6_Muro de Contención 6

Muro de contencin 6.1 m

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DATOS GENERALES:

Norma de Diseo : ACI 318-05

Geometra

Tipo de muro : Voladizo

Altura de retencin H : 6.10 [m] Altura del muro sobre relleno Hf : 0.00 [m]

Profundidad de la base Df : 3.60 [m] Considerar cua : Si

Ancho de la cua Kw : 0.60 [m] Profundidad de la cua Kd : 0.30 [m]

Longitud superior de puntera Ttl : 0.90 [m] Espesor de puntera Tt : 0.60 [m]

Longitud inferior de puntera Btl : 0.90 [m]

Longitud superior de taln Thl : 1.50 [m] Espesor de taln Ht : 0.60 [m]

Material de la base : H 210x4200

Talud posterior (H:V) : 0.05

Espesor en la base Bt : 60.00 [cm]

Nmero de bloques de la pantalla : 1

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Bloque Espesor Inf. Espesor Sup. Altura Material

[cm] [cm] [m]

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1 60.00 30.00 6.10 H 210x4200

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Materiales

Descripcin : H 210x4200

Hormign, f'c : 0.21 [Ton/cm2]

Acero, fy : 4.20 [Ton/cm2]

Mdulo de elasticidad : 213.70 [Ton/cm2]

Peso unitario : 2.40 [Ton/m3]

Suelo

Coeficiente de balasto de suelo fundacin : 3.15 [Kg/cm3]

Pendiente de relleno : 0.00 []

Descripcin P.U. P.U. Saturado phi c Friccin Ko

[Ton/m3] [Ton/m3] [] [Ton/m2] muro/suelo

----------------------------------------------------------------------------------------------------------------------------------------------------

Base Soil 1.70 2.25 36.00 0.00 87.84 --

Soil1 1.75 -- 30.00 0.00 0.00 0.00

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Cargas:

Sobrecarga del relleno : 0.50 [Ton/m2]

Estados de carga considerados:

Combinaciones de servicio:




S1 = 1.3 DL+ 2.171 LL+ 1.3 H

S2 = 1.3 DL + 2.86 LL + 1.3 H

S3 = 1.3 DL + 1.3 H

S4 = 1.3 DL + 1.3H

S5 = 1.3DL+1.3LL+1.3H

S6 = 1.3DL+1.3LL+1.3H

S7 = 1.3DL+1.3H

S8 = 1.3DL+1.3LL+1.3H

S9 = 1.3DL+1.3H

S10 = 1.3DL+1.3LL+1.3H

S11 = 1.3DL+1.3H

S12 = 1.3DL+2.171LL+1.3H

Combinaciones de factores de carga:

R1 = 1.4DL+1.7LL+1.7H

Barras de refuerzo de acero:

Recubrimiento libre de la pantalla : 8.00 [cm]

Recubrimiento libre de la base : 8.00 [cm]

Relacin mxima permitida entre Rho/Rho balanceo : 0.75

Distancia mnima entre barras longitudinales : 2.00 [cm]

Redondeo para barras longitudinales : 1.00 [cm]

Distancia estimada al centro mecnico : 1.20 [cm]

Refuerzo longitudinal

Elemento Dimetro Separacin Pos Eje Dist1 Dist2 Gancho1 Gancho2

[cm] [m] [m]

----------------------------------------------------------------------------------------------------------------------------------------------------------------------

Pantalla #6 9.00 Int. 3 -0.52 6.02 Si No

Puntera #6 17.00 Int. 1 -0.82 2.02 No No

Pantalla #4 30.00 Ext. 3 -0.52 6.02 No No

Puntera #4 30.00 Ext. 1 -0.82 2.02 No No

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Longitudes de anclaje y empalme

Elemento Dimetro Ld Ldh L. Empal. L. total

[cm] [cm] [cm] [m]

--------------------------------------------------------------------------------------------------------------

Pantalla #6 84.00 30.00 109.00 6.80

Puntera #6 84.00 30.00 109.00 2.84

Pantalla #4 56.00 20.00 73.00 6.54

Puntera #4 73.00 20.00 94.00 2.84

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Refuerzo horizontal

Elemento Dimetro Nro @ Posicin

[cm]

-----------------------------------------------------------------------------------------------

Pantalla #3 21 30.00 Ext.

