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Bienvenidos
Welcome
Bem-vindos
Bienvenue
Benvenuti
Willkommen
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Las informaciones y conceptos expresados en esta conferencia se hacen
con el propósito de divulgar e informar de manera general sobre los
temas relacionados con el concreto.
ASOCRETO no es ni pretende ser asesor de proyectos específicos.
Cualquier duda en relación con obras específicas debe ser consultada por
el interesado con los diseñadores e interventores de la respectiva obra.
El uso que se haga de las informaciones y conceptos aquí expresados no
conllevan responsabilidad alguna para ASOCRETO ni para los
conferencistas, ya que debe ser utilizada por personas idóneas bajo su
responsabilidad y criterio. Esta información no sustituye las funciones y
obligaciones de las personas contractualmente responsables de la
concepción, ejecución y vigilancia de los respectivos proyectos. Los
conceptos expresados no son asesoría para una obra en particular.
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DURANTE LAS PRESENTACIONES MANTENGA LOS EQUIPOS DE COMUNICACIÓN EN SILENCIO
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SALIDA DE EMERGENCIA
RUTA EVACUACION
USTED ESTA AQUI
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Claudio AsioliGRUPO TREVI
ITALIA
CIMENTACIONES
EXCAVACIÓN Y CONSTRUCCIÓN DE MUROS PANTALLA CON PILOTES SECANTES Y SISTEMA DE HIDROFRESADO
Gracias al apoyo de:
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Presentation bullet points
Different construction methods and features for Retaining Wall
and Cut-Off Wall executed by:
Diaphragm Wall by Grab (Mechanical or Hydraulic)
Diaphragm Wall by Hydromill
Cased Secant Piles
Reverse Circulation Drilling System
TREVI experiences concerning to:
Metro and Railway Stations
Building Basements and underground Car-Parks
Circular Shafts
Cut-Off for Dams Rehabilitation
Confinement of Polluted Site
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History
TREVI was established in
1957 in Cesena – Italy.
Thanks to its continuous
improvement, studies,
innovation, experience,
quality and research of
new technologies
Trevi has became aleader company in thefield of geotechnical andspecial foundationEngineering.
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TREVI DivisionSOILMEC Division DRILLMEC Division PETREVEN Division
VENEZUELA
Trevi Cimentaciones
U.S.A.
Trevi Icos Corporation (Boston)
Trevi Icos South Inc.
MOZAMBIQUE
Profuro Lda
NIGERIA
Trevi Foundations
U.A.E.
Swissboring
OMAN
Swissboring
GERMANY
Spezialtiefbau GmbH
SWEDEN
Hercules Trevi Foundations A.B.
ITALY
Trevi S.p.A. (Cesena)
RCT S.r.l. (Milano)
HONG KONG
Trevi Construction
JAPAN
Soilmec Japan
CHINA
Repr. Office
HONG KONG
Soilmec H.K. Ltd
SINGAPORE
Soilmec Far East Ltd
ITALY
Soilmec S.p.A. (Cesena)
PSM S.r.l. (Treviso)
RUSSIA
Moscow Repr. Office
ITALY (Piacenza)
Drillmec S.p.A.
Edra S.r.l.
U.S.A.
Drillmec Inc.
ARGENTINA
Pilotes Trevi
COLOMBIA
Petreven
CANADA
Trevi Foundations
Canada Inc.
QATAR
Swissboring
IRAN
Trevi Iran Branch
NEW ZEALAND
Trevi Construction
FRANCE
Soilmec France
PERU
Petreven
UK
Soilmec Ltd
AUSTRIA
Trevi Branch
VENEZUELA
Petreven
ARGENTINA
Petreven UTE ALGERIA
Trevi Algerie
INDIA
Soilmec India
PHILIPPINES
Trevi Philippines Inc.
U.S.A.
Soilmec North America
GERMANY
Soilmec DeutschlandDUBAI – U.A.E.
Soilmec Emirates LLC
Soilmec Gulf FZCO
TURKEY
Trevi Insaat Ve
SUDAN
Drillmec Engineering Sudan
PANAMA
Trevi - Galante
ANGOLA
Trevi Angola
EGYPT
Soilmec Misr S.A.E.
