PLANTILLA DISEÑO ALBAÑILERIA

7/18/2019 PLANTILLA DISEÑO ALBAÑILERIA

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ALBAÑILERIA ESTRUCTURAL

ANALISIS Y DISEÑO DE UN EDIFICIO

CARACTERISTICAS DE LA EDIFICACION

Altura Libre h= 2.4

Columnas C-1 0.15 0.3Columnas C-2 0.25 0.25

Vigas 0.25 0.2Losa Unidirecional h= 0.20Area de la lanta A= 54.53

CARACTERISTICAS DE LOS MATERIALES

Concreto !"c= 1#5 $g%cm2&c= 1'(431.35 $g%cm2

Acero !)= 4200 $g%cm2Alba*ileria ilas !"m= +5 $g%cm2

,uretes V"m= (.1 $g%cm2&m= 32500 $g%cm2

Ladrillo = olido de arcilla i/o V maimo 30 de,ortero = 14 Cemento Arena gruesa

CARGAS UNITARIAS

Concreto Armado eso &s/= 2400obrecarga iienda s%c= 200obrecarga aotea s%c= 150

,uros de alba*ileria eso &s/= 1'00

Losa 0.20m = 300iso terminado = 100

REQUISITOS ESTRUCTURALES MINIMOS

MURO PORTANTE

A) ESPESOR EFECTIVO t h%20 6ona ismica 3

t 0.12 m

t = 0.14 m

B) ESFUERZO AXIAL MAXIMO

&l es!uero aial generado /or la m7ima carga de graedad de sericio ) el 100sobrecarga8 ser7 in!eior a

Calculamos las cargas en el muro 9-3

ELEMENTO L (m) h (m) anch (m) P!E! ("#$m%)P&'& 3.2( 2.40 0.14 1.'0

V#a +.(5 0.20 0.25 2.40La area= 11.## 0.30PT area= 11.## 0.10



S*'+ca'#a s%c= 0.2 s%c= 0.15

Pm,

-, ./!0%1

, 2.!.3

, 24!/

O"555

C) DENSIDAD MINIMA DE MUROS REFORZADOS

MURO L (m) 6 (m) L76 (m8)X93 4.35 0.24 1.044X98 2.50 0.24 0.+00X9% 2.50 0.24 0.+00

TOTAL 8!811MURO L (m) 6 (m) L76 (m8)

Y93 (.20 0.14 1.14(Y98 2.#0 0.14 0.3#(

Y9% 3.03 0.14 0.424Y91 (.20 0.14 1.14(

TOTAL %!:2.

L7;6, 2.244 Z, 0.4L<;6, 3.0'( U, 1

A&, 54.530 S, 1.2

N, 4

0.0412 0.0343

0.05+( 0.0343

METRADO DE CARGAS

A) CARGA MUERTA

MURO L (m) 6 (m) = (m)X93 4.35 0.24 2.40X98 2.50 0.24 2.40X9% 2.50 0.24 2.40Y93 (.20 0.14 2.40Y98 2.#0 0.14 2.40

Y9% 3.03 0.14 2.40Y91 (.20 0.14 2.40

6n$m8



LOSAS

P!E! (6n$m8)54.53 0.30

B) CARGA VIVA

rimer8 egundo ) ercer iso

54.53 0.20

Aotea

54.53 0.10

CM CV CM > CVP'm+' P 40.#2 10.'1 51.+3S+#?n@ P 40.#2 10.'1 51.+3T+'c+' P 40.#2 10.'1 51.+3C?a'6 P 40.#2 5.45 4+.1#

8:3!:/

eso /or unidad de Areaeso /or unidad de Area ultimo /iso

P, 348!18 6n

CENTRO DE MASAS

MURO (6n) X (m) Y (m) ;X (6n9m)X93 4.#+1 3.325 (.0#5 15.(2'X98 2.#3+ 2.400 5.125 +.5++X9% 2.#3+ 2.400 0.125 +.5++Y93 5.235 0.0#5 4.100 0.3'3

Y98 1.#24 3.5#5 +.+00 +.1+2

Y9% 1.'34 3.5#5 1.#+3 +.'15Y91 5.235 +.5#5 4.100 34.41'

TOTAL 81!%0:1 40!./3

Xcm, %!3// mYcm, 1!/%4 m

CALCULO DEL CORTANTE BASAL

A) SISMO MODERADOZ, 0.4 6ona 3

U, 1.0 Categoria de la &di!icacionC, 2.5 :actor de Am/li!icacion ismica

S, 1.2

A'+a (m8)

A'+a (m8) S$C (6n$m8)

A'+a (m8) S$C (6n$m8)

uelos ;ntermedios 2



R, + Alba*ileria

V, %1!1. 6n 20

CALCULO DE FUERZAS INERCIALES Y CORTANTES

PISO h (m) P (6n) P;h (6n9m) FACTOR

3 2.+0 51.+3 134.23 0.108 5.20 51.+3 2+(.45 0.21% #.(0 51.+3 402.+( 0.311 10.40 4+.1# 4(0.1' 0.3#

TOTAL 38./!// 3!::

A) SISMO SEVERO

R, 3 Alba*ileria

V, 0.!24 6n 40


PISO h (m) P (6n) P;h (6n9m) FACTOR 1 2.+0 51.+3 134.23 0.102 5.20 51.+3 2+(.45 0.213 #.(0 51.+3 402.+( 0.314 10.40 4+.1# 4(0.1' 0.3#

TOTAL 38./!// 3!::

CALCULO DE RIGIDECES

DIRECCION XMURO L (m) h (m) 6 (m)

X93 4.35 2.40 0.24 33520.2+

X98 2.50 2.40 0.24 12151.53X9% 2.50 2.40 0.24 12151.53Y93 0.14 2.40 (.20 131.'1Y98 0.14 2.40 2.#0 43.43Y9% 0.14 2.40 3.03 4(.#4Y91 0.14 2.40 (.20 131.'1

TOTAL /.342!%%

DIRECCION YMURO L (m) h (m) 6 (m)

X93 0.24 2.40 4.35 350.(1X98 0.24 2.40 2.50 201.+1X9% 0.24 2.40 2.50 201.+1Y93 (.20 2.40 0.14 4+50#.4#Y98 2.#0 2.40 0.14 (30(.''Y9% 3.03 2.40 0.14 1042+.20

Y91 (.20 2.40 0.14 4+50#.4#TOTAL 338/:1!30

CALCULO DEL CENTRO DE RIGIDEZ

DIRECCION X

"X

"Y



X (m) Y (m)X93 3.325 350.(1 11++.43 (.0#5X98 2.400 201.+1 4(3.(# 5.125X9% 2.400 201.+1 4(3.(# 0.125Y93 0.0#5 4+50#.4# 34((.0+ 4.100Y98 3.5#5 (30(.'' 2'#04.+5 +.+00Y9% 3.5#5 1042+.20 3#2#3.++ 1.#+3

Y91 +.5#5 4+50#.4# 305#(+.+0 4.100TOTAL 338/:1!30 %4.%.4!31

Xc', %!%0 mYc', /!44 m

0!9 CALCULO DE LAS CARGAS P# Y Pm PARA CADA MURO

MURO X93 AT (m8),PISO CM(6n) CV(6n) P+P'& Pm(6n)

1 0.(( 0.33 4.#+1 5.'#% 0.(( 0.44 4.#+1 12.058 0.(( 0.44 4.#+1 1(.133 0.(( 0.44 4.#+1 24.21


1 1.02 0.3( 2.#3+ 4.14% 1.02 0.51 2.#3+ (.40

8 1.02 0.51 2.#3+ 12.+#3 1.02 0.51 2.#3+ 1+.'4

MURO X9% AT (m8),PISO CM(6n) CV(6n) P+P'& Pm(6n)

1 0.4' 0.1( 2.#3+ 3.41% 0.4' 0.25 2.#3+ +.('8 0.4' 0.25 2.#3+ 10.3+3 0.4' 0.25 2.#3+ 13.(3

MURO Y93 AT (m8),PISO CM(6n) CV(6n) P+P'& Pm(6n)

1 4.12 1.55 5.235 10.'1% 4.12 2.0+ 5.235 22.33

8 4.12 2.0+ 5.235 33.#53 4.12 2.0+ 5.235 45.1#


1 3.#4 1.40 1.#24 +.(+% 3.#4 1.(# 1.#24 14.1'8 3.#4 1.(# 1.#24 21.523 3.#4 1.(# 1.#24 2(.(4

MURO Y9% AT (m8),PISO CM(6n) CV(6n) P+P'& Pm(6n)

1 4.#1 1.## 1.'34 (.41% 4.#1 2.35 1.'34 1#.408 4.#1 2.35 1.'34 2+.40

"Y "Y;X



3 4.#1 2.35 1.'34 35.40


1 4.0# 1.53 5.235 10.(3% 4.0# 2.04 5.235 22.1(8 4.0# 2.04 5.235 33.52

3 4.0# 2.04 5.235 44.(+

DISTRIBUCION DE LAS FUERZAS CORTANTES POR TRASLACION

MUROD'+ccn X 3ER! PISO 8DO! PISO %ER! PISO

X93 5#.+15 1'.(+( 1#.#'4 13.+45X98 20.((+ #.202 +.450 4.'4+X9% 20.((+ #.202 +.450 4.'4+

TOTAL %1!84 %:!02 8%!/1

MUROD'+ccn Y 3ER! PISO 8DO! PISO %ER! PISO

Y93 41.33( 14.255 12.#+# '.#'0Y98 #.3(5 2.54# 2.2(1 1.#4'Y9% '.2+# 3.1'+ 2.(+2 2.1'5Y91 41.33( 14.255 12.#+# '.#'0

TOTAL %1!8/ %:!0. 8%!/8

CALCULO DE LA INERCIA POLAR

MURO X(m) Y(m) "7 (6n$m) "< (6n$m)

X93 3.325 (.0#5 33520.2+4 350.(0+X98 2.400 5.125 12151.531 201.+13X9% 2.400 0.125 12151.531 201.+13Y93 0.0#5 4.100 131.'11 4+50#.4+#Y98 3.5#5 +.+00 43.434 (30(.''3Y9% 3.5#5 1.#+3 4(.#43 1042+.200Y91 +.5#5 4.100 131.'11 4+50#.4+#

TOTAL

IP, 3///4%.!40% 6n9m

CALCULO DE FUERZA CORTANTE POR ROTACION PARA CADA MURO

d=<i-<cr

d=9i-9cr

CALCULO DE EXENTRICIDAD TEORICA CALCULO

Xcm, 3.155 m L7,Ycm, 4.53# m L<,

Xc', 3.3+3 mYc', 5.##4 m+<,

+<, 3!8%4 m +7,

VTRASLACION VTRASLACION VTRASLACION


( ) T T M d Rigidez

d Rigidez V ×

×

×=

∑ 2



+7, :!8:2 m

EXENTRICIDADES TOTALES

3=&6+ 8=&6++7, 0.+1' 0.201 analisis /ara los dos casos+<, 1.5#0 0.'05 analisis /ara los dos casos

PRIMER NIVELY9Y

CALCULO DEL MOMENTOV,

+7 (3), 0.+1' m M3,+7 (8), 0.201 m M8,

MURO "< (6n$m) X (m) V3'6 (6n) V8'6 (6n)Y93 4+50#.4+# 0.0#5 -2.10 -0.+(Y98 (30(.''3 3.5#5 0.02 0.01Y9% 1042+.200 3.5#5 0.03 0.01Y91 4+50#.4+# +.5#5 2.05 0.+#

X9X

CALCULO DEL MOMENTO

V,

+< (3), 1.5#0 m M3,+< (8), 0.'05 m M8,

MURO "7 (6n$m) Y (m) V3'6 (6n) V8'6 (6n)X93 33520.2+4 (.0#5 5.50 3.1#X98 12151.531 5.125 0.#4 0.43X9% 12151.531 0.125 -1.3# -0.#'

SEGUNDO NIVEL

Y9Y


+7 (3), 0.+1' m M3,+7 (8), 0.201 m M8,

MURO "< (6n$m) X (m) V3'6 (6n) V8'6 (6n)Y93 4+50#.4+# 0.0#5 -1.(( -0.+1Y98 (30(.''3 3.5#5 0.02 0.01Y9% 1042+.200 3.5#5 0.03 0.01

Y91 4+50#.4+# +.5#5 1.(3 0.+0

X9X




+< (3), 1.5#0 m M3,+< (8), 0.'05 m M8,

MURO "7 (6n$m) Y (m) V3'6 (6n) V8'6 (6n)X93 33520.2+4 (.0#5 4.'2 2.(4X98 12151.531 5.125 0.+# 0.3(X9% 12151.531 0.125 -1.23 -0.#1

TERCER NIVELY9Y


+7 (3), 0.+1' m M3,+7 (8), 0.201 m M8,

MURO "< (6n$m) X (m) V3'6 (6n) V8'6 (6n)Y93 4+50#.4+# 0.0#5 -1.44 -0.4#Y98 (30(.''3 3.5#5 0.02 0.01Y9% 1042+.200 3.5#5 0.02 0.01Y91 4+50#.4+# +.5#5 1.41 0.4+

X9X

CALCULO DEL MOMENTO V,

+< (3), 1.5#0 m M3,+< (8), 0.'05 m M8,

MURO "7 (6n$m) Y (m) V3'6 (6n) V8'6 (6n)X93 33520.2+4 (.0#5 3.## 2.1(X98 12151.531 5.125 0.51 0.2'X9% 12151.531 0.125 -0.'4 -0.54

CUARTO NIVELY9Y


+7 (3), 0.+1' m M3,+7 (8), 0.201 m M8,

MURO "< (6n$m) X (m) V3'6 (6n) V8'6 (6n)Y93 4+50#.4+# 0.0#5 -0.#( -0.2+Y98 (30(.''3 3.5#5 0.01 0.00

Y9% 1042+.200 3.5#5 0.01 0.00

Y91 4+50#.4+# +.5#5 0.#+ 0.25



X9X


+< (3), 1.5#0 m M3,+< (8), 0.'05 m M8,

MURO "7 (6n$m) Y (m) V3'6 (6n) V8'6 (6n)X93 33520.2+4 (.0#5 2.05 1.1(X98 12151.531 5.125 0.2( 0.1+X9% 12151.531 0.125 -0.51 -0.2'

CALCULO DE FUERZA CORTANTE TOTAL

PRIMER NIVELMURO V6'a (6n) V'6 (6n) V66a (6n)

X93 1'.(# 5.50 25.3+X98 #.20 0.#4 #.'5X9% #.20 0.#' #.''Y93 14.2+ 0.+( 14.'4Y98 2.55 0.02 2.5#Y9% 3.20 0.03 3.23Y91 14.2+ 2.05 1+.30

SEGUNDO NIVELMURO V6'a (6n) V'6 (6n) V66a (6n)

X93 1#.#' 4.'2 22.#1

X98 +.45 0.+# #.12X9% +.45 0.#1 #.1+Y93 12.## 0.+1 13.3(Y98 2.2( 0.02 2.30Y9% 2.(+ 0.03 2.('Y91 12.## 1.(3 14.+0

TERCER NIVELMURO V6'a (6n) V'6 (6n) V66a (6n)

X93 13.+4 3.## 1#.42X98 4.'5 0.51 5.4+X9% 4.'5 0.54 5.4'

