¿Diseno Muro Gravedad

DISEÑO DE MURO DE CONTENCION

I.- MURO DE GRAVEDAD :

S/C

1.1.- DATOS : tc

1 1 Pendientes:

s1 s2 S1= 500

S2= 6

H = 1.50 m hp = 1.20 m

m n

t1 t2

hz= 0.30

B

Datos : Datos Asumidos :

Ws/c = 0 T /m Φ = 30 ° friccion interna del suelo

H = 1.50 m 1.76 (Capacidad portante del suelo)

1.91 (grava limosa graduada)

2.3

f = 0.60 coeficiente de friccion

FSD = 1.5 (Factor de seguridad al Deslizamiento)

FSV = 2 (Factor de seguridad al Volteo)

1.2) DIMENSIONAMIENTO PRELIMINAR :

tc : tc = 0.08 x H 0.35 m

tc = 0.12 0.35

tc = 0.15 m

hz : hz = 0.12 x H ó 0.17 x H m

hz = 0.18 ó 0.26 m

hz = 0.30 m

hp : hp = H-hz m

hp = 1.20 m

B : B = 0.5 x H a 3*H/4 m

B = 0.75 1.13 m

B = 1.13 m

Considerando: B = 0.75 m

m : m = hz= 0.15 m

t1 : t1 = hp/S1 m

t1= 0.00 m

t2 : t2 = hp/S2 m

t2= 0.20 m

tp : tp = t1+tc+t2 m

tp = 0.35 m

n : n = B-m-tpn = 0.25 m

Ka:

Ka = 0.333

s t = kg/cm2

g s T /m3

gc = T /m3

ó >

ó >

Ka = Tg2(45-f/2)

1.3.- ESFUERZOS EN LA PANTALLA Max Esf. Neg. (t/m2) -25.000Max Esf. Corte (t/m2) 53.000

Profundidad tx P (t) V (t) M (t-m) e=M/P Smax (t/m2) Smin (t/m2) Esf Cort. (t/m2)0.12 0.19 0.05 0.005 0.000 0.004 0.28 0.22 0.020.24 0.22 0.10 0.018 0.001 0.014 0.65 0.28 0.080.36 0.26 0.17 0.041 0.005 0.030 1.11 0.20 0.160.48 0.29 0.24 0.073 0.012 0.048 1.67 0.00 0.25

0.6 0.33 0.33 0.115 0.023 0.070 2.31 -0.29 0.350.72 0.36 0.42 0.165 0.040 0.094 3.01 -0.66 0.460.84 0.40 0.53 0.225 0.063 0.119 3.75 -1.09 0.570.96 0.43 0.64 0.293 0.094 0.147 4.54 -1.56 0.681.08 0.47 0.76 0.371 0.134 0.175 5.35 -2.07 0.80

1.2 0.50 0.90 0.458 0.183 0.204 6.19 -2.61 0.92

1.4.- ESTABILIDAD :

Ws/c = 0.00 T /m

tc = 0.15

hp

1.20 H

1.50 E2

m = 0.15 n E1

0.00 0.20 0.25

t1 . t2

hz = 0.30

0.00 0.764

B = 0.75

Fuerzas Actuantes :

Acción Brazo

E1 0.573 0.500 0.287

E2 0.000 0.750 0.000

0.573 0.287

Fuerzas Resistentes :

Acción Brazo

1 0.000 0.150 0.000

2 0.414 0.225 0.093

3 0.276 0.367 0.101

4 0.518 0.375 0.194

5 0.229 0.433 0.099

6 0.573 0.625 0.358

S/C 0.000 0.525 0.000

2.010 0.846

FSD = 2.10 > 1.50 ------------> OK!

FSV = 2.95 > 2.00 ------------> OK!

FA MA

SFA = SMA =

FR MR

SFR = SMR =

FSD = f SFR / SFA

FSV = SMR / SMA

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1.4.- VERIFICACIÓN DE LA PRESIÓN EN EL SUELO DE CIMENTACIÓN :

Ws/c = 0.00

tc = 0.15

hp=

1.50 H=

1.20 E2

m = 0.15 n E1

0.35 0.20 0.25

t1 . t2

hz = 0.30

0.00 0.764

B = 0.75

P

Xp

P

e

M

Tercio

Donde : Central

e = B/2-(SMr-Sma)/SFv < B/6

e = 0.10 m

Verificando si la Resultante pasa por el Tercio Central :

B/6 = 0.13 m ok..!!!!

