Albañileria

DENSIDAD DE MUROS

DATOSSobrecarga 0.200 Ton/m2Sobrecarga Azotea 0.150 Ton/m3Alijerado de 20 cm 0.300 Ton/m4Piso terminado 0.100 Ton/m5

Viga solera 15X30 Base 0.15Altura 0.30

DENSIDAD DE MUROS EN LA DIRECCIN "Y"

Muro L (m) H (m)

Y1 9.85 0.13 1.28 2.40Y2 2.55 0.13 0.33 2.40Y3 10.80 0.13 1.40 2.40Y4 1.88 0.13 0.24 2.40Y5 1.40 0.13 0.18 2.40Y6 1.78 0.13 0.23 2.40

3.6760.95

0.394

Z=Factor de uso de la zona ZU=Factor de uso de la importancia US=Factor de suelo SN=Numero de pisos N

0.06 0.03 OK!

Espesor (t) (m)

Area de muro (L*t)

(m2)

=

_ =

( ) /_ /

DENSIDAD DE MUROS EN LA DIRECCIN "X"

Muro L (m) H (m)

X1 1.95 0.13 0.25 2.40X2 1.95 0.13 0.25 2.40X3 1.95 0.13 0.25 2.40X4 1.70 0.13 0.22 2.40X5 1.20 0.13 0.16 2.40X6 1.20 0.13 0.16 2.40X7 1.20 0.13 0.16 2.40X8 1.20 0.13 0.16 2.40X9 1.20 0.13 0.16 2.40

X10 1.20 0.13 0.16 2.40X11 1.20 0.13 0.16 2.40

2.0760.95

0.03

0.03

X11 MURO DE CONCRETO ARMADO O PLACA

F'c 175 kg/cm2F'm 65 kg/cm2Ec 198431.35 kg/cm2EM 32500 kg/cm2t 0.13

Espesor (t) (m)

Area de muro (L*t)

(m2)

COMO PODEMOS OBSERVAR NO CUMPLE CON LA DENSIDAD DE MUROS EN LA DIRECCION X, POR LO TANTO TRANSFORMAREMOS EL MURO DE ALBAILERIA CONFINADA "X11" A UNA PLACA

Criterio del area tranformada

=

_ =

/ /////////// =

( )/ _ =

El nuevo espesor tranformado sera:

t1

Muro L (m) H (m)

X1 1.95 0.13 0.25 2.40X2 1.95 0.13 0.25 2.40X3 1.95 0.13 0.25 2.40X4 1.70 0.13 0.22 2.40X5 1.20 0.13 0.16 2.40X6 1.20 0.13 0.16 2.40X7 1.20 0.13 0.16 2.40X8 1.20 0.13 0.16 2.40X9 1.20 0.13 0.16 2.40

X10 1.20 0.13 0.16 2.40X11 1.20 0.79 0.95 2.40

2.8760.95

0.05

0.03

Espesor (t) (m)

Area de muro (L*t)

(m2)

=/ = / = / = / = / = / = / = / = / = / = / = /

=

_ =

/ /////////// =

( )/ _ =

DENSIDAD DE MUROS

fc 175 kg/cm2f'm 65 kg/cm2Peso especifico del concreto 2.40 Ton/m3Peso especifico del muro 1.90 Ton/m3

mm

P.Especifico

12.09 1.90 5.84 3.63 1.21 1.068.19 1.90 1.51 2.46 0.82 0.2810.09 1.90 6.40 3.03 1.01 1.176.07 1.90 1.11 1.82 0.61 0.206.36 1.90 0.83 1.91 0.64 0.157.79 1.90 1.06 2.34 0.78 0.1950.59 Total 16.75 15.18 5.06 3.05

0.06

0.4 Zona 31 Importancia

1.2 Suelo intermedio 0.034 Numero de piso

Area tributaria

Peso Muro (Ton)

Peso Losa (Ton)

Piso terminado

(Ton)Peso Solera

(Ton)

/ /////////// =

( )/ _ =

P.Especifico

1.56 1.90 1.16 0.47 0.16 0.211.56 1.90 1.16 0.47 0.16 0.211.56 1.90 1.16 0.47 0.16 0.211.52 1.90 1.01 0.46 0.15 0.180.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.88 2.40 0.90 0.26 0.09 0.13

Total 9.64 3.85 1.28 1.72

0.03 0.03 NOCUMPLE

Area tributaria

Peso Muro (Ton)

Peso Losa (Ton)

Peso Acab. (Ton)

Peso Solera (Ton)

COMO PODEMOS OBSERVAR NO CUMPLE CON LA DENSIDAD DE MUROS EN LA DIRECCION X, POR LO TANTO TRANSFORMAREMOS EL MURO DE

( ) /_ / ///////////

1.20

0.13

0.8

P.Especifico

1.56 1.90 1.16 0.47 0.16 0.211.56 1.90 1.16 0.47 0.16 0.211.56 1.90 1.16 0.47 0.16 0.211.52 1.90 1.01 0.46 0.15 0.180.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.96 1.90 0.71 0.29 0.10 0.130.88 1.90 4.34 0.26 0.09 0.13

Total 13.09 3.85 1.28 1.72

0.05 0.03 OK!

