Muro - Geogrilla 515d5p
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DISEÑO DE MURO REFORZADO CON GEOGRILLA Condiciones Geometricas del Muro: H = Altura del Muro Reforazado = L = Longitud Transversal del Muro, L ≥ 0,70*H = LL = Longitud del Muro =
7.3 5.11 1
m m m
Propiedades del Estrato Nº 1 ɣE2 = Peso Especifico del suelo de Fundacion =
18.18 19
kN/m3 º
cE2 = Cohesion del suelo de Fundacion =
9.51
kN/m2
Propiedades del Estrato Nº 2 ɣE3 = Peso Especifico del suelo de Fundacion =
16.64
3
32
kN/m º
cE3 = Cohesion del suelo de Fundacion =
19.61
kN/m
2
DATOS PARA DISEÑO Propiedades del Suelo de Relleno: Gravas Limosas ɣ1 = Peso Especifico del suelo de Relleno =
GM 19.6
ɸE2 = Angulo de Rozamiento interno del suelo de Fundacion =
ɸE3 = Angulo de Rozamiento interno del suelo de Fundacion =
ɸ1 = Angulo de Rozamiento interno del suelo de relleno =
25
c1 = Cohesion del suelo de Relleno =
4.9
Ѡopt = Humedad Optima =
10
Propiedades del Suelo de Fundacion Arcillas Gravosas arena con limo ɣ2 = Peso Especifico del suelo de Fundacion = ɸ2 = Angulo de Rozamiento interno del suelo de Fundacion = c2 = Cohesion del suelo 9.51 de Fundacion = Ѡnat = Humedad Natural = Caracteristicas de La Geogrilla MacGrid WG Tult = Resistencia ùltima a la tension del geotextil =
CL 18.81 20 9.81 15
7.848
% = (70 - 85) = 0.85 85 % = φSGI = Àngulo de friccion entre el suelo y el geotextil, (0,7-0,85)*φ1 =
21.25
0.38887973
kN/m2 %
kN/m3 º kN/m %
2
65 1.4
FS = Factor de Seguridad (1,30 - 1,5) = Ci = 0.8 Ca = Adhesion del muro de geotextil al suelo =
tang φSG =
kN/m3 º
0.37088333
Factor de Reduccion Total:
FRDI = Factor de Reduccion por daños durante la instalacion =
1.2
FRCR = Factor de Reduccion por escurrimiento plastico (Creep) =
2.5
FRDQ = Factor de Reduccion por degradacion quimica =
1.3
FRDB = Factor de Reduccion por degradacion biologica =
1.2
𝐹𝑅𝑇 = 𝐹𝑅𝐷𝐼 × 𝐹𝑅𝐶𝑅 × 𝐹𝑅𝐷𝑄 × 𝐹𝑅𝐷𝐵 =
4.68
Resistencia permisible del Geotextil: 𝑇𝑎𝑑𝑚 =
𝑇𝑢𝑙𝑡 𝐹𝑅𝑇
Tult = Resistencia ùltima a la tension del geotextil T = Tension isible del Geotextil = Coeficiente de Presion: 𝐾𝑎 = tan2 45 −
∅1 = 2
0.32175215
13.89
kN/m
CAPA # 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1
z (m) 0 0.5 1 1.5 2 2.5 3 3.4 3.8 4.1 4.4 4.7 5 5.3 5.5 5.7 5.9 6.1 6.3 6.5 6.7 6.9 7.1 7.3
σhs (m) 0 3.15317107 6.30634213 9.4595132 12.6126843 15.7658553 18.9190264 21.4415633 23.9641001 25.8560027 27.7479054 29.639808 31.5317107 33.4236133 34.6848817 35.9461502 37.2074186 38.468687 39.7299554 40.9912239 42.2524923 43.5137607 44.7750291 46.0362976
σhq (m) 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577
Sv cal (m) 2.07530872 1.30609445 0.95290114 0.75006814 0.61843011 0.52609898 0.45775632 0.41466303 0.37898526 0.35601172 0.33566424 0.31751689 0.30123113 0.28653449 0.27750833 0.26903348 0.26106091 0.25354726 0.24645402 0.23974686 0.23339509 0.2273712 0.22165043 0.21621048
Sv (m) 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
CAPA # 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1