Como e<B/6 ----> la Resultante pasa por el Tercio Central --------------> OK!

Se tiene que :

2.68 < 17.6

0.61 < 17.6

OK!

1.5.- VERIFICAMOIS LA ESTABILIDAD DEL MURO SIN CONSIDERAR EL ESFUERZO DE LA S/C :

SF´r = SFv-Ws/c= 2.01

T /m2

q1 q2

q1,2 =SFv(1 +- 6e/B)/B

q1 = T /m2 qs = T/m2

q2 = T /m2 qs = T/m2

Como q1,2 < qS el suelo NO falla --------------->

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SM´r = SMr-Ms/c= 0.85

FSD = 2.10 > 1.50 ------------> OK!

FSV = 2.95 > 2.00 ------------> OK!

FSD = f SF+B32R / SFA

FSV = SMR / SMA


I.- MURO DE GRAVEDAD :S/C

1.1.- DATOS : tc

1 1 Pendientes:

s1 s2 S1= 500

S2= 4.5

H = 3.80 m hp = 3.10 m

m n

t1 t2

hz= 0.70

B




1.91 (Suelo Arcilla de baja plasticidad)

2.3





tc : tc = 0.08 x H 0.35 m

tc = 0.30 0.35

tc = 0.70 m

hz : hz = 0.12 x H ó 0.17 x H m

hz = 0.46 ó 0.65 m

hz = 0.70 m

hp : hp = H-hz m

hp = 3.10 m

B : B = 0.5 x H a 3*H/4 m

B = 1.90 2.85 m

B = 2.85 m


m : m = hz= 0.20 m

t1 : t1 = hp/S1 m

t1= 0.01 m

t2 : t2 = hp/S2 m

t2= 0.70 m


tp = 1.41 m

n : n = B-m-tpn = 0.90 m

Ka:

Ka = 0.333

s t = kg/cm2

g s T /m3

gc = T /m3

ó >

ó >

Ka = Tg2(45-f/2)


Profundidad tx P (t) V (t) M (t-m) e=M/P Smax (t/m2) Smin (t/m2) Esf Cort. (t/m2)0.31 0.84 0.55 0.031 0.003 0.006 0.68 0.63 0.040.62 0.98 1.20 0.122 0.025 0.021 1.38 1.06 0.120.93 1.12 1.95 0.275 0.085 0.044 2.14 1.33 0.251.24 1.26 2.80 0.489 0.202 0.072 2.98 1.46 0.391.55 1.40 3.75 0.765 0.395 0.105 3.88 1.47 0.551.86 1.54 4.80 1.101 0.683 0.142 4.83 1.39 0.712.17 1.68 5.95 1.499 1.084 0.182 5.83 1.24 0.892.48 1.82 7.20 1.958 1.619 0.225 6.86 1.03 1.072.79 1.97 8.55 2.478 2.304 0.269 7.93 0.77 1.26

3.1 2.11 10.00 3.059 3.161 0.316 9.03 0.47 1.45

1.4.- ESTABILIDAD :

Ws/c = 0.00 T /m

tc = 0.70

hp

3.10 H

3.80 E2

m = 0.20 n E1

0.01 0.70 0.90

t1 . t2

hz = 0.70

0.00 1.974

B = 2.50

Fuerzas Actuantes :

Acción Brazo

E1 3.750 1.267 4.750

E2 0.000 1.900 0.000

3.750 4.750


Acción Brazo

1 0.022 0.204 0.005

2 4.991 0.556 2.776

3 2.496 1.140 2.844

4 4.025 1.250 5.031

5 2.072 1.373 2.845

6 5.351 2.048 10.960

S/C 0.000 1.698 0.000

18.957 24.461

FSD = 2.63 > 1.50 ------------> OK!

FSV = 5.15 > 2.00 ------------> OK!

FA MA

SFA = SMA =

FR MR

SFR = SMR =

FSD = f SFR / SFA

FSV = SMR / SMA

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Ws/c = 0.00

tc = 0.70

hp=

3.80 H=

3.10 E2

m = 0.20 n E1

1.41 0.70 0.90

t1 . t2

hz = 0.70

0.00 1.974

B = 2.50

P

Xp

P

e

M

Tercio

Donde : Central


e = 0.21 m


B/6 = 0.42 m ok..!!!!


Se tiene que :

7.58 < 8.9

3.76 < 8.9

OK!




FSD = 2.63 > 1.50 ------------> OK!

FSV = 5.15 > 2.00 ------------> OK!

