DISEÑO DE UN EDIFICIO DE ALBAÑILERIA CONFINADA

1. INFORMACION GENERAL

Ubicación del edificio: CHICLAYONumero de Pisos: 5 nivelesUso: VIVIENDASistema de Techado: Losa Maciza Dos direccionesAzotea: No utilizableAltura de piso a techo: 2.6 mLongitud de ventanas:

SALA : 2 m

DORMITORIO : 1.5 mCOCINA : 1.65 m

2. CARACTERISTICAS DE LOS MATERIALES

LADRILLOS SOLIDOSCLASE 4 CON 30% DE HUECOSTIPO KING KONG DE ARCILLAfb = 145 kg/cm2

MORTEROTIPO P2CEMENTO ARENA - 1:4 f'm = 65 kg/cm2

MUERETESRESISTENCIA CARACTERISTICA A CORTE PUROV'm = 8.1 kg/cm2Modulo de elasticidad (Em) = 500*f'mModulo de corte (gm) = 0.4*EmModulo de Poison (v) = 0.25

CONCRETOf'c = 210 kg/cm2Modulo de elasticidad = 217370.6511928 15000*(f'c)^(1/2)Modulo de Poison = 0.15

ACERO DE REFUERZOGRADO 60f'y = 4200 kg/cm2

32500

CALCULO DE ESPESOR DE LOSA ALIGERADA

LOSAS ALIGERADA h = L / 16 h = L / 18,50 h = L / 21

Continua en una direccion = L = 2.65 mh = 0.14 m

Continua en dos direcciones = L = 3.2 mh = 0.15 m

Peso Propio (Kgf/m2)

0.17 0.05 2800.20 0.05 3000.25 0.05 3500.30 0.05 420

SIMPLEMENTE APOYADA

CON UN EXTREMO CONTINUO

AMBOS EXTREMOS CONTINUOS

ESPESOR DEL ALIGERADO

Espesor de Losa super. (m)

EN VOLADIZOS

h = L / 8

h = 20 cm

ESPESOR DEL MURO.-

ZONA SISMICA 4t = h/ 20 = 0.13 m

DENSIDAD MINIMA DE MUROS REFORZADOS.-

= 0.0441964

L = Longitud total del muro incluyendo sus columnast = espesor efectivo de muro = 0.13 m

0.23 mAp = área de la planta tipica = 182.86 m2Z 0.45U 1.00S 1.10Nº de Pisos 5.00

DENSIDAD DE MUROS REFORZADOS

MuroDirección X

MuroLongitud L (m) t (m) Nro. Ac (m2)

MX1 1.65 0.23 2.00 0.76 MY1MX2 1.85 0.23 2.00 0.85 MY2MX3 1.80 0.23 2.00 0.83 MY3MX4 5.50 0.23 2.00 2.53 MY4MX5 2.70 0.23 2.00 1.24 MY5MX6 1.90 0.23 2.00 0.87 MY6MX7 1.85 0.23 2.00 0.85 MY7MX8 1.65 0.23 2.00 0.76 MY8MX9 0.55 1.54 2.00 1.69

TOTAL 10.39 TOTAL

= 0.0567984 Correcto

ESFUERZO AXIAL MAXIMO.-

f'm= 65 Kg/cm2h= 260 cm

MuroDirección X

MuroLongitud L (cm) t (cm) Ac (cm2) Pm (Kg) σm (Kg/cm2)

MX1 165 23 3795 22585.80 5.95MX2 185 23 4255 23596.50 5.55MX3 180 23 4140 21047.54 5.08MX4 550 23 12650 55543.29 4.39MX5 270 23 6210 57211.53 9.21MX6 190 23 4370 23228.86 5.32MX7 185 23 4255 33170.01 7.80MX8 165 23 3795 27146.32 7.15MX9 Muro de Concreto Armado

MuroDirección Y

Longitud L (cm) t (cm) Ac (cm2) Pm (Kg) σm (Kg/cm2)MY1 870 13 11310 70674.28 6.25MY2 425 13 5525 42790.45 7.74MY3 195 13 2535 1855.33 0.73MY4 185 23 4255 25690.83 6.04MY5 335 13 4355 36955.06 8.49MY6 Muro de Concreto ArmadoMY7 275 23 6325 45418.03 7.18MY8 480 13 6240 24034.34 3.85

DENSIDAD DE MUROS REFORZADOSDirección Y

Longitud L (m) t (m) Nro. Ac (m2)8.70 0.13 2.00 2.264.25 0.13 2.00 1.111.95 0.13 2.00 0.511.85 0.23 2.00 0.853.35 0.13 2.00 0.870.80 0.87 2.00 1.392.75 0.23 2.00 1.274.80 0.13 2.00 1.25

