Upload
jose-eduardo-corimanya
View
227
Download
0
Embed Size (px)
Citation preview
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
1/73
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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
2/73
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.
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
3/73
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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
4/73
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-
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
5/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
6/73
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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
7/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
8/73
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:
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
9/73
ACTORES DE ANALISIS
P%/% %-6% *'/(')(
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
10/73
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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
11/73
MUROS EN DIRECCION
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
12/73
MUROS EN DIRECCION Y
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
13/73
5J
ZUSN
A1
0L
COMPROBANDO:
E0% *()'*%* *( -+/ %0',%() /(8+(/'-'()0 (H';'* / % )/-% *(*'(.
METRADO DE CARGAS: 1ER7 ,DO Y ER NIVEL:
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
14/73
METRADO DECARGAS SEGUNDO NIVEL:
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
15/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
16/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
17/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
18/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
19/73
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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
20/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
21/73
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:
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
22/73
C)'*(/%')( 0-%*% %/% % ;()(/%') *( % (+*%((/%') ((0/%
%a=&'C%
( g respuestade aceleraciones
E) *'/(')
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
23/73
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(;+)*
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
24/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
25/73
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:
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
26/73
PRIMER MODO DE VIBRACION
C- ( +(*( %/('%/ ( /'-(/ -* *( &'6/%') (0@ () ( /%); (/-'0'* T .2227 ( *(%=%-'()0 ( *( 0/%%') () ( (?(
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
27/73
C- ( +(*( %/('%/ ( (;+)* -* *( &'6/%') ( T .11# 7 ( *(%=%-'()0 (*( 0/%%') () ( (?( Y
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
28/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
29/73
nuestros calculos efectuadosmanualmente son :*+=81.83 ton
L% /0%)0( (0@0'% () % *'/(') Y
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
30/73
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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
31/73
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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
32/73
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.
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
33/73
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
#.$.4 Y SAP 2 V14." %/% % (H0/%') *( (,+(/= () ((-()0 /')'%( *( %(0/+0+/%.
1.- DETERMINACION DE
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
34/73
!losa=3001 g
m2paraespesorde losah=20cm
!piso terminado=100 #g
m 2
!cm=!losa+!piso terminado
2C=300+100=400 #g
m2
!sobrecarga=200#g
m2portratarse de una edificacion comun
2C*=200 #g
m2 +
250 #g
m2 =
450 #g
m2 losasirve comocomo cochera
2u=1.42C+1.72C* combinacion para cargade gravedad
2u=1.4400+1.7450#g
2u=1325#g/m 2
E *'( *( % ( /(%'=%/% *( %+(/* % +)% &';+(0% %6(- 8+( +0''=%/(- &';+(0%*( 1- *( %) 7 %*/' *( 3-H3-H2- *( %0+/%" / ()*( ()0/( (?( 7 (?( *(&';+(0% %6/@ +)% *'0%)'% *( 4- / 0%)0:
0.4m l 3 3 3 3.1 vigueta
1ml33333333.xvigetas
en1ml=2.5viguetas
!%%- % %/;% 8+( /0% +)% &';+(0% / -(0/ ')(% 7 / &';+(0%
2u=
1325 #g
m 2 1ml
2.5 viguetas =
530 #g
mlvigueta
2u=0.53 tonf
mlvigueta
!muro1 er tramo=1900 #g
m 32.60 m0.15 m=741
#g
m
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
35/73
!muro1 er tramo=741#g
m1.4=
1037.4 #g
m
T/%6%?%- ) (0% *'0/'6+') *( %/;%: ) ( /;/%-% SAP 2 V.14 &%- %*(0(/-')%/ --()0 () (0% &';+(0%
A';)%') *( %/;%" 0()(- * 0/%- A
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
36/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
37/73
+
s
entonces utilizamos acerode s=1/2
REUER3O RE2UERIDO: PUNTO C =ac"$* &"(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>*?
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
38/73
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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
39/73
s (4 )=3 /8 @30cm superior e inferior
VER DETALLE EN PLANOS
.- DISEO DE VIGA VP-1 E
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
40/73
!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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
41/73
R"'"$)* &"(a#i>* "& "@#$"m* i)'i"$d*
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
42/73
D)*(:d=h6=406=34cm
b=25cm
1u=6.21105
25342
1u=21.48 cuya cuantiaes 5=0.0062
s
s
utilizamos acerode35 /8=5.94 cm 2
R"'"$)* 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"$"cB*:
1u=5.08105
25342
1u=17.6 cuyacuantiaes 5=0.0050
s
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
43/73
s
utilizamos acerode35 /8
P%/% +)',/-'=%/ %(/ )(;%0'& &(/ /0( *( %(/ () %)
DISEO POR CORTANTE:
*u8*n E) 0*% % (')( *( ((-()0
*n=*c+*s A/0( *( )/(0 7 /(,+(/=
*c=0.532102534
*c=6528.36 #gf 7 6.53tonf
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
44/73
C/0%)0( () % %/0( '=8+'(/*%
C/0%)0( () % %/0( *(/(%:
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
45/73
L% /0%)0( () ( /;/%-% ( 0'()() 8+( ')&(/0'/" (/ ) /((/+0'/@ %/% )+(0/ *'(
!%%- % /0%)0( -@H'-% % +)% *'0%)'% *( * 7 (/@:
*ud=7.30tonf
C-*ud>*c
N(('0%- %(/ /(,+(/= ) (0/'6 %/% % +% +0''=%- (0/'6 *( 3K
s 3 /8 = 0.71cm2
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
46/73
*s=*ud
*c acero quese necesita
*s=7.30
0.756.53=3.20 tonf 7 3200 #gf
%=vfyd
*s
D)*( S ( % (%/%') 8+( *(6(/>% *( 0()(/ (0/'6 *( 3K
%=20.71420034
3200
%=63.36 cm
E ACI ) /)( 8+(:
zonaen confinamiento % 8d
4o % 830 cm
%=34
4=8.5 cm7 10cm
P+( )+(0/% *'0/'6+') (/@ 3K"1].5" K].1"3].15" RTO].25 TIPO 0
0.-DISEO DE VA Y VS:
E *'( *( &';% %0% ) ( %/@) / ,(H') 0%- / /0(" ( (8+( %
D(,(H')( %)0( %/;% +(/'/( - -+/ 7 %,('=%/" 7 ( '= 8+( 0/%6%?( ( )/(0( *('/ % -/('). D( 0* -* ( +0''= /(,+(/= ->)'- - ( -+(0/%) ()
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
47/73
%) *( *(0%(. Y ( -%/ ( (,+(/= /0%)0( *( % &';% %0% % +%( %/;%)-+/ *( 0%6'8+(/>%.
PARA VA
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
48/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
49/73
u=1.25(0.77+0.18 )+0.95=2.14 tonm
D'/(') Y
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
50/73
DISEO POR CORTANTE
!%%- --()0 )-')%( %/%:
!u1=1.25 (19.14+5.18 )=30.4 ton
pcolumna=2.602.4g=2.602.4.25.50=0.78 ton
!u2=1.25 (19.14+5.18+.78 )+8.70=40.08 ton
D( *'%;/%-% *( ')0(/%') ( 60'()(:
CARGA M&
1 3.4 1#.$, 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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
51/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
52/73
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
53/73
!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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
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(/%%*
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
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
7/25/2019 Memoria de Calculo-estructuras-juan Vilca
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