Y93 '.#' 0.4# 10.2+Y98 1.#5 0.02 1.##Y9% 2.1' 0.02 2.22Y91 '.#' 1.41 11.20

CUARTO NIVELMURO V6'a (6n) V'6 (6n) V66a (6n)

X93 #.42 2.05 '.4#X98 2.+' 0.2( 2.'#X9% 2.+' 0.2' 2.''Y93 5.32 0.2+ 5.5(

Y98 0.'5 0.01 0.'+Y9% 1.1' 0.01 1.21Y91 5.32 0.#+ +.0'



VERIFICACION DE LA RESISTENCIA AL CORTE DE LOS MUROS

CALCULO DE Vm DE CADA MURO

MOMENTOS DE VOLTEO (Tn!m)

MURO 8@ PISO M8 %+' PISO M%

X93 1'4.'24 12(.'(0 +'.'21X98 +1.0## 40.414 21.'0'X9% +1.41# 40.+3' 22.031Y93 114.(03 #5.'+5 41.1(1Y98 1'.#5( 13.0#4 #.0(#

Y9% 24.#'3 1+.405 (.('3Y91 125.2'4 (2.'0+ 44.'44

CALCULO M+ V+ Y Vm DE CADA MURO

MURO X93PISO V+ (6n) M+ (6n9m) L(m) 6(m)

1 '.4# 24.+3 4.35 0.24% 1#.42 +'.'2 4.35 0.24

8 22.#1 12(.'( 4.35 0.243 25.3+ 1'4.'2 4.35 0.24

lo se/aramos en dos /artes debido a ue le llega un muro tranersal

MURO X93APISO V+ (6n) M+ (6n9m) L(m) 6(m)

1 5.2( 13.#3 2.425 0.24% '.#1 3(.'( 2.425 0.24

8 12.++ #1.'0 2.425 0.243 14.14 10(.++ 2.425 0.24

MURO X93BPISO V+ (6n) M+ (6n9m) L(m) 6(m)

1 4.1' 10.'0 1.'25 0.24% #.#1 30.'4 1.'25 0.248 10.05 5#.0( 1.'25 0.243 11.22 (+.2+ 1.'25 0.24


1 2.'# #.#2 2.50 0.24% 5.4+ 21.'1 2.50 0.248 #.12 40.41 2.50 0.243 #.'5 +1.0( 2.50 0.24

MURO X9%PISO V+ (6n) M+ (6n9m) L(m) 6(m)

3+' PISOM3

Vm 0.5νm⋅ α⋅ t⋅ L⋅ 0.23P g⋅+= 1

3α≤

VeL⋅

Me

1≤= νm



1 2.'' #.#+ 2.50 0.24% 5.4' 22.03 2.50 0.248 #.1+ 40.+4 2.50 0.243 #.'' +1.42 2.50 0.24

MURO Y93PISO V+ (6n) M+ (6n9m) L(m) 6(m)

1 5.5( 14.51 (.20 0.14% 10.2+ 41.1( (.20 0.148 13.3( #5.'+ (.20 0.143 14.'4 114.(0 (.20 0.14


1 0.'+ 2.50 2.#0 0.14% 1.## #.0' 2.#0 0.148 2.30 13.0# 2.#0 0.141 2.5# 1'.#+ 2.#0 0.14

MURO Y9%PISO V+ (6n) M+ (6n9m) L(m) 6(m)

1 1.21 3.13 3.03 0.14% 2.22 (.(' 3.03 0.148 2.(' 1+.41 3.03 0.143 3.23 24.#' 3.03 0.14


1 +.0' 15.(3 (.20 0.14% 11.20 44.'4 (.20 0.14

8 14.+0 (2.'1 (.20 0.143 1+.30 125.2' (.20 0.14

VERIFICACION CONTROL DE FISURACION

MURO X93APISO V+(6n) Vm(6n) V+:!//Vm

1 5.2( 22.(# O"555% '.#1 1+.02 FISURA5558 12.++ 12.#4 FISURA5553 14.14 11.42 FISURA555

MURO X93BPISO V+(6n) Vm(6n) V+:!//Vm

1 4.1' 14.+1 O"555% #.#1 10.4( FISURA5558 10.05 (.+1 FISURA5553 11.22 '.2+ FISURA555

MURO X98PISO V+(6n) Vm(6n) V+:!//Vm

1 2.'# 24.25 O"555

Ve 0.55Vm⋅≤



% 5.4+ 1+.'1 O"5558 #.12 13.3# O"5553 #.'5 11.+# FISURA555

MURO X9%PISO V+(6n) Vm(6n) V+:!//Vm

1 2.'' 24.12 O"555

% 5.4' 1+.+4 O"5558 #.1+ 12.'# FISURA5553 #.'' 11.12 FISURA555

MURO Y93PISO V+(6n) Vm(6n) V+:!//Vm

1 5.5( 4(.#4 O"555% 10.2+ 51.01 O"5558 13.3( 53.2( O"5553 14.'4 55.55 O"555

MURO Y98PISO V+(6n) Vm(6n) V+:!//Vm1 0.'+ 1+.+5 O"555% 1.## 13.00 O"5558 2.30 11.34 O"5553 2.5# 10.(0 O"555

MURO Y9%PISO V+(6n) Vm(6n) V+:!//Vm

1 1.21 1(.(1 O"555% 2.22 1+.2+ O"5558 2.(' 14.12 O"555

3 3.23 13.3' O"555


1 +.0' 4(.#2 O"555% 11.20 50.'( O"5558 14.+0 53.24 O"5553 1+.30 55.50 O"555

VERIFICACION DE LA RESISTENCIA AL CORTE DE LOS MUROS ANTE EL SISMO SEVERO

PISO Vm7 Vm< V+ (R,%) Vm7H1 ('.(5 132.'1 25.#+ O% +3.0+ 131.24 4#.3+ O8 4'.+( 131.'( +1.## NO P3 44.4# 135.24 +(.'# NO P

PISO Vm7 Vm< %VE (R,%) Vm1 ('.(5 132.'1 ##.2' COMPOR!% +3.0+ 131.24 142.0' INEL8 4'.+( 131.'( 1(5.30 INEL3 44.4# 135.24 20+.'0 INEL

DISEÑO DE LOS MUROS



m

mm2

er!oracion

$g%m3$g%m2$g%m2$g%m3

$g%m2$g%m2

O"555

de la

TOTAL (6n)(.3(3.2'14.124.#1



(.(3%2!%8

%2!%8 6n

6ona 3Categoria de la &di!icacion

Alba*iler>a con!inada

O"555O"555

P!E! (Tn$m%) P+ (6n)1.' 4.#+11.' 2.#3+1.' 2.#3+1.' 5.2351.' 1.#24

1.' 1.'341.' 5.23581!%0:

6n$m8

6n$m8

uelos ;ntermedios 2



P+ (6n)1+.35'30!%/2

CM, 1:!432

P+ (6n)10.'0+

3:!2:0

P+ (6n)5.453

/!1/%

CM > :!8/;CV43.4543.4543.4542.0(

348!18 6n

0.'4# 6n$m80.(4# 6n$m8

;Y (6n9m)3(.44214.0220.34221.4+311.3#+

3.41021.4+3

33:!/32

3:!10:

T, :!34%:!0C, .!0/1

hn,CT,

TP,



F (6n) V (6n) M (6n9m)3.+01 %1!1.1 '.3+1#.201 %:!..1 3#.44+10.(02 8%!0.8 (4.25212.((1 38!..3 133.'+1%1!1.

F (6n) V (6n) M (6n9m)#.201 0.!20. 1(.#2314.402 03!404 #4.('121.+03 14!%0/ 1+(.50525.#+2 8/!408 2+#.'230.!20.

5#.+1520.((+20.((+0.22#0.0#50.0(40.22#3::

0.3120.1#'0.1#'41.33(#.3(5'.2+#41.33(3::

DIRECCION Y



"7;Y33520.2+ 2#0+#+.12(+12151.53 +22#+.5'((12151.53 151(.'414131.'1 540.(34#43.43 2(+.++4'4(.#4 (5.'334

131.'1 540.(34#/.342!%% %%/28/!2%0

8!8:P#(6n)

/!4833!1434!8888!2.

8!//P#(6n)

%!./4!4133!083/!/:

3!8%P#(6n)

%!840!/02!./3%!31

3:!%3P#(6n)

2!4/32!08

82!12%2!%4

2!%1P#(6n)

/!.333!4134!008%!/2

33!44P#(6n)

4!:.31!%383!//

"X



8.!4.

3:!3.P#(6n)

2!0232!/:82!%8

%2!31

1TO! PISO

#.4212.+'02.+'038!.:

1TO! PISO

5.3250.'511.1'45.32538!42

"7(Y9Yc')8 "<(X9Xc')8

1##4(0.3+3 0.515511#.(34 1(#.0'3

3(##++.455 1(#.0'33+'.+3' 502((+.55#2'.+3+ 3#2.324#(4.1+( 4+#.1'53+'.+3' 4#'#20.252

/43234!4%/ 2.%.83!:8.

E EXENTRICIDAD ACCIDENTAL

+.+5 m(.20 m

0.333 m0.410 m

VTRASLACION

VTRASLACION



34.4( 6n

21.33 6n9m+.'5 6n9m

V(>) (6n)0.+(0.020.032.05

34.4( 6n

54.13 6n9m31.20 6n9m

V(>) (6n)5.500.#40.#'

30.(( 6n

1'.10 6n9m+.22 6n9m

V(>) (6n)0.+10.020.031.(3



30.(( 6n

4(.4( 6n9m2#.'4 6n9m

V(>) (6n)4.'20.+#0.#1

23.+( 6n

14.+5 6n9m4.## 6n9m

V(>) (6n)0.4#0.020.021.41

23.+( 6n

3#.1# 6n9m21.42 6n9m

V(>) (6n)3.##0.510.54

12.(( 6n

#.'# 6n9m2.5' 6n9m

V(>) (6n)0.2+0.010.010.#+



12.(( 6n

20.22 6n9m11.+5 6n9m

V(>) (6n)2.050.2(0.2'



16 PISO M1

24.+32#.#1(#.#+114.50(2.4'#3.13315.(33

J P# (6n) Vm (6n)1.00 5.#2 43.+01.00 11.4# 44.'20.## 1#.22 3+.350.5# 22.'( 2'.22

J P# (6n) Vm (6n)0.'3 3.(5 22.(#0.+0 #.#4 1+.020.43 11.+2 12.#40.33 15.50 11.42

J P# (6n) Vm (6n)0.#4 3.2# 14.+10.4( +.5+ 10.4(0.34 '.(5 (.+10.33 13.14 '.2+

J P# (6n) Vm (6n)0.'+ 3.(5 24.250.+2 #.#4 1+.'10.44 11.+2 13.3#0.33 15.50 11.+#

J P# (6n) Vm (6n)

8.1

kg

cm2



0.'+ 3.2# 24.120.+2 +.5+ 1+.+40.44 '.(5 12.'#0.33 13.14 11.12

J P# (6n) Vm (6n)1.00 '.#5 4(.#41.00 1'.+2 51.011.00 2'.4' 53.2(1.00 3'.3# 55.55

J P# (6n) Vm (6n)1.00 5.(1 1+.+50.+# 11.#4 13.000.4( 1#.++ 11.340.35 23.5' 10.(0

J P# (6n) Vm (6n)1.00 #.0( 1(.(10.#5 14.31 1+.2+0.53 21.55 14.120.3' 2(.#( 13.3'

J P# (6n) Vm (6n)1.00 '.+' 4(.#21.00 1'.50 50.'(

1.00 2'.32 53.241.00 3'.14 55.50



+ (R,%) Vm<HV+ (R,%)555 O"555555 O"555

ASA555 O"555ASA555 O"555

H%VE Vm<H%VE ELASTICO COMPOR! ELASTICOSTICO INELASTICOSTICO INELASTICOSTICO INELASTICO



ALBAÑILERIA ESTRUCT



Altura Libre h=

Columnas C-1 0.15Columnas C-2 0.25

Vigas 0.25Losa Unidirecional h=Area de la lanta A=


Concreto !"c= 1#5&c= 1'(431.35

Acero !)= 4200Alba*ileria ilas !"m= +5

,uretes V"m= (.1&m= 32500

Ladrillo = olido de arcilla i/o,ortero = 14 Cemento Arena g

CARGAS UNITARIAS

Concreto Armado eso &s/=obrecarga iienda s%c=obrecarga aotea s%c=

,uros de alba*ileria eso &s/=

Losa 0.20m =iso terminado =


MURO PORTANTE

A) ESPESOR EFECTIVO t h%20

t 0.12

t = 0.14


&l es!uero aial generado /or la m7ima carga de graedadsobrecarga8 ser7 in!eior a


ELEMENTO L (m) h (m) anch (m)P&'& 3.2( 2.40 0.14

V#a +.(5 0.20 0.25La area= 11.##PT area= 11.##



S*'+ca'#a s%c= 0.2 s%c=

-, ./!0%1

,

,

O"555


MURO L (m) 6 (m)X93 2.00 0.24X98 1.+0 0.24X9% 2.00 0.24X91 2.00 0.24

TOTALMURO L (m) 6 (m)

Y93 2.+( 0.14

Y98 1.#0 0.14Y9% 2.+3 0.14

Y91 2.#3 0.14Y9/ 2.#0 0.14Y90 2.+( 0.14Y94 1.#0 0.14Y9. 2.+3 0.14

TOTAL

L7;6, 1.(24 Z,L<;6, 2.#23 U,

A&, 54.530 S,N,

0.0334

0.04''

METRADO DE CARGAS

A) CARGA MUERTA

MURO L (m) 6 (m)

X93 2.00 0.24X98 1.+0 0.24X9% 2.00 0.24X91 2.00 0.24



Y93 2.+( 0.14Y98 1.#0 0.14Y9% 2.+3 0.14Y91 2.#3 0.14

Y9/ 2.#0 0.14Y90 2.+( 0.14Y94 1.#0 0.14

Y9. 2.+3 0.14

LOSAS

P!E! (6n$m8)54.53 0.30

B) CARGA VIVA


54.53 0.20

Aotea

54.53 0.10

CM CVP'm+' P 3#.0' 10.'1S+#?n@ P 3#.0' 10.'1T+'c+' P 3#.0' 10.'1C?a'6 P 3#.0' 5.45


P, 3/4!28

CENTRO DE MASAS

MURO (6n) X (m) Y (m)X93 2.1(' 2.400 (.0#5X98 1.#51 4.450 (.0#5X9% 2.1(' 2.400 5.125X91 2.1(' 2.400 0.125

Y93 1.#11 0.0#5 1.+3(Y98 1.0(5 0.0#5 4.125Y9% 1.+#' 0.0#5 +.5((

Y91 1.#43 3.5#5 1.+13Y9/ 1.#24 3.5#5 +.+00Y90 1.#11 +.5#5 1.+3(

A'+a (m8)

A'+a (m8) S$C (6n$m8)

A'+a (m8) S$C (6n$m8)



Y94 1.0(5 +.5#5 4.125Y9. 1.+#' +.5#5 +.5((

TOTAL 8:!4%1%

Xcm, %!302Ycm, 1!/18



U, 1.0 Categoria de la &di!ic

C, 2.5 :actor de Am/li!icaci

S, 1.2

R, + Alba*ileria

V, %3!/. 6n

PISO h (m) P (6n) P;h (6n9m)3 2.+0 4(.00 124.(08 5.20 4(.00 24'.+0% #.(0 4(.00 3#4.3'1 10.40 42.55 442.4(