SAUDI ARABIA
Soilmec Arabia LLC
AUSTRALIA
Soilmec Australia
COLOMBIA
Galante SAU.S.A.
Watson
SAUDI ARABIA
Trevi Saudi Arabia
U.A.E.
SoilArabContractor
BRASIL
Soilmec Brasil
Global Presence
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837624.4
497.7
20052006
2009
2007
1.069
2008
1.035
Evolution of Total Revenuesin millions of euro
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EMPLOYEES
2004
2005
2006
2007
2008
3.238
3.5774.218
5.400
5.000
Covering more than 35 different ethnic groups
2009
6.200
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Recent acquisitions:
-1997 I.C.O.S. Boston, a leader company in the field of
special foundations in the North American market.
-1999 SWISSBORING which operate in the U.A.E., Oman
and Qatar .
-2005 RODIO S.p.A., the oldest Italian company specialized in
the field of special foundation founded in the 1921.
-2009 GALANTE S.A., that operates in South and Central
America market such as Colombia, Peru, Panama and
Dominican Republic.
-2009 ARABIAN SOIL CONTRACTOR Ltd., located in
Saudi Arabia.
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Main Executed ProjectsFoundations & Soil Consolidations
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MARINE WORKS
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TRANSPORT AND COMMUNICATION LINES
“Central Artery”
Boston (United States)
“Raticosa Tunnel” High Speed Railway System
Bologna (Italy)
Diaphragm Walls forCut & Cover Tunnels
Fiberglass pre-consolidation,Excavation & Internal Lining
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FOUNDATIONS FOR CIVIL& INDUSTRIAL BUILDINGS
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RESTORATION WORKS OF ARTISTIC MASTERPIECES
Underexcavation of the Pisa Tower
Pisa (Italy)
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DAMS REHABILITATIONNew Orleans - USA
W.F. George Dam – USA
Arapuni Dam - New Zealand
Tuttle Creek Dam - USA
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NEW DAMS CONSTRUCTION
Diavik Mine Dam - Canada
Piedra de Aquila Dam - Argentina
Yaciretà Dam - Argentina
Ertan Dam - China
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ENVIRONMENTAL PROTECTION WORKS
Ex-industrial area in Avigliana - Turin (Italy)
Enichem Plant - Priolo (Italy) Acna Chemical Plant - Cengio (Italy)
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1st Part
Construction methods and features forRetaining Walls and Cut-Off Walls
Diaphragm Wall by Grabs (Mechanical or Hydraulic)
Diaphragm Wall by Hydromill
Cased Secant Piles
Reverse Circulation Drilling System
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European Code EN 1538, define the following two types:
Retaining walls: usually made to support an excavation in
the ground. They include:
cast in situ concrete diaphragm walls;
pre-cast concrete diaphragm walls;
reinforced slurry walls.
Cut-off walls: usually made to prevent migration of clear or
polluted groundwater or other liquids present in the ground.
They include:
slurry walls (eventually with membranes or sheet piles);
plastic concrete walls.
DIAPHRAGM WALLS CLASSIFICATION
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EU
RO
PE
AN
CO
DE
EN
15
38
DIA
PH
RA
GM
WA
LL
S C
LA
SS
IFIC
AT
ION
RE
TA
ININ
G
WA
LL
S
CU
T O
FF
PL
AS
TIC
WA
LL
SCAST IN SITU
CONCRETE DW
REINFORCED
SLURRY WALL
(WITH SELF
HARDENING
SLURRY)
PRECAST
CONCRETE DW
PLASTIC
CONCRETE
WALLS
SLURRY
WALLS
(WITH SELF
HARDENING
SLURRY)
EXCAVATION WITH
SOIL REMOVAL
IN SITU SOIL MIXING
EXCAVATION with S. R.POSSIBILITY TO INSERT
MEMBRANE, SHEET PILE
HYDROMILL
GRABS (ROPE, HYDRAULIC)
CASED SECANT PILES
SOLDIER PILE WALLS
HYDROMILL
GRABS (ROPE, HYDRAULIC)
HYDROMILL
GRABS (ROPE, HYDRAULIC)
CASED SECANT PILES
EXCAVATION WITH
SOIL REMOVAL
EXCAVATION WITH
SOIL REMOVAL
HYDROMIL
GRABS (ROPE, HYDRAULIC)
DEEP SOIL MIXING
JET-GROUTING
IN SITU SOIL MIXING
HYDROMILL
GRABS (ROPE, HYDRAULIC)
DEEP SOIL MIXING
JET-GROUTING
EXCAVATION WITH
SOIL REMOVAL
DIAPHRAGM WALLS CLASSIFICATION
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Construction methods and features forRetaining Walls and Cut-Off Walls
Diaphragm Wall by Grab (Mechanical or Hydraulic)
Diaphragm Wall by Hydromill
Cased Secant Piles
Reverse Circulation Drilling System
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Diaphragm Walls by Grab
Diaphragm walls are generally composed by rectangular shaped elements.