9.50

= 0.052 Correcto

Dirección X

σA (Kg/cm2) 0.15f'm Estado58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok58.22 9.75 Ok

Dirección YσA (Kg/cm2) 0.15f'm Estado

43.78 9.75 Ok43.78 9.75 Ok43.78 9.75 Ok58.22 9.75 Ok43.78 9.75 Ok

58.22 9.75 Ok43.78 9.75 Ok

ESFUERZOS EN MUROS POR SISMO MODERADO.-

Datos:Altura de Piso, h= 2.8f´m = 650.00V´m = 81.00

MUROPISO 1

VeMX1 6.909MX2 6.486MX3 3.169MX4 27.734MX5 15.269MX6 5.641MX7 6.924MX8 6.481MX9 7.546MY1 24.614MY2 5.358MY3 1.374MY4 1.082MY5 3.976MY6 3.481MY7 0.829

MY8 2.103

CONTROL DE FISURACION.-

PISO 2

MURO L (m)MX1 1.65MX2 1.85MX3 1.80MX4 5.50MX5 2.70MX6 1.90MX7 1.85MX8 1.65MX9 0.55

MURO L (m)MY1 8.70MY2 4.25MY3 1.95MY4 1.85

MY5 3.35MY6 0.80MY7 2.75MY8 4.80

SISMO EN X-X250.63

SISMO EN Y-Y236.08

VERIFICACION DE LA NECESIDAD DE COLOCAR REFUERZO HORIZONTAL EN LOS MUROS.-

PISO 2

MURO L (m)MX1 1.65MX2 1.85MX3 1.80MX4 5.50MX5 2.70MX6 1.90MX7 1.85MX8 1.65MX9 Muro de Concreto Armado

MURO L (m)MY1 8.70MY2 4.25MY3 1.95MY4 1.85MY5 3.35MY6 Muro de Concreto ArmadoMY7 2.75MY8 4.80

DISEÑO DE LOS MUROS DEL PRIMER NIVEL

Parametros a Utilizar.-

f'c = 0.21 tn/cm2t = 13.00 cmt = 23.00 cmh = 2.80 m

Como ΣVm =

Como ΣVm =

φ = 0.900.70

PISO 1

MURO X1Columna C1 C2Ubicación EXTREMA EXTREMA

Pg 20.64Vu 20.12Mu 30.54L 1.65Lm 1.65Nc 2F 18.51Pc 10.32Pt 16.15 0Vc 10.06 10.06T -7.96 8.19C 44.97 28.83Asf 2.82 2.82Ast -2.10 2.17As 0.71 4.98 As 6 φ 1/2 " 4 φ 5/8 " + 2 φ 1/2 "

a usar 7.74 10.5δ 0.80 0.80An 230 -10Usar b= 23.00 23.00

L= 23.00 23.00Ac 529 529Acf 282 28215t 345 345An 441 441As min 2.645 2.645s1 11.25 11.25s2 5.61 5.61s3 5.75 5.75s4 10 10Lo 45 45Estribos Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

SolerasTs 10.06As 2.66As,min 2.30Usar 4 φ 3/8"

a usar 2.84

Estribos Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

MURO Y1

Columna C18 C19

Ubicación EXTREMA INTERIOR

Pg 64.59

Vu 60.66

Mu 186.24

L 8.70

Lm 4.60

Nc 3.00

F 21.41

Pc 21.53

Pt 5.16 5.37

Vc 12.03 8.02

T -5.28 14.15

C 48.10 17.14

Asf 3.37 2.25

Ast -1.40 3.74

As 1.97 5.99 As 4 φ 1/2 " 4 φ 1/2" + 2 φ 3/8"

a usar 5.16 6.58δ 0.80 0.80An 335 -15Usar b= 23.00 23.00

L= 23.00 23.00Ac 529 529Acf 337 22515t 345 345An 441 441As min 2.645 2.645s1 11.25 11.25s2 5.61 5.61s3 5.75 5.75s4 10 10Lo 45 45Estribos Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