TOTAL 3323!84

A) SISMO SEVERO

R, 3 Alba*ileria

V, 0%!34 6n

PISO h (m) P (6n) P;h (6n9m)1 2.+0 4(.00 124.(02 5.20 4(.00 24'.+03 #.(0 4(.00 3#4.3'4 10.40 42.55 442.4(

TOTAL 3323!84


DIRECCION X

MURO L (m) h (m) 6 (m)X93 2.00 2.40 0.24X98 1.+0 2.40 0.24

X9% 2.00 2.40 0.24X91 2.00 2.40 0.24Y93 0.14 2.40 2.+(Y98 0.14 2.40 1.#0

Y9% 0.14 2.40 2.+3Y91 0.14 2.40 2.#3Y9/ 0.14 2.40 2.#0Y90 0.14 2.40 2.+(Y94 0.14 2.40 1.#0Y9. 0.14 2.40 2.+3

TOTAL

uelos ;ntermedios




X93 0.24 2.40 2.00X98 0.24 2.40 1.+0X9% 0.24 2.40 2.00X91 0.24 2.40 2.00

Y93 2.+( 2.40 0.14Y98 1.#0 2.40 0.14Y9% 2.+3 2.40 0.14

Y91 2.#3 2.40 0.14Y9/ 2.#0 2.40 0.14Y90 2.+( 2.40 0.14Y94 1.#0 2.40 0.14Y9. 2.+3 2.40 0.14

TOTAL


MURODIRECCION X

X (m)X93 2.400 1+1.2' 3(#.10X98 4.450 12'.03 5#4.1'X9% 2.400 1+1.2' 3(#.10X91 2.400 1+1.2' 3(#.10Y93 0.0#5 (1(4.54 +13.(4Y98 0.0#5 2'3#.32 220.30Y9% 0.0#5 #(#5.+3 5'0.+#Y91 3.5#5 (4'+.5' 303#5.31Y9/ 3.5#5 (30(.'' 2'#04.+5

Y90 +.5#5 (1(4.54 53(13.3+Y94 +.5#5 2'3#.32 1'312.(5Y9. +.5#5 #(#5.+3 51#(2.2'

TOTAL //13%!14 3..31.!40

Xc', %!1: mYc', /!:8 m


MURO X93PISO CM(6n) CV(6n) P+P'&1 0.4( 0.1( 2.1('% 0.4( 0.24 2.1('8 0.4( 0.24 2.1('

3 0.4( 0.24 2.1('

MURO X98PISO CM(6n) CV(6n) P+P'&

1 0.40 0.15 1.#51% 0.40 0.20 1.#518 0.40 0.20 1.#51

3 0.40 0.20 1.#51

MURO X9%

"Y "Y;X



PISO CM(6n) CV(6n) P+P'&1 1.02 0.3( 2.1('% 1.02 0.51 2.1('8 1.02 0.51 2.1('

3 1.02 0.51 2.1('

MURO X91

PISO CM(6n) CV(6n) P+P'&1 0.4' 0.1( 2.1('% 0.4' 0.25 2.1('8 0.4' 0.25 2.1('3 0.4' 0.25 2.1('

MURO Y93PISO CM(6n) CV(6n) P+P'&

1 1.+' 0.+3 1.#11% 1.+' 0.(4 1.#118 1.+' 0.(4 1.#11

3 1.+' 0.(4 1.#11


1 1.0+ 0.40 1.0(5% 1.0+ 0.53 1.0(58 1.0+ 0.53 1.0(53 1.0+ 0.53 1.0(5

MURO Y9%PISO CM(6n) CV(6n) P+P'&

1 1.3( 0.52 1.+#'

% 1.3( 0.+' 1.+#'8 1.3( 0.+' 1.+#'3 1.3( 0.+' 1.+#'


1 4.#1 1.## 1.#43% 4.#1 2.35 1.#438 4.#1 2.35 1.#433 4.#1 2.35 1.#43

MURO Y9/PISO CM(6n) CV(6n) P+P'&1 3.#4 1.40 1.#24% 3.#4 1.(# 1.#24

8 3.#4 1.(# 1.#243 3.#4 1.(# 1.#24


1 1.#0 0.+4 1.#11% 1.#0 0.(5 1.#118 1.#0 0.(5 1.#11

3 1.#0 0.(5 1.#11

MURO Y94



PISO CM(6n) CV(6n) P+P'&1 1.1( 0.44 1.0(5% 1.1( 0.5' 1.0(58 1.1( 0.5' 1.0(5

3 1.1( 0.5' 1.0(5

MURO Y9.

PISO CM(6n) CV(6n) P+P'&1 1.4' 0.5+ 1.+#'% 1.4' 0.#5 1.+#'8 1.4' 0.#5 1.+#'3 1.4' 0.#5 1.+#'


MUROD'+ccn X 3ER! PISO 8DO! PISO

X93 2#.5## (.#10 #.#'#

X98 1+.105 5.0(# 4.554X9% 2#.5## (.#10 #.#'#X91 2#.5## (.#10 #.#'#

TOTAL %3!88 84!2/

MUROD'+ccn Y 3ER! PISO 8DO! PISO

Y93 14.##0 4.++5 4.1#+Y98 5.301 1.+#4 1.4''Y9% 14.212 4.4(' 4.01'Y91 15.333 4.(43 4.335

Y9/ 14.''5 4.#3+ 4.240Y90 14.##0 4.++5 4.1#+Y94 5.301 1.+#4 1.4''Y9. 14.212 4.4(' 4.01'

TOTAL %3!8% 84!20


MURO X(m) Y(m) "7 (6n$m)X93 2.400 (.0#5 #420.0'1X98 4.450 (.0#5 4333.333X9% 2.400 5.125 #420.0'1

X91 2.400 0.125 #420.0'1Y93 0.0#5 1.+3( 43.112Y98 0.0#5 4.125 2#.34#Y9% 0.0#5 +.5(( 42.30(Y91 3.5#5 1.+13 43.'1#Y9/ 3.5#5 +.+00 43.434Y90 +.5#5 1.+3( 43.112Y94 +.5#5 4.125 2#.34#Y9. +.5#5 +.5(( 42.30(

IP, 0283:3!8:3 6n9m


VTRASLACION VTRASLACION




d=<i-<cr

d=9i-9cr

CALCULO DE EXENTRICIDAD TEORICA

Xcm, 3.1+' mYcm, 4.542 mXc', 3.3'5 mYc', 5.023 m

+<, :!1.3 m+7, :!880 m


3 =&! 8 =&!+7, 0.+3+ 0.1(4 analisis /ara los dos+<, 0.(13 0.14( analisis /ara los dos

PRIMER NIVELY9Y

CALCULO DEL MOMENTO

+7 (3), 0.+4 m+7 (8), 0.1( m

MURO "< (6n$m) X (m) V3'6 (6n)Y93 (1(4.541 0.0#5 -0.#'Y98 2'3#.31+ 0.0#5 -0.2(Y9% #(#5.+34 0.0#5 -0.#+Y91 (4'+.5'0 3.5#5 0.04Y9/ (30(.''3 3.5#5 0.04

Y90 (1(4.541 +.5#5 0.#+Y94 2'3#.31+ +.5#5 0.2#

Y9. #(#5.+34 +.5#5 0.#3

X9X

CALCULO DEL MOMENTO

+< (3), 0.(1 m+< (8), 0.15 m

MURO "7 (6n$m) Y (m) V3'6 (6n)X93 #420.0'1 (.0#5 1.2'

( ) T T M d Rigidez

d RigidezV ×

×

×=

∑ 2



X98 4333.333 (.0#5 0.#5X9% #420.0'1 5.125 0.4(X91 #420.0'1 0.125 -0.'0

SEGUNDO NIVELY9Y

CALCULO DEL MOMENTO

+7 (3), 0.+4 m+7 (8), 0.1( m

MURO "< (6n$m) X (m) V3'6 (6n)Y93 (1(4.541 0.0#5 -0.#1Y98 2'3#.31+ 0.0#5 -0.25Y9% #(#5.+34 0.0#5 -0.+(Y91 (4'+.5'0 3.5#5 0.04Y9/ (30(.''3 3.5#5 0.04

Y90 (1(4.541 +.5#5 0.+(Y94 2'3#.31+ +.5#5 0.24Y9. #(#5.+34 +.5#5 0.+5

X9X

CALCULO DEL MOMENTO

+< (3), 0.(1 m+< (8), 0.15 m

MURO "7 (6n$m) Y (m) V3'6 (6n)X93 #420.0'1 (.0#5 1.15X98 4333.333 (.0#5 0.+#X9% #420.0'1 5.125 0.43X91 #420.0'1 0.125 -0.(1

TERCER NIVELY9Y

CALCULO DEL MOMENTO

+7 (3), 0.+4 m+7 (8), 0.1( m

MURO "< (6n$m) X (m) V3'6 (6n)Y93 (1(4.541 0.0#5 -0.54Y98 2'3#.31+ 0.0#5 -0.1'Y9% #(#5.+34 0.0#5 -0.52Y91 (4'+.5'0 3.5#5 0.03Y9/ (30(.''3 3.5#5 0.03Y90 (1(4.541 +.5#5 0.52

Y94 2'3#.31+ +.5#5 0.1'

Y9. #(#5.+34 +.5#5 0.50



X9X

CALCULO DEL MOMENTO

+< (3), 0.(1 m+< (8), 0.15 m

MURO "7 (6n$m) Y (m) V3'6 (6n)X93 #420.0'1 (.0#5 0.((X98 4333.333 (.0#5 0.52X9% #420.0'1 5.125 0.33X91 #420.0'1 0.125 -0.+2

CUARTO NIVELY9Y

CALCULO DEL MOMENTO

+7 (3), 0.+4 m+7 (8), 0.1( m

MURO "< (6n$m) X (m) V3'6 (6n)Y93 (1(4.541 0.0#5 -0.2'Y98 2'3#.31+ 0.0#5 -0.11Y9% #(#5.+34 0.0#5 -0.2(Y91 (4'+.5'0 3.5#5 0.02Y9/ (30(.''3 3.5#5 0.02

Y90 (1(4.541 +.5#5 0.2(Y94 2'3#.31+ +.5#5 0.10Y9. #(#5.+34 +.5#5 0.2#

X9X

CALCULO DEL MOMENTO

+< (3), 0.(1 m+< (8), 0.15 m

MURO "7 (6n$m) Y (m) V3'6 (6n)X93 #420.0'1 (.0#5 0.4(X98 4333.333 (.0#5 0.2(X9% #420.0'1 5.125 0.1(X91 #420.0'1 0.125 -0.33



X93 (.#1 1.2' 10.00X98 5.0' 0.#5 5.(4X9% (.#1 0.4( '.1'



X91 (.#1 0.1+ (.(#Y93 4.++ 0.23 4.('Y98 1.+# 0.0( 1.#+Y9% 4.4' 0.22 4.#1

Y91 4.(4 0.04 4.('Y9/ 4.#4 0.04 4.#(Y90 4.++ 0.#+ 5.42

Y94 1.+# 0.2# 1.'5Y9. 4.4' 0.#3 5.22

SEGUNDO NIVELMURO V6'a (6n) V'6 (6n) V66a (6n)

X93 #.(0 1.15 (.'5X98 4.55 0.+# 5.23X9% #.(0 0.43 (.22X91 #.(0 0.15 #.'4Y93 4.1( 0.20 4.3(Y98 1.50 0.0# 1.5#

Y9% 4.02 0.20 4.21Y91 4.34 0.04 4.3(Y9/ 4.24 0.04 4.2(Y90 4.1( 0.+( 4.(5Y94 1.50 0.24 1.#4Y9. 4.02 0.+5 4.+#


X93 5.'# 0.(( +.(+X98 3.4' 0.52 4.00X9% 5.'# 0.33 +.30

X91 5.'# 0.11 +.0'Y93 3.20 0.1+ 3.35Y98 1.15 0.0+ 1.20Y9% 3.0( 0.15 3.23Y91 3.32 0.03 3.35Y9/ 3.25 0.03 3.2(Y90 3.20 0.52 3.#2Y94 1.15 0.1' 1.33Y9. 3.0( 0.50 3.5(


X93 3.24 0.4( 3.#1X98 1.(' 0.2( 2.1#X9% 3.24 0.1( 3.41X91 3.24 0.0+ 3.30Y93 1.#3 0.0( 1.(2Y98 0.+2 0.03 0.+5Y9% 1.+# 0.0( 1.#5Y91 1.(0 0.02 1.(2Y9/ 1.#+ 0.02 1.#(Y90 1.#3 0.2( 2.01Y94 0.+2 0.10 0.#2

Y9. 1.+# 0.2# 1.'4






MURO 8@ PISO M8

X93 #+.#52 50.#55X98 44.(23 2'.+41

X9% #0.515 4+.+31X91 +(.120 45.04#Y93 3#.555 24.(35Y98 13.4#( (.'13Y9% 3+.13( 23.('(

Y91 3#.514 24.(0(Y9/ 3+.+(+ 24.2+0Y90 41.+11 2#.51#Y94 14.'33 '.(#5Y9. 40.040 2+.4#(


MURPISO V+ (6n) M+ (6n9m) L(m)

1 3.#1 '.++ 2.00

% +.(+ 2#.4( 2.008 (.'5 50.#+ 2.003 10.00 #+.#5 2.00


1 2.1# 5.+4 1.+0

% 4.00 1+.05 1.+08 5.23 2'.+4 1.+03 5.(4 44.(2 1.+0


1 3.41 (.(# 2.00% +.30 25.25 2.008 (.22 4+.+3 2.003 '.1' #0.52 2.00


1 3.30 (.5# 2.00% +.0' 24.3' 2.008 #.'4 45.05 2.00

3 (.(# +(.12 2.00

MUR

3+' PISOM3

Vm 0.5νm⋅ α⋅ t⋅ L⋅ 0.23P g⋅+= 1

3α≤

VeL⋅

Me1≤=



PISO V+ (6n) M+ (6n9m) L(m)1 1.(2 4.#2 2.+(% 3.35 13.45 2.+(8 4.3( 24.(3 2.+(

3 4.(' 3#.5+ 2.+(

MUR

PISO V+ (6n) M+ (6n9m) L(m)1 0.+5 1.#0 1.#0% 1.20 4.(3 1.#08 1.5# (.'1 1.#01 1.#+ 13.4( 1.#0