T shape sections can be adopted to support higher flexural stresses.
Geometrical features (i.e. trench width, depth and thickness) and ground
conditions determine the choice of correct technology and equipment.
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Diaphragm Walls by Grab
Primary and Secondary panels are
executed
Stop-end elements are installed in
primary panels to increase the contact
surface and improve the watertightness
of the joints
Wall‟s Construction Sequence
Panel width is equal to 2.5÷4.0 m
Thickness is equal to 40÷150 cm
Typical depth is equal to 30÷40 m
Maximum depth is equal to 50÷60 m
Vertical deviation in the range 1÷2%
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Trench Excavation
De-sanding Steel Reinf. Installation
Concrete Pouring
Diaphragm Walls by Grab
Construction sequence of the single element
Concrete is poured with single or multiple tremiepipes depending on the size of the panel.
Structural diaphragm walls can be reinforced bycages or steel beams.
After the excavation iscompleted, bentonite mud isrecycled through a Desanderunit, until the allowed sandcontent before concreting isachieved (usually ≤ 4%).
During the excavation apositive slurry head of 2meters above natural waterlevel has to be maintained.(bentonite, polymer or water)
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Diaphragm Walls by Grab
Guide walls construction
GW are very important because they represents
the „starting points‟ of all operations.
They are used to:
avoid superficial soil collapse
as a guide for an accurate positioning of panels
to support the steel cages during the concrete
hardening
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Diaphragm Walls by Grab
Joints
Using sacrificial plastic pipes;
Using removable stop-ends and extracting them vertically or laterally
(eventually equipped with water-stop);
Leaving steel or pre-cast concrete beam element in place.
Joints between panels is a very important point, since leakages can
occur through the joint if the joint is not formed or cleaned correctly.
Joints can be obtained in the following three different ways:
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Diaphragm Walls by Mechanical or Hydraulic Grabs
Joints - Sacrificial Plastic Pipes
Two Pipes are connected to the cage of the primary
panels.
When the secondary panel excavation is completed, a
special cleaning tooth is lowered into the opened panel to
break and clean the PVC pipe.
During the secondary panel casting, the concrete fills the
empty area and a water-tight joint is created.
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Diaphragm Walls by Mechanical or Hydraulic Grabs
Joints – Removable Stop-Ends
Stop-ends are installed into primary panels before
concreting operations and are extracted by means of
hydraulic jacks as soon as the concrete starts to set.
When the secondary panel excavation is completed,
the concave-shaped surface of the joint is cleaned by
using a proper cleaner mounted on the grab.
Stop-ends leave grooves in the concrete of the panel
under construction.
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Diaphragm Walls by Mechanical or Hydraulic Grabs
Joints – Water Stop
If water-stop is required, the precast concrete beam element can be adopted or
stop-end can be left in place and laterally removed after the excavation of the
adjacent panel, by means of special cleaning chisels.
The action of the chisel breaks the bond between the stop-end and concrete, the
stop-end is laterally removed with the service crane and the water-stop remains
in place.
This system can also be used with the hydromill.
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Diaphragm Walls by Grab
Equipment
The grabs can be:
Cable suspended, mechanical or hydraulic clamshell
Kelly-bar fully guided, hydraulic clamshell; easy to repositioning over
the trench but with limited operative depth (generally 30÷35 m)
Partially guided, hydraulic clamshell; initially guided by a telescopic
leader element and then cable suspended (Soilmec BH/GH series)
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Diaphragm Walls by Grab
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Diaphragm Walls by Grab
Job Site Installation: Bentonite Plant
In narrow spaces, steel tanks can replaceordinary bentonite pits.