Area tributaria

Peso Muro (Ton)

Peso Losa (Ton)

Peso Acab. (Ton)

Peso Solera (Ton)

( ) /_ / ///////////

ANLISIS SISMICO

METRADO DE CARGAR

1. PRIMER PISO

P. Losa = 19.03P. Vigas = 4.77P. Muros = 29.84P. Acabados = 5.06S/C = 10.12

2. SEGUNDO PISO


3. TERCER PISO


4. CUARTO PISO (AZOTEA)

P. Losa = 19.03P. Vigas = 4.77P. Muros = 14.92P. Acabados = 5.06S/C (Azotea) = 7.59

PARAMETROS SISMICOS

SISMO SEVERO

Z=Factor de uso de la zonaU=Factor de uso de la importanciaS=Factor de sueloN=Numero de pisosC=Coeficiente sismicoR=Factor de reduccion

Calculo del Coeficiente sismico "C"

Calculo de la cortante

DISTRIBUCION DE LA CORTANTE BASAL POR PISO

PISO PESO (Ton)4 (Azotea) 45.68

3 61.232 61.231 61.23

SISMO MODERADO

Z=Factor de uso de la zonaU=Factor de uso de la importanciaS=Factor de sueloN=Numero de pisosC=Coeficiente sismicoR=Factor de reduccion

Calculo del Coeficiente sismico "C"

Calculo de la cortante


PISO PESO (Ton)4 (Azotea) 45.68

3 61.232 61.231 61.23

ANLISIS SISMICO

METRADO DE CARGAR

TonTon CARGA MUERTA 58.70 TonTon CARGA VIVA 2.53 TonTon CARGA TOTAL 61.23 TonTon




PARAMETROS SISMICOS

Z 0.4 Zona 3U 1 ImportanciaS 1.2 Suelo intermedioN 4 Numero de pisoC 2.5 Coeficiente sismicoR 3 Sismo severo

hn 9.660

Tp 0.6T 0.16

C 0.67

PESO TOTAL DE LA EDIFICACION

P 229.37

CORTANTE BASAL

CT

=2.5 )(/ 2.5

=/

V 91.75


Hi PESO*Hi % Fi (Ton) Vi (Ton)9.60 438.52 33.21% 30.47 30.477.20 440.87 33.39% 30.64 61.114.80 293.91 22.26% 20.43 81.542.40 146.96 11.13% 10.21 91.75

TOTAL 1320.26

Z 0.4 Zona 3U 1 ImportanciaS 1.2 Suelo intermedioN 4 Numero de pisoC 2.5 Coeficiente sismicoR 6 Sismo Moderado

hn 9.660

Tp 0.6T 0.16

CT

=/

=2.5 )(/ 2.5

C 0.67


P 229.37

CORTANTE BASAL

V 45.87


Hi PESO*Hi % Fi (Ton) Vi (Ton)9.60 438.52 33.21% 15.24 15.247.20 440.87 33.39% 15.32 30.564.80 293.91 22.26% 10.21 40.772.40 146.96 11.13% 5.11 45.87

TOTAL 1320.26

=/

ANLISIS SISMICO

METRADO DE CARGAR

PARAMETROS SISMICOS

mss


Ton

CORTANTE BASAL

ton


m

ss


Ton

CORTANTE BASAL

ton


ANALISIS DE CORTE DIRECTO

1. PRIMER PISO

Modulo de elasticidad del muroModulo de elasticidad del concreto fc 175 Kg/cm2

CORTANTE BASAL

CORTANTE BASAL PARA EL 1ER PISO

PISO TIPICO

a) Para la direccion "X"

Muro L (cm)

X1 195.00X2 195.00X3 195.00X4 170.00X5 120.00X6 120.00X7 120.00X8 120.00X9 120.00

X10 120.00X11(Placa) 120.00

b) Para la direccion "Y"

Muro L (cm)

Y1 985.00Y2 255.00Y3 1080.00Y4 188.00Y5 140.00Y6 178.00

CORTANTE DIRECTO

MuroX1X2

DIRECCIN X X3X4X5X6X7X8X9X10

X11(Placa)

MuroY1

DIRECCIN Y Y2Y3Y4Y5Y6

ANALISIS DE CORTE DIRECTO

1. PRIMER PISO

EM 32500 kg/cm2Modulo de elasticidad del concreto fc 175 Kg/cm2 Ec 198431.35 kg/cm2

CORTANTE BASAL PARA EL 1ER PISO

V 91.75 ton

Rigides X-X C. Directo

t (cm) H (cm) L*t (cm2) Kxi (Kg/cm) Vmi-x (Kg)

13.00 240.00 2535.00 37893.23 13.75% 12.6213.00 240.00 2535.00 37893.23 13.75% 12.6213.00 240.00 2535.00 37893.23 13.75% 12.6213.00 240.00 2210.00 27275.08 9.90% 9.0813.00 240.00 1560.00 11118.42 4.03% 3.7013.00 240.00 1560.00 11118.42 4.03% 3.7013.00 240.00 1560.00 11118.42 4.03% 3.7013.00 240.00 1560.00 11118.42 4.03% 3.7013.00 240.00 1560.00 11118.42 4.03% 3.7013.00 240.00 1560.00 11118.42 4.03% 3.7013.00 240.00 1560.00 67884.41 24.64% 22.60

Kxi= 275549.69

Rigides Y-Y C. Directo

t (cm) H (cm) L*t (cm2) Kxi (Kg/cm) Vmi-x (Kg)

13.00 240.00 12805.00 535606.52 0.42 38.3713.00 240.00 3315.00 68605.98 0.05 4.9113.00 240.00 14040.00 594599.42 0.46 42.5913.00 240.00 2444.00 34768.96 0.03 2.4913.00 240.00 1820.00 16703.26 0.01 1.2013.00 240.00 2314.00 30506.23 0.02 2.19

Kxi/Kxi (%)

Kxi/Kxi (%)

Kxi= 1280790.38

1 piso 2 piso 3 piso 4 pisoV x piso (Tn)

91.75 81.54 61.11 30.47K V1x V2x V3x V4x

37893.23 12.62 11.21 8.40 4.1937893.23 12.62 11.21 8.40 4.1937893.23 12.62 11.21 8.40 4.1927275.08 9.08 8.07 6.05 3.0211118.42 3.70 3.29 2.47 1.2311118.42 3.70 3.29 2.47 1.2311118.42 3.70 3.29 2.47 1.2311118.42 3.70 3.29 2.47 1.2311118.42 3.70 3.29 2.47 1.2311118.42 3.70 3.29 2.47 1.2367884.41 22.60 20.09 15.06 7.51

275549.695

K V1y V2y V3y V4y535606.52 38.37 34.10 25.56 12.7468605.98 4.91 4.37 3.27 1.63594599.42 42.59 37.85 28.37 14.1534768.96 2.49 2.21 1.66 0.8316703.26 1.20 1.06 0.80 0.4030506.23 2.19 1.94 1.46 0.73

