.= %/% '- () *'/('6) "- %/% '- () *'/('6)

DISEO POR FLEION:

las cargas se asignaron sobre los elementos 2(A3 de cada viga

METRADO DE CARGAS

"losa=300 $g

m 2

"muro=1900 $g

m3hespesor muroterminado


38/77

"sobrecarga=200$g/m2

"losa=300 $g

m 2(1.725 m+1.875 m)=1080

$g

m

"pviga=2400 $g

m30.25 m0.35 m=210

$g

m

"muro=1900 $g

m32.45 m0.15 m=698.25

$g

m

PESO DE CARGA MUERTA:

"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 *( '- ) %0%)0( (;+(" )(+()0(-()0( % /'-(/% -')%'6)(/ /()*(/%)0(" ') (-%/> ( 0'()( ;+( %(/ % %0(/)%)'% *( %/>% % +% (0*(0(/-')%*% / % ()&&()0( ENVY

DISEO ESUER3OS E5TRAIDOS DE LA ENVOLVENTE GENERADO

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

ESFUERZOS DETERMINADOS PARA LA ENVOLVENTE ENVY


39/77

R"?'"$)* &"(a#i


40/77

-u=9.30 cuya cuantiaes 0=0.0026

+

As

+

As

utilizamos acero de 25/8

R"?'"$)* p*!i#i%0'& &(/ /0( *( %(/ () %)

DISEO POR CORTANTE:


41/77

*u4*n E) 0*% % (')( *( ((-()0

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

*c=0.53

2103034

*c=7834.03 $gf 56.52 tonf

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

*ud=6.06 tonf

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

*ud=5.38tonf


42/77

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

!%%- % /0%)0( -J'-% % +)% *'0%)'% *( * (/:*ud=6.06 tonf

C-*ud />*c

N(('0%- %(/ /(,+(/? ) (0/' %/% % +% +0''?%- (0/' *( 37

As 3 /8 = 0.71cm2

*s=*ud

*c acero quese necesita

*s=6.06

0.856.52=0.60 tonf 5 609 $gf

%=Avfyd

*s

D)*( S ( % (%/%'6) ;+( *((/@% *( 0()(/ (0/' *( 37

%=20.71420034609

%=332cm

E ACI ) /)( ;+(:

zonaen confinamiento % 4d

4o % 430 cm

%=34

4

=8.5 cm5 10cm

P+( )+(0/% *'0/'+'6) (/ 37"1]=.=5" $]=.1="2]=.15" RTO]=.25


43/77

0.-DISEO DE VA-,:

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

D(,(J')( %)0( %/>% +(/'/( - -+/ %,('?%/" ( '? ;+( 0/%%( ( )/(0( *('/ % -/('6). D( 0* -* ( +0''?6 /(,+(/? -@)'- - ( -+(0/%) () %) *( *(0%(. Y ( -%/6 ( (,+(/? /0%)0( *( % &'>% %0% % +%( %/>%)-+/ *( 0%';+(/@%.

PARA VA92H252=

*u4*n E) 0*% % (')( *( ((-()0

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

*c=0.532102517=3264.18 $g 5 3.264 ton

ESFUERZOS DE CORTE ETRAIDO CON LA ENVY


44/77

E (,+(/? - /@0' =.42 0) ^ 3.2 0) /('0( % /0( O

RESUMEN DE DISEO DE ACERO EN VIGAS:


45/77


46/77

.-DISEO DE COLUMNA C 1 ;>@>= EE 0 /EE 4:

C+-)% /+(0% %/% ( *'( (( H4Y B" %/% ( *'( *( +-)% +0''?%- (

)'* ,0X%/( CSI COLUMN

O4TENCI8N DE DATOS DEL MODELO:

CARGAS 5-5SUPERIOR

5-5INERIOR

Y-YSUPERIOR

Y-YINERIOR

PCM 32.$$ 33.71 32.$$ 33.71

PCV 7.54 7.54 7.54 7.54

PS =.1# =.1# =.25 =.25

MCM =.17 =.14 =.2 =.1$

MCV =.=5 =.=3 =.=7 =.=5

MS 1.45 =.$ 1.53 1.51

C- 2 -3

5-5 Y-Y

P' $32. $3$.=

* =.==1# =.==12

V'! 54.=3 1.1$

B" 3.4= 3.4=

2 =.=5 =.=5

65 /8+2 1/2


47/77

VERIFICAMOS EL EFECTO LOCAL DE ESBELTEZ:

D'/('6) 9

$nr =

13.400.3.30

$nr =37.8

u1=1.40.14+1.70.03=0.25tonm

u2=

1.4

0.18+

1.7

0.05=

0.34 ton

m

E &%/ 0( %/% (,(0 *( ((0(? % (:

3412u1

'2 =3412+(0.250.34)=42.82

COMO:

37.8


48/77

COMO:

22.7


49/77

C9B9 3=0.90"cm+"cs

Di$"cci+& 5-5

COMB= 1

"u1=1.4"cm+1.7"cv

"u1=1.433.81+1.78.54=61.852 ton

u1=1.40.14+1.70.03=0.25tonm

COMB= 2

"u2=1.25 (33.81+8.54 )+0.19=53.13ton

u2=1.25(0.14+0.03 )+0.76=0.97 tonm

Di$"cci+& Y-Y

COMB= 1

"u1=1.4"cm+1.7"cv

"u1=1.433.81+1.78.54=61.852 ton

u1=1.40.25+1.70.17=0.64tonm

COMB= 2

"u2=1.25 (33.81+8.54 )+0.25=53.18ton

u2=1.25(0.17+0.05 )+1.51=1.79 tonm

E 0(/(/ - ) ( )((%/'" % ;+( ) ( /'0'%


50/77

Dia($ama d" i"$acci+& c*& !"cci+& $"?'"$)* p$*p'"!#*DIRECCION 9

0 10 1 20 2

DIAGRAMA DE INTERACCION C-(3,X5,)

cur9a nominal

cur9a dise#o

M%(!"-')

P%(!")

DIRECCION Y9Y

0 10 1 20 2 30

DIAGRAMA DE INTERACCION C-.(3,X5,)

cur9a dise#o

cur9a nominal

M%(!"-')

P%(!")


51/77

L% +-)% ( +,''()0(-()0( %%? *( /0%/ % -')%'6) *( %/>% () %-%

*'/(')(DISEO POR CORTANTE

!%%- --()0 )-')%( %/% % - 1 () % *'/('6) Y9Y % ;+( ( % -%/'0'%

"u1=61.852ton

"u2=61.852ton+1.42.40.30.53.4=63.56ton

D( *'%>/%-% *( ')0(/%'6) ( 0'()(:

CARGA M&

1 1.72 22.2, 3.5 23.=

*u=n1+n 2

h

*u=22.2+23.0

3.4 =13.29ton

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

Ag )

*c=0.532103045(1+0.007163560

1500 )

*c=13188.24 $g 5 13.2 ton

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

*s= *u

0.85*c=

13.29

0.8513.2=2.44 ton


52/77

usaremosrefuerzo 3/8

area del estribo=0.71 cm2

separacion de zuncho %=2Aefy:e*s =20.714200442435 =107.7 cm

C- &(-" ( (%'%-'()0 ()0/( (0/' 0()'* *( %)'' *( %%'*%* ( -()C)(/&%*/ ;+( % *'0/'+'6) ((','%*% () % )/-% E== / 0%)0" () % +-)%C3=J5= ( %/%:

3 /8:[email protected],[email protected],[email protected],!"[email protected]

E0 &%/( (/) *'(%* %'()* + *( ,0X%/( ETABS Y SAP 2===

.-DISEO DE PLACA P-1:

P%% %)0(%*% P91

E *'( *( +-)% %% ( '? ) ( />/%-% CSI COL

DISEO DE LA PLACA P-1


53/77

D'%>/%-% *( ')0(/%'6) (( Y9Y /'0'

0 100 200 300 400

-

0

10

2

30

47

70

66

760

0

104

DIAGRAMA DE INTERACCION PLACA P-

cur9a nominal cur9a de dise#o

M%(!"-')

P%(!")