Three pits are generally adopted to manage
bentonite mud :
1) for the production of the fresh bentonite mud
2) for the bentonite mud ready to be sent to the
excavating panel
3) for the recycled bentonite, still to be desanded
An automatic continuous-cycle bentonite plant
can be used to prepare the fresh mud (Soilmec
BE-12/50) .
The whole plant is assembled inside a standard
20 feet container.
Two removable bentonite silos are mounted on
top of the container.
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Diaphragm Walls by Grab
Controls
Grabs can be fitted with electronic devices (generally slope indicators)
to control and monitor verticality deviation on 2 or 3 axis.
Ultrasonic devices (i.e. Koden), that measure the distance between a
probe lowered into the excavation and the faces of the panel, provide a
“profile” of the excavation. This method needs to stop the excavation.
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Diaphragm walls are typically exposed along most of their depth and,
especially in urban areas, there are often tight tolerances in order to
save space for the construction of the internal structure.
Cut-off walls, though not exposed, required wall continuity and
watertightness joints down to low depths.
Why is verticality important?
???
Diaphragm Walls by Grab
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Due to its possible vertical deviation, within a 1÷2% range, Clamshell
equipment can be considered suitable and convenient for waterproof
diaphragm walls up to 30÷40 m depth and without any rock layers or
cemented soil strata (UCS ≤ 1.0 MPa).
Diaphragm Walls by Grab
When depths become higher than 40 m with reduced verticality
tolerances (< 1%) and/or embedment in sound rock or hard strata is
required, an alternative technology has to be considered
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Diaphragm Wall by Grab (Mechanical or Hydraulic)
Diaphragm Wall by Hydromill
Cased Secant Piles
Reverse Circulation Drilling System
Construction methods and features forRetaining Walls and Cut-Off Walls
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Diaphragm Walls by Hydromill
The Hydromill can be considered the most advanced diaphragm walls
excavation equipment; the first models were developed in the late 80‟s.
The Hydromill system consists of three main components:
Supporting crawler crane
Milling unit (Hydromill)
Plant for mud preparation and processing
The hydromill is lowered progressively
into the trench and excavates and crushes
the soil or rock.
A submerged mud pump creates a reverse
circulation of the stabilizing fluid
(bentonite mud or water), which acts as a
transport medium to evacuate the cuttings
from the excavation and deliver them to a
mud treatment plant.
Cuttings are removed from the mud by
means of vibrating screens and/or
cyclones.
Cleaned and fresh slurry is fed back into
the trench to maintain the slurry level.
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Excavation of a shallow pre-trench,
(3÷4 m deep) necessary to activate
the submerged mud pump
Construction sequence
Diaphragm Walls by Hydromill
Typical width is equal to 2.4÷2.8 m
Thickness is in the range 65÷200 cm
Depth up to 80÷100 m
Vertical deviation in the range of 0.2÷0.4%
Suitable in all type of soil and rocks with
UCS up to 60÷80 MPa (peak 150 MPa)
Excavation of the primary panels
Drilling mud treatment
Reinforcement cage installation
Concrete pouring
Excavation of the secondary panel
Drilling mud treatment
Reinforcement cage installation
Concrete pouring
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Joints are obtained by partial overlapping between primary and
secondary panels (usually 150÷200 mm).
During the excavation of the secondary panels, the hydromill cutter
drums cut a small portion of concrete on each adjacent primary panel,
creating a rough and clean contact surface.
Diaphragm Walls by Hydromill
Concrete to Concrete Joints
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Equipment
Diaphragm Walls by Hydromill
Milling unit can be cable-suspended onto a hydraulic crane's boom orspecial equipment named “citycutter”, which can operate is small areasbelow a free height of approx 5.5 m
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Milling Unit (Hydromill)
Diaphragm Walls by Hydromill
The milling unit consists of a heavy steel frame on
which two couple of counter-rotating and
independent milling drums are mounted.
According to soil characteristics, drums with
different torque, shape and dimensions, fitted
with different teeth types, can be adopted.
Pressure on the cutter bits can be adjusted by
means of the pull-up force of the hydraulic main
winch.
