diseño albañileria

(1)

1.- DATOS Y CONFIGURACIÓN ESTRUCTURAL DEL EDIFICIO

ESPECIFICACIONES:

f`c = 175 Kg/cm2 fy = 4200 kg/cm2

Ubicación: PASCO

Capacidad Portante del Suelo: 3.26 kg/m2

Uso: Vivienda

h=

2.60 m

ESPESOR MINIMO DEL MURO

Del RNE (E070, art. 19.1) se tiene:

t >=

0.13 m

se asume un espesor de: 0.13 m

muro soga

(2)

vigas soleras en X-X: 0.25 x 0.30 m

vigas soleras en Y-Y: 0.15 x 0.30 m

ESRUCTURACION

La losa aligerada sera un diafragma rigida

PLANO TECHO TIPICO

(3)

(4)

(5)

2.- PROPIEDADES DE LOSA MATERIALES Y CARGAS

PROPIEDADES DE LOS MATERIALES

Concreto: f'c=

175 kg/cm2

Acero: fy=

4200 kg/cm2

Albañileria: Pilas: f'm=

65 kg/cm2

Ladrillo: kin kong industrial

Mortero: 1:4 (Cemento:Agua)

CARGAS MUERRTAS Y VIVAS

Concreto Armado:

Ƴ= 2 Tn/m3

Losa Aligerada:

300.0 Kg/m2

Acabado:

Sobrecarga Azotea:

Sobrecarga Pisos.

Muros de Albañileria: 1.90 Tn/m3

3.- Estructuración en planta–DENSIDAD MINIMA DE MUROS

De acuerdo ala norma E030:

Z=

0.2 U=

1 S=

1.2 N=

4 Ap=

114 Para direccion X-X

MURO

Aparejo

Espesor t (m)

Largo (m)

Area de

Muro (m2)

X1

soga

0.13

1.20

0.156 X2

soga

0.13

0.30

0.039 X3

soga

0.13

2.30

0.299 X4

soga

0.13

3.10

0.403 X5

soga

0.13

2.35 0.3055

X6

soga

0.13

0.25 0.0325

X7

soga

0.13

3.20

0.416 X8

soga

0.13

0.25 0.0325

X9

soga

0.13

1.15 0.1495

X10

soga

0.13

3.35 0.4355

X11

soga

0.13

0.60

0.078 X12

soga

0.13

7.70

1.001 TOTAL

6.36025

0.055791667

>

0.017142857

CUMPLE

0.1 Tn/m2

0.2 Tn/m2

UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION

= 0.175 Tn/cm2

= 4.200 Tn/cm2

= 650.0 Tn/m2

(6)

Para direccion Y-Y

MURO

Aparejo

Espesor t (m)

Largo (m)

Area de

Muro (m2)

Y1

soga

0.13

7.20

0.936 Y2

soga

0.13

3.65 0.4745

Y3

soga

0.13

2.60

0.338 Y4

soga

0.13

1.80

0.234 Y5

soga

0.13

1.20

0.156 Y6

soga

0.13

0.30

0.039 Y7

soga

0.13

0.30

0.039 Y8

soga

0.13

0.80

0.104 Y9

soga

0.13

3.60

0.468 Y10

soga

0.13

4.11 0.5343

Y11

soga

0.13

1.15 0.1495

Y12

soga

0.13

0.90

0.117 TOTAL

6.81967

0.059821667

>

0.017142857

CUMPLE

(7)

4.- Esfuerzo Axial Máximo (ơm)

Para direccion X-X

Piso

Tipico

Azotea

servicio

P.Viva Ton P.Viva Ton P.D. (Ton)

P.L.

(Ton)

P.D. + P.L.

(Ton)

P.D. (Ton)

P.L.

(Ton)

P.D. + P.L.

(Ton)

X1

7.95

1.59

0.795 0.2964

1.59 1.8864

0.2964

0.795 1.0914

3

1 X2

3.22

0.644

0.322 0.0741

0.644 0.7181

0.0741

0.322 0.3961

3

1 X3

13.4

2.68

1.34 0.5681

2.68 3.2481

0.5681

1.34 1.9081

3

1 X4

12.53

2.506

1.253 0.7657

2.506 3.2717

0.7657

1.253 2.0187

3

1 X5

4.68

0.936

0.468 0.58045

0.936 1.51645

0.58045

0.468 1.04845

3

1 X6

3.57

0.714

0.357 0.06175

0.714 0.77575

0.06175

0.357 0.41875

3

1 X7

12.34

2.468

1.234 0.7904

2.468 3.2584

0.7904

1.234 2.0244

3

1 X8

3.6

0.72

0.36 0.06175

0.72 0.78175

0.06175

0.36 0.42175

3

1 X9

6.74

1.348

0.674 0.28405

1.348 1.63205

0.28405

0.674 0.95805

3

1 X10

17.28

3.456

1.728 0.82745

3.456 4.28345

0.82745

1.728 2.55545

3

1 X11

5.27

1.054

0.527 0.1482

1.054 1.2022

0.1482

0.527 0.6752

3

1 X12

18.8

3.76

1.88 1.9019

3.76 5.6619

1.9019

1.88 3.7819

3

1 Para direccion Y-Y

Piso

Tipico

Azotea

servicio

P.Viva Ton P.Viva Ton P.D. (Ton)

P.L.