D'%>/%-% *( ')0(/%'6) (( 9


54/77

0 0 100 10 200 20 300 30 400-100

0

100

200

300

400

00

600

700

00

00

1000

1100

DIAGRAMA DE INTERACCION PLACA P-

cu

cu

M%(!"-')

P%(!")

O4TENCI8N DE DATOS DEL MODELO:

CARGAS 5-5 Y-Y

PCM 3.=4 3.=4

PCV 12.3 12.3PS 1.=4 1.17MCM 1.53 $4.77MCV =.#4 2$.MS 7$.53 47.7$

C9B9 1=1.25(C+C*)+C%


55/77

D'/('6) Y9Y %/% ( - /'0'

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

"u=1.25 (63.04+12.36 )+1.18=95.43 ton

u=1.25(74.88+27.66 )+48.87=177.05tonm

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

""LACA " 1=

3.40

2.4Ag=

3.4

2.4

0.4755=

3.88 ton

"u2=95.43+1.253.88=100.28 ton

D( *'%>/%-% *( ')0(/%'6) ( 0'()(:

CARGA M&

1 #5.43 217

, 1==.27 22=

*u=n1+n 2

h

*u=218+220

3.40 =128.8 ton

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

Ag )

*c=0.5321025184(1+0.0071100280

4755 )

*c=40620.1 $g 5 40.62 ton

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


56/77

*s= *u

0.85*c=

128.8

0.8540.20=110.9 ton

usaremosrefuerzo 3/8

area del estribo=

0.71 cm2

separacionde acero%=2Aefy:e

*s =

21.274200184110900

=17.69 cm

E)0)( () % %% ( %/% %(/ /'?)0% *( 2 I _ % =.15-

DISEO DE CIMENTO CORRIDO CC-1:

S( *'(%/% %/% ( (( D *( % (%(/%

ancho tributariode losa segundotramo=1.20 ml

"losa=300 $g

m 21.20 m3=

1080 $g

m

"muro=1900 $g

m33.40.15 m=

0.96 ton

m

"sobrecarga=200 $g

m21.20 m3=720

$g

m

.=1.1+0.96+0.72=2.78ton

m

asumimos un peso decimiento "cim=1.5 ton

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

ancho de cimientoB=.+1.5

;t donde ;t esla capacidad portantedel suelo


57/77

B=2.78+1.5

20 =0.25 5 0.40 m vendriaser el espesor calculado del cimiento corr '*

:f=profundidad de cimentacion=1.00 m

"pcim=2300 $gm30.40 m1.m1 m=920 $g 51.0 ton

"sobrecim=2300 $g

m 30.15 m0.4 m1 m=138 $g 5 0.138 ton

;1=2.78+1.+0.138

0.4 m1m =9.78

ton

m25 1.0

$g

cm 2()(/%* / % (J()0/''*%*(.

S( '? +) *'( - ' ,+(/%) ?%%0% %'%*% %/% %*% +-)% ( *(0(/-')6 %*'-()')( %)0(/'/-()0( &'0% % +%( %0',%() % &(/','%')( (/0')()0(:P%/% %*% '60(' %)0(/'/-()0( +0''?%*% ( *(0(/-')%/% (,+(/? %-','%* ) (,') *( *(0(/-')%/ ( (,+(/? >()(/%* () %*% ?%%0%" % +%( ,+(/) %+%*% ) (SAP 2===" V 15.1.=


60/77

DIAGRAMA DE MOMENTOS FLECTORES EN LA VIGA CIMENTACION 3=$=DISEO DE VC 3=$=

"A(A LA C9L'#A C `1:

"u1=(37.19 )+7.91=45.10 ton


61/77

"pzapata=0.0545.1ton=2.255 ton

A(3Azapata=45.1+2.25

20

=2.36 m2

P/ +(0')( *( *'( ( ')/(-()0 *('* % %/>% *')-'% 0/%%%- ) +)%?%%0% *( 2.7=-J1.=-

Hzapata=0.50 m, peralte de zapata asumida

"pzapata=2.80 m1. m0.5 m2.4ton

m3=3.36 ton

=cm+cv=2.41+1.02=3.43 tonm

e=

"+"pzapata=

3.43

45.1+3.36=0.071 m , esla excentricidad

comprobandoeL

6, L es elladode lazapata

como eg=0.32>1

6

, utilizamos ;1=

2"

3 B

(L2eg)

= 248.46

32.8(120.32)

=32.05

C-:

32.05>20 motivo por el c ual planteamos unaviga de cimentacion

C- ( )0% ( (;+( %% *( /% ) % *'-()')( 0-%*% ')''%-()0(" %/%% %/>% *')-'% ) ) 0%) )'*(/%( / ()*( ) %,(0%/%) *( -%)(/% )0%( %(;+( %)0(/'/ (>+'/ %%)* *( % -%)(/% //(0%. M0'& / ( +% ( 0-6*'-()')( *( 2.7=- J 1.=-" % '>+% ;+( () % *( - ?%%0%

DEL SAP2===


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;u 1=29.29 !ton

m 2el cual eselmayor esfuerzo desarrollado paraC1

;u 2=23.50 !tonm2 el cual es elmayor esfuerzo desarrollado paraC2

;u 3=30.30 !ton

m2el cual es elmayor esfuerzo desarrollado para C3

DISEO DE ACERO POR FLEIN:

u=;u11mn2

2

u=30.301(0.5 )2

2 =3.78 tonm

Hzapata=50cm , entonces d=50 cm10 cm=40cm

hallamos

-u= u

100d2

-u=3.78105

100402 =2.36 cuyacuantiaes 0=0.0007


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D6)*(:

d=h6=709=61 cm

b=

30 cm

u=22tonm -u=22.0105

30612

-u=19.71 cuya cuantia es 0=0.0056

As

As

utilizamos acerode65 /8= 12cm210.25cm2 9-

DISEO DE ACERO POR CORTE VC3=$=:

*c=0.532103061

*c=14055 $gf 514.1 tonf

D( % >/%,'% *( ,+(/?% /0%)0( 0()(-

*ud=6.99tonf

como :*c=14.410.85=11.98 tonf>6.99 tonfN )(('0% +) /(,+(/? *( %(/ / ,+(/?% /0%)0( *')*/(- %(/ -@)'-

P+( )+(0/% *'0/'+'6) (/ 37"1]=.=5" 3]=.1=" RTO]=.3=

E *'( *( 0* ((-()0 (0/+0+/%( ( ()+()0/%) %-%* () %) *(*(0%( /((0'&. E) *(- ((-()0 (0/+0+/%( ( *'(%/) ) ( ETABSV#.$.4 SAP 2== V15.1.= %@ - % +-)% %% ) ( CSI .V.7.4.=V(/','%'6) *( *'( *( ((-()0 *( C8A8


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1a NIVEL: '0+*')% A () &'>% *)*( ( %/('% ;+( /(,+(/?/(;+(/'*


65/77

E /(,+(/? /(;+(/'* %/% % +-)% C91H3=5= %+%*% / ( ,0X%/( ( *( 13.5-2 ;+( ')*'% ; (0 0/%%%)* ) +)% +%)0@% -@)'-%" ;+( (>) %)'' (0) *()0/*( /%)> ((/%*" ') (-%/> ( %+6 -%)+%-()0( +) 00% *( /(,+(/? *(14.42-2 ;+( ')*'% *( *( 57 2 *( _" &(/','%)* ;+( (0%- *()0/ *( /%)> %)'*(/%/(.


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E /(,+(/? /(;+(/'* %/% % +-)% C91H3=45 %+%*% / ( ,0X%/( ( *( 1=.5=-2 ;+( ')*'% ; (0 0/%%%)* ) +)% +%)0@% -@)'-%" ;+( (>) %)'' (0)*()0/ *( /%)> ((/%*" ') (-%/> ( %+6 -%)+%-()0( +) 00% *( /(,+(/?*(14.42 -2 ;+( ')*'% *( *( 57 2 *( _" &(/','%)* ;+( (0%- *()0/ *(/%)> % )'*(/%/(.


