Marco Vicari, Officine Maccaferri International Technical Manager Uguccioni Gianluca, Officine Maccaferri Mignani Mattia, Officine Maccaferri Huta Saimir, Maccaferri Balkans Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
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Marco Vicari, Officine Maccaferri - aace.al of applications of... · Green Terramesh Wire mesh “gabion” unit as facing element . and secondary reinforcement: System Terramesh
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Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
INTRODUCTION Steel products and geosynthetic materials have been successfully
applied in Albanian roads for: - reinforced soil structures - rockfall protection systems - basal reinforcement - tunnelling works
Let’s see our experiences
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
Products: Terramesh System and ParaLink 300 Client: Ministry of public works, Albania Contractor: Bechtel-Enka Joint Venture Structures: 30 soil reinforced walls, Hmax = 37 m Date: 2008 -2009 Quantity: 35,000 m2 wall facing
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
HYBRID REINFORCED SOIL STRUCTURE RRESHEN TO KALIMASH HIGHWAY, ALBANIA
Wire mesh “green” facing element and secondary reinforcement: Green Terramesh
Wire mesh “gabion” unit as facing element and secondary reinforcement: System Terramesh
High strength PET Paralink geogrids as main reinforcement
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
HYBRID REINFORCED SOIL STRUCTURE RRESHEN TO KALIMASH HIGHWAY, ALBANIA
Terramesh System UnitsItem 66 Stone Retaining Wall
Structural SoilØ = 30°? =20kN/m³c = 0 kPa
Back Fill SoilØ = 35°? =20kN/m³c = 0 kPa
Foundation SoilØ = 46°? =25.8kN/m³c = 40 kPa
Paralink 300
ROAD
Geotextile (Type Terram 1000)Item 11: Laying of Geotextile
Filter Fabric
Geomesh 8 x10
Item 22 Stone Fill
Excavation profile
Detail A
Perforated Drainage Pipe160 mm diameter2-3% inclinationtrasversal pipe every 18 m
RRESHEN TO KALIMASH HIGHWAY The tallest section H=37 m
γ(kN/m3) φ c Backfill 20 35° 0 Foundation 25.8 46° 40 kPa Structural fill 20 30° 0
RRESHEN-KALIMASH HIGHWAY Stability checks of the tallest section H=37 m
γ(kN/m3) φ(deg) c(kPa) Backfill 20 35 0 Foundation 26 46 40 Structural fill 20 30 0
RRESHEN TO KALIMASH HIGHWAY The tallest section H=37 m
February 2009
RRESHEN TO KALIMASH HIGHWAY The tallest section H=37 m
April 2009
H = 37 m
RRESHEN TO KALIMASH HIGHWAY The tallest section H=37 m April 2009
RRESHEN TO KALIMASH HIGHWAY Due to rockfall problems, an upper retaining structure 30 m high (reinforced soil structure + anchored concrete wall) was made in 2011
The solutions
Simple drapery with meshes
Debris flow barriers
Embankments Rockfall barriers
Meshes with nails
Hybrid systems
Nails and tie back anchors
Water control Slope modification, blasting
Cable belting
Ditches
Anti erosion meshes ROCKFALL PROTECTIONS
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
RMC 850 - 8500 kJ Maccaferri rockfall barriers have the highest residual height
and the shorter elongation after impact
ROCKFALL PROTECTIONS
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
RRESHEN TO KALIMASH HIGHWAY Double twist drapery system reinforced with steel cables (SteelGrid MO300) with anchors and rock bolts; 500 kJ high resistance rockfall barrier (RMC 050/A) were installed for the motorway’s safety
SteelGrid
RRESHEN TO KALIMASH HIGHWAY Double twist drapery system reinforced with steel cables (SteelGrid MO300) with anchors and rock bolts; 500 kJ high resistance rockfall barrier (RMC 050/A) were installed for the motorway’s safety
The bridge 1-01A is located in a alluvial area with very low bearing capacity requiring the bridge abutments to be constructed on piles
To minimize the differential settlements between the access ramps and the
bridge deck a drainage system made with prefabricated vertical drains (PVD) alternatively 5 and 21.5 m deep, in combination with a high strength polyester geogrid Paralink 450 was used
The Paralink 450 was placed above a 50 cm gravel drainage layer confined by
a geotextile (MacTex N60.1); a second layer of Paralink 450 was placed at 3 m distance from the previous layer in order to ensure the stability of the embankment.
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
BASAL REINFORCEMENT ON THE LEVAN-DAMES ROAD
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
BASAL REINFORCEMENT ON THE LEVAN-DAMES ROAD
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
BASAL REINFORCEMENT ON THE LEVAN-DAMES ROAD
STEEL FIBRES & TUBULAR STEEL ARCHES
Bernard Bergé, MACCAFERRI
Tunneling Business Unit Manager
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
Tirana Elbasan Road Tunnel
Contractor: Aktor S.A.
Application: Shotcrete
Product: 600 tons of FS3N Steel Fibres
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
TIRANA ELBASAN TUNNEL
Overview of applications of geosynthetics and steel wire products in Albanian roads through case histories
PRO
BLEM
SO
LUTI
ON
IPE, HE, IPN High Section Modulus (W) and Second Moment of Area (I) only along one axis
INSTABILITY
Not homogeneous soil/profile contact condition eccentric loads
take control axial and eccentric loads
acting along any direction
=
BEST PERFORMANCE
WORST PERFORMANCE
TUBULAR STEEL ARCHES INTRODUCTION
NUMERICAL ANALYSIS Made prior to experimental activity Sections evaluated by reinforced sections behaviour in terms of diagrams N-M To find the correct profiles to be compared
2 IPN 180
CONCRETE FILLED TUBE
Assumptions It is not considered progressive damage of the section. This hypothesis: improved the expected behavior of the standard rib and
neglects the change of position of the neutral axis, caused by progressive damage of the concrete filling
Tube ductility capability due to its geometry is not given. Worst condition for the tubular rib, which neglects its geometrical advantage.
These choices have been made to be sure to determine the circular profiles which certainly would have matched the performance of open profiles
TUBULAR STEEL ARCHES
EXPERIMENTAL ACTIVITY
LABORATORY TESTS
SCOPE Validation of numerical analysis
Identify section behaviour
FIELD TEST VARANO TUNNEL (Italy)
SCOPE -Verify the compatibility of the tubular rib
with the underground work operations - Verification of the results of laboratory
tests conducted on static efficiency of tubular ribs
TUBULAR STEEL ARCHES
SECTION 1: Length 28.5m Section type AC Tubular Rib - Ф 193.7, thickness = 5mm, spacing = 1.50m, 1 CHAIN
SECTION 2: Length 28.5m Section type AC Standard Rib - single HEB 140, spacing = 1.50m , 1 CHAIN