1280790.38

ANALISIS DE CORTE DIRECTOHECHO POR : RAUL MARAZA ROSAS

1. PRIMER PISO

HECHO POR : RAUL MARAZA ROSAS

CENTRO DE MASA

PISO TIPICO

Albaileria 1.900Concreto Armado 2.400

Muros Descripcion Longitud (m) Espesor(m)

X1 Soga 1.95 0.13X2 Soga 1.95 0.13X3 Soga 1.95 0.13X4 Soga 1.70 0.13X5 Soga 1.20 0.13X6 Soga 1.20 0.13X7 Soga 1.20 0.13X8 Soga 1.20 0.13X9 Soga 1.20 0.13

X10 Soga 1.20 0.13X11 (Placa) Placa 1.20 0.13

Y1 Soga 9.85 0.13Y2 Soga 2.55 0.13Y3 Soga 10.80 0.13Y4 Soga 1.88 0.13Y5 Soga 1.40 0.13Y6 Soga 1.78 0.13

Tn/m3

Tn/m3

CENTRO DE MASA

Brazo

h(m) Peso(Tn) X(m) Y(m) P*X P*Y

2.40 1.16 5.03 0.08 5.81 0.092.40 1.16 5.03 4.81 5.81 5.552.40 1.16 5.03 7.38 5.81 8.532.40 1.01 0.85 10.73 0.86 10.812.40 0.71 3.60 10.73 2.56 7.632.40 0.71 5.40 10.73 3.84 7.632.40 0.71 0.60 7.38 0.43 5.252.40 0.71 2.55 7.38 1.81 5.252.40 0.71 0.60 0.93 0.43 0.662.40 0.71 2.55 0.93 1.81 0.662.40 0.90 3.60 8.33 3.23 7.482.40 5.84 0.08 5.88 0.44 34.302.40 1.51 3.08 9.53 4.65 14.402.40 6.40 5.93 5.40 37.93 34.572.40 1.11 4.13 6.51 4.60 7.262.40 0.83 4.13 4.18 3.42 3.472.40 1.06 4.13 1.74 4.35 1.84

26.39 87.79 155.36

Xc 3.32617555 m Yc 5.8858967

5.8858967

CENTRO DE MASA

m

CENTRO DE RIGIDECES

PISO TIPICO

Em 325000 Ton/m2Ec 1984313.48 Ton/m2

Muros X

X1 SogaX2 SogaX3 SogaX4 SogaX5 SogaX6 SogaX7 SogaX8 SogaX9 Soga

X10 SogaX11 Placa

Muros y

Y1 SogaY2 SogaY3 SogaY4 SogaY5 SogaY6 Soga

Descripcion

Descripcion

CENTRO DE RIGIDECES

Espesor(m) h(m) Kxi Yi Kxi*Y

1.95 0.13 2.40 3789.32 0.08 284.201.95 0.13 2.40 3789.32 4.81 18207.701.95 0.13 2.40 3789.32 7.38 27946.261.70 0.13 2.40 2727.51 10.73 29252.521.20 0.13 2.40 1111.84 10.73 11924.511.20 0.13 2.40 1111.84 10.73 11924.511.20 0.13 2.40 1111.84 7.38 8199.841.20 0.13 2.40 1111.84 7.38 8199.841.20 0.13 2.40 1111.84 0.93 1028.451.20 0.13 2.40 1111.84 0.93 1028.451.20 0.13 2.40 6788.44 8.33 56513.77

27554.97 174510.03

Ycr 6.33 m

Espesor(m) h(m) Kyi Xi Kyi*x

9.85 0.13 2.40 53560.65 0.08 4017.052.55 0.13 2.40 6860.60 3.08 21096.3410.80 0.13 2.40 59459.94 5.93 352300.161.88 0.13 2.40 3476.90 4.13 14342.201.40 0.13 2.40 1670.33 4.13 6890.101.78 0.13 2.40 3050.62 4.13 12583.82

128079.04 411229.66

Xcr 3.21 m

Longitud (m)

Longitud (m)

CENTRO DE RIGIDECES

CALCULO DE LA EXCENTRICIDAD DE DISEO

Piso Xcr Ycr Xcm1 3.211 6.333 3.3262 3.211 6.333 3.3263 3.211 6.333 3.3264 3.211 6.333 3.326

Exc. AccidentalPiso LX LY exacc

1 6.000 10.800 0.5402 6.000 10.800 0.5403 6.000 10.800 0.5404 6.000 10.800 0.540

Exc. Terica Exc. Accidental

Piso1 -0.115 0.447 0.5402 -0.115 0.447 0.5403 -0.115 0.447 0.5404 -0.115 0.447 0.540

MOMENTOS TORSORES

Piso Exc. De Diseo en X Exc. De Diseo en Ycaso 1 caso 2 caso 1

1 0.42 -0.66 0.7472 0.42 -0.66 0.7473 0.42 -0.66 0.7474 0.42 -0.66 0.747

ex ey exacc

=

MOMENTOS TORSORES

Muros K Y YcrX1 3789.32 0.08 6.33X2 3789.32 4.81 6.33X3 3789.32 7.38 6.33X4 2727.51 10.73 6.33X5 1111.84 10.73 6.33X6 1111.84 10.73 6.33X7 1111.84 7.38 6.33X8 1111.84 7.38 6.33X9 1111.84 0.93 6.33

X10 1111.84 0.93 6.33X11 6788.44 8.33 6.33Y1 53560.65 5.88 6.33Y2 6860.60 9.53 6.33Y3 59459.94 5.40 6.33Y4 3476.90 6.51 6.33Y5 1670.33 4.18 6.33Y6 3050.62 1.74 6.33

Muros K X XcrX1 3789.32 5.03 3.21X2 3789.32 5.03 3.21X3 3789.32 5.03 3.21X4 2727.51 0.85 3.21X5 1111.84 3.60 3.21X6 1111.84 5.40 3.21X7 1111.84 0.60 3.21X8 1111.84 2.55 3.21X9 1111.84 0.60 3.21