1 1.#5 4.55 2.+3% 3.23 12.'4 2.+38 4.21 23.'0 2.+3

3 4.#1 3+.14 2.+3


1 1.(2 4.#2 2.#3% 3.35 13.43 2.#38 4.3( 24.(1 2.#33 4.(' 3#.51 2.#3


1 1.#( 4.+2 2.#0

% 3.2( 13.14 2.#08 4.2( 24.2+ 2.#03 4.#( 3+.+' 2.#0


1 2.01 5.23 2.+(% 3.#2 14.'0 2.+(8 4.(5 2#.52 2.+(1 5.42 41.+1 2.+(

MURPISO V+ (6n) M+ (6n9m) L(m)1 0.#2 1.(( 1.#0% 1.33 5.35 1.#0

8 1.#4 '.(( 1.#03 1.'5 14.'3 1.#0


1 1.'4 5.04 2.+3% 3.5( 14.34 2.+38 4.+# 2+.4( 2.+3

3 5.22 40.04 2.+3





1 3.#1 15.5( O"555

% +.(+ 10.'5 FISURA5558 (.'5 (.#4 FISURA5553 10.00 (.'' FISURA555


1 2.1# 10.0# O"555% 4.00 #.22 FISURA5558 5.23 +.#0 FISURA5553 5.(4 #.21 FISURA555

MURO X9%PISO V+(6n) Vm(6n) V+:!//Vm1 3.41 15.#1 O"555% +.30 11.23 FISURA5558 (.22 '.15 FISURA5553 '.1' '.54 FISURA555


1 3.30 15.5( O"555% +.0' 10.'+ FISURA5558 #.'4 (.#5 FISURA555

3 (.(# '.00 FISURA555


1 1.(2 1+.01 O"555% 3.35 11.(1 O"5558 4.3( '.++ O"5553 4.(' (.+1 FISURA555


1 0.+5 +.(2 O"555% 1.20 5.13 O"5558 1.5# 4.## O"5553 1.#+ 5.30 O"555


1 1.#5 15.+5 O"555% 3.23 11.2+ O"5558 4.21 '.14 O"5553 4.#1 (.0# FISURA555


1 1.(2 1#.0+ O"555

Ve 0.55Vm⋅≤



% 3.35 13.#5 O"5558 4.3( 12.2( O"5553 4.(' 11.'5 O"555

MURO Y9/PISO V+(6n) Vm(6n) V+:!//Vm

1 1.#( 1+.+5 O"555

% 3.2( 13.01 O"5558 4.2( 11.35 O"5553 4.#( 10.(1 O"555


1 2.01 1+.02 O"555% 3.#2 11.(2 O"5558 4.(5 '.+# O"5553 5.42 (.+3 FISURA555

MURO Y94PISO V+(6n) Vm(6n) V+:!//Vm1 0.#2 +.(5 O"555% 1.33 5.1' O"5558 1.#4 4.(# O"5553 1.'5 5.43 O"555

MURO Y9.PISO V+(6n) Vm(6n) V+:!//Vm

1 1.'4 15.+# O"555% 3.5( 11.32 O"5558 4.+# '.22 O"555

3 5.22 (.1' FISURA555

VERIFICACION DE LA RESISTENCIA AL CORTE DE LOS MUROS ANTE EL

PISO Vm7 Vm< V+ (R,%)1 5+.'5 110.#3 23.4+% 40.35 (3.2( 43.318 33.33 #0.'# 5+.553 34.#3 ++.'' +3.1#

PISO Vm7 Vm< %VE (R,%)

1 5+.'5 110.#3 #0.3'% 40.35 (3.2( 12'.'4

8 33.33 #0.'# 1+'.+53 34.#3 ++.'' 1('.50




RAL

2.4 m

0.30.250.20.20 m54.53 m2

$g%cm2$g%cm3$g%cm4$g%cm5$g%cm+

V maimo 30 de /er!oracionruesa

2400 $g%m3200 $g%m4150 $g%m51'00 $g%m+

300 $g%m#100 $g%m(

6ona ismica 3

m

m O"555

e sericio ) el 100 de la

P!E! ("#$m%) TOTAL (6n)1.'0 (.3(2.40 3.2'0.30 14.120.10 4.#1



0.15 (.(3%2!%8

Pm, %2!%8 6n

2.!.3

24!/

L76 (m8)0.4(00.3(40.4(00.4(03!.81

L76 (m8)0.3#5

0.23(0.3+(0.3(20.3#(0.3#50.23(0.3+(8!48%

0.4 6ona 31 Categoria de la &di!icacion

1.24 Alba*iler>a con!inada

0.0300 O"5550.0300 O"555

= (m) P!E! (Tn$m%) P+ (6n)

2.40 1.'0 2.1('2.40 1.'0 1.#512.40 1.'0 2.1('2.40 1.'0 2.1('

6n$m8

6n$m8

6n$m8

uelos ;ntermedios 2



2.40 1.'0 1.#112.40 1.'0 1.0(52.40 1.'0 1.+#'2.40 1.'0 1.#432.40 1.'0 1.#242.40 1.'0 1.#112.40 1.'0 1.0(5

2.40 1.'0 1.+#'8:!4%1

P+ (6n)1+.35'30!%/2

CM, %4!:2%

P+ (6n)10.'0+

3:!2:0

P+ (6n)5.453

/!1/%

CM > CV CM > :!8/;CV4(.00 3'.(24(.00 3'.(24(.00 3'.(242.55 3(.4+

3.0!/1 3/4!28 6n

0.((0 6n$m80.#(0 6n$m8

6n

;X (6n9m) ;Y (6n9m)5.253 1#.+#5#.#'2 14.1405.253 11.21(5.253 0.2#40.12( 2.(020.0(1 4.4##0.12+ 11.0+1+.231 2.(11+.1+2 11.3#+11.24' 2.(02



#.13+ 4.4##11.03' 11.0+10/!4:1 21!341

mm

3:!10:

acion T, :!34%n ismica :!0

C, .!0/1

20

FACTOR F (6n) V (6n) M (6n9m)0.10 3.30' %3!/.% (.+030.21 +.+1# 8.!84/ 34.4100.31 '.'2+ 83!0/4 ##.4230.3# 11.#31 33!4%3 122.0043!:: %3!/.

40

FACTOR F (6n) V (6n) M (6n9m)0.10 +.+1# 0%!300 1#.2050.21 13.235 /0!/12 +(.(200.31 1'.(52 1%!%31 154.(4+0.3# 23.4+2 8%!108 244.00(3!:: 0%!300

#420.0' 2#.5##4333.33 1+.105#420.0' 2#.5###420.0' 2#.5##43.11 0.1+02#.35 0.10242.31 0.15#43.'2 0.1+343.43 0.1+143.11 0.1+02#.35 0.10242.31 0.15#

802:0!12 3::

hn,CT,

TP,

2

"X



1+1.2' 0.2'112'.03 0.2331+1.2' 0.2'11+1.2' 0.2'1

(1(4.54 14.##02'3#.32 5.301#(#5.+3 14.212(4'+.5' 15.333(30(.'' 14.''5(1(4.54 14.##02'3#.32 5.301#(#5.+3 14.212

//13%!14 3::

DIRECCION YY (m) "7;Y(.0#5 #420.0' 5''1#.23#4(.0#5 4333.33 34''1.+++#5.125 #420.0' 3(02#.'+(00.125 #420.0' '2#.51141.+3( 43.11 #0.+1(04.125 2#.35 112.(0#'+.5(( 42.31 2#(.#2511.+13 43.'2 #0.(3#++.+00 43.43 2(+.++4'

1.+3( 43.11 #0.+1(04.125 2#.35 112.(0#'+.5(( 42.31 2#(.#251

802:0!12 3%/310!3..

AT (m8),3!8:Pm(6n) P#(6n)2.(5 8!435.#+ /!11(.+# .!3411.5( 3:!2:

AT (m8),3!::Pm(6n) P#(6n)

2.30 8!324.+5 1!%2#.00 0!/2

'.35 .!42

AT (m8),8!//

"Y

"X



Pm(6n) P#(6n)3.5' %!%:#.31 0!0111.03 2!2.14.#5 3%!%3

AT (m8),3!8%

Pm(6n) P#(6n)2.(# 8!4%5.#' /!14(.#2 .!8311.+5 3:!2/

AT (m8),1!88Pm(6n) P#(6n)

4.03 %!/0(.2# 4!3412.52 3:!4.

1+.#+ 31!%2

AT (m8),8!01Pm(6n) P#(6n)

2.54 8!815.21 1!/3#.(( 0!4210.55 2!:0

AT (m8),%!1/Pm(6n) P#(6n)

3.5( %!32#.33 0!1811.0# 2!0/14.(2 38!..

AT (m8),33!44Pm(6n) P#(6n)

(.22 0!.21#.02 3%!2%25.(3 8:!2434.+3 8.!:3

AT (m8),2!%1Pm(6n) P#(6n)+.(+ /!.314.1' 33!4121.52 34!002(.(4 8%!/2

AT (m8),1!80Pm(6n) P#(6n)

4.05 %!/4(.32 4!8:12.5' 3:!.%1+.(5 31!10

AT (m8),8!20



Pm(6n) P#(6n)2.#1 8!%.5.5# 1!.:(.44 4!8311.30 2!0%

AT (m8),%!4%

Pm(6n) P#(6n)3.#3 %!%3#.+5 0!0411.5+ 3:!:%15.4( 3%!%.

%ER! PISO 1TO! PISO

5.'#2 3.235

3.4(( 1.(('5.'#2 3.2355.'#2 3.235

83!13 33!/2

%ER! PISO 1TO! PISO

3.1'' 1.#331.14( 0.+223.0#( 1.++#3.321 1.#''

3.24# 1.#5'3.1'' 1.#331.14( 0.+223.0#( 1.++#83!18 33!0:

"< (6n$m) "7(Y9Yc')8 "<(X9Xc')81+1.2'0 +'124.5(( 15'.#'(12'.032 403+(.#5' 143.51(1+1.2'0 ##.4(# 15'.#'(1+1.2'0 1##''#.134 15'.#'((1(4.541 4'3.'35 '0232.'352'3#.31+ 22.044 323(3.324#(#5.+34 103.+4# (+(2#.2'3(4'+.5'0 510.+10 2#4.1(5(30(.''3 10(.044 2+(.131(1(4.541 4'3.'35 (2#4+.53+2'3#.31+ 22.044 2'+'+.5+1#(#5.+34 103.+4# #'+23.451TOTAL 8.218/!.41 1:804/!%80





CALCULO DE EXENTRICIDAD ACCIDENTAL

L7, +.+5 mL<, (.20 m

+<, 0.333 m+7, 0.410 m

asosasos

V, 31.5( 6n

M3, 20.10 6n9mM8, 5.(0 6n9m

V8'6 (6n) V(>) (6n)-0.23 0.23-0.0( 0.0(-0.22 0.220.01 0.040.01 0.04

0.22 0.#+0.0( 0.2#0.21 0.#3

V, 31.5( 6n

M3, 25.+' 6n9mM8, 4.+' 6n9m

V8'6 (6n) V(>) (6n)0.24 1.2'



0.14 0.#50.0' 0.4(-0.1+ 0.1+

V, 2(.2# 6n

M3, 1(.00 6n9mM8, 5.1' 6n9m

V8'6 (6n) V(>) (6n)-0.20 0.20-0.0# 0.0#-0.20 0.200.01 0.040.01 0.040.20 0.+(0.0# 0.240.1' 0.+5

V, 2(.2# 6n

M3, 23.00 6n9mM8, 4.20 6n9m

V8'6 (6n) V(>) (6n)0.21 1.150.12 0.+#0.0( 0.43-0.15 0.15

V, 21.++ 6n

M3, 13.#( 6n9mM8, 3.'# 6n9m

V8'6 (6n) V(>) (6n)-0.1+ 0.1+-0.0+ 0.0+-0.15 0.150.01 0.030.01 0.030.15 0.520.05 0.1'0.14 0.50



V, 21.++ 6n

M3, 1#.+2 6n9mM8, 3.21 6n9m

V8'6 (6n) V(>) (6n)0.1+ 0.((0.0' 0.520.0+ 0.33-0.11 0.11

V, 11.#3 6n

M3, #.4# 6n9mM8, 2.15 6n9m

V8'6 (6n) V(>) (6n)-0.0( 0.0(-0.03 0.03-0.0( 0.0(0.00 0.020.00 0.02

0.0( 0.2(0.03 0.100.0( 0.2#

V, 11.#3 6n

M3, '.54 6n9mM8, 1.#4 6n9m

V8'6 (6n) V(>) (6n)0.0' 0.4(0.05 0.2(0.03 0.1(-0.0+ 0.0+



%+' PISO M% 16 PISO M1

2#.4(2 '.+5+1+.050 5.+3'25.24' (.(#124.3'1 (.5#013.44# 4.#254.(2+ 1.+'+12.'40 4.54+13.432 4.#2013.13+ 4.+1514.('' 5.2355.34# 1.(#'14.33# 5.03#

X936(m) J P# (6n) Vm (6n)0.24 0.## 2.#1 15.5(

0.24 0.50 5.44 10.'50.24 0.35 (.1# (.#40.24 0.33 10.'0 (.''

X986(m) J P# (6n) Vm (6n)0.24 0.+2 2.1' 10.0#0.24 0.40 4.3' #.220.24 0.33 +.5' +.#00.24 0.33 (.#' #.21

X9%6(m) J P# (6n) Vm (6n)0.24 0.## 3.30 15.#10.24 0.50 +.+4 11.230.24 0.35 '.'( '.150.24 0.33 13.31 '.54

X916(m) J P# (6n) Vm (6n)0.24 0.## 2.#3 15.5(0.24 0.50 5.4# 10.'+0.24 0.35 (.21 (.#5

0.24 0.33 10.'5 '.00

Y93

VeL⋅

Me1≤ νm 8.1

kg

cm2



6(m) J P# (6n) Vm (6n)0.14 1.00 3.5+ 1+.010.14 0.+# #.1# 11.(10.14 0.4# 10.#( '.++0.14 0.35 14.3' (.+1

Y98

6(m) J P# (6n) Vm (6n)0.14 0.+5 2.24 +.(20.14 0.42 4.51 5.130.14 0.33 +.#' 4.##0.14 0.33 '.0+ 5.30

Y9%6(m) J P# (6n) Vm (6n)0.14 1.00 3.1' 15.+50.14 0.++ +.42 11.2+0.14 0.4+ '.+5 '.14

0.14 0.34 12.(( (.0#

Y916(m) J P# (6n) Vm (6n)0.14 1.00 +.(' 1#.0+0.14 0.+( 13.'3 13.#50.14 0.4( 20.'# 12.2(0.14 0.3+ 2(.01 11.'5

Y9/6(m) J P# (6n) Vm (6n)0.14 1.00 5.(1 1+.+5

0.14 0.+# 11.#4 13.010.14 0.4( 1#.++ 11.350.14 0.35 23.5' 10.(1

Y906(m) J P# (6n) Vm (6n)0.14 1.00 3.5# 1+.020.14 0.+# #.20 11.(20.14 0.4# 10.(3 '.+#0.14 0.35 14.4+ (.+3

Y94 6(m) J P# (6n) Vm (6n)0.14 0.+5 2.3( +.(50.14 0.42 4.(0 5.1'0.14 0.33 #.21 4.(#0.14 0.33 '.+3 5.43

Y9.6(m) J P# (6n) Vm (6n)0.14 1.00 3.31 15.+#0.14 0.++ +.+# 11.320.14 0.4+ 10.03 '.22

0.14 0.34 13.3( (.1'



ISMO SEVERO

Vm7HV+ (R,%) Vm<HV+ (R,%)RESISTE AL CORTE RESISTE AL CORTE

NO PASA555 RESISTE AL CORTENO PASA555 RESISTE AL CORTENO PASA555 RESISTE AL CORTE

Vm7H%VE Vm<H%VE

INELASTICO COMPOR! ELASTICOINELASTICO INELASTICOINELASTICO INELASTICOINELASTICO INELASTICO






Altura Libre h= 2.4

Columnas C-1 0.15 0.3Columnas C-2 0.25 0.25

Vigas 0.25 0.2Losa Unidirecional h= 0.20Area de la lanta A= 54.53


Concreto !"c= 1#5 $g%cm2/ara /lacas !"c= 210 $g%cm2

&c= 21#3#0.+5 $g%cm2Acero !)= 4200 $g%cm2

Alba*ileria ilas !"m= +5 $g%cm2,uretes V"m= (.1 $g%cm2&m= 32500 $g%cm2

Ladrillo = olido de arcilla i/o V maimo 30 de,ortero = 14 Cemento Arena gruesa

CARGAS UNITARIAS

Concreto Armado eso &s/= 2400obrecarga iienda s%c= 200obrecarga aotea s%c= 150

,uros de alba*ileria eso &s/= 1'00

Losa 0.20m = 300iso terminado = 100


MURO PORTANTE

A) ESPESOR EFECTIVO t h%20 6ona ismica 3

t 0.12 m

t = 0.14 m


&l es!uero aial generado /or la m7ima carga de graedad de sericio ) el 100sobrecarga8 ser7 in!eior a




ELEMENTO L (m) h (m) anch (m) P!E! ("#$m%)P&'& 3.2( 2.40 0.14 1.'0

V#a +.(5 0.20 0.25 2.40La area= 11.## 0.30PT area= 11.## 0.10

S*'+ca'#a s%c= 0.2 s%c= 0.15

Pm,

-, ./!0%1

, 2.!.3

, 24!/

O"555


MURO L (m) 6 (m) L76 (m8)X93 4.35 0.14 0.+0'X98 2.50 0.14 0.350X9% 2.50 0.14 0.350

TOTAL 3!%:2MURO L (m) 6 (m) L76 (m8)Y93 (.20 0.14 1.14(Y98 2.#0 0.14 0.3#(Y9% 3.03 0.14 0.424Y91 (.20 0.14 1.14(

TOTAL %!:2.