(Ton)

P.D. + P.L.

(Ton)

P.D. (Ton)

P.L.

(Ton)

P.D. + P.L.

(Ton)

Y1

23.26

4.652

2.326 1.7784

4.652 6.4304

1.7784

2.326 4.1044

3

1 Y2

9.02

1.804

0.902 0.90155

1.804 2.70555

0.90155

0.902 1.80355

3

1 Y3

13.24

2.648

1.324 0.6422

2.648 3.2902

0.6422

1.324 1.9662

3

1 Y4

10.64

2.128

1.064 0.4446

2.128 2.5726

0.4446

1.064 1.5086

3

1 Y5

4.08

0.816

0.408 0.2964

0.816 1.1124

0.2964

0.408 0.7044

3

1 Y6

3.74

0.748

0.374 0.0741

0.748 0.8221

0.0741

0.374 0.4481

3

1 Y7

4.35

0.87

0.435 0.0741

0.87 0.9441

0.0741

0.435 0.5091

3

1 Y8

6.01

1.202

0.601 0.1976

1.202 1.3996

0.1976

0.601 0.7986

3

1 Y9

15.11

3.022

1.511 0.8892

3.022 3.9112

0.8892

1.511 2.4002

3

1 Y10

6.96

1.392

0.696 1.01517

1.392 2.40717

1.01517

0.696 1.71117

3

1 Y11

6.72

1.344

0.672 0.28405

1.344 1.62805

0.28405

0.672 0.95605

3

1 Y12

12.28

2.456

1.228 0.2223

2.456 2.6783

0.2223

1.228 1.4503

3

1 Azotea

UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION

MURO

Piso Tipico

Azotea

N° de

Pisos

Tipicos

Azotea

Area

Tributaria

Area

Tributaria

MURO

Piso Tipico

Azotea

_{N° de}

Pisos

Tipicos

(8)

Total

Muro

P.D.+P.L.

(Ton)

(Ton/m2)

6.7506

43.27

87.55

97.5 Comforme

2.5504

65.39

87.55

97.5 Comforme

11.6524

38.97

87.55

97.5 Comforme

11.8338

29.36

87.55

97.5 Comforme

5.5978

18.32

87.55

97.5 Comforme

2.746

84.49

87.55

97.5 Comforme

11.7996

28.36

87.55

97.5 Comforme

2.767

85.14

87.55

97.5 Comforme

5.8542

39.16

87.55

97.5 Comforme

15.4058

35.37

87.55

97.5 Comforme

4.2818

54.89

87.55

97.5 Comforme

20.7676

20.75

87.55

97.5 Comforme

Total

Muro

P.D.+P.L.

(Ton)

(Ton/m2)

23.3956

25.00

87.55

97.5 Comforme

9.9202

20.91

87.55

97.5 Comforme

11.8368

35.02

87.55

97.5 Comforme

9.2264

39.43

87.55

97.5 Comforme

4.0416

25.91

87.55

97.5 Comforme

2.9144

74.73

87.55

97.5 Comforme

3.3414

85.68

87.55

97.5 Comforme

4.9974

48.05

87.55

97.5 Comforme

14.1338

30.20

87.55

97.5 Comforme

8.93268

16.72

87.55

97.5 Comforme

5.8402

39.06

87.55

97.5 Comforme

9.4852

81.07

87.55

97.5 Comforme

UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION

Limites de norma E-070

Resultado

Limites de norma E-070

(9)

5.- METRADO DE CARGAS

AZOTEA

W

L

Sobrecarga

=

Kg/m2

CV

Kg/cm²

CV

W

D

Peso aligerado

=

Kg/m2

Kg/cm²

W

D

Peso acabado

=

Kg/m2

Kg/cm²

W

D

Carga Muerta

Kg/m2

CM

Kg/cm²

CM

OTROS NIVELES

W

L

Sobrecarga

=

Kg/m2

CV

Kg/cm²

CV

W

D

Peso aligerado

=

Kg/m2

Kg/cm²

W

D

Peso acabado

=

Kg/m2

Kg/cm²

W

D

Tabiqueria

=

Kg/m2

Kg/cm²

W

D

Carga Muerta

Kg/m2

CM

Kg/cm²

CM

100 0.0100

500 0.0500

200 0.0200

300 0.0300

100 0.0100

400 0.0400

UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION

100 0.0100

300

(10)

6.- CALCULO DE LA CORTANTE BASAL

PARAMETROS DE SITIO

a) ZONIFICACION (Z)

De acuerdo al Mapa de Sismos.