Le cal (m) 0.38242541 0.34180773 0.32591362 0.31743671 0.31216726 0.30857445 0.24477432 0.24347748 0.18181062 0.18130078 0.1808516 0.18045286 0.18009652 0.11985077 0.11971998 0.11959743 0.11948238 0.11937415 0.11927216 0.11917587 0.11908484 0.11899863 0.11891687 0.11883923
Le min (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 5
Le (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 5
Lo cal (m) 0 0.78128515 0.53543445 0.45348422 0.4125091 0.38792403 0.29722719 0.28951423 0.21256878 0.2097284 0.20727535 0.20513545 0.20325234 0.13438827 0.13371355 0.13308618 0.13250135 0.13195486 0.13144307 0.13096278 0.13051116 0.13008572 0.12968425 0.12930477
Lo min (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 5
Lo (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 5
DETERMINACION DE LA LONGITUD DE CAPAS DE GEOTEXTIL CAPA # 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1
z (m) 0 0.5 1 1.5 2 2.5 3 3.4 3.8 4.1 4.4 4.7 5 5.3 5.5 5.7 5.9 6.1 6.3 6.5 6.7 6.9 7.1 7.3
Sv (m) 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
LR (m) 4.140803333 3.857186667 3.57357 3.289953333 3.006336667 2.72272 2.439103333 2.21221 1.985316667 1.815146667 1.644976667 1.474806667 1.304636667 1.134466667 1.02102 0.907573333 0.794126667 0.68068 0.567233333 0.453786667 0.34034 0.226893333 0.113446667 -5.038E-16
LR (m) 4.14 3.86 3.57 3.29 3.01 2.72 2.44 2.21 1.99 1.82 1.64 1.47 1.3 1.13 1.02 0.91 0.79 0.68 0.57 0.45 0.34 0.23 0.11 0
Le (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Lo (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
L calc (m) 5.14 4.86 4.57 4.29 4.01 3.72 3.44 3.21 2.99 2.82 2.64 2.47 2.3 2.13 2.02 1.91 1.79 1.68 1.57 1.45 1.34 1.23 1.11 1
Lesp (m) 6 5 5 5 5 4 4 4 3 3 3 3 3 3 3 2 2 2 2 2 2 2 2 1
LG (m) 7.5 6.5 6.5 6.5 6.5 5.5 5.4 5.4 4.3 4.3 4.3 4.3 4.3 4.2 4.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 2.2 107.5
24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1
7.3 6.8 6.3 5.8 5.3 4.8 4.3 3.9 3.5 3.2 2.9 2.6 2.3 2 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0
0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
6 5 5 5 5 4 4 4 3 3 3 3 3 3 3 2 2 2 2 2 2 2 2 1
La Sobrecarga producida por la construcción de una carretera se encuentra definida de la siguiente manera: Sub - Base:
ɣ=
16.64 1
kN/m^3 m
𝑞 = 𝛾 ∗ ℎ𝑞 = 16.64
kN/m^2
hq =
ESTABILIDAD EXTERNA Peso por Secciones W4 = 196 W3 = 109.76 W2 = 123.48 W1 = 62.72 Ka =
KN KN KN KN
0.32175215
Sen δ = δ= tang φSG = Cos δ =
0.34202091 20 0.38887973 0.93969234
L=
5.11
y=
2.43333333
y=
3.65
x4 = x3 = x2 = x1 =
0.34906667
m
H=
2.5 2 1.5 1 7.3
Empuje Activo
EA = EA =
127.4527084 Kn/m 127.4527084 kN
Empuje de Sobrecarga
Eq =
39.08387712 kN/m 39.08387712 kN
Estabilidad al Deslizamiento
FS =
1.43129756
>
1.2
OK
Eav = Eah =
43.5914913 kN 119.766334 kN
m
Estabilidad al volcamiento
FS =
2.718835134
>
1.2
OK
Capacidad Portante Factores de Capacidad de Carga según Vesic ( Anexo 8) Para angulo de = 20 Grados Nc = 14.83 Nq = 6.4 Lgt1 = Ny = 5.39
