1. Diseño Muro rosales.xls

DISEÑO DE MURO DE CONTENCION ( H=3.50 M)

DATOS:

Longitud del muro L = 27.50 m

Altura de pantalla: H = 2.50 m

Sobrecarga s/c = 0.50 Tn/m²

Peso específico del terreno = 1.60 Tn/m³

30.00 °

30.00 Tn/m²

Peso específico del concreto = 2.00 Tn/m³

0.08 x 2.50 m

0.2

0.20 m

Altura de la zapata: " hz "

hz = 0.12 H a 0.16 H

hz = 0.12 H = 0.12 x 2.50 = 0.30 m

Adoptar hz = 0.30 m

Dimensión del pie del muro: " p1 "

p1 = hz / 2 a hz

p1 = 0.15 ≈ 0.20

Adoptar p1 = 0.20 m

Dimensión del talón del muro: " p2 "

p2 = hz / 2 a hz

p2 = 0.15 ≈ 0.20

Adoptar p2 = 0.20 m

Abcho de la zapata: " B "

B = 0.4 H t a 0.7 H t

B = 0.65 x 2.80

B = 1.82 m

Adoptar B = 1.80 m

1.80 - 0.20 - 0.20

1.40 m

Cálculo de presiones laterales

Ang. fricción interna del terreno Øs=

Capacidad portante del terreno σ t =

Ancho superior de pantalla: " t 1 "

t 1 = 0.08 H, t 1 ≥ 0.30 m

t 1 =

t 1 =

Adoptar t 1 =

Ancho inferior de la pantalla: " t 2 "

t 2 = B - p1 - p2

t 2 =

t 2 =

s/c

H = 2.50 m

1.60 Tn/m³

hz = 0.30 m

Cálculo de Ka:

Ka = Tan²(45 - Ø / 2)30 ° / 2 )

0.333

Presión de la sobrecarga

P1 = Ka * S/C

P1 = 0.333 x 0.50

P1 = 0.17 Tn/m²

Presión del suelo

0.50 / (

hs/c = 0.31 m

P2 = 0.333 x 1.60 x ( 2.50 + 0.30 + 0.31 )

P2 = 1.66 Tn / m²

Cálculo del Empuje activo:

Ea = ( P1 + P2) * ( H + hz ) / 2

Ea = 2.56 Tn/m

Ubicación del punto de aplicación del empije activo: Y

Y =Ht ( 2 P1 + P2 )

3 ( P1 + P2 )

Y = 1.02 m

Verificación de la estabilidad del muro

0.20 1.20

= s ال .

Ka = Tan² ( 45 -Ka =

P2 = Ka . ال s . ( H + hz + hs/c )

hs/c = S/C / . ال s =

2.50

0.30

0.20 1.40 0.20

1.80

Wi Pesos ( Tn ) x (m) W . x ( Tn-m )

W1 1.08 0.900 0.97

W2 1.00 0.300 0.30

W3 3.00 0.800 2.40

W4 2.40 1.200 2.88

W5 0.80 1.700 1.36

∑ 8.28 7.91

Factor de seguridad al deslizamiento:

FSD = 1.5

FSD =f =

f = 0.577

FSD =0.577 x 8.28

2.56

FSD = 1.87 OK !, Si cumple

Factor de seguridad al volteo

FSV = 1.75

FSV =

FSV =7.91

2.56 x 1.02

FSV = 3.04 OK !, Si cumple

f x ∑ Wresistentes tan Ø

∑ F actuantes

∑ M resistentes

∑ M actuantes

W1

W2

W3

W4

W5

Excentricidad de la estructura:

Xo =

Xo =7.91 - 2.61

8.28

Xo = 0.64 m

B / 6 = 0.30 m

e = B / 2 - Xo

e = 1.80 / 2 - 0.64

e = 0.26 m < B / 6, Si cumple

Presiones del terreno

W(1 +

6e) = 8.57514074074074

B B

W(1 -

6e) = 0.62485925925926

B B

∑ Mr - ∑ Ma

∑ W i

q1

q1 =

q2 =


Ht H

hz

p1 p2

B

t 1

t 2

P1

Ht = 2.80 m

Ea

Y

P2

1.60 x 1.00)

W . x ( Tn-m )

0.97

0.30

2.40

2.88

1.36

7.91

= tan 30

27.1428571

< σ t = 30.00 Tn/m²

OK, SI CUMPLE

q2

0.06740741


DATOS:





30.00 °

30.00 Tn/m²


0.08 x 3.00 m

0.24

0.20 m


hz = 0.12 H a 0.16 H

hz = 0.12 H = 0.12 x 3.00 = 0.36 m

Adoptar hz = 0.40 m


p1 = hz / 2 a hz

p1 = 0.20 ≈ 0.20

Adoptar p1 = 0.20 m


p2 = hz / 2 a hz

p2 = 0.20 ≈ 0.20

Adoptar p2 = 0.20 m


B = 0.4 H t a 0.7 H t

B = 0.65 x 3.40

B = 2.21 m

Adoptar B = 2.20 m

2.20 - 0.20 - 0.20

1.80 m





t 1 = 0.08 H, t 1 ≥ 0.30 m

t 1 =

t 1 =

Adoptar t 1 =


t 2 = B - p1 - p2

t 2 =

t 2 =

s/c

H = 3.00 m

1.60 Tn/m³

hz = 0.40 m

Cálculo de Ka:

Ka = Tan²(45 - Ø / 2)30 ° / 2 )

0.333


P1 = Ka * S/C

P1 = 0.333 x 0.50

P1 = 0.17 Tn/m²

Presión del suelo

0.50 / (

hs/c = 0.31 m

P2 = 0.333 x 1.60 x ( 3.00 + 0.40 + 0.31 )

P2 = 1.98 Tn / m²


Ea = ( P1 + P2) * ( H + hz ) / 2

Ea = 3.65 Tn/m


Y =Ht ( 2 P1 + P2 )

3 ( P1 + P2 )

Y = 1.22 m


0.20 1.60

= s ال .

Ka = Tan² ( 45 -Ka =

P2 = Ka . ال s . ( H + hz + hs/c )

hs/c = S/C / . ال s =

3.00

0.40

0.20 1.80 0.20

2.20


W1 1.76 1.100 1.94

W2 1.20 0.300 0.36

W3 4.80 0.933 4.48

W4 3.84 1.467 5.63

W5 0.96 2.100 2.02

∑ 12.56 14.42


FSD = 1.5

FSD =f =

f = 0.577

FSD =0.577 x 12.56

3.65



FSV = 1.75

FSV =

FSV =14.42

3.65 x 1.22



∑ F actuantes

∑ M resistentes

∑ M actuantes

W1

W2

W3

W4

W5


Xo =

Xo =14.42 - 4.45

12.56

Xo = 0.79 m

B / 6 = 0.37 m

e = B / 2 - Xo

e = 2.20 / 2 - 0.79

e = 0.31 m < B / 6, Si cumple


W(1 +

6e) = 10.4711834710744

B B

W(1 -

6e) = 0.94699834710744

B B

∑ Mr - ∑ Ma

∑ W i

q1

q1 =

q2 =


Ht H

hz

p1 p2

B

t 1

t 2

P1

Ht = 3.40 m

Ea

Y

P2

1.60 x 1.00)

W . x ( Tn-m )

1.94

0.36

4.48

5.63

2.02

14.42

= tan 30

27.1428571

< σ t = 30.00 Tn/m²

OK, SI CUMPLE

q2

0.06740741


DATOS:





30.00 ° Ht H

30.00 Tn/m²


hz

0.08 x 3.50 m p1 p2

0.28 B

0.30 m


hz = 0.12 H a 0.16 H

hz = 0.12 H = 0.12 x 3.50 = 0.42 m

Adoptar hz = 0.40 m


p1 = hz / 2 a hz

p1 = 0.20 ≈ 0.20

Adoptar p1 = 0.20 m


p2 = hz / 2 a hz

p2 = 0.20 ≈ 0.20

Adoptar p2 = 0.20 m


B = 0.4 H t a 0.7 H t

B = 0.65 x 3.90

B = 2.54 m

Adoptar B = 2.50 m

2.50 - 0.20 - 0.20

2.10 m


s/c

P1

H = 3.50 m Ht = 3.90 m

1.60 Tn/m³ Ea

Y

hz = 0.40 m

P2

Cálculo de Ka:

Ka = Tan²(45 - Ø / 2)

t 1




t 1 = 0.08 H, t 1 ≥ 0.30 m

t 1 = t 2

t 1 =

Adoptar t 1 =


t 2 = B - p1 - p2

t 2 =

t 2 =

= s ال .