Pantalla #3 21 30.00 Int.

Base #3 10 30.00 Ext.

Base #3 10 30.00 Int.

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Hiptesis

Mtodo de clculo del empuje activo : Rankine

Considera empuje resistente para vuelco : Si

Mtodo de clculo de presiones laterales : Boussinesq

Mtodo de clculo de la capacidad portante : Hansen

Considera componente vertical del empuje para vuelco : Si

Considera componente vertical del empuje para deslizamiento : Si

Considera componente vertical del empuje para presiones del suelo : Si


RESULTADOS:

Clculo de fuerzas resistentes

Descripcin Fuerza Distancia Momento

[Ton] [m] [Ton*m]

----------------------------------------------------------------------------------------------------------------------------------------------------

Peso de suelo sobre taln (W1) 16.01 2.25 36.03

Sobrecarga sobre taln (W3) 0.90 2.10 1.89

Suelo sobre la puntera (W5) 4.59 0.45 2.07

Peso de pantalla (W7) 6.59 1.13 7.47

Peso del suelo sobre transiciones (W8) 1.60 1.40 2.24

Peso de la base (W9) 4.32 1.50 6.48

Peso de la cua (W10) 0.43 1.20 0.52

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Total 34.44 56.69

Empuje pasivo horizontal contra deslizamiento (Pp) 49.80 1.00 49.80

Empuje horizontal contra volteo (Pp) 42.43 1.20 50.92

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Clculo de fuerzas desestabilizantes

Descripcin Fuerza Distancia Momento

[Ton] [m] [Ton*m]

----------------------------------------------------------------------------------------------------------------------------------------------------

Empuje del suelo horizontal del lado del taln (Pah) 14.21 2.32 32.98

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Estabilidad global

Factor de seguridad admisible al vuelco : 1.50

Factor de seguridad admisible al deslizamiento : 1.50

Factor de seguridad admisible a capacidad portante : 2.00

Estado

qu qnmax Cap. Por. MRes MVuel vuelco FRes FDes Desliz. Defl

[Ton/m2] [Ton/m2] FS [Ton*m] [Ton*m] FS [Ton] [Ton] FS [cm]

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S1 407.76 29.28 13.72 141.54 42.88 3.30 1275.29 18.47 69.04 3.78

S2 407.86 29.73 13.51 142.84 42.88 3.33 1291.76 18.47 69.93 3.83

S3 407.44 27.85 14.41 137.43 42.88 3.21 1223.37 18.47 66.23 3.62

S4 407.44 27.85 14.41 137.43 42.88 3.21 1223.37 18.47 66.23 3.62

S5 407.64 28.71 13.99 139.89 42.88 3.26 1254.46 18.47 67.91 3.72

S6 407.64 28.71 13.99 139.89 42.88 3.26 1254.46 18.47 67.91 3.72

S7 407.44 27.85 14.41 137.43 42.88 3.21 1223.37 18.47 66.23 3.62

S8 407.64 28.71 13.99 139.89 42.88 3.26 1254.46 18.47 67.91 3.72

S9 407.44 27.85 14.41 137.43 42.88 3.21 1223.37 18.47 66.23 3.62

S10 407.64 28.71 13.99 139.89 42.88 3.26 1254.46 18.47 67.91 3.72

S11 407.44 27.85 14.41 137.43 42.88 3.21 1223.37 18.47 66.23 3.62

S12 407.76 29.28 13.72 141.54 42.88 3.30 1275.29 18.47 69.04 3.78


Flexin y Corte por elemento

Elemento: Puntera

Armadura transversal de la base:

Armadura Superior : 2.37 [cm2]

Armadura inferior : 2.37 [cm2]

Armadura mnima por contraccin y temperatura : 12.00 [cm2]