X10 1111.84 2.55 3.21X11 6788.44 3.60 3.21Y1 53560.65 0.08 3.21Y2 6860.60 3.08 3.21

Y3 59459.94 5.93 3.21Y4 3476.90 4.13 3.21Y5 1670.33 4.13 3.21Y6 3050.62 4.13 3.21

1 Piso

Mtx caso1 Mtx caso268.56 13.51 60.14

SISMO X SISMO YMuros Vx Vx Vx

X1 1.014 0.200 0.889X2 0.248 0.049 0.217X3 0.169 0.033 0.148X4 0.512 0.101 0.449X5 0.209 0.041 0.183X6 0.209 0.041 0.183X7 0.050 0.010 0.043X8 0.050 0.010 0.043X9 0.257 0.051 0.226

X10 0.257 0.051 0.226X11 0.578 0.114 0.507Y1 1.049 0.207 0.920Y2 0.936 0.185 0.821Y3 2.373 0.468 2.081Y4 0.026 0.005 0.023Y5 0.154 0.030 0.135Y6 0.599 0.118 0.526

Mty caso1 Mty caso238.95 -60.14 68.56

SISMO Y SISMO XMuros Vy Vy Vy

X1 0.167 -0.258 0.294X2 0.167 -0.258 0.294X3 0.167 -0.258 0.294X4 0.156 -0.242 0.275X5 0.011 -0.016 0.019X6 0.059 -0.091 0.104X7 0.071 -0.109 0.124

X8 0.018 -0.028 0.031X9 0.071 -0.109 0.124

X10 0.018 -0.028 0.031X11 0.064 -0.099 0.113Y1 4.081 -6.299 7.182Y2 0.023 -0.035 0.040Y3 3.921 -6.053 6.901Y4 0.077 -0.119 0.136Y5 0.037 -0.057 0.065Y6 0.068 -0.105 0.119

2 Piso

Mtx caso1 Mtx caso260.93 12.01 53.44


X1 1.014 0.178 0.790X2 0.248 0.043 0.193X3 0.169 0.030 0.132X4 0.512 0.090 0.399X5 0.209 0.037 0.163X6 0.209 0.037 0.163X7 0.050 0.009 0.039X8 0.050 0.009 0.039X9 0.257 0.045 0.200

X10 0.257 0.045 0.200X11 0.578 0.101 0.451Y1 1.049 0.184 0.818Y2 0.936 0.164 0.730Y3 2.373 0.416 1.849Y4 0.026 0.005 0.020Y5 0.154 0.027 0.120Y6 0.599 0.105 0.467

Mty caso1 Mty caso234.62 -53.44 60.93


X1 0.148 -0.229 0.261X2 0.148 -0.229 0.261X3 0.148 -0.229 0.261X4 0.139 -0.215 0.245

X5 0.009 -0.014 0.016X6 0.053 -0.081 0.093X7 0.063 -0.097 0.110X8 0.016 -0.024 0.028X9 0.063 -0.097 0.110

X10 0.016 -0.024 0.028X11 0.057 -0.088 0.100Y1 3.626 -5.598 6.383Y2 0.020 -0.031 0.035Y3 3.485 -5.379 6.133Y4 0.069 -0.106 0.121Y5 0.033 -0.051 0.058Y6 0.060 -0.093 0.106

3 Piso

Mtx caso1 Mtx caso245.67 9.00 40.05


X1 0.675 0.133 0.592X2 0.165 0.033 0.145X3 0.112 0.022 0.099X4 0.341 0.067 0.299X5 0.139 0.027 0.122X6 0.139 0.027 0.122X7 0.033 0.007 0.029X8 0.033 0.007 0.029X9 0.171 0.034 0.150

X10 0.171 0.034 0.150X11 0.385 0.076 0.338Y1 0.699 0.138 0.613Y2 0.624 0.123 0.547Y3 1.580 0.311 1.386Y4 0.018 0.003 0.015Y5 0.102 0.020 0.090Y6 0.399 0.079 0.350

Mty caso1 Mty caso225.95 -40.05 45.67


X1 0.111 -0.172 0.196X2 0.111 -0.172 0.196

X3 0.111 -0.172 0.196X4 0.104 -0.161 0.183X5 0.007 -0.011 0.012X6 0.039 -0.061 0.069X7 0.047 -0.073 0.083X8 0.012 -0.018 0.021X9 0.047 -0.073 0.083

X10 0.012 -0.018 0.021X11 0.043 -0.066 0.075Y1 2.718 -4.196 4.784Y2 0.015 -0.023 0.027Y3 2.612 -4.032 4.597Y4 0.051 -0.079 0.091Y5 0.025 -0.038 0.043Y6 0.045 -0.070 0.079

4 Piso

Mtx caso1 Mtx caso222.77 4.49 19.97


X1 0.337 0.066 0.295X2 0.082 0.016 0.072X3 0.056 0.011 0.049X4 0.170 0.034 0.149X5 0.069 0.014 0.061X6 0.069 0.014 0.061X7 0.016 0.003 0.014X8 0.016 0.003 0.014X9 0.085 0.017 0.075

X10 0.085 0.017 0.075X11 0.192 0.038 0.168Y1 0.349 0.069 0.306Y2 0.311 0.061 0.273Y3 0.788 0.155 0.691Y4 0.009 0.002 0.008Y5 0.051 0.010 0.045Y6 0.199 0.039 0.175

Mty caso1 Mty caso212.94 -19.97 22.77

SISMO Y SISMO X

Muros Vy Vy VyX1 0.055 -0.086 0.098X2 0.055 -0.086 0.098X3 0.055 -0.086 0.098X4 0.052 -0.080 0.091X5 0.003 -0.005 0.006X6 0.020 -0.030 0.035X7 0.023 -0.036 0.041X8 0.006 -0.009 0.010X9 0.023 -0.036 0.041

X10 0.006 -0.009 0.010X11 0.021 -0.033 0.038Y1 1.355 -2.092 2.385Y2 0.008 -0.012 0.013Y3 1.302 -2.011 2.292Y4 0.026 -0.040 0.045Y5 0.012 -0.019 0.022Y6 0.023 -0.035 0.040