Pasco se encuentra en la Zona 2

Z = 0.3

b) CONDICIONES GEOTECNICAS (S)

De acuerdo al Reglamneto Nacional de Edificaciones el suelo es tipo S

1

S= 1.2

T

P

= 0.40 s

c) CATEGORIA DE LA EDIFICACION

El uso de la edificacion es para vivienda lo que lo clasifica en una edificacion comun

U= 1.0

d) SISTEMA ESTRUCTURAL

La estructura es un portico por lo que el coeficiente de reduccion es:

R= 3

e) PERIODO FUNDAMENTAL

El periodo fundamental se calcula mediante la formula:

h

n

= 10.4

C

t

= 35

(E-030)

T = 0.30 s

f) FACTOR DE AMPLIFICACION SISMICA

El factor de amplificacion sismica se calculara mediante la formula:

y

C < = 2.5

C = 2.5 ( Tp / T )

T = hn / Ct

(11)

C= 3.37

como C es mayor que 2.5 usaremos:

C= 2.50

Piso

Peso de Vigas

(Tn)

Peso de

Columnas (Tn)

Aligerado (Tn) Acabados (Tn) Tabiqueria (Tn)

Total de Carga

Muerta (Tn)

Total de Carga

Viva (Tn)

2

4.32

1.56

34.20

11.40

13.18

64.66

0.20

3

4.32

1.56

34.20

11.40

13.18

64.66

0.20

4

4.32

1.56

34.20

11.40

13.18

64.66

0.20 Azotea

4.32 -

34.20

11.40

5.07

54.99

0.10 Peso

17.28

4.68

136.80

45.60

44.61

248.97

0.70 V =

151.33 NUDO

Pi

hi

Pi x hi

Pi x hi / ∑ (Pi x

hi)

Fi

Vi

1

97.350

2.600

253.110

0.106

16.041

151.175

2

97.350

5.200

506.219

0.213

32.233

135.134

3

97.350

7.800

759.329

0.319

48.273

102.902

4

82.664

10.400

859.704

0.361

54.629

374.71 2,378.362

151.175 PARA EL PISO N°01

Vi=

Area =

Rigidez X-X

Cte. Directo

Muro

L(cm)

t(cm)

H(cm)

Area de

muro (cm2)

Kxi (kg/cm2) Kxi/Ʃkxi (%)

Vmi-x (Tn)

X1

120

13

260 1560.00

11709.18

1.187%

1.794 X2

30

13

260

390.00

210.09 0.021%

0.032 X3

230

13

260 2990.00

60253.73

6.107%

9.232 X4

310

13

260 4030.00

113309.24

11.485%

17.362 X5

235

13

260 3055.00

63241.38

6.410%

9.690 X6

25

13

260

325.00

121.95 0.012%

0.019 X7

320

13

260 4160.00

120554.02

12.219%

18.472 X8

25

13

260

325.00

121.95 0.012%

0.019 X9

115

13

260 1495.00

10422.83

1.056%

1.597 X10

335

13

260 4355.00

131598.52

13.338%

20.164 X11

60

13

260

780.00 1632.29

0.165%

0.250 X12

770

13

260 10010.00

473443.28

47.986%

72.544 TOTAL

986618.46

Vi=

Area =

Rigidez X-X

Cte. Directo

Muro

L(cm)

t(cm)

H(cm)

Area de

muro (cm2)

Kxi (kg/cm2) Kxi/Ʃkxi (%)

Vmi-x (Tn)

Y1

720.00

13

260 9360.00

434461.00

40.486%

61.205 CALCULO DE PESO POR PISO

CALCULO DE CORTANTE BASAL POR PISO SEGÚN NORMA

151.175 114,000.000

(12)