0.75Elemento: Puntera fy pdr 6000 psi 4200 kg/cm

BARRAS X md AS N4 AS N6

No. Dist [m] neg pos neg pos ext int ext int ext int

1 0% 0.6 -4.23 0 -8.27 30.52 2.24 0.00 4.38 16.15 30 17 0.51 0.00 OK 3 62 10% 0.6 -3.6 0 -8.27 27.29 1.90 0.00 4.38 14.44 30 17 0.44 0.00 OK3 20% 0.6 -2.98 0 -8.27 24.03 1.58 0.00 4.38 12.71 30 17 0.36 0.00 OK4 30% 0.6 -2.38 0 -8.19 20.74 1.26 0.00 4.33 10.97 30 17 0.29 0.00 OK5 40% 0.6 -1.83 0 -6.86 17.42 0.97 0.00 3.63 9.22 30 17 0.27 0.00 OK6 50% 0.6 -1.32 0 -6.34 14.07 0.70 0.00 3.35 7.44 30 17 0.21 0.00 OK7 60% 0.6 -0.88 0 -6.34 10.69 0.47 0.00 3.35 5.66 30 17 0.14 0.00 OK8 70% 0.6 -0.51 0 -6.34 7.29 0.27 0.00 3.35 3.86 30 17 0.08 0.00 OK9 80% 0.6 -0.24 0 -6.34 6.34 0.13 0.00 3.35 3.35 30 17 0.04 0.00 OK10 90% 0.6 -0.06 0 -6.34 6.34 0.03 0.00 3.35 3.35 30 17 0.01 0.00 OK11 100% 0.6 0 0 -6.34 6.34 0.00 0.00 3.35 3.35 -- -- 0.00 0.00 OK

GOBERNANTE 0% 0.6 -4.23 0 -8.27 30.52 2.24 0.00 4.38 16.15 30 17 0.51 0.00 OK 3 6

Mu/(f*Mn)

Elemento: Taln

Separacin mxima permitida entre armaduras : 45.72 [cm]

Vu Vc f*Vn Vu/(f*Vn)No. Dist [Ton] [Ton] [Ton]

1 0% 7.07 39.04 29.28 0.242 10% 6.99 39.04 29.28 0.243 20% 6.78 39.04 29.28 0.234 30% 6.42 39.04 29.28 0.225 40% 5.93 39.04 29.28 0.26 50% 5.29 39.04 29.28 0.187 60% 4.51 39.04 29.28 0.158 70% 3.6 39.04 29.28 0.129 80% 2.54 39.04 29.28 0.0910 90% 1.34 39.04 29.28 0.0511 100% 0 39.04 29.28 0

C 0% 7.07 39.04 29.28 0.24

Estacin

Elemento: Taln 0.75fy pdr 6000 psi 4200 kg/cm


No. Dist [m] neg pos neg pos ext int ext int ext int1 0% 0.6 0 21.44 -8.27 30.98 0.00 11.34 4.38 16.39 30 17 0.00 0.69 OK 3 62 10% 0.6 0 18.15 -8.27 30.98 0.00 9.60 4.38 16.39 30 17 0.00 0.59 OK3 20% 0.6 0 14.97 -8.27 30.98 0.00 7.92 4.38 16.39 30 17 0.00 0.48 OK4 30% 0.6 0 11.94 -8.27 30.98 0.00 6.32 4.38 16.39 30 17 0.00 0.39 OK5 40% 0.6 0 9.12 -8.27 30.52 0.00 4.83 4.38 16.15 30 17 0.00 0.30 OK6 50% 0.6 0 6.58 -8.27 25.12 0.00 3.48 4.38 13.29 30 17 0.00 0.26 OK7 60% 0.6 0 4.37 -7.75 19.63 0.00 2.31 4.10 10.39 30 17 0.00 0.22 OK8 70% 0.6 0 2.54 -6.34 14.07 0.00 1.34 3.35 7.44 30 17 0.00 0.18 OK9 80% 0.6 0 1.17 -6.34 8.42 0.00 0.62 3.35 4.46 30 17 0.00 0.14 OK

10 90% 0.6 0 0.3 -6.34 6.34 0.00 0.16 3.35 3.35 30 17 0.00 0.05 OK11 100% 0.6 0 0 -6.34 6.34 0.00 0.00 3.35 3.35 -- -- 0.00 0.00 OK