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E ,0X%/( (0% *'(%)* / ((- % &'>% 3=J4=*( (( 3 *( /'-(/ )'&( (>) (ACI 317 *( 2==7 )'*(/% +%)0'% -')'-% *( %(/ ( %' ;+( ( /(;+(/'-'()0 /,(J') /(;+(/'-'()0 +(/'/ *( $.5-2 (/'% 2 *( 571 37" ') (-%/> %/% % ,%%*+0' ;+( ( )'*(/ 0()(/ ( /(,+(/? /(;+(/'* %+%* ( 4 *( 57.VER DETALLESDE LOS PLANOS. D( % -'-% -%)(/% ( /(,+(/? )(>%0'& %+%* / (


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,0X%/( ( *( 3.=3-2" ') (-%/> %+ /(%'?%* -%)+%-()0( (0%) //(0%/% 0()(/ ,%% *+0' ( %' ;+( ( 0'()( 2 *( 57

E ,0X%/( (0% *'(%)* / ((- % &'>% 3=J4=*( (( C *( /'-(/ )'&( (>) (ACI 317 *( 2==7 )'*(/% +%)0'% -')'-% *( %(/ ( %' ;+( ( /(;+(/'-'()0 /,(J') /(;+(/'-'()0 +(/'/ *( 3.$2-2 (/'% -() *( 2 *( 57" ') (-%/> %/% %


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,%% *+0' ;+( ( )'*(/ 0()(/ ( /(,+(/? /(;+(/'* %+%* ( 2*( 57.VERDETALLES DE LOS PLANOS. D( % -'-% -%)(/% ( /(,+(/? )(>%0'& %+%* / (,0X%/( ( *( 2.42-2" ') (-%/> %+ /(%'?%* -%)+%-()0( (0%) //(0%/% 0()(/ ,%% *+0' ( %' ;+( ( 0'()( 2 *( 57

b N0%: L% *'0/'+'6) *( /(,+(/? *(0(/-')%*% / ( ,0X%/( ( /(,(/()'%.L% *'0/'+'6) - 60'-% *(,')'0'&% ( % ')*'%*% () /((0'& P%) *(/(0.

DISEO DE ESCALERA TIPOF:

P/(0 *( (%(/%

MODELO PLANTEADO:

t=0.15 m, garganta dela escalera definida , ancho=1m

METRADO DE CARAGAS:

.u2="p+"acabado

"p=1.4C=1.41 m0.15m2400 $g

m3 =

504 $g

m


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"acabado=1.41m100 $g

m2 =

140 $g

m

"sobrecarga=1.71m200 $g

m2

=340 $g

m

.u1=504$g

m+140

$g

m+340

$g

m=984

$g

m5 0.984

ton

m

.u2="p+"acabado

.u2="p+"acabado+"s /c

dondeCp=contra paso=0.25 m y " :paso=0.175 m

Hm=h+Cp

2=

t

cosAi , donde>=1.80tonm3 y Ai :area dela secciontransversal del elemento


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PARA LA VIGA TRANSVERSAL

conlos datos ya conocidoshallamos Hi=0.80&'C"i

Hi=0.800.412.51.80.15=0.216 ton /m2

hallamos elrefuerzo longitudinal de traccion debidoa la felexion

+

-u

+

As

usamos 2de 3/8 I>+% () % %/% +(/'/ 2 *( 37 0/%%%/(- ) +)% VIGA 4 *(

37 ) +) /(,+(/? -@)'- () (0/' - ( *(0%% () %)

PARA LA COLUMNA DE CONFINAMIENTO

At=2.40 m0.216=0.518ton

m


77/77

+

-u

+

As

usamos 2de 1/2 I>+% () % %/% +(/'/ 2 *( 12 0/%%%/(- ) +)% CA92 *( 412 ) +) /(,+(/? -@)'- () (0/' - ( *(0%% () %).

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Memoria de Calculo-estructuras Final-judith