Y2

365.00

13

260 4745.00

154210.56

14.370%

21.724 Y3

260.00

13

260 3380.00

78928.57

7.355%

11.119 Y4

180.00

13

260 2340.00

33713.28

3.142%

4.749 Y5

120.00

13

260 1560.00

11709.18

1.091%

1.650 Y6

30.00

13

260

390.00

210.09 0.020%

0.030 Y7

30.00

13

260

390.00

210.09 0.020%

0.030 Y8

80.00

13

260 1040.00

3756.91

0.350%

0.529 Y9

360.00

13

260 4680.00

150400.49

14.015%

21.188 Y10

411.00

13

260 5343.00

189833.25

17.690%

26.743 Y11

115.00

13

260 1495.00

10422.83

0.971%

1.468 Y12

90.00

13

260 1170.00

5256.62

0.490%

0.741 TOTAL

1073112.85

PARA EL PISO N°02

Vi=

Area =

Rigidez X-X

Cte. Directo

Muro

L(cm)

t(cm)

H(cm)

Area de

muro (cm2)

Kxi (kg/cm2) Kxi/Ʃkxi (%)

Vmi-x (Tn)

X1

120

13

260 1560.00

11709.18

1.187%

1.604 X2

30

13

260

390.00

210.09 0.021%

0.029 X3

230

13

260 2990.00

60253.73

6.107%

8.253 X4

310

13

260 4030.00

113309.24

11.485%

15.520 X5

235

13

260 3055.00

63241.38

6.410%

8.662 X6

25

13

260

325.00

121.95 0.012%

0.017 X7

320

13

260 4160.00

120554.02

12.219%

16.512 X8

25

13

260

325.00

121.95 0.012%

0.017 X9

115

13

260 1495.00

10422.83

1.056%

1.428 X10

335

13

260 4355.00

131598.52

13.338%

18.025 X11

60

13

260

780.00 1632.29

0.165%

0.224 X12

770

13

260 10010.00

473443.28

47.986%

64.846 TOTAL

986618.46

Vi=

Area =

Rigidez X-X

Cte. Directo

Muro

L(cm)

t(cm)

H(cm)

Area de

muro (cm2)

Kxi (kg/cm2) Kxi/Ʃkxi (%)

Vmi-x (Tn)

Y1

720.00

13

260 9360.00

434461.00

40.486%

54.711 Y2

365.00

13

260 4745.00

154210.56

14.370%

19.419 Y3

260.00

13

260 3380.00

78928.57

7.355%

9.939 Y4

180.00

13

260 2340.00

33713.28

3.142%

4.245 Y5

120.00

13

260 1560.00

11709.18

1.091%

1.475 Y6

30.00

13

260

390.00

210.09 0.020%

0.026 Y7

30.00

13

260

390.00

210.09 0.020%

0.026 Y8

80.00

13

260 1040.00

3756.91

0.350%

0.473 Y9

360.00

13

260 4680.00

150400.49

14.015%

18.940 Y10

411.00

13

260 5343.00

189833.25

17.690%

23.905 Y11

115.00

13

260 1495.00

10422.83

0.971%

1.313 Y12

90.00

13

260 1170.00

5256.62

0.490%

0.662 TOTAL

1073112.85

PARA EL PISO N°03

Vi=

Area =

Rigidez X-X

Cte. Directo

135.134 114,000.000

102.902 114,000.000

(13)

Muro

L(cm)

t(cm)

H(cm)

Area de

muro (cm2)

Kxi (kg/cm2) Kxi/Ʃkxi (%)

Vmi-x (Tn)

X1

120

13

260 1560.00

11709.18

1.187%

1.221 X2

30

13

260

390.00

210.09 0.021%

0.022 X3

230

13

260 2990.00

60253.73

6.107%

6.284 X4

310

13

260 4030.00

113309.24

11.485%

11.818 X5

235

13

260 3055.00

63241.38

6.410%

6.596 X6

25

13

260

325.00

121.95 0.012%

0.013 X7

320

13

260 4160.00

120554.02

12.219%

12.573 X8

25

13

260

325.00

121.95 0.012%

0.013 X9

115

13

260 1495.00

10422.83

1.056%

1.087 X10

335

13

260 4355.00

131598.52

13.338%

13.725 X11

60

13

260

780.00 1632.29

0.165%

0.170 X12

770

13

260 10010.00

473443.28

47.986%

49.379 TOTAL

986618.46

Vi=

Area =

Rigidez X-X

Cte. Directo

Muro

L(cm)

t(cm)

H(cm)

Area de

muro (cm2)

Kxi (kg/cm2) Kxi/Ʃkxi (%)

Vmi-x (Tn)