SolerasTs 16.04As 4.24As,min 2.30Usar 4 φ 1/2"

a usar 5.16

Estribos Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

RESUMEN DE COLUMNAS

RESUMEN DE SOLERAS

mtn/m2tn/m2

PISO 1 PISO 2Me Ve

10.489 #REF!9.0097.141

114.47635.9898.984

12.75710.24911.68975.57115.7672.4543.1344.7641.1253.4384.662

t (m) Pg (Tn)0.23 20.640.23 21.490.23 19.320.23 55.500.23 51.640.23 21.330.23 29.910.23 24.591.54 41.60

t (m) Pg (Tn)0.13 64.590.13 38.670.13 22.900.23 16.68

0.13 33.090.87 15.910.23 40.470.13 22.25

tn > ΣVe = 228.98

tn > ΣVe = 115.27

VERIFICACION DE LA NECESIDAD DE COLOCAR REFUERZO HORIZONTAL EN LOS MUROS.-

t (m) Pm (Tn)0.23 22.590.23 23.600.23 21.050.23 55.540.23 57.210.23 23.230.23 33.170.23 27.15

t (m) Pm (Tn)0.13 70.670.13 42.790.13 1.860.23 25.690.13 36.96

0.23 45.420.13 24.03

fy =tn =tn =μ =

Recubrimiento =

X2C3 C4

EXTREMA EXTREMA21.4919.4627.031.851.85

214.6110.74

16.15 011.09 11.09-12.28 3.8741.50 25.353.11 3.11-3.25 1.02-0.14 4.13

4 φ 1/2 " 6 φ 1/2 "5.16 7.740.80 0.80269 3423 2323 23

529 529311 311345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 8 mm, 9@ 0.05, rto @ 0.20

11.092.932.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Y1 Y2

C20 C21

EXTREMA EXTREMA

64.59 38.67

60.66 16.08

186.24 92.01

8.70 4.25

4.60 3.30

3.00 3.00

21.41 21.65

21.53 12.89

4.83 0.00

12.03 9.11

-5.28 8.76

47.77 34.54

3.37 2.55

-1.40 2.32

1.97 4.874 φ 1/2 " 4 φ 1/2"

5.16 5.160.80 0.80331 199

23.00 13.0023.00 23.00529 299337 255345 195441 231

2.645 1.49511.25 7.635.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

16.04 12.144.24 3.212.30 2.30

4 φ 1/2" 4 φ 1/2"5.16 5.16

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25 Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

PISO 2 PISO 3Me Ve

#REF! #REF!

Ve (tn) Me (tn-m)6.91 10.496.49 9.013.17 7.1427.73 114.4815.27 35.995.64 8.986.92 12.766.48 10.257.55 11.6986.16

Ve (tn) Me (tn-m)24.61 75.575.36 15.771.37 2.451.08 3.13

3.98 4.763.48 1.120.83 3.442.10 4.6642.82

Resistencia Global OK

Resistencia Global OK

0.05f'm (Tn/m2)59.51 32.5055.46 32.5050.84 32.5043.91 32.5092.13 32.5053.16 32.5077.96 32.5071.53 32.50

σm (Tn/m2) 0.05f'm (Tn/m2)62.49 32.5077.45 32.507.32 32.5060.38 32.5084.86 32.50

71.81 32.5038.52 32.50

4.20 tn/cm29.00 cm

19.00 cm1.00 Coef. De friccion en junta rayada

tn →

tn →

σm (Tn/m2)

2.000

X3C5 C6

EXTREMA EXTREMA19.329.51

21.421.801.80

211.909.66

16.15 08.92 8.92

-13.91 2.2437.71 21.562.50 2.50-3.68 0.59-1.18 3.09

6 φ 1/2 " 4 φ 1/2 " + 2 φ 5/8 "7.74 9.120.80 0.80157 -43

23.00 23.0023.00 23.00529 529250 250345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

8.922.362.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Y2

C22 C23

INTERIOR EXTREMA

38.67

16.08

92.01

4.25

3.30

3.00

21.65

12.89

6.15 7.48

11.78 9.11

14.45 8.76

18.23 42.02

3.30 2.55

3.82 2.32

7.12 4.876 φ 1/2" 4 φ 1/2 "

7.74 5.160.80 0.80-38 274

23.00 23.0023.00 23.00529 529330 255345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

12.143.212.30

4 φ 1/2"5.16

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

PISO 3 PISO 4Me Ve

#REF! #REF!