Cortantes Finales de Diseo

Altura = 2.60

MurosX1 13.631 12.227 9.080X2 12.865 11.461 8.569X3 12.786 11.382 8.517X4 9.594 8.583 6.390X5 3.911 3.499 2.605X6 3.911 3.499 2.605X7 3.752 3.340 2.499X8 3.752 3.340 2.499X9 3.959 3.547 2.637

X10 3.959 3.547 2.637X11 23.182 20.666 15.441Y1 42.449 37.724 4.784Y2 4.937 4.388 25.571

RESUMEN CORTANTES (TRASLACIONAL+ROTACIONAL) (Ton)

1er PISO V1

2do PISO V2

3er PISO V3

TD VVV

Y3 46.515 41.338 5.885Y4 2.568 2.282 28.422Y5 1.234 1.096 1.684Y6 2.253 2.002 0.842

Muros

X1 102.61 67.17X2 96.64 63.19X3 96.02 62.78X4 72.16 47.22X5 29.42 19.25X6 29.42 19.25X7 28.17 18.42X8 28.17 18.42X9 29.79 19.50

X10 29.79 19.50X11 174.17 113.90Y1 257.55 147.18Y2 94.99 82.16Y3 283.89 162.95Y4 88.73 82.05Y5 11.50 8.29Y6 15.20 9.34

MOMENTOS DE VOLTEO(Ton.m)

1er PISO M1

2do PISO M2


Exc. TericaYcm ex ey

5.886 -0.115 0.4475.886 -0.115 0.4475.886 -0.115 0.4475.886 -0.115 0.447

Exc. Accidentaleyacc

0.3000.3000.3000.300

Exc. Accidental Exc. De Diseo en X Exc. De Diseo en Ycaso 1 caso 2 caso 1 caso 2

0.300 0.425 -0.655 0.747 0.1470.300 0.425 -0.655 0.747 0.1470.300 0.425 -0.655 0.747 0.1470.300 0.425 -0.655 0.747 0.147

MOMENTOS TORSORES

Exc. De Diseo en Y Vp MTx(tn.m) MTy(tn.m)

caso 2 caso 1 caso 2 caso 1 caso 20.147 91.75 68.561 13.511 38.955 -60.1350.147 81.54 60.930 12.007 34.619 -53.4420.147 61.11 45.667 9.000 25.947 -40.0550.147 30.47 22.773 4.488 12.939 -19.974

eyacc

YcmYcryXcmXcrx

Terica

ee

L0.05yaccL0.05xacc

Accidental

ee

M)2d(K

dKVT

d Kxd Kd^26.26 23714.19 148407.191.53 5790.69 8849.101.04 3947.87 4113.054.39 11978.78 52608.874.39 4883.03 21445.504.39 4883.03 21445.501.04 1158.36 1206.831.04 1158.36 1206.835.41 6013.02 32519.385.41 6013.02 32519.381.99 13521.49 26932.640.46 24539.35 11242.953.19 21897.93 69894.690.93 55485.65 51776.990.18 614.85 108.732.15 3596.48 7743.804.59 14012.00 64359.36

= 556380.763

d Kxd Kd^21.81 6874.78 12472.581.81 6874.78 12472.581.81 6874.78 12472.582.36 6438.96 15200.770.39 432.79 168.462.19 2434.10 5328.862.61 2902.74 7578.330.66 734.65 485.422.61 2902.74 7578.330.66 734.65 485.420.39 2642.41 1028.563.14 167952.77 526657.740.14 931.32 126.43

=M

)2d(KdKVT

2.71 161389.20 438050.780.91 3178.76 2906.180.91 1527.10 1396.150.91 2789.03 2549.88

= 1046959.040

(K*d^2)= 1603339.803

SISMO X DISEOmax Vx Vx asumido Vtraslx Vtot x V finalx

1.014 1.014 12.617 13.631 13.6310.248 0.248 12.617 12.865 12.8650.169 0.169 12.617 12.786 12.7860.512 0.512 9.082 9.594 9.5940.209 0.209 3.702 3.911 3.9110.209 0.209 3.702 3.911 3.9110.050 0.050 3.702 3.752 3.7520.050 0.050 3.702 3.752 3.7520.257 0.257 3.702 3.959 3.9590.257 0.257 3.702 3.959 3.9590.578 0.578 22.604 23.182 23.1821.049 1.049 0.000 1.049 1.0490.936 0.936 0.000 0.936 0.9362.373 2.373 0.000 2.373 2.3730.026 0.026 0.000 0.026 0.0260.154 0.154 0.000 0.154 0.1540.599 0.599 0.000 0.599 0.599

SISMO Y DISEOmax Vy Vy asumido Vtrasly Vtot y V finaly

0.167 0.167 0.000 0.167 0.2940.167 0.167 0.000 0.167 0.2940.167 0.167 0.000 0.167 0.2940.156 0.156 0.000 0.156 0.2750.011 0.011 0.000 0.011 0.0190.059 0.059 0.000 0.059 0.1040.071 0.071 0.000 0.071 0.124

0.018 0.018 0.000 0.018 0.0310.071 0.071 0.000 0.071 0.1240.018 0.018 0.000 0.018 0.0310.064 0.064 0.000 0.064 0.1134.081 4.081 38.368 42.449 42.4490.023 0.023 4.915 4.937 4.9373.921 3.921 42.594 46.515 46.5150.077 0.077 2.491 2.568 2.5680.037 0.037 1.197 1.234 1.2340.068 0.068 2.185 2.253 2.253


1.014 1.014 11.213 12.227 12.2270.248 0.248 11.213 11.461 11.4610.169 0.169 11.213 11.382 11.3820.512 0.512 8.071 8.583 8.5830.209 0.209 3.290 3.499 3.4990.209 0.209 3.290 3.499 3.4990.050 0.050 3.290 3.340 3.3400.050 0.050 3.290 3.340 3.3400.257 0.257 3.290 3.547 3.5470.257 0.257 3.290 3.547 3.5470.578 0.578 20.088 20.666 20.6661.049 1.049 0.000 1.049 1.0490.936 0.936 0.000 0.936 0.9362.373 2.373 0.000 2.373 2.3730.026 0.026 0.000 0.026 0.0260.154 0.154 0.000 0.154 0.1540.599 0.599 0.000 0.599 0.599