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Diaphragm Walls by Hydromill
Correction in X direction can be achieved by:
Adjusting the rotation speed of the milling drums
Moving side flaps
Correction in Y direction can be achieved by:
Moving face flaps
Varying the inclination of the drums group respect
to the main hydromill frame
Correction of twisting along Z axis:
Moving face flaps
Moving separately each drum with respect to the
main hydromill frame
The hydromill allows to perform a real time control of all the excavation
parameters. The position is continuously monitored by means of sensors
installed directly on the hydromill frame, allowing the operator to take
corrective actions before deviation reaches the design tolerance.
Controls
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Diaphragm Walls by Hydromill
Advantages
The main features of Hydromill Technology can be summarized asfollows:High quality product, in terms of joint contact and panels verticality.
The concrete-to-concrete joints ensure higher shear resistance and
water-tightness;
Real time verticality monitoring and correction during excavation
allows to achieve depths up to 80÷100 meters, with a vertical tolerance
in the range of 0.2÷0.4%;
Suitable for all types of soil and rocks, with UCS values up to
60÷80 MPa ;
Mitigation of the construction impact (also in urban environment); the
level of noise and vibrations does not affect adjacent structures;
Clean site, as a result of the slurry reverse circulation system used for
the transport and removal of cuttings.
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Diaphragm Wall by Grab (Mechanical or Hydraulic)
Diaphragm Wall by Hydromill
Cased Secant Piles
Reverse Circulation Drilling System (RCDS)
Construction methods and features forRetaining Walls and Cut-Off Walls
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Cased Secant Piles (CSP)
The Cased Secant Piles system has been developed by Trevi Group for theexecution of secant piles to form a continuous, watertight retaining wall.
The construction sequence foreseen the execution of theprimary piles (hard or soft) and the following executionof the secondary ones (hard) with a proper overlapping.
The piles diameter ranges between 600 ÷ 1200 mm, thespacing is in the range 500 ÷ 1000 mm and depth up to27 meter (20 m fully cased).
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A continuous flight auger and an external casing are simultaneously driven into the
soil.
Once the casing is completely driven (max 20 m), it is possible to continue to drill
by means of the auger only (up to 27 m).
When boring operation are completed, the auger and the casing are extracted while
concrete is poured throughout the internal hollow pipe.
If required, only in the secondary piles, the steel reinforcement (cages, profiles or
beams) is finally lowered into the fresh concrete.
Construction sequenceof the single pile
Cased Secant Piles (CSP)
Drilling
Concrete Pouring
Steel Cage Installation
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Cased Secant Piles (CSP)
The execution of a guide wall is necessary in order to assure the correctplanimetric piles location and the guide of the casing at the surface.
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Cased Secant Piles (CSP)
The excavating system is composed by:
1 powerful hydraulic rig
1 concrete pump
1 augers housed inside a casing
Augers and casing are driven by two
independent rotaries.
AUGERROTARY
CASINGROTARY
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During the drilling phase the system controls:
depth,
auger and casing rotation and advance speed,
speed/torque settings on the two rotary table.
During the concreting phase the system controls:
pressure and delivery of the concrete,
extraction speed
computed pile diameter.
Cased Secant Piles (CSP)
Controls
In order to assure a continuous quality control and simplify the operatoractivity the Soilmec Drilling Mate System DMS, positioned inside themachine‟s cabin, controls and records the working parameters:
All the recorded data are stored in a memory card and eventually sent bye-mail and printed.
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Cased Secant Piles (CSP)
Advantages
The CSP method can be utilized in a wide range of cohesive and
cohesion-less soils, also in presence of a water-table and without
bentonite fluid as wall support. In this way the spoil material is not
polluted by bentonite, avoiding disposal problems and extra-costs;
The technology does not produce shocks, vibrations, noise, allowing to
work in urban areas;
The minimum required equipment (the rig plus the concrete pump)
allow to minimize the job site installation plant and to operate in very
restricted areas;
The guarantee of a small deviation from the verticality, less than
0.5÷1.0%, thanks to the casing rigidity;
Suitable to drill rocks layers, with UCS value up to 30÷40 MPa (peak
up to 80 MPa).