L7;6, 1.30' Z, 0.4L<;6, 3.0'( U, 1

A&, 54.530 S, 1.2

N, 4

0.0240 0.02+#

0.05+( 0.02+#

METRADO DE CARGAS

A) CARGA MUERTA

MURO L (m) 6 (m) = (m)

6n$m8



X93 4.35 0.14 2.40X98 2.50 0.14 2.40X9% 2.50 0.14 2.40Y93 (.20 0.14 2.40Y98 2.#0 0.14 2.40Y9% 3.03 0.14 2.40Y91 (.20 0.14 2.40

LOSAS

P!E! (6n$m8)54.53 0.30

B) CARGA VIVA


54.53 0.20

Aotea

54.53 0.10

CM CV CM > CV

P'm+' P 3+.(( 10.'1 4#.#(S+#?n@ P 3+.(( 10.'1 4#.#(T+'c+' P 3+.(( 10.'1 4#.#(C?a'6 P 3+.(( 5.45 42.33

3./!04


P, 3/4!:/ 6n

CENTRO DE MASAS

MURO (6n) X (m) Y (m) ;X (6n9m)X93 2.### 3.325 (.0#5 '.234X98 1.5'+ 2.400 5.125 3.(30X9% 2.01+ 2.400 0.125 4.(3(Y93 5.235 0.0#5 4.100 0.3'3Y98 1.#24 3.5#5 +.+00 +.1+2Y9% 1.'34 3.5#5 1.#+3 +.'15Y91 5.235 +.5#5 4.100 34.41'

A'+a (m8)

A'+a (m8) S$C (6n$m8)

A'+a (m8) S$C (6n$m8)



TOTAL 8:!/30. 0/!428

Xcm, %!8:4 mYcm, 1!%34 m



U, 1.0 Categoria de la &di!icacion

C, 2.5 :actor de Am/li!icacion ismica

S, 1.2

R, + Alba*ileria

V, %3!13 6n 20


PISO h (m) P (6n) P;h (6n9m) FACTOR 3 2.+0 4#.#( 124.23 0.108 5.20 4#.#( 24(.4# 0.21% #.(0 4#.#( 3#2.#0 0.311 10.40 42.33 440.22 0.3#

TOTAL 33./!08 3!::

A) SISMO SEVERO

R, 3 Alba*ileria

V, 08!.8 6n 40


PISO h (m) P (6n) P;h (6n9m) FACTOR 1 2.+0 4#.#( 124.23 0.102 5.20 4#.#( 24(.4# 0.213 #.(0 4#.#( 3#2.#0 0.314 10.40 42.33 440.22 0.3#

TOTAL 33./!08 3!::


DIRECCION XMURO L (m) h (m) 6 (m)X93 4.35 2.40 0.14 1'553.4'X98 2.50 2.40 0.14 #0((.3'X9% 2.50 2.40 0.14 4#40'.50Y93 0.14 2.40 (.20 131.'1Y98 0.14 2.40 2.#0 43.43Y9% 0.14 2.40 3.03 4(.#4Y91 0.14 2.40 (.20 131.'1

TOTAL 411:4!%.

uelos ;ntermedios 2

"X




X93 0.14 2.40 4.35 +'.'(X98 0.14 2.40 2.50 40.22X9% 0.14 2.40 2.50 2+(.'(

Y93 (.20 2.40 0.14 4+50#.4#Y98 2.#0 2.40 0.14 (30(.''Y9% 3.03 2.40 0.14 1042+.20Y91 (.20 2.40 0.14 4+50#.4#

TOTAL 338382!%:


MURODIRECCION X

X (m) Y (m)X93 3.325 +'.'( 232.+# (.0#5X98 2.400 40.22 '+.52 5.125

X9% 2.400 2+(.'( +45.5+ 0.125Y93 0.0#5 4+50#.4# 34((.0+ 4.100Y98 3.5#5 (30(.'' 2'#04.+5 +.+00Y9% 3.5#5 1042+.20 3#2#3.++ 1.#+3Y91 +.5#5 4+50#.4# 305#(+.+0 4.100

TOTAL 338382!%: %44884!48

Xc', %!%0 mYc', 8!43 m



1 0.(( 0.33 2.### 3.''% 0.(( 0.44 2.### (.0(8 0.(( 0.44 2.### 12.1(3 0.(( 0.44 2.### 1+.2(


1 1.02 0.3( 1.5'+ 3.00% 1.02 0.51 1.5'+ +.128 1.02 0.51 1.5'+ '.253 1.02 0.51 1.5'+ 12.3(

MURO X9% AT (m8),PISO CM(6n) CV(6n) P+P'& Pm(6n)

1 0.4' 0.1( 2.01+ 2.+'% 0.4' 0.25 2.01+ 5.458 0.4' 0.25 2.01+ (.203 0.4' 0.25 2.01+ 10.'5

"Y

"Y "Y;X




1 4.12 1.55 5.235 10.'1% 4.12 2.0+ 5.235 22.338 4.12 2.0+ 5.235 33.#53 4.12 2.0+ 5.235 45.1#


1 3.#4 1.40 1.#24 +.(+% 3.#4 1.(# 1.#24 14.1'8 3.#4 1.(# 1.#24 21.523 3.#4 1.(# 1.#24 2(.(4

MURO Y9% AT (m8),PISO CM(6n) CV(6n) P+P'& Pm(6n)

1 4.#1 1.## 1.'34 (.41% 4.#1 2.35 1.'34 1#.40

8 4.#1 2.35 1.'34 2+.403 4.#1 2.35 1.'34 35.40


1 4.0# 1.53 5.235 10.(3% 4.0# 2.04 5.235 22.1(8 4.0# 2.04 5.235 33.523 4.0# 2.04 5.235 44.(+


MURO D'+ccn X 3ER! PISO 8DO! PISO %ER! PISO

X93 2+.2#' (.254 #.3(' 5.+5'X98 '.52+ 2.''2 2.+#' 2.052X9% +3.#1+ 20.013 1#.'1+ 13.#22

TOTAL %3!80 84!2. 83!1%

MUROD'+ccn Y 3ER! PISO 8DO! PISO %ER! PISO

Y93 41.4## 13.02# 11.++2 (.'32Y98 #.410 2.32# 2.0(4 1.5'+

Y9% '.2'( 2.'21 2.+15 2.002Y91 41.4## 13.02# 11.++2 (.'32

TOTAL %3!%: 8.!:8 83!10


MURO X(m) Y(m) "7 (6n$m) "< (6n$m)X93 3.325 (.0#5 1'553.4(# +'.'##X98 2.400 5.125 #0((.3'3 40.21#





X9% 2.400 0.125 4#40'.4'( 2+(.'(3Y93 0.0#5 4.100 131.'11 4+50#.4+#Y98 3.5#5 +.+00 43.434 (30(.''3Y9% 3.5#5 1.#+3 4(.#43 1042+.200Y91 +.5#5 4.100 131.'11 4+50#.4+#

TOTAL

IP, 32:/.2.!%21 6n9m


d=<i-<cr

d=9i-9cr

CALCULO DE EXENTRICIDAD TEORICA CALCULO

Xcm, 3.20# m L7,Ycm, 4.31# m L<,Xc', 3.3+4 mYc', 2.#0' m

+<,+<, 3!0:4 m +7,+7, :!3/4 m


3=&6+ 8=&6++7, 0.5+# 0.253 analisis /ara los dos casos+<, 1.'40 1.2#5 analisis /ara los dos casos

PRIMER NIVELY9Y


+7 (3), 0.5+# m M3,+7 (8), 0.253 m M8,

MURO "< (6n$m) X (m) V3'6 (6n) V8'6 (6n)Y93 4+50#.4+# 0.0#5 -1.43 -0.+4Y98 (30(.''3 3.5#5 0.02 0.01Y9% 1042+.200 3.5#5 0.02 0.01Y91 4+50#.4+# +.5#5 1.40 0.+2

X9X

( ) T T M d Rigidez

d RigidezV ×

×

×=

∑ 2




+< (3), 1.'40 m M3,+< (8), 1.2#5 m M8,

MURO "7 (6n$m) Y (m) V3'6 (6n) V8'6 (6n)X93 1'553.4(# (.0#5 2.'4 1.'4X98 #0((.3'3 5.125 0.40 0.2+X9% 4#40'.4'( 0.125 -4.'1 -3.23

SEGUNDO NIVELY9Y


+7 (3), 0.5+# m M3,+7 (8), 0.253 m M8,

MURO "< (6n$m) X (m) V3'6 (6n) V8'6 (6n)Y93 4+50#.4+# 0.0#5 -1.2( -0.5#Y98 (30(.''3 3.5#5 0.01 0.01Y9% 1042+.200 3.5#5 0.02 0.01Y91 4+50#.4+# +.5#5 1.25 0.5+

X9X

CALCULO DEL MOMENTO

V,

+< (3), 1.'40 m M3,+< (8), 1.2#5 m M8,

MURO "7 (6n$m) Y (m) V3'6 (6n) V8'6 (6n)X93 1'553.4(# (.0#5 2.+4 1.#3X98 #0((.3'3 5.125 0.3+ 0.23X9% 4#40'.4'( 0.125 -4.40 -2.('

TERCER NIVEL

Y9Y


+7 (3), 0.5+# m M3,+7 (8), 0.253 m M8,

MURO "< (6n$m) X (m) V3'6 (6n) V8'6 (6n)Y93 4+50#.4+# 0.0#5 -0.'( -0.44



Y98 (30(.''3 3.5#5 0.01 0.00Y9% 1042+.200 3.5#5 0.01 0.01Y91 4+50#.4+# +.5#5 0.'+ 0.43

X9X

CALCULO DEL MOMENTO

V,

+< (3), 1.'40 m M3,+< (8), 1.2#5 m M8,

MURO "7 (6n$m) Y (m) V3'6 (6n) V8'6 (6n)X93 1'553.4(# (.0#5 2.02 1.33X98 #0((.3'3 5.125 0.2# 0.1(X9% 4#40'.4'( 0.125 -3.3# -2.21

CUARTO NIVEL

Y9Y


+7 (3), 0.5+# m M3,+7 (8), 0.253 m M8,

MURO "< (6n$m) X (m) V3'6 (6n) V8'6 (6n)Y93 4+50#.4+# 0.0#5 -0.53 -0.24Y98 (30(.''3 3.5#5 0.01 0.00Y9% 1042+.200 3.5#5 0.01 0.00

Y91 4+50#.4+# +.5#5 0.52 0.23

X9X


+< (3), 1.'40 m M3,+< (8), 1.2#5 m M8,

MURO "7 (6n$m) Y (m) V3'6 (6n) V8'6 (6n)

X93 1'553.4(# (.0#5 1.0' 0.#2X98 #0((.3'3 5.125 0.15 0.10X9% 4#40'.4'( 0.125 -1.(2 -1.20



X93 (.25 2.'4 11.20



X98 2.'' 0.40 3.3'X9% 20.01 3.23 23.24Y93 13.03 0.+4 13.++Y98 2.33 0.02 2.34Y9% 2.'2 0.02 2.'4Y91 13.03 1.40 14.42

SEGUNDO NIVELMURO V6'a (6n) V'6 (6n) V66a (6n)X93 #.3' 2.+4 10.03X98 2.+( 0.3+ 3.04X9% 1#.'2 2.(' 20.(0Y93 11.++ 0.5# 12.23Y98 2.0( 0.01 2.10Y9% 2.+1 0.02 2.+3Y91 11.++ 1.25 12.'1


X93 5.++ 2.02 #.+(X98 2.05 0.2# 2.33X9% 13.#2 2.21 15.'3Y93 (.'3 0.44 '.3#Y98 1.+0 0.01 1.+1Y9% 2.00 0.01 2.02Y91 (.'3 0.'+ '.('


X93 3.0+ 1.0' 4.1+X98 1.11 0.15 1.2+

X9% #.43 1.20 (.+3Y93 4.(4 0.24 5.0#Y98 0.(+ 0.01 0.(#Y9% 1.0( 0.01 1.0'Y91 4.(4 0.52 5.3+




MURO 8@ PISO M8 %+' PISO M%

X93 (5.'5( 5+.(41 30.##5X98 2+.030 1#.213 '.31'

3+' PISOM3

Vm 0.5ν

m⋅ α⋅ t⋅ L⋅ 0.23P

g⋅+=

1

3α

≤

VeL⋅

Me1≤

= ν



X9% 1#(.3## 11#.'55 +3.(+3Y93 104.((0 +'.354 3#.550Y98 1#.''1 11.('# +.441Y9% 22.5#5 14.'2( (.0(2Y91 110.#14 #3.211 3'.+3(



1 4.1+ 10.(1 4.35 0.14% #.+( 30.#( 4.35 0.148 10.03 5+.(4 4.35 0.143 11.20 (5.'+ 4.35 0.14


MURO X93APISO V+ (6n) M+ (6n9m) L(m) 6(m)

1 2.32 +.03 2.425 0.14% 4.2( 1#.1+ 2.425 0.148 5.5' 31.+' 2.425 0.143 +.24 4#.'2 2.425 0.14

MURO X93BPISO V+ (6n) M+ (6n9m) L(m) 6(m)

1 1.(4 4.#( 1.'25 0.14% 3.40 13.+2 1.'25 0.148 4.44 25.15 1.'25 0.143 4.'+ 3(.04 1.'25 0.14


1 1.2+ 3.2# 2.50 0.14% 2.33 '.32 2.50 0.148 3.04 1#.21 2.50 0.143 3.3' 2+.03 2.50 0.14

MURO X9%PISO V+ (6n) M+ (6n9m) L(m) 6(m)