0.148 0.148 0.000 0.148 0.2610.148 0.148 0.000 0.148 0.2610.148 0.148 0.000 0.148 0.2610.139 0.139 0.000 0.139 0.245

0.009 0.009 0.000 0.009 0.0160.053 0.053 0.000 0.053 0.0930.063 0.063 0.000 0.063 0.1100.016 0.016 0.000 0.016 0.0280.063 0.063 0.000 0.063 0.1100.016 0.016 0.000 0.016 0.0280.057 0.057 0.000 0.057 0.1003.626 3.626 34.098 37.724 37.7240.020 0.020 4.368 4.388 4.3883.485 3.485 37.853 41.338 41.3380.069 0.069 2.213 2.282 2.2820.033 0.033 1.063 1.096 1.0960.060 0.060 1.942 2.002 2.002


0.675 0.675 8.404 9.080 9.0800.165 0.165 8.404 8.569 8.5690.112 0.112 8.404 8.517 8.5170.341 0.341 6.049 6.390 6.3900.139 0.139 2.466 2.605 2.6050.139 0.139 2.466 2.605 2.6050.033 0.033 2.466 2.499 2.4990.033 0.033 2.466 2.499 2.4990.171 0.171 2.466 2.637 2.6370.171 0.171 2.466 2.637 2.6370.385 0.385 15.056 15.441 15.4410.699 0.699 0.000 0.699 0.6990.624 0.624 0.000 0.624 0.6241.580 1.580 0.000 1.580 1.5800.018 0.018 0.000 0.018 0.0180.102 0.102 0.000 0.102 0.1020.399 0.399 0.000 0.399 0.399


0.111 0.111 0.000 0.111 0.1960.111 0.111 0.000 0.111 0.196

0.111 0.111 0.000 0.111 0.1960.104 0.104 0.000 0.104 0.1830.007 0.007 0.000 0.007 0.0120.039 0.039 0.000 0.039 0.0690.047 0.047 0.000 0.047 0.0830.012 0.012 0.000 0.012 0.0210.047 0.047 0.000 0.047 0.0830.012 0.012 0.000 0.012 0.0210.043 0.043 0.000 0.043 0.0752.718 2.718 0.000 2.718 4.7840.015 0.015 25.556 25.571 25.5712.612 2.612 3.274 5.885 5.8850.051 0.051 28.371 28.422 28.4220.025 0.025 1.659 1.684 1.6840.045 0.045 0.797 0.842 0.842


0.337 0.337 4.191 4.528 4.5280.082 0.082 4.191 4.273 4.2730.056 0.056 4.191 4.247 4.2470.170 0.170 3.017 3.187 3.1870.069 0.069 1.230 1.299 1.2990.069 0.069 1.230 1.299 1.2990.016 0.016 1.230 1.246 1.2460.016 0.016 1.230 1.246 1.2460.085 0.085 1.230 1.315 1.3150.085 0.085 1.230 1.315 1.3150.192 0.192 7.508 7.700 7.7000.349 0.349 0.000 0.349 0.3490.311 0.311 0.000 0.311 0.3110.788 0.788 0.000 0.788 0.7880.009 0.009 0.000 0.009 0.0090.051 0.051 0.000 0.051 0.0510.199 0.199 0.000 0.199 0.199

SISMO Y DISEO

max Vy Vy asumido Vtrasly Vtot y V finaly0.055 0.055 0.000 0.055 0.0980.055 0.055 0.000 0.055 0.0980.055 0.055 0.000 0.055 0.0980.052 0.052 0.000 0.052 0.0910.003 0.003 0.000 0.003 0.0060.020 0.020 0.000 0.020 0.0350.023 0.023 0.000 0.023 0.0410.006 0.006 0.000 0.006 0.0100.023 0.023 0.000 0.023 0.0410.006 0.006 0.000 0.006 0.0100.021 0.021 0.000 0.021 0.0381.355 1.355 12.744 14.099 14.0990.008 0.008 1.632 1.640 1.6401.302 1.302 14.148 15.450 15.4500.026 0.026 0.827 0.853 0.8530.012 0.012 0.397 0.410 0.4100.023 0.023 0.726 0.748 0.748

m

Absorcion de Fuerza Sismica %V piso 1 V piso 2 V piso 3 V piso 4

91.750 81.537 61.112 30.475

4.528 14.86% 15.00% 14.86% 14.86%4.273 14.02% 14.06% 14.02% 14.02%4.247 13.94% 13.96% 13.94% 13.94%3.187 10.46% 10.53% 10.46% 10.46%1.299 4.26% 4.29% 4.26% 4.26%1.299 4.26% 4.29% 4.26% 4.26%1.246 4.09% 4.10% 4.09% 4.09%1.246 4.09% 4.10% 4.09% 4.09%1.315 4.32% 4.35% 4.32% 4.32%1.315 4.32% 4.35% 4.32% 4.32%7.700 25.27% 25.35% 25.27% 25.27%

14.099 46.27% 46.27% 7.83% 46.27%1.640 5.38% 5.38% 41.84% 5.38%

RESUMEN CORTANTES (TRASLACIONAL+ROTACIONAL)

4to PISO V4

TD VVV

15.450 50.70% 50.70% 9.63% 50.70%0.853 2.80% 2.80% 46.51% 2.80%0.410 1.34% 1.34% 2.76% 1.34%0.748 2.46% 2.46% 1.38% 2.46%

4to PISO M4

35.38 11.7733.39 11.1133.18 11.0424.90 8.2910.15 3.3810.15 3.389.74 3.249.74 3.2410.28 3.4210.28 3.4260.17 20.0249.10 36.6670.75 4.2655.47 40.1776.12 2.225.44 1.074.14 1.95

MOMENTOS DE VOLTEO(Ton.m)