α α (as.)1.09 1.001.33 1.000.80 0.801.33 1.001.15 1.001.19 1.001.00 1.001.04 1.000.36 0.36

α α (as.)2.83 1.001.44 1.001.09 1.000.64 0.64

2.80 1.002.48 1.000.66 0.662.17 1.00

Refuerzo Horizontal VuSi 20.12Si 19.46Si 9.51Si 64.00Si 37.03Si 16.92Si 20.77Si 19.44

Refuerzo Horizontal VuSi 60.66Si 16.08No 4.12Si 3.25Si 11.93

Si 2.49Si 6.31

Coef. De friccion en junta rayada

X4C7 C8

EXTREMA INTERIOR55.5064.00

264.165.503.633.00

48.0318.50

3.98 10.1215.84 10.5625.55 22.4670.50 12.334.44 2.966.76 5.9411.20 8.90

10 φ 3/4 " 6 φ 1/2 " + 2 φ 3/8 "28.5 9.160.80 0.80-104 -13723.00 23.0023.00 23.00529 529444 296345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

21.125.592.30

4 φ 3/8" + 2 φ 1/2"5.42

Y3

C24 C25

EXTREMA EXTREMA

22.90

4.12

27.74

1.95

1.95

2

14.23

11.45

0.00 0

7.77 7.77

2.78 2.78

25.68 25.68

2.18 2.18

0.73 0.73

2.91 2.914 φ 1/2 " 4 φ 1/2 "

5.16 5.160.80 0.80110 110

13.00 13.0023.00 23.00299 299218 218195 195231 231

1.495 1.4957.63 7.635.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

7.772.051.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

PISO 4Me

#REF!

Vm (Tn) 0.55*Vm20.12 11.0622.17 12.2017.84 9.8164.00 35.2037.03 20.3622.60 12.4324.11 13.2621.03 11.5621.73 11.95

250.63

Vm (Tn) 0.55*Vm60.66 33.3631.27 17.2015.53 8.5414.85 8.17

25.25 13.8931.83 17.5126.30 14.4630.39 16.71

236.08

Vm Vu>=Vm20.12 Si22.17 No17.84 No64.00 Si37.03 Si22.60 No24.11 No21.03 No

Vm Vu>=Vm60.66 Si31.27 No15.53 No14.85 No25.25 No

26.30 No30.39 No

X4 X5C9 C10

EXTREMA EXTREMA55.50 51.6464.00 37.03

264.16 87.275.50 2.703.63 2.703.00 2

48.03 32.3218.50 25.82

0.00 0.0015.84 18.5125.55 6.5166.53 58.144.44 5.196.76 1.7211.20 6.91

10 φ 3/4 " 6 φ 3/4 " + 2 φ 1/2 "28.5 19.680.80 0.80-144 2323.00 23.0023.00 23.00529 529444 519345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

21.12 18.515.59 4.902.30 2.30

4 φ 3/8" + 2 φ 1/2" 4 φ 1/2"5.42 5.16

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Y4

C26 C27

EXTREMA EXTREMA

16.68

3.25

42.99

1.85

1.85

2

23.24

8.34

0.00 0

7.42 7.42

14.90 14.90

31.58 31.58

2.08 2.08

3.94 3.94

6.02 6.024 φ 1/2 " 4 φ 1/2 "

5.16 5.160.80 0.80169 169

13.00 13.0023.00 23.00299 299208 208195 195231 231

1.495 1.4957.63 7.635.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

7.421.961.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Vm1/Ve1 F.A.2.91 2.913.42 3.005.63 3.002.31 2.312.43 2.434.01 3.003.48 3.003.24 3.002.88 2.88

Vm1/Ve1 F.A.2.46 2.465.84 3.0011.31 3.0013.72 3.00

6.35 3.009.14 3.0031.72 3.0014.45 3.00

Refuerzo Horizontalsi 21.74si 21.74si 21.74si 21.74si 21.74si 21.74si 21.74si 21.74

Refuerzo Horizontal s (cm), φ 8mmSi 38.46si 38.46No 38.46si 21.74si 38.46

si 21.74si 38.46

s (cm), φ 8mm

X5C11

EXTREMA51.6437.0387.272.702.70

232.3225.82

8.2718.51-1.7766.425.19-0.474.72

8 φ 5/8 "15.840.80214

23.0068.001564519345

13867.8217.495.61171045

Φ 1/4", 9@ 0.05, rto @ 0.20

18.514.902.30

4 φ 1/2"5.16

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Y5

C28 C29

EXTREMA EXTREMA

33.09

11.93

30.25

3.35

3.35

2

9.03

16.55

0.00 12.91

12.62 12.62

-7.52 -20.43

25.58 38.49

3.54 3.54

-1.99 0.00

1.55 3.544 φ 1/2 " 4 φ 1/2 "

5.16 5.160.80 0.80109 238

13.00 23.0023.00 23.00299 529354 354195 345231 441

1.495 2.6457.63 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

12.623.342.30

4 φ 1/2"5.16

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Vu (tn) Mu (tn-m)20.12 30.5419.46 27.039.51 21.4264.00 264.1637.03 87.2716.92 26.9520.77 38.2719.44 30.7521.73 33.67