Y1

720.00

13

260 9360.00

434461.00

40.486%

41.661 Y2

365.00

13

260 4745.00

154210.56

14.370%

14.787 Y3

260.00

13

260 3380.00

78928.57

7.355%

7.569 Y4

180.00

13

260 2340.00

33713.28

3.142%

3.233 Y5

120.00

13

260 1560.00

11709.18

1.091%

1.123 Y6

30.00

13

260

390.00

210.09 0.020%

0.020 Y7

30.00

13

260

390.00

210.09 0.020%

0.020 Y8

80.00

13

260 1040.00

3756.91

0.350%

0.360 Y9

360.00

13

260 4680.00

150400.49

14.015%

14.422 Y10

411.00

13

260 5343.00

189833.25

17.690%

18.203 Y11

115.00

13

260 1495.00

10422.83

0.971%

0.999 Y12

90.00

13

260 1170.00

5256.62

0.490%

0.504 TOTAL

1073112.85

PARA EL PISO N°04

Vi=

Area =

Rigidez X-X

Cte. Directo

Muro

L(cm)

t(cm)

H(cm)

Area de

muro (cm2)

Kxi (kg/cm2) Kxi/Ʃkxi (%)

Vmi-x (Tn)

X1

120

13

260 1560.00

11709.18

1.187%

0.648 X2

30

13

260

390.00

210.09 0.021%

0.012 X3

230

13

260 2990.00

60253.73

6.107%

3.336 X4

310

13

260 4030.00

113309.24

11.485%

6.274 X5

235

13

260 3055.00

63241.38

6.410%

3.502 X6

25

13

260

325.00

121.95 0.012%

0.007 X7

320

13

260 4160.00

120554.02

12.219%

6.675 X8

25

13

260

325.00

121.95 0.012%

0.007 X9

115

13

260 1495.00

10422.83

1.056%

0.577 X10

335

13

260 4355.00

131598.52

13.338%

7.287 X11

60

13

260

780.00 1632.29

0.165%

0.090 X12

770

13

260 10010.00

473443.28

47.986%

26.214 TOTAL

986618.46

54.629 114,000.000

102.902 114,000.000

(14)

Vi=

Area =

Rigidez X-X

Cte. Directo

Muro

L(cm)

t(cm)

H(cm)

Area de

muro (cm2)

Kxi (kg/cm2) Kxi/Ʃkxi (%)

Vmi-x (Tn)

Y1

720.00

13

260 9360.00

434461.00

40.486%

22.117 Y2

365.00

13

260 4745.00

154210.56

14.370%

7.850 Y3

260.00

13

260 3380.00

78928.57

7.355%

4.018 Y4

180.00

13

260 2340.00

33713.28

3.142%

1.716 Y5

120.00

13

260 1560.00

11709.18

1.091%

0.596 Y6

30.00

13

260

390.00

210.09 0.020%

0.011 Y7

30.00

13

260

390.00

210.09 0.020%

0.011 Y8

80.00

13

260 1040.00

3756.91

0.350%

0.191 Y9

360.00

13

260 4680.00

150400.49

14.015%

7.656 Y10

411.00

13

260 5343.00

189833.25

17.690%

9.664 Y11

115.00

13

260 1495.00

10422.83

0.971%

0.531 Y12

90.00

13

260 1170.00

5256.62

0.490%

0.268 TOTAL

1073112.85

54.629 114,000.000

(15)

(16)

Peso Total

1.5CM+1.8CV

(Tn)

97.35

82.66

374.71 CALCULO DE PESO POR PISO

(17)

(18)

(19)

(20)

7.- CONTROL DE LA FISURACION

PARAMETROS DE SITIO a) ZONIFICACION (Z)

De acuerdo al Mapa de Sismos.

Pasco se encuentra en la Zona 2 Z = 0.3

b) CONDICIONES GEOTECNICAS (S)

De acuerdo al Reglamneto Nacional de Edificaciones el suelo es tipo S1

S= 1.2 TP = 0.40 s

c) CATEGORIA DE LA EDIFICACION

El uso de la edificacion es para vivienda lo que lo clasifica en una edificacion comun

U= 1.0

d) SISTEMA ESTRUCTURAL

La estructura es un portico por lo que el coeficiente de reduccion es:

R= 6

e) PERIODO FUNDAMENTAL

El periodo fundamental se calcula mediante la formula:

hn = 10.4

Ct = 35 (E-030)

T = 0.30 s

f) FACTOR DE AMPLIFICACION SISMICA

El factor de amplificacion sismica se calculara mediante la formula:

y C < = 2.5

C= 3.37 como C es mayor que 2.5 usaremos:

C= 2.50

Piso Peso de Vigas (Tn)