T /m2

q1 q2

q1,2 =SFv(1 +- 6e/B)/B

q1 = T /m2 qs = T/m2

q2 = T /m2 qs = T/m2



FSV = SMR / SMA

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1.1.- DATOS : tc

1 1 Pendientes:

s1 s2 S1= 500

S2= 500

H = 2.25 m hp = 1.65 m

m n

t1 t2

hz= 0.60

B





2.3





tc : tc = 0.08 x H 0.35 m

tc = 0.18 0.35

tc = 0.70 m

hz : hz = 0.12 x H ó 0.17 x H m

hz = 0.27 ó 0.38 m

hz = 0.60 m

hp : hp = H-hz m

hp = 1.65 m

B : B = 0.5 x H a 3*H/4 m

B = 1.13 1.69 m

B = 1.69 m


m : m = hz= 0.25 m

t1 : t1 = hp/S1 m

t1= 0.00 m

t2 : t2 = hp/S2 m

t2= 0.00 m


tp = 0.70 m

n : n = B-m-tpn = 0.75 m

Ka:

Ka = 0.333

s t = kg/cm2

g s T /m3

gc = T /m3

ó >

ó >

Ka = Tg2(45-f/2)


Profundidad tx P (t) V (t) M (t-m) e=M/P Smax (t/m2) Smin (t/m2) Esf Cort. (t/m2)0.165 0.77 0.28 0.009 0.000 0.002 0.37 0.36 0.01

0.33 0.84 0.58 0.035 0.004 0.007 0.73 0.66 0.040.495 0.91 0.92 0.078 0.013 0.014 1.10 0.91 0.09

0.66 0.98 1.28 0.139 0.031 0.024 1.49 1.11 0.140.825 1.05 1.66 0.217 0.060 0.036 1.90 1.26 0.21

0.99 1.12 2.07 0.312 0.103 0.050 2.34 1.36 0.281.155 1.19 2.51 0.425 0.163 0.065 2.80 1.42 0.36

1.32 1.26 2.98 0.555 0.244 0.082 3.28 1.44 0.441.485 1.33 3.47 0.702 0.347 0.100 3.78 1.43 0.53

1.65 1.40 3.99 0.867 0.477 0.119 4.30 1.39 0.62

1.4.- ESTABILIDAD :

Ws/c = 0.00 T /m

tc = 0.70

hp

1.65 H

2.25 E2

m = 0.25 n E1

0.00 0.00 0.75

t1 . t2

hz = 0.60

0.00 1.050

B = 1.70

Fuerzas Actuantes :

Acción Brazo

E1 1.182 0.750 0.886

E2 0.000 1.125 0.000

1.182 0.886


Acción Brazo

1 0.006 0.252 0.002

2 2.656 0.603 1.603

3 0.000 0.953 0.000

4 2.346 0.850 1.994

5 0.000 0.953 0.000

6 2.353 1.327 3.122

S/C 0.000 1.327 0.000

7.362 6.720

FSD = 3.24 > 1.50 ------------> OK!

FSV = 7.58 > 2.00 ------------> OK!

FA MA

SFA = SMA =

FR MR

SFR = SMR =

FSD = f SFR / SFA

FSV = SMR / SMA

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Ws/c = 0.00

tc = 0.70

hp=

2.25 H=

1.65 E2

m = 0.25 n E1

0.70 0.00 0.75

t1 . t2

hz = 0.60

0.00 1.050

B = 1.70

P

Xp

P

e

M

Tercio

Donde : Central


e = 0.06 m


B/6 = 0.28 m ok..!!!!


Se tiene que :

4.33 < 8.9

3.45 < 8.9

OK!




FSD = 3.24 > 1.50 ------------> OK!

FSV = 7.58 > 2.00 ------------> OK!

T /m2

q1 q2

q1,2 =SFv(1 +- 6e/B)/B

q1 = T /m2 qs = T/m2

q2 = T /m2 qs = T/m2



FSV = SMR / SMA

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1.1.- DATOS : tc

1 1 Pendientes:

s1 s2 S1= 500

S2= 500

H = 1.80 m hp = 1.20 m

m n

t1 t2

hz= 0.60

B





2.3





tc : tc = 0.08 x H 0.35 m

tc = 0.14 0.35

tc = 0.70 m

hz : hz = 0.12 x H ó 0.17 x H m

hz = 0.22 ó 0.31 m

hz = 0.60 m

hp : hp = H-hz m

hp = 1.20 m

B : B = 0.5 x H a 3*H/4 m

B = 0.90 1.35 m

B = 1.35 m


m : m = hz= 0.25 m

t1 : t1 = hp/S1 m

t1= 0.00 m

t2 : t2 = hp/S2 m

t2= 0.00 m


tp = 0.70 m

n : n = B-m-tpn = 0.75 m

Ka:

Ka = 0.333

s t = kg/cm2

g s T /m3

gc = T /m3

ó >

ó >

Ka = Tg2(45-f/2)


Profundidad tx P (t) V (t) M (t-m) e=M/P Smax (t/m2) Smin (t/m2) Esf Cort. (t/m2)0.12 0.77 0.20 0.005 0.000 0.001 0.27 0.26 0.010.24 0.84 0.43 0.018 0.001 0.003 0.52 0.49 0.020.36 0.91 0.67 0.041 0.005 0.007 0.77 0.70 0.050.48 0.98 0.93 0.073 0.012 0.013 1.02 0.87 0.07

0.6 1.05 1.21 0.115 0.023 0.019 1.27 1.03 0.110.72 1.12 1.51 0.165 0.040 0.026 1.53 1.16 0.150.84 1.19 1.83 0.225 0.063 0.034 1.80 1.27 0.190.96 1.26 2.17 0.293 0.094 0.043 2.07 1.36 0.231.08 1.33 2.52 0.371 0.134 0.053 2.35 1.44 0.28

1.2 1.40 2.90 0.458 0.183 0.063 2.63 1.51 0.33

1.4.- ESTABILIDAD :

Ws/c = 0.00 T /m

tc = 0.70

hp

1.20 H

1.80 E2

m = 0.25 n E1

0.00 0.00 0.75

t1 . t2

hz = 0.60

0.00 0.764

B = 1.70

Fuerzas Actuantes :

Acción Brazo

E1 0.688 0.600 0.413

E2 0.000 0.900 0.000

0.688 0.413


Acción Brazo

1 0.003 0.252 0.001

2 1.932 0.602 1.164

3 0.000 0.952 0.000

4 2.346 0.850 1.994

5 0.000 0.952 0.000

6 1.713 1.326 2.272

S/C 0.000 1.326 0.000

5.995 5.431

FSD = 4.53 > 1.50 ------------> OK!

FSV = 13.16 > 2.00 ------------> OK!

FA MA

SFA = SMA =

FR MR

SFR = SMR =

FSD = f SFR / SFA

FSV = SMR / SMA

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Ws/c = 0.00

tc = 0.70

hp=

1.80 H=

1.20 E2

m = 0.25 n E1

0.70 0.00 0.75

t1 . t2

hz = 0.60

0.00 0.764

B = 1.70

P

Xp

P

e

M

Tercio

Donde : Central


e = 0.01 m


B/6 = 0.28 m ok..!!!!


Se tiene que :

3.53 < 8.9

3.37 < 8.9

OK!




FSD = 4.53 > 1.50 ------------> OK!

T /m2

q1 q2

q1,2 =SFv(1 +- 6e/B)/B

q1 = T /m2 qs = T/m2

q2 = T /m2 qs = T/m2



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FSV = 13.16 > 2.00 ------------> OK!FSV = SMR / SMA

CERCO PERIMETRICO LLAMELLIN

TRAMOS VERTICE LADO DISTANCIA ACUMULADO LONG/TR META

Tramo I

1

62.102 1 - 2 14.53 14.533 2 - 3 22.88 37.414 3 - 4 11.15 48.565 4 - 5 13.54 62.1

Tramo II

6 5-

6 6.12 68.22

96.88

7 6-

7 25.56 93.78

8 7-

8 16.58 110.36

9 8-

9 19.2 129.56

10 9-

10 29.42 158.98

Tramo III

11 10 - 11 32.53 191.51

125.4912 11 - 12 44.02 235.5313 12 - 13 22.67 258.214 13 - 14 6.65 264.8515 14 - 15 19.62 284.47

Tramo IV 16 15 - 16 37.55 322.02 37.55 Cerco Perimetrico

322.02

Muro de contención de

Gravedad,h= 1.8 m y Cerco

Perimetrico

Muro de contención en voladizo,h= 5.60 m y Cerco Perimetrico

Muro de contención de Gravedad,

h= 3.80 m y Cerco Perimetrico





Muro de contención de Gravedad,h= 1.80 m y Cerco Perimetrico



¿Diseno Muro Gravedad

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