1 (.+3 22.43 2.50 0.14% 15.'3 +3.(+ 2.50 0.148 20.(0 11#.'5 2.50 0.14

3 23.24 1#(.3( 2.50 0.14


1 5.0# 13.1' (.20 0.14% '.3# 3#.55 (.20 0.148 12.23 +'.35 (.20 0.143 13.++ 104.(( (.20 0.14




1 0.(# 2.2+ 2.#0 0.14% 1.+1 +.44 2.#0 0.148 2.10 11.'0 2.#0 0.141 2.34 1#.'' 2.#0 0.14

MURO Y9%PISO V+ (6n) M+ (6n9m) L(m) 6(m)

1 1.0' 2.(4 3.03 0.14% 2.02 (.0( 3.03 0.148 2.+3 14.'3 3.03 0.143 2.'4 22.5# 3.03 0.14


1 5.3+ 13.'2 (.20 0.14% '.(' 3'.+4 (.20 0.148 12.'1 #3.21 (.20 0.14

3 14.42 110.#1 (.20 0.14


MURO X93APISO V+(6n) Vm(6n) V+:!//Vm

1 2.32 13.45 O"555% 4.2( '.5# O"555

8 5.5' #.## FISURA5553 +.24 #.10 FISURA555

MURO X93BPISO V+(6n) Vm(6n) V+:!//Vm

1 1.(4 (.+# O"555% 3.40 +.42 O"5558 4.44 5.4( FISURA5553 4.'+ +.00 FISURA555


1 1.2+ 2+.(( O"555% 2.33 2+.(( O"5558 3.04 2+.(( O"5553 3.3' 2+.(( O"555

MURO X9%PISO V+(6n) Vm(6n) V+:!//Vm

1 (.+3 2+.(( O"555% 15.'3 2+.(( FISURA555

Ve 0.55Vm⋅≤



8 20.(0 2+.(( FISURA5553 23.24 2+.(( FISURA555


1 5.0# 4(.#4 O"555% '.3# 51.01 O"555

8 12.23 53.2( O"5553 13.++ 55.55 O"555


1 0.(# 1+.+5 O"555% 1.+1 13.01 O"5558 2.10 11.35 O"5553 2.34 10.(1 O"555


1 1.0' 1(.(1 O"555% 2.02 1+.2( O"5558 2.+3 14.14 O"5553 2.'4 13.40 O"555


1 5.3+ 4(.#2 O"555% '.(' 50.'( O"5558 12.'1 53.24 O"5553 14.42 55.50 O"555

VERIFICACION DE LA RESISTENCIA AL CORTE DE LOS MUROS ANTE EL SISMO SEVERO

PISO Vm7 Vm< V+ (R,%) Vm7H1 #'.(( 132.'1 23.32 O% #2.#+ 131.2( 43.0# O8 +'.00 132.01 5+.24 O3 +#.(+ 135.2+ +2.(2 O

PISO Vm7 Vm< %VE (R,%) Vm1 #'.(( 132.'1 +'.'# COMPOR!% #2.#+ 131.2( 12'.21 INEL8 +'.00 132.01 1+(.#1 INEL

3 +#.(+ 135.2+ 1((.4+ INEL




m

mm2

er!oracion

$g%m3$g%m2$g%m2$g%m3

$g%m2$g%m2

O"555

de la



TOTAL (6n)(.3(3.2'14.124.#1(.(3

%2!%8

%2!%8 6n

6ona 3Categoria de la &di!icacion

Alba*iler>a con!inada

NO PASA555O"555

P!E! (Tn$m%) P+ (6n)

6n$m8

6n$m8

uelos ;ntermedios 2



1.' 2.###1.' 1.5'+2.4 2.01+1.' 5.2351.' 1.#241.' 1.'341.' 5.235

8:!/34

P+ (6n)1+.35'30!%/2

CM, %0!.40

P+ (6n)10.'0+

3:!2:0

P+ (6n)5.453

/!1/%

CM > :!8/;CV

3'.+03'.+03'.+03(.24

3/4!:/ 6n

0.(#+ 6n$m80.##+ 6n$m8

;Y (6n9m)22.425(.1(00.25221.4+311.3#+

3.41021.4+3



..!/02

3:!10:

T, :!34%:!0

C, .!0/1

F (6n) V (6n) M (6n9m)3.2'1 %3!1:2 (.55#+.5(2 8.!33. 34.22(

'.(#3 83!/%0 ##.01311.++2 33!008 121.2(#%3!13

F (6n) V (6n) M (6n9m)+.5(2 08!.3. 1#.11413.1+5 /0!8%0 +(.45+1'.#4# 1%!:43 154.02+23.325 8%!%8/ 242.5#508!.3.

2+.2#''.52++3.#1+0.1##

0.05(0.0++0.1##3::

hn,CT,

TP,



0.0+20.03+0.240

41.4###.410'.2'(41.4##3::

DIRECCION Y"7;Y

1'553.4' 15#('4.40(3#0((.3' 3+32(.015'

4#40'.50 5'2+.1(#2131.'1 540.(34#

43.43 2(+.++4'4(.#4 (5.'334131.'1 540.(34#

411:4!%. 8:30:8!.42

8!8:P#(6n)

%!414!/333!843/!:1

8!//P#(6n)

8!43/!10.!8:3:!21

3!8%P#(6n)

8!///!384!023:!80

"X



3:!%3P#(6n)

2!4/32!0882!12%2!%4

2!%1P#(6n)

/!.333!4134!008%!/2

33!44P#(6n)

4!:.31!%3

83!//8.!4.

3:!3.P#(6n)

2!0232!/:82!%8%2!31

1TO! PISO

3.0+51.111#.43133!03

1TO! PISO

4.(3#0.(+41.0(44.(3#33!08

"7(Y9Yc')8 "<(X9Xc')85+2'2(.350 0.10(413+0.024 3#.3'0

VTRASLACION

VTRASLACION



31+++5.51( 250.0#'255.0+( 5031+3.020+5#.435 3+'.15143.++2 4+3.214255.0+( 4#'450.30+

28830/!381 2.%4%%!802

E EXENTRICIDAD ACCIDENTAL

+.+5 m(.20 m

0.333 m0.410 m

31.41 6n

1#.(2 6n9m#.'3 6n9m

V(>) (6n)0.+40.020.02

1.40



31.41 6n

+0.'3 6n9m40.04 6n9m

V(>) (6n)2.'40.403.23

2(.12 6n

15.'+ 6n9m#.10 6n9m

V(>) (6n)0.5#0.010.021.25

2(.12 6n

54.55 6n9m35.(5 6n9m

V(>) (6n)2.+40.3+2.('

21.54 6n

12.22 6n9m5.44 6n9m

V(>) (6n)0.44



0.010.010.'+

21.54 6n

41.#( 6n9m2#.4+ 6n9m

V(>) (6n)2.02

0.2#2.21

11.++ 6n

+.+2 6n9m2.'4 6n9m

V(>) (6n)0.240.010.01

0.52

11.++ 6n

22.+2 6n9m14.(# 6n9m

V(>) (6n)

1.0'0.151.20



16 PISO M1

10.(113.2#4

8.1

kg

cm2



22.43513.1'12.2+32.(3'13.'25

J P# (6n) Vm (6n)1.00 3.#4 25.521.00 #.51 2+.3'0.## 11.2# 21.520.5# 15.04 1#.44

J P# (6n) Vm (6n)

0.'3 2.#1 13.450.+1 5.4+ '.5#0.43 (.20 #.##0.33 10.'4 #.10

J P# (6n) Vm (6n)0.#4 2.55 (.+#0.4( 5.12 +.420.34 #.+' 5.4(0.33 10.2+ +.00

J P# (6n) Vm (6n)0.'+ 2.#1 14.250.+2 5.4+ 10.100.44 (.20 (.140.33 10.'4 #.24

J P# (6n) Vm (6n)0.'+ 2.55 14.220.+2 5.12 10.020.44 #.+' (.02

0.33 10.2+ #.0'

J P# (6n) Vm (6n)1.00 '.#5 4(.#41.00 1'.+2 51.011.00 2'.4' 53.2(1.00 3'.3# 55.55



J P# (6n) Vm (6n)1.00 5.(1 1+.+50.+# 11.#4 13.010.4( 1#.++ 11.350.35 23.5' 10.(1

J P# (6n) Vm (6n)1.00 #.0( 1(.(10.#+ 14.31 1+.2(0.53 21.55 14.140.3' 2(.#( 13.40

J P# (6n) Vm (6n)1.00 '.+' 4(.#21.00 1'.50 50.'(1.00 2'.32 53.24

1.00 3'.14 55.50



+ (R,%) Vm<HV+ (R,%)555 O"555555 O"555555 O"555555 O"555

H%VE Vm<H%VE ELASTICO COMPOR! ELASTICOSTICO COMPOR! ELASTICOSTICO INELASTICO

STICO INELASTICO






Altura Libre

Columnas C-1Columnas C-2

VigasLosa UnidirecionalArea de la lanta


Concreto !"c=/ara /lacas !"c=

&c=Acero !)=

Alba*ileria ilas !"m=,uretes V"m=

&m=Ladrillo =

,ortero =

CARGAS UNITARIAS

Concreto Armadoobrecarga iiendaobrecarga aotea

,uros de alba*ileriaLosa 0.20miso terminado


MURO PORTANTE

A) ESPESOR EFECTIVO

t

t =


&l es!uero aial generado /or la m7ima carga de grasobrecarga8 ser7 in!eior a


ELEMENTO L (m) h (m)P&'& 3.2( 2.40

V#a +.(5 0.20La area= 11.##



PT area= 11.##S*'+ca'#a s%c= 0.2

-,


MURO L (m)X93 4.35X98 2.50X9% 2.50

TOTALMURO L (m)

Y93 (.20

Y98 2.'0Y9% 3.13

Y91 (.20TOTAL

L7;6, 1.30'L<;6, 3.140

A&, 54.530

0.0240

0.05#+

METRADO DE CARGAS

A) CARGA MUERTA

MURO L (m)X93 4.35X98 2.50X9% 2.50Y93 (.20

Y98 2.'0Y9% 3.13Y91 (.20



LOSAS

54.53

B) CARGA VIVA


54.53

Aotea

54.53

NIVEL CMP'm+' P 3#.4'S+#?n@ P 3#.4'T+'c+' P 3#.4'C?a'6 P 3#.4'

eso /or unidad de Area

eso /or unidad de Area ulti

P,

CENTRO DE MASAS

MURO (6n) X (m)X93 2.### 3.325X98 2.01+ 2.400X9% 2.01+ 2.400

Y93 5.235 0.0#5

Y98 1.(51 3.5#5Y9% 1.''( 3.5#5Y91 5.235 +.5#5

TOTAL 83!38.1

Xcm,Ycm,


A) SISMO MODERADO

Z, 0.4U, 1.0

C, 2.5

A'+a (m8)

A'+a (m8)

A'+a (m8)



S, 1.2

R, +

V, %3!2:


PISO h (m) P (6n)3 2.+0 4(.3'8 5.20 4(.3'

% #.(0 4(.3'1 10.40 42.'4

TOTAL

A) SISMO SEVERO

R, 3

V, 0%!.:


PISO h (m) P (6n)1 2.+0 4(.3'2 5.20 4(.3'3 #.(0 4(.3'4 10.40 42.'4

TOTAL


DIRECCIMURO L (m) h (m)

X93 4.35 2.40X98 2.50 2.40X9% 2.50 2.40Y93 0.14 2.40Y98 0.14 2.40Y9% 0.14 2.40Y91 0.14 2.40

TOTAL

DIRECCIMURO L (m) h (m)

X93 0.14 2.40X98 0.14 2.40

X9% 0.14 2.40Y93 (.20 2.40Y98 2.'0 2.40Y9% 3.13 2.40Y91 (.20 2.40

TOTAL




MURODIRECCION X

X (m)X93 3.325 +'.'(X98 2.400 2+(.'(X9% 2.400 2+(.'(Y93 0.0#5 4+50#.4#Y98 3.5#5 '5#(.'3

Y9% 3.5#5 110(#.(5Y91 +.5#5 4+50#.4#

TOTAL 3318.2!00

Xc', %!%4Yc', %!/0


MURO X93

PISO CM(6n) CV(6n)1 0.(( 0.33% 0.(( 0.448 0.(( 0.443 0.(( 0.44

MURO X98PISO CM(6n) CV(6n)

1 1.02 0.3(

% 1.02 0.518 1.02 0.513 1.02 0.51

MURO X9%PISO CM(6n) CV(6n)

1 0.4' 0.1(% 0.4' 0.258 0.4' 0.253 0.4' 0.25

MURO Y93PISO CM(6n) CV(6n)

1 4.12 1.55

% 4.12 2.0+8 4.12 2.0+3 4.12 2.0+


1 3.#4 1.40% 3.#4 1.(#8 3.#4 1.(#3 3.#4 1.(#

MURO Y9%PISO CM(6n) CV(6n)

1 4.#1 1.##% 4.#1 2.35

"Y



8 4.#1 2.353 4.#1 2.35


1 4.0# 1.53% 4.0# 2.04

8 4.0# 2.043 4.0# 2.04


MUROD'+ccn X 3ER! PISO

X93 1#.043 5.43+X98 41.321 13.1(1X9% 41.321 13.1(1

TOTAL %3!.:

MUROD'+ccn Y 3ER! PISO

Y93 40.+'3 12.'(0Y98 (.3(1 2.+#3Y9% '.#02 3.0'5Y91 40.+'3 12.'(0

TOTAL %3!4%


MURO X(m) Y(m)X93 3.325 (.0#5X98 2.400 5.125X9% 2.400 0.125Y93 0.0#5 4.100Y98 3.5#5 +.+00Y9% 3.5#5 1.#+3Y91 +.5#5 4.100

IP, 8:/..3/!210 6n9m


CALCULO DE EXENTRICIDAD TEORICA

Xcm, 3.1'4 m

Ycm, 4.33' mXc', 3.3++ mYc', 3.55( m

VTRASLACION

VTRASLACION

( ) T T M d Rigidez

d RigidezV ×

×

×=

∑ 2



+<, :!4.3 m+7, :!348 m


3=&6+ 8=&6++7, 0.5(2 0.23(+<, 1.113 0.44(

PRIMER NIVELY9Y

CALCULO DEL MOMENTO

+7 (3), 0.5(2 m+7 (8), 0.23( m

MURO "< (6n$m) X (m)Y93 4+50#.4+# 0.0#5Y98 '5#(.'2# 3.5#5Y9% 110(#.(54 3.5#5Y91 4+50#.4+# +.5#5

X9X

CALCULO DEL MOMENTO

+< (3), 1.113 m+< (8), 0.44( m

MURO "7 (6n$m) Y (m)X93 1'553.4(# (.0#5X98 4#40'.4'( 5.125X9% 4#40'.4'( 0.125

SEGUNDO NIVELY9Y

CALCULO DEL MOMENTO

+7 (3), 0.5(2 m+7 (8), 0.23( m

MURO "< (6n$m) X (m)Y93 4+50#.4+# 0.0#5Y98 '5#(.'2# 3.5#5

Y9% 110(#.(54 3.5#5

Y91 4+50#.4+# +.5#5



X9X

CALCULO DEL MOMENTO

+< (3), 1.113 m+< (8), 0.44( m

MURO "7 (6n$m) Y (m)X93 1'553.4(# (.0#5X98 4#40'.4'( 5.125X9% 4#40'.4'( 0.125

TERCER NIVELY9Y

CALCULO DEL MOMENTO

+7 (3), 0.5(2 m+7 (8), 0.23( m

MURO "< (6n$m) X (m)Y93 4+50#.4+# 0.0#5Y98 '5#(.'2# 3.5#5Y9% 110(#.(54 3.5#5Y91 4+50#.4+# +.5#5

X9X

CALCULO DEL MOMENTO

+< (3), 1.113 m+< (8), 0.44( m

MURO "7 (6n$m) Y (m)X93 1'553.4(# (.0#5X98 4#40'.4'( 5.125X9% 4#40'.4'( 0.125

CUARTO NIVELY9Y

CALCULO DEL MOMENTO

+7 (3), 0.5(2 m+7 (8), 0.23( m

MURO "< (6n$m) X (m)Y93 4+50#.4+# 0.0#5

Y98 '5#(.'2# 3.5#5

Y9% 110(#.(54 3.5#5Y91 4+50#.4+# +.5#5



X9X

CALCULO DEL MOMENTO

+< (3), 1.113 m

+< (8), 0.44( m

MURO "7 (6n$m) Y (m)X93 1'553.4(# (.0#5X98 4#40'.4'( 5.125X9% 4#40'.4'( 0.125


PRIMER NIVELMURO V6'a (6n) V'6 (6n)

X93 5.44 1.5'X98 13.1( 1.44X9% 13.1( 1.0#Y93 12.'( 0.5+Y98 2.+# 0.02Y9% 3.0' 0.02Y91 12.'( 1.35

SEGUNDO NIVELMURO V6'a (6n) V'6 (6n)

X93 4.(# 1.42X98 11.(0 1.2'X9% 11.(0 0.'5Y93 11.+2 0.51Y98 2.3' 0.02Y9% 2.## 0.02Y91 11.+2 1.20

TERCER NIVELMURO V6'a (6n) V'6 (6n)

X93 3.#3 1.0'X98 '.04 0.''