Peso de

Columnas (Tn) Aligerado (Tn) Acabados (Tn) Tabiqueria (Tn) Total de Carga Muerta (Tn) Total de Carga Viva (Tn) Peso Total 1.5CM+1.8CV (Tn) 2 4.32 1.56 34.20 11.40 13.18 64.66 0.20 97.35 3 4.32 1.56 34.20 11.40 13.18 64.66 0.20 97.35 4 4.32 1.56 34.20 11.40 13.18 64.66 0.20 97.35 Azotea 4.32 - 34.20 11.40 5.07 54.99 0.10 82.66 Peso 17.28 4.68 136.80 45.60 44.61 248.97 0.70 374.71 V = 75.66 NUDO Pi hi Pi x hi Pi x hi / ∑ (Pi x hi) Fi Vi 1 97.350 2.600 253.110 0.106 8.020 75.588 2 97.350 5.200 506.219 0.213 16.116 67.568 3 97.350 7.800 759.329 0.319 24.137 51.451 4 82.664 10.400 859.704 0.361 27.314 27.315 374.71 2,378.362 75.588 PARA EL PISO N°01 Vi= Area =

Rigidez X-X Cte. Directo Vm

Muro L(cm) t(cm) H(cm) Area de

muro (cm2)Kxi (kg/cm2) Kxi/Ʃkxi (%) Vtotal MFc(Tn-m) v'm (tn/m) α=Ve*L/Me αfinal

Pg=PD+0.25P L Vm=.55*v'm *α*t*L+0.23 *Pg 0.55Vm X1 120 13 260 1560.00 11709.18 1.187% 0.897 1.166 81 0.923 0.923 7.7564 8.199172 4.5095 X2 30 13 260 390.00 210.09 0.021% 0.016 0.021 81 0.231 0.231 1.9766 0.855568 0.4706

UNIVERSIDAD NACIONAL DANIEL ALCIDES CARRION

T = hn / Ct

C = 2.5 ( Tp / T )

CALCULO DE PESO POR PISO

CALCULO DE CORTANTE BASAL POR PISO SEGÚN NORMA Para realizar el analisis de control de fisuracion se tomara en cuenta que el coeficiente de reduccion se debe de aumentar a 6 para una analisis en sismo moderado

75.588

114,000.000

(21)

X3 230 13 260 2990.00 60253.73 6.107% 4.616 6.001 81 1.769 1.000 14.8206 16.729188 9.2011 X4 310 13 260 4030.00 113309.24 11.485% 8.681 11.285 81 2.385 1.000 19.9582 22.544036 12.3992 X5 235 13 260 3055.00 63241.38 6.410% 4.845 6.299 81 1.808 1.000 15.1417 17.092616 9.4009 X6 25 13 260 325.00 121.95 0.012% 0.009 0.012 81 0.192 0.192 1.6555 0.6592025 0.3626 X7 320 13 260 4160.00 120554.02 12.219% 9.236 12.007 81 2.462 1.000 20.6004 23.270892 12.7990 X8 25 13 260 325.00 121.95 0.012% 0.009 0.012 81 0.192 0.192 1.6555 0.6592025 0.3626 X9 115 13 260 1495.00 10422.83 1.056% 0.799 1.038 81 0.885 0.885 7.4353 7.6018565 4.1810 X10 335 13 260 4355.00 131598.52 13.338% 10.082 13.107 81 2.577 1.000 21.5637 24.361176 13.3986 X11 60 13 260 780.00 1632.29 0.165% 0.125 0.163 81 0.462 0.462 3.9032 2.501536 1.3758 X12 770 13 260 10010.00 473443.28 47.986% 36.272 47.154 81 5.923 1.000 49.4994 78.276687 43.0522 TOTAL 986618.46 Vi= Area =

muro (cm2)Kxi (kg/cm2) Kxi/Ʃkxi (%) Vmi-x (Tn) MFc(Tn-m) v'm (tn/m) α=Ve*L/Me αfinal

Pg=PD+0.25P L Vm=.55*v'm *α*t*L+0.23 *Pg 0.55Vm Y1 720.00 13 260 9360.00 434461.00 40.486% 30.603 39.783 81 5.538 1.000 46.2884 52.345132 28.7898 Y2 365.00 13 260 4745.00 154210.56 14.370% 10.862 14.121 81 2.808 1.000 23.4903 26.541744 14.5980 Y3 260.00 13 260 3380.00 78928.57 7.355% 5.560 7.227 81 2.000 1.000 16.7472 18.909756 10.4004 Y4 180.00 13 260 2340.00 33713.28 3.142% 2.375 3.087 81 1.385 1.000 11.6096 13.094908 7.2022 Y5 120.00 13 260 1560.00 11709.18 1.091% 0.825 1.072 81 0.923 0.923 7.7564 8.199172 4.5095 Y6 30.00 13 260 390.00 210.09 0.020% 0.015 0.019 81 0.231 0.231 1.9766 0.855568 0.4706 Y7 30.00 13 260 390.00 210.09 0.020% 0.015 0.019 81 0.231 0.231 1.9766 0.855568 0.4706 Y8 80.00 13 260 1040.00 3756.91 0.350% 0.265 0.344 81 0.615 0.615 5.1876 4.044348 2.2244 Y9 360.00 13 260 4680.00 150400.49 14.015% 10.594 13.772 81 2.769 1.000 23.1692 26.178316 14.3981 Y10 411.00 13 260 5343.00 189833.25 17.690% 13.371 17.383 81 3.162 1.000 26.44442 29.8852816 16.4369 Y11 115.00 13 260 1495.00 10422.83 0.971% 0.734 0.954 81 0.885 0.885 7.4353 7.6018565 4.1810 Y12 90.00 13 260 1170.00 5256.62 0.490% 0.370 0.481 81 0.692 0.692 5.8298 6.753679 3.7145 TOTAL 1073112.85 PARA EL PISO N°02 Vi= Area =