G ult =
314.12321 kN/m^2
G act =
159.72 kN/m^2
FS =
2
>
2
2.555 m
OK
7.3 5.11 1
m m m
Propiedades del Estrato Nº 1 ɣE2 = Peso Especifico del suelo de Fundacion =
18.18 19
kN/m3 º
cE2 = Cohesion del suelo de Fundacion =
9.51
kN/m2
Propiedades del Estrato Nº 2 ɣE3 = Peso Especifico del suelo de Fundacion =
16.64
3
32
kN/m º
cE3 = Cohesion del suelo de Fundacion =
19.61
kN/m
2
DATOS PARA DISEÑO Propiedades del Suelo de Relleno: Gravas Limosas ɣ1 = Peso Especifico del suelo de Relleno =
GM 19.6
ɸE2 = Angulo de Rozamiento interno del suelo de Fundacion =
ɸE3 = Angulo de Rozamiento interno del suelo de Fundacion =
ɸ1 = Angulo de Rozamiento interno del suelo de relleno =
25
c1 = Cohesion del suelo de Relleno =
4.9
Ѡopt = Humedad Optima =
10
Propiedades del Suelo de Fundacion Arcillas Gravosas arena con limo ɣ2 = Peso Especifico del suelo de Fundacion = ɸ2 = Angulo de Rozamiento interno del suelo de Fundacion = c2 = Cohesion del suelo 9.51 de Fundacion = Ѡnat = Humedad Natural = Caracteristicas de La Geogrilla MacGrid WG Tult = Resistencia ùltima a la tension del geotextil =
CL 18.81 20 9.81 15
7.848
% = (70 - 85) = 0.85 85 % = φSGI = Àngulo de friccion entre el suelo y el geotextil, (0,7-0,85)*φ1 =
21.25
0.38887973
kN/m2 %
kN/m3 º kN/m %
2
65 1.4
FS = Factor de Seguridad (1,30 - 1,5) = Ci = 0.8 Ca = Adhesion del muro de geotextil al suelo =
tang φSG =
kN/m3 º
0.37088333
Factor de Reduccion Total:
FRDI = Factor de Reduccion por daños durante la instalacion =
1.2
FRCR = Factor de Reduccion por escurrimiento plastico (Creep) =
2.5
FRDQ = Factor de Reduccion por degradacion quimica =
1.3
FRDB = Factor de Reduccion por degradacion biologica =
1.2
𝐹𝑅𝑇 = 𝐹𝑅𝐷𝐼 × 𝐹𝑅𝐶𝑅 × 𝐹𝑅𝐷𝑄 × 𝐹𝑅𝐷𝐵 =
4.68
Resistencia permisible del Geotextil: 𝑇𝑎𝑑𝑚 =
𝑇𝑢𝑙𝑡 𝐹𝑅𝑇
Tult = Resistencia ùltima a la tension del geotextil T = Tension isible del Geotextil = Coeficiente de Presion: 𝐾𝑎 = tan2 45 −
∅1 = 2
0.32175215
13.89
kN/m
CAPA # 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1
z (m) 0 0.5 1 1.5 2 2.5 3 3.4 3.8 4.1 4.4 4.7 5 5.3 5.5 5.7 5.9 6.1 6.3 6.5 6.7 6.9 7.1 7.3
σhs (m) 0 3.15317107 6.30634213 9.4595132 12.6126843 15.7658553 18.9190264 21.4415633 23.9641001 25.8560027 27.7479054 29.639808 31.5317107 33.4236133 34.6848817 35.9461502 37.2074186 38.468687 39.7299554 40.9912239 42.2524923 43.5137607 44.7750291 46.0362976
σhq (m) 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577 5.35395577
Sv cal (m) 2.07530872 1.30609445 0.95290114 0.75006814 0.61843011 0.52609898 0.45775632 0.41466303 0.37898526 0.35601172 0.33566424 0.31751689 0.30123113 0.28653449 0.27750833 0.26903348 0.26106091 0.25354726 0.24645402 0.23974686 0.23339509 0.2273712 0.22165043 0.21621048
Sv (m) 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
CAPA # 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1
Le cal (m) 0.38242541 0.34180773 0.32591362 0.31743671 0.31216726 0.30857445 0.24477432 0.24347748 0.18181062 0.18130078 0.1808516 0.18045286 0.18009652 0.11985077 0.11971998 0.11959743 0.11948238 0.11937415 0.11927216 0.11917587 0.11908484 0.11899863 0.11891687 0.11883923