X9% '.04 0.#3Y93 (.'0 0.3'Y98 1.(3 0.01Y9% 2.12 0.01Y91 (.'0 0.'2

CUARTO NIVELMURO V6'a (6n) V'6 (6n)

X93 2.02 0.5'X98 4.'0 0.53X9% 4.'0 0.40

Y93 4.(2 0.21Y98 0.'' 0.01Y9% 1.15 0.01Y91 4.(2 0.50





MOMEN

MURO 3+' PISO M3

X93 53.'2#X98 112.23+

X9% 10'.3(3Y93 103.'('Y98 20.++4Y9% 23.'1'Y91 10'.'(3


PISO V+ (6n) M+ (6n9m)

1 2.+1 +.#'% 4.(2 1'.318 +.2' 35.++

3 #.02 53.'3



1 1.4+ 3.#(% 2.+' 10.##8 3.51 1'.((3 3.'2 30.0+


1 1.1+ 3.00% 2.13 (.558 2.#( 15.#(3 3.11 23.(+


1 5.43 14.13% 10.03 40.20

8 13.0' #4.23

3 14.+2 112.24

Vm 0.5ν

m⋅ α⋅ t⋅ L⋅ 0.23P

g⋅+=

1

3α≤

VeL⋅

Me

1≤=



PISO V+ (6n) M+ (6n9m)1 5.30 13.##% '.## 3'.1#8 12.#+ #2.34

3 14.25 10'.3(

PISO V+ (6n) M+ (6n9m)1 5.03 13.0'% '.2' 3#.248 12.13 +(.##3 13.55 103.''


1 1.00 2.+0% 1.(5 #.408 2.41 13.+#

1 2.+' 20.++


1 1.1+ 3.01% 2.14 (.5#8 2.#' 15.(23 3.12 23.'2


1 5.32 13.(4

% '.(3 3'.3'8 12.(3 #2.#43 14.33 10'.'(


MURO X93A

PISO V+(6n) Vm(6n)1 1.4+ 13.54% 2.+' '.#+8 3.51 (.053 3.'2 #.4'

MURO X93BPISO V+(6n) Vm(6n)

1 1.1+ (.+#% 2.13 +.428 2.#( 5.4#3 3.11 +.00

MURO X98PISO V+(6n) Vm(6n)

Ve 0.55Vm⋅≤



1 5.43 2+.((% 10.03 2+.((8 13.0' 2+.((3 14.+2 2+.((

MURO X9%PISO V+(6n) Vm(6n)

1 5.30 2+.((% '.## 2+.((8 12.#+ 2+.((3 14.25 2+.((

MURO Y93PISO V+(6n) Vm(6n)

1 5.03 4(.#4% '.2' 51.018 12.13 53.2(3 13.55 55.55


1 1.00 1#.(1% 1.(5 14.+58 2.41 12.5+3 2.+' 11.#5

MURO Y9%PISO V+(6n) Vm(6n)

1 1.1+ 1'.3'% 2.14 1#.1(

8 2.#' 14.#'3 3.12 13.'1


1 5.32 4(.#2% '.(3 50.'(8 12.(3 53.243 14.33 55.50

VERIFICACION DE LA RESISTENCIA AL CORTE DE LOS MUROS ANTE E

PISO Vm7 Vm<1 #'.'( 134.++% #2.'5 133.(28 +'.2' 133.(#

3 +(.25 13+.#1

PISO Vm7 Vm<1 #'.'( 134.++% #2.'5 133.(28 +'.2' 133.(#3 +(.25 13+.#1




VERIFICACION DE LA

EL MURO QUE ESCOGEMOS PARA EL DISEÑO ES EL MURO Y93

PISO Pm(6n) AREA (m8)1 3:!2:/ 3:!%3% 88!%80 3:!%38 %%!414 3:!%33 1/!30. 3:!%3

VERIFICACION DEL

PISO V+(6n) Vm(6n)1 8!033 8/!/8/

% 1!.3. 80!%238 0!8.2 83!/383 4!:81 34!1%1

PISO V?Vm V+'K1 O"555 NO AGR % O"555 NO AGR 8 O"555 NO AGR 3 O"555 NO AGR

PISO V+(6n) Vm(6n)1 /!:%1 1.!4%/% 2!82: /3!::48 38!384 /%!84.3 3%!/1/ //!/12


Vu Vm

≤

2

Vm1

Ve1

≤ 3≤



PISO V+(6n) Vm(6n)1 3!::: 34!.:2% 3!.10 31!0/88 8!13: 38!//23 8!028 33!4/1


PISO V+(6n) Vm(6n)1 3!3/. 32!%23% 8!3%4 34!34.8 8!4.2 31!4213 %!330 3%!23%


PISO V+(6n) Vm(6n)1 /!%8/ 1.!488% 2!.8/ /:!2.:8 38!.80 /%!8%.3 31!%80 //!12/

PISO V?Vm V+'K1 O"555 NO AGR % O"555 NO AGR

8 O"555 NO AGR 3 O"555 NO AGR

33!9DISEÑO DE LOS COLUMNAS Y VIGAS SOLERAS

NECESIDAD DE COLOCAR REFUERZO =ORIZONTALEN LOS MUROS

&l ?e!uero @oriontal solo se reuiere cuando VuVmB en nuestro caso todoel cortante ltimo.

ero8 )a ue la edi!icaciDn consta de 4 nieles8 segn la norma8 todo el /reimcontinuo m>nimo8 el cual es

ρ

As

- t⋅=



ara ello8 colocaremos 2 alambres de +mm ) calcularemos su es/aciamiento

A, :!8.%6, 31

c?an6a, :!::3

Luego8 el es/aciamiento ser7

S, 1:!%2

Eado ue utiliaremos un ladrillo @-'8 con un es/esor de mortero de 1cm8 te

Cca' 8 aam*'+ @+ 0mm ca@a

DISEÑO DE LOS ELEMENTOS DE CONFINAMIENTO DE LOS MUROS DEL

Pa'am+6' cm?n+

Kc, 34/ #$cm86, :!31 mh, 8!1 m

+6'*, 3$1 &?#!A, :!0%% cm8K<, 18:: #$cm8

6n,691 3: cm

, 3R+c! 8 cm

MURO X3COLUMNAS

C?mna C93 C9%U*cacn EXTREMA INTERMEDIA

P# 15.04Vm3 1#.43M?3 133.(5

L 4.35Lm 2.43Nc 3M 112.'3F 25.'+Pc 5.01T 20.'5 4.+1C 30.'# 0.20

Vc 3.+5 2.43AK (cm8) 1.02 0.+(A6 (cm8) 5.54 1.22A (cm8) +.5+ 1.'0

Ac (cm8) 420.00 '10.00An (cm8) 2+0.00 +10.00A mnm 1.#5 3.#'

A Kna (cm8) 0!/0 %!42

ρ

As

- t⋅=



USAR 03$8 13$8@ (cm) 2(.00 +3.00

3 3.12 3.3'8 12.+# 12.+#

% #.00 15.#51 10.00 10.00

(cm) /!:: /!::

Zna cnK! 45.00 '4.503$1 2/cmR8/cm 32/cmR8/cm

VUGAS SOLERASAc (cm8) 500.00

T 4.(#A (cm8) 1.2'

Amn (cm8) 2.0(A Kna (cm8) 8!:.

USAR 1.mm

MUROCOLUMNAS

C?mna C93 C93U*cacn EXTREMA INTERMEDIA

P# 3Vm3 5M?3 31

L (.Lm 4.NcM 24

F 2Pc '.T 20.0# +.42C 3'.#+ 1.#1Vc (.33 5.55

AK (cm8) 2.33 1.5+A6 (cm8) 5.31 1.#0A (cm8) #.+4 3.25Ac (cm8) 420.00 420.00An (cm8) 2+0.00 2+0.00A mnm 1.#5 1.#5

A Kan (cm8) 4!01 %!8/USAR 13$8>8%$. 13$8@ (cm) 2(.00 2(.00

3 3.12 3.128 12.+# 12.+#

% #.00 #.001 10.00 10.00

(cm) /!:: /!::Zna cnK! 45.00 45.00

3$1 2/cmR8/cm 2/cmR8/cmVUGAS SOLERAS

Ac (cm8) 500.00

T 13.('A (cm8) 3.+#

Amn (cm8) 2.0(A Kna (cm8) %!04



USAR 13$8

MURO Y8COLUMNAS

C?mna EXTR PLACA C9%U*cacn EXTREMA EXTREMA

P# 24.10Vm3 11.#5M?3 +1.''

L 2.'0Lm 2.'0

Nc 2.00M 4#.('F 1+.51Pc 12.05T 4.4+ 4.4+C 2(.5+ 2(.5+

Vc 5.(( 5.((AK (cm8) 1.+5 1.+5A6 (cm8) 1.1( 1.1(A (cm8) 2.(3 2.(3Ac (cm8) 5+0.00 5+0.00An (cm8) 3+0.00 3+0.00A mnm 2.33 2.33

A Kan (cm8) 8!.% 8!.%USAR 1%$. 1%$.@ (cm) 3(.00 3(.00

3 3.25 3.258 12.+# 12.+#

% '.50 '.501 10.00 10.00

(cm) /!:: /!::Zna cnK! 5#.00 5#.00


Ac (cm8) 500.00T 5.((

A (cm8) 1.55Amn (cm8) 2.0(

A Kna (cm8) 8!:.USAR 1.mm

MURO Y%COLUMNAS

C?mna EXTR PLACA C93U*cacn EXTREMA EXTREMA

P# 2'.03Vm3 13.'1M?3 #1.#+

L 3.13Lm 3.13

Nc 2.00M 55.0+F 1#.5'Pc 14.52



T 3.0( 3.0(C 32.11 32.11Vc +.'+ +.'+

AK (cm8) 1.'5 1.'5

A6 (cm8) 0.(1 0.(1A (cm8) 2.#+ 2.#+Ac (cm8) 5+0.00 420.00

An (cm8) 3+0.00 2+0.00A mnm 2.33 1.#5

A Kan (cm8) 8!40 8!40USAR 1%$. 1%$.@ (cm) 3(.00 2(.00

3 3.25 3.128 12.+# 12.+#% '.50 #.001 10.00 10.00

(cm) /!:: /!::Zna cnK! 5#.00 45.00


Ac (cm8) 500.00T +.'+

A (cm8) 1.(4Amn (cm8) 2.0(

A Kna (cm8) 8!:.USAR 1.mm

MUROCOLUMNAS

C?mna C93 C93U*cacn EXTREMA INTERMEDIA

P# 3Vm3 5M?3 32

L (.Lm 4.NcM 2+F 3Pc '.T 22.33 +.4+

C 41.'0 1.++Vc (.32 5.55

AK (cm8) 2.33 1.55A6 (cm8) 5.'1 1.#1

A (cm8) (.24 3.2+Ac (cm8) 420.00 420.00An (cm8) 2+0.00 2+0.00A mnm 1.#5 1.#5

A Kan (cm8) .!81 %!80USAR 13$8>8%$. 13$8@ (cm) 2(.00 2(.00

3 3.12 3.128 12.+# 12.+#% #.00 #.00

1 10.00 10.00



(cm) /!:: /!::Zna cnK! 45.00 45.00


Ac (cm8) 500.00T 13.(#

A (cm8) 3.+#

Amn (cm8) 2.0(A Kna (cm8) %!04

USAR 13$8

ara todas las soleras el estribaFe es el m>nimo

Luego 3$1999H 3:!:/m 1:!3:m R:!8/m

Los dise*os anteriores se encuentran /lasmados en el /lano8 teniendo en cuela o/timiacion de los aceros.

DISEÑO POR CARGA SISMICA PERPENDICULAR AL PLANO

odos los muros /ortantes del edi!icio cum/len con los tres reuisitos /ara ei

1.-e encuentran arriostrados en sus cuatro lados.2.-u es/esor e!ectio es ma)or ue h%20.3.-&l es!uero aial /roducido /or la carga de graendad maima es menor Cabe mensionar ue en esta estructura no se cuenta con al!eiares.



h= 2.4 m

0.15 0.30.25 0.250.25 0.2

h= 0.20 mA= 54.53 m2

1#5 $g%cm2210 $g%cm2

21#3#0.+5 $g%cm24200 $g%cm2+5 $g%cm2(.1 $g%cm2

32500 $g%cm2olido de arcilla i/o V maimo 30 de /er!oracion14 Cemento Arena gruesa

eso &s/= 2400 $g%m3s%c= 200 $g%m2s%c= 150 $g%m2

eso &s/= 1'00 $g%m3= 300 $g%m2= 100 $g%m2

t h%20 6ona ismica 3

0.12 m

0.14 m O"555

edad de sericio ) el 100 de la

anch (m) P!E! ("#$m%) TOTAL (6n)0.14 1.'0 (.3(0.25 2.40 3.2'

0.30 14.12



0.10 4.#1s%c= 0.15 (.(3

%2!%8

Pm, %2!%8 6n

./!0%1

, 2.!.3

, 24!/

O"555

6 (m) L76 (m8)0.14 0.+0'0.14 0.3500.14 0.350

3!%:26 (m) L76 (m8)0.14 1.14(

0.14 0.40+0.14 0.43(0.14 1.14(

%!31:

Z, 0.4 6ona 3U, 1 Categoria de la &di!icacion

S, 1.2

N, 4 Alba*iler>a con!inada

0.02+# O"555

0.02+# O"555

6 (m) = (m) P!E! (Tn$m%) P+ (6n)0.14 2.40 1.' 2.###0.14 2.40 2.4 2.01+0.14 2.40 2.4 2.01+0.14 2.40 1.' 5.235

0.14 2.40 1.' 1.(510.14 2.40 1.' 1.''(0.14 2.40 1.' 5.235

83!38.