30 ° / 2 )0.333


P1 = Ka * S/C

P1 = 0.333 x 0.50

P1 = 0.17 Tn/m²

Presión del suelo

0.50 / ( 1.60 x 1.00)

hs/c = 0.31 m

P2 = 0.333 x 1.60 x ( 3.50 + 0.40 + 0.31 )

P2 = 2.25 Tn / m²


Ea = ( P1 + P2) * ( H + hz ) / 2

Ea = 4.70 Tn/m


Y =Ht ( 2 P1 + P2 )

3 ( P1 + P2 )

Y = 1.39 m


0.30 1.80

3.50

0.40

0.20 2.10 0.20

2.50


W1 2.00 1.250 2.50

W2 2.10 0.350 0.74

W3 6.30 1.100 6.93

W4 5.04 1.700 8.57

W5 1.12 2.400 2.69

∑ 16.56 21.42


FSD = 1.5

FSD =f = = tan 30

f = 0.577

FSD =0.577 x 16.56

4.70



Ka = Tan² ( 45 -Ka =

P2 = Ka . ال s . ( H + hz + hs/c )

hs/c = S/C / . ال s =


∑ F actuantes

W1

W2

W3

W4

W5

FSV = 1.75

FSV =

FSV =21.42

4.70 x 1.39



Xo =

Xo =21.42 - 6.54

16.56

Xo = 0.90 m

B / 6 = 0.42 m

e = B / 2 - Xo

e = 2.50 / 2 - 0.90

e = 0.35 m < B / 6, Si cumple


27.1428571

W(1 +

6e) = 12.20806

B B

< σ t = 30.00 Tn/m²

W(1 -

6e) = 1.039943

OK, SI CUMPLE

B B

∑ M resistentes

∑ M actuantes

∑ Mr - ∑ Ma

∑ W i

q1 q2

q1 =

q2 =

0.06740741


DATOS:





30.00 °

30.00 Tn/m²


0.08 x 4.00 m

0.32

0.30 m


hz = 0.12 H a 0.16 H

hz = 0.12 H = 0.12 x 4.00 = 0.48 m

Adoptar hz = 0.50 m


p1 = hz / 2 a hz

p1 = 0.25 ≈ 0.20

Adoptar p1 = 0.30 m


p2 = hz / 2 a hz

p2 = 0.25 ≈ 0.20

Adoptar p2 = 0.30 m


B = 0.4 H t a 0.7 H t

B = 0.65 x 4.50

B = 2.93 m

Adoptar B = 2.90 m

2.90 - 0.30 - 0.30

2.30 m





t 1 = 0.08 H, t 1 ≥ 0.30 m

t 1 =

t 1 =

Adoptar t 1 =


t 2 = B - p1 - p2

t 2 =

t 2 =

s/c

H = 4.00 m

1.60 Tn/m³

hz = 0.50 m

Cálculo de Ka:

Ka = Tan²(45 - Ø / 2)30 ° / 2 )

0.333


P1 = Ka * S/C

P1 = 0.333 x 0.50

P1 = 0.17 Tn/m²

Presión del suelo

0.50 / (

hs/c = 0.31 m

P2 = 0.333 x 1.60 x ( 4.00 + 0.50 + 0.31 )

P2 = 2.57 Tn / m²


Ea = ( P1 + P2) * ( H + hz ) / 2

Ea = 6.15 Tn/m


Y =Ht ( 2 P1 + P2 )

3 ( P1 + P2 )

Y = 1.59 m


0.30 2.00

= s ال .

Ka = Tan² ( 45 -Ka =

P2 = Ka . ال s . ( H + hz + hs/c )

hs/c = S/C / . ال s =

4.00

0.50

0.30 2.30 0.30

2.90


W1 2.90 1.450 4.21

W2 2.40 0.450 1.08

W3 8.00 1.267 10.13

W4 6.40 1.933 12.37

W5 1.92 2.750 5.28

∑ 21.62 33.07


FSD = 1.5

FSD =f =

f = 0.577

FSD =0.577 x 21.62

6.15



FSV = 1.75

FSV =

FSV =33.07

6.15 x 1.59



∑ F actuantes

∑ M resistentes

∑ M actuantes

W1

W2

W3

W4

W5


Xo =

Xo =33.07 - 9.77

21.62

Xo = 1.08 m

B / 6 = 0.48 m

e = B / 2 - Xo

e = 2.90 / 2 - 1.08

e = 0.37 m < B / 6, Si cumple


W(1 +

6e) = 13.1990939357907

B B

W(1 -

6e) = 1.71125089179548

B B

∑ Mr - ∑ Ma

∑ W i

q1

q1 =

q2 =


Ht H

hz

p1 p2

B

t 1

t 2

P1

Ht = 4.50 m

Ea

Y

P2

1.60 x 1.00)