3er PISO M3


MOMENTOS TORSORES

YcmYcryXcmXcrx

Terica

ee

M)2d(K

dKVT

2) (caso xaccx1) (caso xaccx

Xen Diseo de Exc.

eeee

2) (caso yaccy1) (caso yaccy

Yen Diseo de Exc.

eeee

M)2d(K

dKVT

METRADO DE CARGAS DE GRAVEDAD

CM= 1.0S/C= 0.20

S/C azotea 0.15

MURO L (m)

X1 1.56 1.95X2 1.56 1.95X3 1.56 1.95X4 1.52 1.70X5 0.96 1.20X6 0.96 1.20X7 0.96 1.20X8 0.96 1.20X9 0.96 1.20

X10 0.96 1.20X11 0.88 1.20Y1 12.09 9.85Y2 8.19 2.55Y3 10.09 10.80Y4 6.07 1.88Y5 6.36 1.40Y6 7.79 1.78

Cargas Axiales Acumuladas en cada muro (Tn)

MURO PISO TIPICO AZOTEAX1 1.58 1.56X2 1.58 1.56X3 1.58 1.56X4 1.54 1.52X5 0.97 0.96X6 0.97 0.96X7 0.97 0.96X8 0.97 0.96

AREA TRIBUTARIA m2

X9 0.97 0.96X10 0.97 0.96X11 0.89 0.88Y1 12.25 12.10Y2 8.30 8.19Y3 10.22 10.10Y4 6.15 6.07Y5 6.44 6.36Y6 7.89 7.79

Carga distribuida por metro lineal de cada muro (Tn/m)

MURO PISO 4X1 1.61X2 1.61X3 1.61X4 1.80X5 1.61X6 1.61X7 1.61X8 1.61X9 1.61

X10 1.61X11 1.48Y1 2.47Y2 6.47Y3 1.88Y4 6.50Y5 9.15Y6 8.81

MURO PISO TIPICO AZOTEAX1 1.81 1.74X2 1.81 1.74X3 1.81 1.74X4 1.77 1.69X5 1.12 1.07X6 1.12 1.07X7 1.12 1.07

X8 1.12 1.07X9 1.12 1.07

X10 1.12 1.07X11 1.02 0.98Y1 14.06 13.46Y2 9.53 9.12Y3 11.74 11.23Y4 7.06 6.76Y5 7.40 7.08Y6 9.06 8.67


MURO PISO 4X1 1.82X2 1.82X3 1.82X4 2.04X5 1.82X6 1.82X7 1.82X8 1.82X9 1.82

X10 1.82X11 1.67Y1 2.79Y2 7.31Y3 2.13Y4 7.35Y5 10.34Y6 9.96

METRADO DE CARGAS DE GRAVEDAD

1.0 Tn/m20.20 Tn/m20.15 Tn/m2

PISO TIPICO AZOTEA

C.M. (tn) C.V. (tn) C.M. (tn) C.V. (tn)

1.50 0.31 1.50 0.231.50 0.31 1.50 0.231.50 0.31 1.50 0.231.46 0.30 1.46 0.230.92 0.19 0.92 0.140.92 0.19 0.92 0.140.92 0.19 0.92 0.140.92 0.19 0.92 0.140.92 0.19 0.92 0.140.92 0.19 0.92 0.140.85 0.18 0.85 0.1311.64 2.42 11.64 1.817.89 1.64 7.89 1.239.72 2.02 9.72 1.515.85 1.21 5.85 0.916.13 1.27 6.13 0.957.50 1.56 7.50 1.17

Pg= Pcm + 0.25*Pcv

PISO 4 PISO 3 PISO 2 PISO 13.14 4.72 6.30 7.883.14 4.72 6.30 7.883.14 4.72 6.30 7.883.06 4.60 6.14 7.681.93 2.91 3.88 4.851.93 2.91 3.88 4.851.93 2.91 3.88 4.851.93 2.91 3.88 4.85

1.93 2.91 3.88 4.851.93 2.91 3.88 4.851.77 2.66 3.56 4.4524.35 36.59 48.84 61.0916.49 24.79 33.09 41.3820.32 30.54 40.76 50.9812.22 18.37 24.52 30.6712.81 19.25 25.69 32.1415.69 23.58 31.47 39.36


PISO 3 PISO 2 PISO 12.42 3.23 4.042.42 3.23 4.042.42 3.23 4.042.71 3.61 4.522.42 3.23 4.042.42 3.23 4.042.42 3.23 4.042.42 3.23 4.042.42 3.23 4.042.42 3.23 4.042.22 2.96 3.713.72 4.96 6.209.72 12.97 16.232.83 3.77 4.729.77 13.04 16.3113.75 18.35 22.9513.25 17.68 22.11

Pm= Pcm + Pcv

PISO 4 PISO 3 PISO 2 PISO 13.55 5.37 7.18 8.993.55 5.37 7.18 8.993.55 5.37 7.18 8.993.46 5.23 7.00 8.762.19 3.30 4.42 5.532.19 3.30 4.42 5.532.19 3.30 4.42 5.53

2.19 3.30 4.42 5.532.19 3.30 4.42 5.532.19 3.30 4.42 5.532.00 3.03 4.05 5.0727.52 41.58 55.64 69.7018.64 28.17 37.69 47.2222.97 34.70 46.44 58.1713.82 20.88 27.94 35.0014.48 21.87 29.27 36.6717.73 26.79 35.85 44.91


PISO 3 PISO 2 PISO 12.75 3.68 4.612.75 3.68 4.612.75 3.68 4.613.08 4.12 5.152.75 3.68 4.612.75 3.68 4.612.75 3.68 4.612.75 3.68 4.612.75 3.68 4.612.75 3.68 4.612.52 3.38 4.234.22 5.65 7.0811.05 14.78 18.523.21 4.30 5.3911.10 14.86 18.6115.62 20.91 26.1915.05 20.14 25.23

ESFUERZO AXIAL MAXIMO

MURO Y2 (MAS CRITICO) :

Muros Pm L*t

Y1 69.70 1.28 54.43

m

Adems de esto debemos chequear la siguiente igualdad, que solo la haremos para el primer nivel, por ser el ms crtico y si pasa para este primer nivel, pasara para los otros niveles superiores

Como observamos, para realizar el diseo de los muros del primer nivel recurriremos al acpite 8.6.3 de la norma. Para el diseo de los muros de pisos superiores recurriremos al acpite 8.6.4 debido a que no se agrietan en los niveles superiores.

mmm

m fthf

tLP

15.035

12.02

f'm= 650 tn/m2

93.83 97.50 OK!