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Diaphragm Wall by Grab (Mechanical or Hydraulic)
Diaphragm Wall by Hydromill
Cased Secant Piles
Reverse Circulation Drilling System (RCDS)
Construction methods and features forRetaining Walls and Cut-Off Walls
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Reverse Circulation Drilling System (RCDS)
Working Principles
This system has been mainly developed in order to drill or socket hard
rock with UCS up to 150÷200 MPa.
Holes are drilled by a cutter which crushes rock. Meantime,
compressed air provides to develop the air lift for cuttings‟ evacuation
through the drilling string.
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Equipment
Reverse Circulation System (RCDS)
Rotary Table installed at the top of a casing;
Drilling string and stabilizer (to reduce string deflection);
Drilling tool with rock cutters;
Service Crane is just adopted to move the rotary table and
the drilling string.
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Equipment
Reverse Circulation System (RCDS)
Soilmec has implemented a new
method that allows pile excavation by
drilling with traditional Kelly bars
system and switches to RCDS when
necessary, thus optimizing each
system according to the subsoil
conditions.
Weight is applied just above the drilling
tool, avoiding deflection of the drilling
string and improving verticality .
The possibility of adjusting weight on
the tool, by applying the pull-down or
adding/removing ballasts, assures a
better penetration rate.
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Reverse Circulation System (RCDS)
Cuttings travel to the surface via the pipes, minimizing wall stability
problems in the soil;
Suitable to drill hard rocks layers, with UCS values up to 150÷200 MPa;
Diameter up to 3500 mm;
“Theoretically” no limits in depth (lifting crane capacity);
Possibility to use (sea) water as a drilling fluid which can also be
discharged into rivers or seas;
The technology does not produce shocks and vibrations;
If combined with Directional Drilling Technology (DDT), it can
guarantee a deviation from the verticality lower than 0.2%.
Advantages
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Reverse Circulation System (RCDS)
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FeatureDiaphragm Wall
by Grab
Diaphragm Wall
by HydromillCased Secant Pile
Reverse Circulation
Drilling System
Maximum Depth 50÷60 m 100 m 27 m (20 m cased) > 200 m
Thickness 500÷1500 mm 650÷2000 mm 400÷800 mm (*) 800÷2500 mm (*)
Diameter ----- ----- 600÷1200 mm 1200÷3500 mm
Verticality 1.0÷2.0 % 0.2÷0.4 % 0.5÷1.0 % 0.2% (**)
Soil Conditions and
Rock Strength
Soil with
weakly cemented layer
(UCS = 1÷2 MPa) (***)
Soil & Rock
UCS ≤ 60÷80 MPa
(Peak UCS = 150 MPa)
Soil & Rock
UCS ≤ 30÷40 MPa
(Peak UCS = 80 MPa)
Soil & Rock
UCS ≤ 150÷200 MPa
(Peak UCS = 300 MPa)
Joint Type Stop-End (****)Concrete to Concrete
(****)Concrete to Concrete Concrete to Concrete
Joint Number 1.0 1.1 3.0÷6.0 1.5÷3.0
Drilling FluidBentonite, Polymer,
Water
Bentonite, Water
(Polymer)----- Water
Site Installation
Area200÷500 m
2300÷800 m
2 ----- 200÷500 m2
(*) Effectice thickness (depending to piles' spacing)
(**) In combination with Directional Drilling Technology
(***) Pre-drilling with auger and/or Chiselling
(****) Posibility to install Rubber Water Stop
Comparison of the Different Technologies
Cost (m2) 1.002.0-2.5 (only soil)
3.5-5.5 (20-60% rock)
1.5-2.0 (Soft-Hard)
3.0-4.0 (Hard-Hard)???