GOBERNANTE 0% 0.6 0 21.44 -8.27 30.98 0.00 11.34 4.38 16.39 30 17 0.00 0.69 OK 3 6

Mu/(f*Mn)

Elemento: Pantalla (Bloque 1)

Estacin Vu Vc f*Vn Vu/(f*Vn)No. Dist [Ton] [Ton] [Ton]

1 0% 22.08 39.04 29.28 0.752 10% 21.63 39.04 29.28 0.743 20% 20.78 39.04 29.28 0.714 30% 19.55 39.04 29.28 0.675 40% 17.93 39.04 29.28 0.616 50% 15.92 39.04 29.28 0.547 60% 13.52 39.04 29.28 0.468 70% 10.72 39.04 29.28 0.379 80% 7.54 39.04 29.28 0.26

10 90% 3.96 39.04 29.28 0.1411 100% 0 39.04 29.28 0

C 0% 22.08 39.04 29.28 0.75


Separacin mxima permitida entre armaduras : 45.72 [cm]

Armadura transversal de la pantalla:

Armadura exterior : 2.37 [cm2]

Armadura interior : 2.37 [cm2]

Armadura mnima por contraccin y temperatura : 12.00 [cm2]

Elemento: Pantalla (Bloque 1) 0.75fy pdr 6000 psi 4200 kg/cm


No. Dist [m] neg pos neg pos ext int ext int ext int1 0% 0.6 0 42.79 -7.75 56.44 0.00 22.64 4.10 29.86 30 17 0.00 0.76 OK 3 112 10% 0.57 0 31.62 -7.78 52.86 0.00 17.61 4.33 29.44 30 17 0.00 0.60 OK3 20% 0.54 0 22.58 -7.29 49.28 0.00 13.27 4.29 28.97 30 17 0.00 0.46 OK4 30% 0.51 0 15.45 -6.81 45.71 0.00 9.62 4.24 28.45 30 17 0.00 0.34 OK5 40% 0.48 0 10 -6.32 42.13 0.00 6.61 4.18 27.86 30 17 0.00 0.24 OK6 50% 0.45 0 6.01 -5.83 38.55 0.00 4.24 4.11 27.20 30 17 0.00 0.16 OK7 60% 0.42 0 3.24 -5.34 34.98 0.00 2.45 4.04 26.44 30 17 0.00 0.09 OK8 70% 0.39 0 1.49 -4.85 31.4 0.00 1.21 3.95 25.56 30 17 0.00 0.05 OK9 80% 0.36 0 0.51 -4.37 27.82 0.00 0.45 3.85 24.53 30 17 0.00 0.02 OK

10 90% 0.33 0 0.09 -3.71 16.45 0.00 0.09 3.57 15.82 30 17 0.00 0.01 OK11 100% 0.3 0 0 -1.59 1.59 0.00 0.00 1.68 1.68 -- -- 0.00 0.00 OK

GOBERNANTE 0% 0.6 0 42.79 -7.75 56.44 0.00 22.64 4.10 29.86 30 17 0.00 0.76 OK 3 11

Asprov [cm2]Estacin Mu[Ton*m] f*Mn[Ton*m] Asreq [cm2] Asreq [cm2] sb [cm] Mu/(f*Mn)

Estacin Vu Vc f*Vn Vu/(f*Vn) No. Dist [Ton] [Ton] [Ton]

1 0% 20.18 39.04 29.28 0.69 2 10% 16.5 36.73 27.55 0.6 3 20% 13.19 34.43 25.82 0.51 4 30% 10.25 32.12 24.09 0.43 5 40% 7.68 29.82 22.36 0.34 6 50% 5.48 27.51 20.63 0.27 7 60% 3.64 25.21 18.9 0.19 8 70% 2.18 22.9 17.18 0.13 9 80% 1.08 20.6 15.45 0.07

10 90% 0.36 18.29 13.72 0.03 11 100% 0 15.98 11.99 0

C 0% 20.18 39.04 29.28 0.69


6_Muro de Contención 6

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