Adems de esto debemos chequear la siguiente igualdad, que solo la haremos para el primer nivel, por ser el ms crtico y si pasa para este primer nivel, pasara para los otros niveles superiores

Como observamos, para realizar el diseo de los muros del primer nivel recurriremos al acpite 8.6.3 de la norma. Para el diseo de los muros de pisos superiores recurriremos al acpite 8.6.4 debido a que no se agrietan en los niveles superiores.

2

3512.0

thfm

mf15.0

VERIFICACION DE FISURAMIENTO

CARACTERISTICAS DE LOS MATERIALES

f'c = 175.00 tn/m2f'm = 650.00 tn/m2v'm = 80.00 tn/m2 8.00 8.06f'b = 1450.00 tn/m2

para unidades de arcilla

Cortantes y momentos finales en cada muro

VeCORTANTE POR SISMO MODERADO

Muros 1er PISO V1

X1 13.63 12.23 9.08X2 12.86 11.46 8.57X3 12.79 11.38 8.52X4 9.59 8.58 6.39X5 3.91 3.50 2.60X6 3.91 3.50 2.60X7 3.75 3.34 2.50X8 3.75 3.34 2.50X9 3.96 3.55 2.64

X10 3.96 3.55 2.64X11 23.18 20.67 15.44Y1 42.45 37.72 4.78Y2 4.94 4.39 25.57Y3 46.52 41.34 5.89

2do PISO V2

3er PISO V3

- Para cada muro verificamos que cumpla con el control de fisuracion Ve

Y4 2.57 2.28 28.42Y5 1.23 1.10 1.68Y6 2.25 2.00 0.84

MeMOMENTOS POR SISMO MODERADO

Muros

X1 102.61 67.17 35.38X2 96.64 63.19 33.39X3 96.02 62.78 33.18X4 72.16 47.22 24.90X5 29.42 19.25 10.15X6 29.42 19.25 10.15X7 28.17 18.42 9.74X8 28.17 18.42 9.74X9 29.79 19.50 10.28

X10 29.79 19.50 10.28X11 174.17 113.90 60.17Y1 257.55 147.18 49.10Y2 94.99 82.16 70.75Y3 283.89 162.95 55.47Y4 88.73 82.05 76.12Y5 11.50 8.29 5.44Y6 15.20 9.34 4.14

Cargas AxialesPg= Pcm + 0.25*Pcv

MURO PISO 1 PISO 2 PISO 3X1 7.88 6.30 4.72X2 7.88 6.30 4.72X3 7.88 6.30 4.72X4 7.68 6.14 4.60X5 4.85 3.88 2.91X6 4.85 3.88 2.91X7 4.85 3.88 2.91X8 4.85 3.88 2.91X9 4.85 3.88 2.91

X10 4.85 3.88 2.91X11 4.45 3.56 2.66Y1 61.09 48.84 36.59

1er PISO M1

2do PISO M2

3er PISO M3

Y2 41.38 33.09 24.79Y3 50.98 40.76 30.54Y4 30.67 24.52 18.37Y5 32.14 25.69 19.25Y6 39.36 31.47 23.58

Muro X1 (Este muro no cumple con la especificacion de la Norma de que L

Piso L(m) t(m) Pg Ve1 9.85 0.13 61.090 42.4492 9.85 0.13 48.842 37.7243 9.85 0.13 36.593 4.7844 9.85 0.13 24.345 14.099

Muro Y1 - A

f= 0.36Piso L(m) t(m) Pg Ve

1 3.5 0.13 21.707 15.0832 3.5 0.13 17.355 13.4043 3.5 0.13 13.003 1.7004 3.5 0.13 8.651 5.010

Muro Y1 - B


1 3.25 0.13 20.156 14.0062 3.25 0.13 16.115 12.4473 3.25 0.13 12.074 1.5784 3.25 0.13 8.033 4.652

Muro Y1 - C


1 3.25 0.13 20.156 14.0062 3.25 0.13 16.115 12.4473 3.25 0.13 12.074 1.5784 3.25 0.13 8.033 4.652

Kg/cm^2 OK!!

para unidades de arcilla

VeCORTANTE POR SISMO MODERADO

4to PISO V4

4.534.274.253.191.301.301.251.251.321.327.70

14.101.64

15.45

- Para cada muro verificamos que cumpla con el control de fisuracion Ve

0.850.410.75

MeMOMENTOS POR SISMO MODERADO

11.7711.1111.048.293.383.383.243.243.423.42

20.0236.664.26

40.172.221.071.95

PISO 43.143.143.143.061.931.931.931.931.931.931.77

24.35

4to PISO M4

16.4920.3212.2212.8115.69

(Este muro no cumple con la especificacion de la Norma de que L

Me Vm 0.55 Vm Vu257.546 1.000 65.271 35.899 se fisura 84.898147.179 1.000 62.454 34.349 se fisura 75.44849.096 0.960 57.574 31.666 ok! 9.56736.658 1.000 56.819 31.251 ok! 28.199

Factor amplif.Vm1/Ve1=






me VV 55.0

me VV 55.0

me VV 55.0

me VV 55.0

Factor amplif.2.00Mu

205.221134.33870.75723.544


193.272126.37466.77922.220


192.0430.0000.0000.000

Factor amplif.2.00

Mu515.092294.35798.19273.317


183.028104.59434.89126.052


169.95497.12332.39824.191


169.95497.12332.39824.191

DENSIDAD DE MUROS Y METRADOANALISIS SISMICO ESTATICOCORTE DIRECTOCENTRO DE MASACENTRO DE RIGIDECESEXENTRICIDADCARGAS AXIALESHoja2Hoja3

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