228.98

Vu (tn) Mu (tn-m)60.66 186.2416.08 92.014.12 27.743.25 42.99

11.93 30.2510.44 10.292.49 109.046.31 67.36

115.27

Refuerzo a colocar Observación

Refoorzar todos los murosdel primer nivelNro. De Pisos>3

Refuerzo a colocar Observación1 φ 8mm @ 3 hiladas1 φ 8mm @ 3 hiladas Refoorzar todos los muros1 φ 8mm @ 3 hiladas del primer nivel1 φ 8mm @ 2 hiladas Nro. De Pisos>31 φ 8mm @ 3 hiladas

1 φ 8mm @ 3 hiladas1 φ 8mm @ 3 hiladas

1 φ 8mm @ 2 hiladas

1 φ 8mm @ 2 hiladas

1 φ 8mm @ 2 hiladas

1 φ 8mm @ 2 hiladas

1 φ 8mm @ 2 hiladas

1 φ 8mm @ 2 hiladas

1 φ 8mm @ 2 hiladas

1 φ 8mm @ 2 hiladas

X6C12 C13

EXTREMA EXTREMA21.3316.9226.951.901.90

214.1910.67

10.12 0.0011.30 11.30-6.60 3.5234.97 24.853.17 3.17-1.75 0.931.42 4.10

4 φ 1/2 " + 2 φ 3/8 " 6 φ 1/2 "6.58 7.740.80 0.80163 29

23.00 23.0023.00 23.00529 529317 317345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

11.302.992.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Y6

C30 C31

EXTREMA EXTREMA

Muro de Concreto

SISMO MODERADONo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SM

SISMO MODERADONo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SM

No se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SM

X7C14 C15

EXTREMA EXTREMA29.9120.7738.271.851.85

220.6914.95

9.67 0.0012.06 12.06-3.93 5.7345.31 35.643.38 3.38-1.04 1.522.34 4.89

4 φ 1/2 " + 2 φ 3/8 " 6 φ 1/2 " + 2 φ 3/8 "6.58 9.160.80 0.80266 96

23.00 23.0023.00 23.00529 529338 338345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

12.063.192.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Y7

C32 C33

EXTREMA EXTREMA

40.47

2.49

109.04

2.75

2.75

2

39.65

20.24

5.33 13.87

13.15 13.15

14.08 5.54

65.22 73.76

3.68 3.68

3.73 0.00

7.41 3.684 φ 1/2 " 4 φ 1/2 "

5.16 5.160.80 0.80506 591

23.00 23.0023.00 23.00529 529368 368345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

13.153.482.30

4 φ 1/2"5.16

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

SISMO SEVEROSi se agrieta por SS

No se agrieta por Corte ante SMNo se agrieta por Corte ante SM

Si se agrieta por SSSi se agrieta por SS

No se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SM

Si se agrieta por SS

SISMO SEVEROSi se agrieta por SS

No se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SM

No se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SM

X8C16 C17

EXTREMA EXTREMA24.5919.4430.751.651.65

218.6312.30

9.67 0.0010.51 10.51-3.33 6.3440.60 30.932.94 2.94-0.88 1.682.06 4.62

4 φ 1/2 " + 2 φ 3/8 " 6 φ 1/2 " + 2 φ 3/8 "6.58 9.160.80 0.80219 49

23.00 23.0023.00 23.00529 529294 294345 345441 441

2.645 2.64511.25 11.255.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

10.512.782.30

4 φ 3/8"2.84

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

Y8

C34 C35

EXTREMA EXTREMA

22.25

6.31

67.36

4.80

4.80

2

14.03

11.12

10.40 0.00

15.19 15.19

-7.49 2.91

35.56 25.16

4.26 4.26

0.00 0.77

4.26 5.034 φ 1/2 " 4 φ 1/2 "

5.16 5.160.80 0.80209 105

13.00 13.0023.00 23.00299 299426 426195 195231 231

1.495 1.4957.63 7.635.61 5.615.75 5.7510 1045 45

Φ 1/4", 9@ 0.05, rto @ 0.20 Φ 1/4", 9@ 0.05, rto @ 0.20

15.194.021.30

4 φ 1/2"5.16

Φ 1/4", 1@ 0.05,4@ 0.10, rto @ 0.25

SISMO SEVEROSi se agrieta por SS

No se agrieta por Corte ante SMNo se agrieta por Corte ante SM

Si se agrieta por SSSi se agrieta por SS

No se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SM

Si se agrieta por SS

SISMO SEVEROSi se agrieta por SS

No se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SM

No se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SMNo se agrieta por Corte ante SM

X9

Muro de Concreto Armado