sayao taludes brasil
DESCRIPTION
Mecanica de Suelos - Estabilidad de TaludesTRANSCRIPT
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EstabilizaciEstabilizacióónnde Taludesde Taludes
Alberto Alberto SayãoSayãosayaosayao@@civciv..pucpuc--riorio..brbr
Conferência Internacional de GeotConferência Internacional de Geotéécnica Scnica SíísmicasmicaUNI UNI –– Lima Octubre 2005Lima Octubre 2005
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ALLSNunes
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Estabilización
Contrafuertes Anclados
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Corcovado (1978)
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Estabilización Rio de Janeiro
H = 150m
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Estabilización de Taludes en Rio de Janeiro
1986
1990
1994
1998
2002
0
20
40
60
US$106
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Naturales ArtificialesTipos de Taludes
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Instabilidad: Roturas RasasCampos do Jordão, 2000
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Instabilidad: Movimientos Rápidos
Hong Kong 1972
RJ, Brasil 1996
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El Salvador
19951995
Rio de Janeiro
19961996
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Rodovia Panamericana, Ecuador (2000)
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La Moya, Ecuador (2000)
Instabilidad:Instabilidad: Rotura ProfundaRotura Profunda
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RoturaProfunda
La Moya
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Movimientos Lentos: Evidencias
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Movimientos Lentos
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L = 1300 m
Talud 7oH = 160 m
Santiago de Puriscal, Costa Rica
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Santiago de Puriscal, Costa Rica
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Turi - Cuenca
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Turi - Cuenca
BaseBase
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Debris Flow
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Soil FlowTimbé do Sul, Brasil (1995)
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Corrida de Detritos (debris flow)
Los Corales, Venezuela
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Corrida de detritos
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Alberto Sayãosayao @ civ.puc-rio.br
UNI UNI –– Lima, Octubre 2005Lima, Octubre 2005
Taludes:Taludes:Alternativas para EstabilizaciAlternativas para Estabilizacióónn
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SolucionesSoluciones
• Suavización (geometría) :altura, inclinación, material ( topo, base )
• Densificación del material ( γ , c’ , φ’ )
• Impermeabilización
• Drenaje
• Estructura de Contención : muros de gravedad, pantallas, soil nailing
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Suavización de Taludes
60o
40o
FS = 1,00 FS = 1,31
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Suavización de Taludes
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Suavización de Taludes
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Protección de Taludes contra Erosión
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• Evitar la entrada de agua• Facilitar la salida de agua
Impermeabilizaciónde taludes
Geomembrana
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Impermeabilización de Taludes
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Drenaje
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Muro de concreto en ‘L’
dreno de piedras
geotextil
drenaje
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Muro de Piedrasmuro
geotextil
dreno de piedras
dreno
piedra argamasa
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Muro con dreno
Dreno
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EcuadorEcuador
Drenaje ?
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Contención con Muros de Gaviones
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Muros de Suelo Reforzado
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Muro de Suelo ReforzadoMuro de Suelo Reforzado
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Muro de Llantas
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Muro de Bambú
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Pantallas con Anclajes
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BrasilBrasil
Drenaje ?
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Colluvial slope
ParanParanáá, Brazil, Brazil
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Anclajes + Clavas (Rio de Janeiro)
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Soil Nailing
São Paulo
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Suelo claveteado “verde”
Malasia
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Ejecución
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Strain gauged nails
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5. 5. Fijación de la tela
Secuencia de ejecución
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Cabeza de la Clave
25 75 50
Steel meshes
Steel bar
Grout
mm
Shotcrete
(Ortigão & Sayão 2004)
Barras φ > 22mm
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Drenaje
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Nails w/ 7 days Nails w/ 7 days curing timecuring time
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Final de Ejecución
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Niteroi, RJ
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Solución Mixta: Claves y Anclajes
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Soluciones de Ingeniaría
drainageditches
drainage
anchors
flattening
grass
Rotura en suelo residual
1985
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Solución: Convivir con el deslizamiento
1988
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Convivir con el problema
Barrera Flexible de Protección
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Convivir con el problema
Telas Flexibles
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TTúúnel Falsonel FalsoSolución: Convivir con el deslizamiento
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Debris Flow: Solución ?
Presas PermeablesPresas Permeables
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5 min ?
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Descarte de Llantas
Producción anual:33 millones Brasil800 millones mundo
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Risco AmbientalCalifornia (1999)
Ontario (1991)
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Material de aterro
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Residencias con llantas
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Muro de Llantas
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Muro de Llantas: Sección Transversal
2m
4mretro-aterro
sobrecarga
3,6m
6 pneus
5 pneus
4 pneus
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Geometría de las Llantas
ENTERO CORTADO
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Llantas amarradas con cuerda
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Lanzamiento y Compactación del Suelo
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Durante la Construcción
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Final de Construcción
Muro
Sobrecarga
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Análisis del MuroLlantas cortadas x enteras
0
0.5
1
1.5
2
2.5
3
0 10 20 30 40
Deslocamento Horizontal (mm)
Elev
ação
(m)
Seção B Seção A
EB = 2,5 MPa
EA = 1,8 MPa
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Análisis del Muroalambre x cuerda
0
0.5
1
1.5
2
2.5
3
0 5 10 15 20 25 30
Deslocamento Horizontal (mm)
Elev
ação
(m)
Seção C Seção B
EB = 2,5 MPa
EC = 3,0 MPa
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AnálisisDimensión Transversal del Muro
0 20 40 60 80 1000
1
2
3
Deslocamento horizontal (mm)
E
leva
ção
(m) Largura: 6 3 2,5 2 pneus