Pg=PD+0.25P L Vm=.55*v'm *α*t*L+0.23 *Pg 0.55Vm X1 120 13 260 1560.00 11709.18 1.187% 0.802 1.042 81 0.923 0.923 7.7564 8.199172 4.5095 X2 30 13 260 390.00 210.09 0.021% 0.014 0.019 81 0.231 0.231 1.9766 0.855568 0.4706 X3 230 13 260 2990.00 60253.73 6.107% 4.126 5.364 81 1.769 1.000 14.8206 16.729188 9.2011 X4 310 13 260 4030.00 113309.24 11.485% 7.760 10.088 81 2.385 1.000 19.9582 22.544036 12.3992 X5 235 13 260 3055.00 63241.38 6.410% 4.331 5.630 81 1.808 1.000 15.1417 17.092616 9.4009 X6 25 13 260 325.00 121.95 0.012% 0.008 0.011 81 0.192 0.192 1.6555 0.6592025 0.3626 X7 320 13 260 4160.00 120554.02 12.219% 8.256 10.733 81 2.462 1.000 20.6004 23.270892 12.7990 X8 25 13 260 325.00 121.95 0.012% 0.008 0.011 81 0.192 0.192 1.6555 0.6592025 0.3626 X9 115 13 260 1495.00 10422.83 1.056% 0.714 0.928 81 0.885 0.885 7.4353 7.6018565 4.1810 X10 335 13 260 4355.00 131598.52 13.338% 9.012 11.716 81 2.577 1.000 21.5637 24.361176 13.3986 X11 60 13 260 780.00 1632.29 0.165% 0.112 0.145 81 0.462 0.462 3.9032 2.501536 1.3758 X12 770 13 260 10010.00 473443.28 47.986% 32.423 42.150 81 5.923 1.000 49.4994 78.276687 43.0522 TOTAL 986618.46 Vi= Area =

Pg=PD+0.25P L Vm=.55*v'm *α*t*L+0.23 *Pg 0.55Vm Y1 720.00 13 260 9360.00 434461.00 40.486% 27.355 35.562 81 5.538 1.000 46.2884 52.345132 28.7898 Y2 365.00 13 260 4745.00 154210.56 14.370% 9.710 12.623 81 2.808 1.000 23.4903 26.541744 14.5980 Y3 260.00 13 260 3380.00 78928.57 7.355% 4.970 6.461 81 2.000 1.000 16.7472 18.909756 10.4004 Y4 180.00 13 260 2340.00 33713.28 3.142% 2.123 2.760 81 1.385 1.000 11.6096 13.094908 7.2022 Y5 120.00 13 260 1560.00 11709.18 1.091% 0.737 0.958 81 0.923 0.923 7.7564 8.199172 4.5095 Y6 30.00 13 260 390.00 210.09 0.020% 0.013 0.017 81 0.231 0.231 1.9766 0.855568 0.4706 Y7 30.00 13 260 390.00 210.09 0.020% 0.013 0.017 81 0.231 0.231 1.9766 0.855568 0.4706 Y8 80.00 13 260 1040.00 3756.91 0.350% 0.237 0.308 81 0.615 0.615 5.1876 4.044348 2.2244 Y9 360.00 13 260 4680.00 150400.49 14.015% 9.470 12.311 81 2.769 1.000 23.1692 26.178316 14.3981 Y10 411.00 13 260 5343.00 189833.25 17.690% 11.953 15.539 81 3.162 1.000 26.44442 29.8852816 16.4369 Y11 115.00 13 260 1495.00 10422.83 0.971% 0.656 0.853 81 0.885 0.885 7.4353 7.6018565 4.1810 Y12 90.00 13 260 1170.00 5256.62 0.490% 0.331 0.430 81 0.692 0.692 5.8298 6.753679 3.7145 TOTAL 1073112.85 PARA EL PISO N°03 Vi= Area =