Le min (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 5
Le (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 5
Lo cal (m) 0 0.78128515 0.53543445 0.45348422 0.4125091 0.38792403 0.29722719 0.28951423 0.21256878 0.2097284 0.20727535 0.20513545 0.20325234 0.13438827 0.13371355 0.13308618 0.13250135 0.13195486 0.13144307 0.13096278 0.13051116 0.13008572 0.12968425 0.12930477
Lo min (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 5
Lo (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 4 5
DETERMINACION DE LA LONGITUD DE CAPAS DE GEOTEXTIL CAPA # 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1
z (m) 0 0.5 1 1.5 2 2.5 3 3.4 3.8 4.1 4.4 4.7 5 5.3 5.5 5.7 5.9 6.1 6.3 6.5 6.7 6.9 7.1 7.3
Sv (m) 0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
LR (m) 4.140803333 3.857186667 3.57357 3.289953333 3.006336667 2.72272 2.439103333 2.21221 1.985316667 1.815146667 1.644976667 1.474806667 1.304636667 1.134466667 1.02102 0.907573333 0.794126667 0.68068 0.567233333 0.453786667 0.34034 0.226893333 0.113446667 -5.038E-16
LR (m) 4.14 3.86 3.57 3.29 3.01 2.72 2.44 2.21 1.99 1.82 1.64 1.47 1.3 1.13 1.02 0.91 0.79 0.68 0.57 0.45 0.34 0.23 0.11 0
Le (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Lo (m) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
L calc (m) 5.14 4.86 4.57 4.29 4.01 3.72 3.44 3.21 2.99 2.82 2.64 2.47 2.3 2.13 2.02 1.91 1.79 1.68 1.57 1.45 1.34 1.23 1.11 1
Lesp (m) 6 5 5 5 5 4 4 4 3 3 3 3 3 3 3 2 2 2 2 2 2 2 2 1
LG (m) 7.5 6.5 6.5 6.5 6.5 5.5 5.4 5.4 4.3 4.3 4.3 4.3 4.3 4.2 4.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 3.2 2.2 107.5
24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1
7.3 6.8 6.3 5.8 5.3 4.8 4.3 3.9 3.5 3.2 2.9 2.6 2.3 2 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0
0.5 0.5 0.5 0.5 0.5 0.5 0.4 0.4 0.3 0.3 0.3 0.3 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2
6 5 5 5 5 4 4 4 3 3 3 3 3 3 3 2 2 2 2 2 2 2 2 1
La Sobrecarga producida por la construcción de una carretera se encuentra definida de la siguiente manera: Sub - Base:
ɣ=
16.64 1
kN/m^3 m
𝑞 = 𝛾 ∗ ℎ𝑞 = 16.64
kN/m^2
hq =
ESTABILIDAD EXTERNA Peso por Secciones W4 = 196 W3 = 109.76 W2 = 123.48 W1 = 62.72 Ka =
KN KN KN KN
0.32175215
Sen δ = δ= tang φSG = Cos δ =
0.34202091 20 0.38887973 0.93969234
L=
5.11
y=
2.43333333
y=
3.65
x4 = x3 = x2 = x1 =
0.34906667
m
H=
2.5 2 1.5 1 7.3
Empuje Activo
EA = EA =
127.4527084 Kn/m 127.4527084 kN
Empuje de Sobrecarga
Eq =
39.08387712 kN/m 39.08387712 kN
Estabilidad al Deslizamiento
FS =
1.43129756
>
1.2
OK
Eav = Eah =
43.5914913 kN 119.766334 kN
m
Estabilidad al volcamiento
FS =
2.718835134
>
1.2
OK
Capacidad Portante Factores de Capacidad de Carga según Vesic ( Anexo 8) Para angulo de = 20 Grados Nc = 14.83 Nq = 6.4 Lgt1 = Ny = 5.39
G ult =
314.12321 kN/m^2
G act =
159.72 kN/m^2
FS =
2
>
2
2.555 m
OK
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