W . x ( Tn-m )

4.21

1.08

10.13

12.37

5.28

33.07

= tan 30

27.1428571

< σ t = 30.00 Tn/m²

OK, SI CUMPLE

q2

0.06740741


DATOS:





30.00 °

30.00 Tn/m²


0.08 x 4.50 m

0.36

0.40 m


hz = 0.12 H a 0.16 H

hz = 0.12 H = 0.12 x 4.50 = 0.54 m

Adoptar hz = 0.50 m


p1 = hz / 2 a hz

p1 = 0.25 ≈ 0.20

Adoptar p1 = 0.30 m


p2 = hz / 2 a hz

p2 = 0.25 ≈ 0.20

Adoptar p2 = 0.30 m


B = 0.4 H t a 0.7 H t

B = 0.65 x 5.00

B = 3.25 m

Adoptar B = 3.30 m

3.30 - 0.30 - 0.30

2.70 m





t 1 = 0.08 H, t 1 ≥ 0.30 m

t 1 =

t 1 =

Adoptar t 1 =


t 2 = B - p1 - p2

t 2 =

t 2 =

s/c

H = 4.50 m

1.60 Tn/m³

hz = 0.50 m

Cálculo de Ka:

Ka = Tan²(45 - Ø / 2)30 ° / 2 )

0.333


P1 = Ka * S/C

P1 = 0.333 x 0.50

P1 = 0.17 Tn/m²

Presión del suelo

0.50 / (

hs/c = 0.31 m

P2 = 0.333 x 1.60 x ( 4.50 + 0.50 + 0.31 )

P2 = 2.83 Tn / m²


Ea = ( P1 + P2) * ( H + hz ) / 2

Ea = 7.50 Tn/m


Y =Ht ( 2 P1 + P2 )

3 ( P1 + P2 )

Y = 1.76 m


0.40 2.30

= s ال .

Ka = Tan² ( 45 -Ka =

P2 = Ka . ال s . ( H + hz + hs/c )

hs/c = S/C / . ال s =

4.50

0.50

0.30 2.70 0.30

3.30


W1 3.30 1.650 5.44

W2 3.60 0.500 1.80

W3 10.35 1.467 15.18

W4 8.28 2.233 18.49

W5 2.16 3.150 6.80

∑ 27.69 47.72


FSD = 1.5

FSD =f =

f = 0.577

FSD =0.577 x 27.69

7.50



FSV = 1.75

FSV =

FSV =47.72

7.50 x 1.76



∑ F actuantes

∑ M resistentes

∑ M actuantes

W1

W2

W3

W4

W5


Xo =

Xo =47.72 - 13.19

27.69

Xo = 1.25 m

B / 6 = 0.55 m

e = B / 2 - Xo

e = 3.30 / 2 - 1.25

e = 0.40 m < B / 6, Si cumple


W(1 +

6e) = 14.5405693296602

B B

W(1 -

6e) = 2.24124885215795

B B

∑ Mr - ∑ Ma

∑ W i

q1

q1 =

q2 =


Ht H

hz

p1 p2

B

t 1

t 2

P1

Ht = 5.00 m

Ea

Y

P2

1.60 x 1.00)

W . x ( Tn-m )

5.44

1.80

15.18

18.49

6.80

47.72

= tan 30

27.1428571

< σ t = 30.00 Tn/m²

OK, SI CUMPLE

q2

0.06740741

DESCRIPCION MURO 2,5 MURO 3,0 MURO 3,5 MURO 4,0Altura de Pantalla 2.5 3 3.5 4Altura de Cimentación 0.3 0.4 0.4 0.5Talón 0.2 0.2 0.2 0.3Base de cimentación 1.8 2.2 2.5 2.9Altura Total 2.8 3.4 3.9 4.5Ancho inferior de pantalla 1.4 1.8 2.1 2.3Ancho superior de Pantalla 0.2 0.2 0.3 0.3

MURO 4,54.50.50.33.35

2.70.4

1. Diseño Muro rosales.xls

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Transcript of 1. Diseño Muro rosales.xls