6n$m8

6n$m8

6n$m8

uelos ;ntermedios 2



P!E! (6n$m8) P+ (6n)0.30 1+.35'

30!%/2

CM, %4!1.4

P+ (6n)0.20 10.'0+

3:!2:0

P+ (6n)

0.10 5.453/!1/%

CV CM > CV CM > :!8/;CV10.'1 4(.3' 40.2110.'1 4(.3' 40.2110.'1 4(.3' 40.215.45 42.'4 3(.(5

3..!38 3/2!12 6n

0.((# 6n$m8

o /iso 0.#(# 6n$m8

3/2!12 6n

Y (m) ;X (6n9m) ;Y (6n9m)(.0#5 '.234 22.4255.125 4.(3( 10.3320.125 4.(3( 0.2524.100 0.3'3 21.4+3

+.+00 +.+1' 12.21'1.#+3 #.144 3.5234.100 34.41' 21.4+3

04!1./ 23!040

%!321 m1!%%2 m

6ona 3Categoria de la &di!icacion T,:actor de Am/li!icacion ismica

S$C (6n$m8)

S$C (6n$m8)

hn,

CT,

TP,



C,Alba*ileria

6n 20

P;h (6n9m) FACTOR F (6n) V (6n)125.(2 0.10 3.340 %3!.2.251.+5 0.21 +.+(1 8.!//.3##.4# 0.31 10.021 83!.4444+.5( 0.3# 11.(5+ 33!./0

38:3!/8 3!:: %3!2:

Alba*ileria

6n 40

P;h (6n9m) FACTOR F (6n) V (6n)125.(2 0.10 +.+(1 0%!424251.+5 0.21 13.3+2 /4!3303##.4# 0.31 20.042 1%!4/144+.5( 0.3# 23.#12 8%!438

38:3!/8 3!:: 0%!424

ON X6 (m) 0.14 1'553.4' 1#.0430.14 4#40'.50 41.3210.14 4#40'.50 41.321(.20 131.'1 0.1152.'0 4+.+5 0.0413.13 50.35 0.044(.20 131.'1 0.115

3314%%!%3 3::

ON Y6 (m) 4.35 +'.'( 0.0+12.50 2+(.'( 0.2352.50 2+(.'( 0.2350.14 4+50#.4# 40.+'30.14 '5#(.'3 (.3(10.14 110(#.(5 '.#020.14 4+50#.4# 40.+'3

3318.2!00 3::

uelos ;ntermedios 2

"X

"Y



DIRECCION YY (m) "7;Y

232.+# (.0#5 1'553.4' 15#('4.40(3+45.5+ 5.125 4#40'.50 242'#3.+#+4+45.5+ 0.125 4#40'.50 5'2+.1(#234((.0+ 4.100 131.'1 540.(34#34244.++ +.+00 4+.+5 30#.(''3

3'+3'.0( 1.#+3 50.35 ((.#+'4305#(+.+0 4.100 131.'1 540.(34#%.10.8!32 3314%%!%3 1:.848!03:

mm

AT (m8),8!8:

P+P'& Pm(6n) P#(6n)2.### 3.'' %!412.### (.0( 4!/32.### 12.1( 33!842.### 1+.2( 3/!:1

AT (m8),8!//P+P'& Pm(6n) P#(6n)

2.01+ 3.42 %!3%2.01+ +.'+ 0!%:2.01+ 10.51 2!102.01+ 14.0+ 38!08

AT (m8),3!8%P+P'& Pm(6n) P#(6n)

2.01+ 2.+' 8!//2.01+ 5.45 /!382.01+ (.20 4!022.01+ 10.'5 3:!80

AT (m8),3:!%3P+P'& Pm(6n) P#(6n)

5.235 10.'1 2!4/

5.235 22.33 32!085.235 33.#5 82!125.235 45.1# %2!%4

AT (m8),2!%1P+P'& Pm(6n) P#(6n)

1.(51 +.'' /!211.(51 14.44 33!221.(51 21.'0 3.!:/1.(51 2'.35 81!3:

AT (m8),33!44P+P'& Pm(6n) P#(6n)

1.''( (.4# 4!3/1.''( 1#.53 31!11

"Y;X "X



1.''( 2+.5' 83!411.''( 35.+5 82!:%

AT (m8),3:!3.P+P'& Pm(6n) P#(6n)

5.235 10.(3 2!025.235 22.1( 32!/:5.235 33.52 82!%85.235 44.(+ %2!31

8DO! PISO %ER! PISO 1TO! PISO

4.(+# 3.#2( 2.02111.(01 '.040 4.(''11.(01 '.040 4.(''8.!14 83!.3 33!.8

8DO! PISO %ER! PISO 1TO! PISO

11.+21 (.'02 4.(252.3'4 1.(34 0.''42.##1 2.122 1.15011.+21 (.'02 4.(258.!13 83!40 33!42

"7 (6n$m) "< (6n$m) "7(Y9Yc')8 "<(X9Xc')81'553.4(# +'.'## 3'((#+.15( 0.11#4#40'.4'( 2+(.'(3 11+34+.(13 250.'2+4#40'.4'( 2+(.'(3 55(('0.245 250.'2+131.'11 4+50#.4+# 3(.+(# 503++2.54'4+.+51 '5#(.'2# 431.5#4 41'.00+50.351 110(#.(54 1+2.314 4(5.010131.'11 4+50#.4+# 3(.+(# 4#('+2.'35

TOTAL 3:414.1!144 2.1:%3!14:

d=<i-<cr

d=9i-9cr

CALCULO DE EXENTRICIDAD ACCIDENTAL

L7, +.+5 m

L<, (.20 m

+<, 0.333 m





+7, 0.410 m

analisis /ara los dos casosanalisis /ara los dos casos

V, 31.'0 6n

M3, 1(.5+ 6n9mM8, #.+0 6n9m

V3'6 (6n) V8'6 (6n) V(>) (6n)-1.3( -0.5+ 0.5+0.02 0.01 0.020.02 0.01 0.021.35 0.55 1.35

V, 31.'0 6n

M3, 35.51 6n9mM8, 14.2' 6n9m

V3'6 (6n) V8'6 (6n) V(>) (6n)1.5' 0.+4 1.5'1.44 0.5( 1.44-2.+5 -1.0# 1.0#

V, 2(.5+ 6n

M3, 1+.+2 6n9mM8, +.(0 6n9m

V3'6 (6n) V8'6 (6n) V(>) (6n)-1.24 -0.51 0.510.02 0.01 0.020.02 0.01 0.021.20 0.4' 1.20



V, 2(.5+ 6n

M3, 31.#' 6n9mM8, 12.(0 6n9m

V3'6 (6n) V8'6 (6n) V(>) (6n)1.42 0.5# 1.421.2' 0.52 1.2'-2.3# -0.'5 0.'5

V, 21.(( 6n

M3, 12.#3 6n9mM8, 5.21 6n9m

V3'6 (6n) V8'6 (6n) V(>) (6n)-0.'5 -0.3' 0.3'0.01 0.01 0.010.01 0.01 0.010.'2 0.3( 0.'2

V, 21.(( 6n

M3, 24.35 6n9mM8, '.(0 6n9m

V3'6 (6n) V8'6 (6n) V(>) (6n)1.0' 0.44 1.0'0.'' 0.40 0.''-1.(2 -0.#3 0.#3

V, 11.(+ 6n

M3, +.'0 6n9mM8, 2.(2 6n9m

V3'6 (6n) V8'6 (6n) V(>) (6n)-0.51 -0.21 0.210.01 0.00 0.010.01 0.00 0.010.50 0.20 0.50



V, 11.(+ 6n

M3, 13.20 6n9m

M8, 5.31 6n9m

V3'6 (6n) V8'6 (6n) V(>) (6n)0.5' 0.24 0.5'0.53 0.22 0.53-0.'( -0.40 0.40

V66a (6n)#.0214.+214.2513.552.+'3.1214.33

V66a (6n)

+.2'13.0'12.#+12.132.412.#'12.(3

V66a (6n)4.(210.03'.##'.2'1.(52.14'.(3

V66a (6n)2.+15.435.30

5.031.001.1+5.32



OS DE VOLTEO (Tn!m)

8@ PISO M8 %+' PISO M%

35.++4 1'.314 +.#((#4.22+ 40.1'+ 14.12(#2.33' 3'.1#4 13.#+(+(.##2 3#.243 13.0'013.+++ #.401 2.+0115.(1( (.5++ 3.011#2.#3+ 3'.3(' 13.(44

MURO X93L(m) 6(m) J P# (6n)4.35 0.14 1.00 3.#44.35 0.14 1.00 #.514.35 0.14 0.## 11.2#

4.35 0.14 0.5# 15.04

MURO X93AL(m) 6(m) J P# (6n)2.425 0.14 0.'3 3.132.425 0.14 0.+0 +.302.425 0.14 0.43 '.4+2.425 0.14 0.33 12.+2

MURO X93BL(m) 6(m) J P# (6n)1.'25 0.14 0.#4 2.551.'25 0.14 0.4( 5.121.'25 0.14 0.34 #.+'1.'25 0.14 0.33 10.2+

MURO X98L(m) 6(m) J P# (6n)2.50 0.14 0.'+ 3.132.50 0.14 0.+2 +.302.50 0.14 0.44 '.4+

2.50 0.14 0.33 12.+2

MURO X9%

16 PISOM1

α

VeL⋅

Me

1≤= νm 8.1

kg

cm2



L(m) 6(m) J P# (6n)2.50 0.14 0.'+ 2.552.50 0.14 0.+2 5.122.50 0.14 0.44 #.+'2.50 0.14 0.33 10.2+

MURO Y93

L(m) 6(m) J P# (6n)(.20 0.14 1.00 '.#5(.20 0.14 1.00 1'.+2(.20 0.14 1.00 2'.4'(.20 0.14 1.00 3'.3#

MURO Y98L(m) 6(m) J P# (6n)2.'0 0.14 1.00 5.'42.'0 0.14 0.#2 11.''2.'0 0.14 0.51 1(.05

2.'0 0.14 0.3( 24.10

MURO Y9%L(m) 6(m) J P# (6n)3.13 0.14 1.00 #.153.13 0.14 0.#( 14.443.13 0.14 0.55 21.#43.13 0.14 0.41 2'.03

MURO Y91L(m) 6(m) J P# (6n)(.20 0.14 1.00 '.+'

(.20 0.14 1.00 1'.50(.20 0.14 1.00 2'.32(.20 0.14 1.00 3'.14

V+:!//VmO"555O"555O"555O"555

V+:!//VmO"555O"555O"555O"555

V+:!//Vm

55Vm⋅



O"555O"555O"555O"555

V+:!//Vm

O"555O"555O"555O"555

V+:!//VmO"555O"555O"555O"555

V+:!//VmO"555O"555O"555O"555

V+:!//VmO"555O"555

O"555O"555

V+:!//VmO"555O"555O"555O"555

L SISMO SEVERO

VE (R,%) Vm7HV+ (R,%) Vm<HV23.#1 O"555 O"43.#5 O"555 O"5#.12 O"555 O"+3.(0 O"555 O"

%VE (R,%) Vm7H%VE Vm<#1.14 COMPOR! ELASTICO COMPOR!131.2+ INELASTICO COMPOR!1#1.35 INELASTICO INELA1'1.3' INELASTICO INELA



ECESIDAD DE COLOCAR REFUERZO =ORIZONTAL ENEN LOS MUROS

-m(6n$m8) :!:/Km(6n$m8) -m,:!:/!Km3!:0 32.5 Go ?e!.@oriontal8!34 32.5 Go ?e!.@oriontal%!84 32.5 Go ?e!.@oriontal1!%. 32.5 Go ?e!.@oriontal

GRIETAMIENTO DIAGONAL EN LOS ENTREPISOSSUPERIORES

X93

Vm3$V+3 V?(6n) M+(6n;m) M?(6n;m)8!1.8 +.4(0 0!4.. 30!.1.

8!1.8 11.'5# 32!%31 14!2%48!1.8 15.+0' %/!001 ..!/328!1.8 1#.434 /%!284 3%%!.12

acn IETADO IETADO IETADO IETADO

Y93

Vm3$V+3 V?(6n) M+(6n;m) M?(6n;m)%!::: 15.103 3%!:2: %2!802%!::: 2#.(+' %4!81% 333!482%!::: 3+.3(0 0.!448 8:0!%34%!::: 40.+35 3:%!2.2 %33!20.


Mui Mei

V

m1Ve1

⋅= Vui

Vei

Vm1

Ve1

⋅=



Y98

Vm3$V+3 V?(6n) M+(6n;m) M?(6n;m)%!::: 3.001 8!0:3 4!.:%%!::: 5.53( 4!1:3 88!8:8%!::: #.22' 3%!000 1:!224%!::: (.0#5 8:!001 03!223


Y9%

Vm3$V+3 V?(6n) M+(6n;m) M?(6n;m)%!::: 3.4#4 %!:33 2!:%8%!::: +.410 .!/00 8/!022%!::: (.3+( 3/!.3. 14!1//%!::: '.34# 8%!232 43!4/4


Y91

Vm3$V+3 V?(6n) M+(6n;m) M?(6n;m)%!::: 15.'#4 3%!.11 13!/%8%!::: 2'.4#5 %2!%.2 33.!30.%!::: 3(.4## 48!4%0 83.!8:4%!::: 42.'## 3:2!2.% %82!21.

acn IETADO IETADO

IETADO IETADO

los muros so/ortan

r niel debe llear re!uero horiontal

ρ 0.001≥



cm8 Halambre de +mmIcm

Hm>nimoI

cm

emos

ha@a

PRIMER PISO

C93EXTREMA

20.'530.'#3.+51.025.54+.5+

420.002+0.001.#50!/0

ρ 0.001≥



03$82(.003.1212.+##.0010.00/!::

45.002/cmR8/cm

3

C93 C93INTERMEDIA EXTREMA

.3#

.551.'#.20.104.31

.'2.(4

+.42 20.0#1.#1 3'.#+5.55 (.331.5+ 2.331.#0 5.313.25 #.+4

420.00 420.002+0.00 2+0.001.#5 1.#5%!8/ 4!01

13$8 13$8>8%$.2(.00 2(.003.12 3.1212.+# 12.+##.00 #.0010.00 11.00/!:: /!::45.00 45.00

2/cmR8/cm 2/cmR8/cm



1

C93 C93INTERMEDIA EXTREMA

.14

.50.'5

.20

.104.35.12.#(

+.4+ 22.33

1.++ 41.'05.55 (.321.55 2.331.#1 5.'13.2+ (.24

420.00 420.002+0.00 2+0.001.#5 1.#5%!80 .!81

13$8 13$8>8%$.2(.00 2(.00

3.12 3.1212.+# 12.+##.00 #.0010.00 11.00



/!:: /!::45.00 45.00

2/cmR8/cm 2/cmR8/cm

ta

itar su dise*o ante cargas /er/endiculares8 a a/arte de no tener ecentricidades de cargas.

e :a.



3:!1

0::!34%:!0



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PLANTILLA DISEÑO ALBAÑILERIA

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