Pg=PD+0.25P L Vm=.55*v'm *α*t*L+0.23 *Pg 0.55Vm 114,000.000 67.568 114,000.000 51.451 114,000.000 51.451 114,000.000 75.588 114,000.000 67.568

(22)

Y1 720.00 13 260 9360.00 434461.00 40.486% 20.831 27.080 81 5.538 1.000 46.2884 52.345132 28.7898 Y2 365.00 13 260 4745.00 154210.56 14.370% 7.394 9.612 81 2.808 1.000 23.4903 26.541744 14.5980 Y3 260.00 13 260 3380.00 78928.57 7.355% 3.784 4.920 81 2.000 1.000 16.7472 18.909756 10.4004 Y4 180.00 13 260 2340.00 33713.28 3.142% 1.616 2.101 81 1.385 1.000 11.6096 13.094908 7.2022 Y5 120.00 13 260 1560.00 11709.18 1.091% 0.561 0.730 81 0.923 0.923 7.7564 8.199172 4.5095 Y6 30.00 13 260 390.00 210.09 0.020% 0.010 0.013 81 0.231 0.231 1.9766 0.855568 0.4706 Y7 30.00 13 260 390.00 210.09 0.020% 0.010 0.013 81 0.231 0.231 1.9766 0.855568 0.4706 Y8 80.00 13 260 1040.00 3756.91 0.350% 0.180 0.234 81 0.615 0.615 5.1876 4.044348 2.2244 Y9 360.00 13 260 4680.00 150400.49 14.015% 7.211 9.374 81 2.769 1.000 23.1692 26.178316 14.3981 Y10 411.00 13 260 5343.00 189833.25 17.690% 9.102 11.832 81 3.162 1.000 26.44442 29.8852816 16.4369 Y11 115.00 13 260 1495.00 10422.83 0.971% 0.500 0.650 81 0.885 0.885 7.4353 7.6018565 4.1810 Y12 90.00 13 260 1170.00 5256.62 0.490% 0.252 0.328 81 0.692 0.692 5.8298 6.753679 3.7145 TOTAL 1073112.85 PARA EL PISO N°04 Vi= Area =

Pg=PD+0.25P L Vm=.55*v'm *α*t*L+0.23 *Pg 0.55Vm Y1 720.00 13 260 9360.00 434461.00 40.486% 11.059 14.376 81 5.538 1.000 46.2884 52.345132 28.7898 Y2 365.00 13 260 4745.00 154210.56 14.370% 3.925 5.103 81 2.808 1.000 23.4903 26.541744 14.5980 Y3 260.00 13 260 3380.00 78928.57 7.355% 2.009 2.612 81 2.000 1.000 16.7472 18.909756 10.4004 Y4 180.00 13 260 2340.00 33713.28 3.142% 0.858 1.116 81 1.385 1.000 11.6096 13.094908 7.2022 Y5 120.00 13 260 1560.00 11709.18 1.091% 0.298 0.387 81 0.923 0.923 7.7564 8.199172 4.5095 Y6 30.00 13 260 390.00 210.09 0.020% 0.005 0.007 81 0.231 0.231 1.9766 0.855568 0.4706 Y7 30.00 13 260 390.00 210.09 0.020% 0.005 0.007 81 0.231 0.231 1.9766 0.855568 0.4706 Y8 80.00 13 260 1040.00 3756.91 0.350% 0.096 0.124 81 0.615 0.615 5.1876 4.044348 2.2244 Y9 360.00 13 260 4680.00 150400.49 14.015% 3.828 4.977 81 2.769 1.000 23.1692 26.178316 14.3981 Y10 411.00 13 260 5343.00 189833.25 17.690% 4.832 6.282 81 3.162 1.000 26.44442 29.8852816 16.4369 Y11 115.00 13 260 1495.00 10422.83 0.971% 0.265 0.345 81 0.885 0.885 7.4353 7.6018565 4.1810 Y12 90.00 13 260 1170.00 5256.62 0.490% 0.134 0.174 81 0.692 0.692 5.8298 6.753679 3.7145 TOTAL 1073112.85 27.315 114,000.000 27.315 114,000.000

(23)

Vtotal<=0.55 Vm

COMFORME COMFORME

(24)

COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME Vtotal<=0.55 Vm FALLARA COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME Vtotal<=0.55 Vm COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME Vtotal<=0.55 Vm COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME Vtotal<=0.55 Vm COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME Vtotal<=0.55 Vm

(25)

COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME Vtotal<=0.55 Vm COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME Vtotal<=0.55 Vm COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME COMFORME