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2nd Part
Case Histories
Underground Metro Stations
Building Basements
Circular Shafts
Cut-off Wall for Dams Rehabilitation
Confinement of Polluted Areas
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Case Histories
Underground Metro Stations
Building Basements
Circular Shafts
Cut-off Wall for Dams Rehabilitation
Confinement of Polluted Areas
Naples - Lines 1 & 6
Rome - Lines B1 & C
Algiers - Line 1 Extension B
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Naples Metro Stations – Lines 1 & 6 (2002-2010)
Garibaldi
Arco Mirelli
Università
Toledo
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Naples Metro Stations – Typical Soil Stratigraphy
More than 35 mof water pressure
Transition layer (green Tuff)
Water Table
Ground Level
31 m
2 m
Fissured weak rock (yellow Tuff)
UCS = 2 ÷ 7 MPa
Volcanic Sand (Pozzolana)
+3.00 m
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Central Rectangular Shaft (48 x 23 m)
45 m Deep
Excavated by means of the Top Down System
4 Staircases Tunnels L = 40 m
4 Station Tunnels L= 50 m
Pre-consolidated by freezing
“Garibaldi” and “Università” Stations
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Concrete Diaphragm Wall
Technique: HYDROMILL (20 m in rock and watertight joints)
“Garibaldi” and “Università” Stations
Other Main Activity
Ground Anchors below water table
Directional Drilling for freezing pipes installation
Freezing by Liquid Nitrogen and Brine for tunnels construction
Grouting for closing plugs at the end of the station‟s tunnels
Equipment: BC 30
Thickness: 1000 mm
Max d.w. depth: 50 m
Max excavation: 45 m
Over cut joint: 150 mm
Wall surface: 6.800 m2 (each Station)
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Garibaldi Station
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Garibaldi Station
Wall with freezing pipe
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Università Station
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Lateral Shaft (63 x 18 m) - 50 m Deep
Connection Tunnel
4 Station’s Tunnel L = 50 m
MontecalvarioExit
Toledo
Toledo Station
Service Tunnel L = 40 m
Pedestrian Tunnel L = 150 m
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Toledo Station
Concrete Diaphragm Wall
Technique: HYDROMILL (20 m in rock and watertight joints)
Other Main Activity
Ground Anchors below water table
Directional Drilling for freezing pipes installation
Freezing by Liquid Nitrogen and Brine for tunnels construction
Grouting for closing plugs at the end of the station‟s tunnels
Equipment: Citycutter HC 03
Thickness: 1000 mm
Max d.w. depth: 55 m
Max excavation: 50 m
Over cut joint: 150 mm
Wall surface: 8.100 m2
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Toledo Station
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Arco Mirelli Station – Line 6 (LTR)
114 m24
m
In the deepest part T-shape D.W.
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Concrete Diaphragm Wall
Technique: HYDROMILL (rock strength and watertight joints)
Other Main Activity
Preliminary soil improvement to increase trench stability for T-wall
Jet grouting for break-in and break-out
Relief wells by Stone Columns
Equipment: HF 12000
Thickness: 1200 mm
Max d.w. depth: 45 m
Max excavation: 30 m
Over cut joint: 250 mm
Wall surface: 7.000 m2
9.300 m2 (T-shape )
Arco Mirelli Station
78
Arco Mirelli Station
79
Leg Excavation Flange Excavation
Arco Mirelli Station
T panel excavated by two rectangular
element.
Cutters have to work in symmetric
position to control verticality.
80
Rome Metro Stations – Lines B1 & C (2007-2010)
Gondar
S. Giovanni
Lodi
Mirti
81
Rome Metro Stations – Soil Stratigraphy (S. Giovanni)
Very stiff silty Clay
Very dense sandy Gravel
Heterogeneous, loose Fill material
Firm silty Clay
Sandy Silt with organic material
Water pressure = 24 m
12÷17 m
0÷5 m
10 m
15÷17 m
82
Rome Metro Stations – Geometry
Conventional Stations with rectangular shapeexcavated by “Top-Down” method
83
EXISTIGSTATION
Rome Metro Stations – Geometry
The most interesting station is S. Giovanni, because the new tunnels haveto underpass the existing station just between its piles foundation.
We are proposing to consolidate tunnels by freezing, working from thenew station.
84
Rome Metro Stations – Geometry
Section of tunnels with the proposed ice columns pattern
85
Gondar, Lodi, Mirti, San Giovanni Stations
Other Main Activity
Jet grouting for Bottom Plug (Gondar)
Jet grouting and chemical grouting for break-in and break-out (Gondar, Mirti)
Freezing for undercrossing existing San Giovanni Station (Line C)
Equipment: BC 30 & Soilmec Tiger
Thickness: 800÷1200 mm
Max d.w. depth: 55 m
Max excavation: 41 m (Gondar)
Over cut joint: 150÷200 mm
Wall surface: 70.000 m2
Concrete Diaphragm Wall
Technique: HYDROMILL (Max verticality tolerance = 0.5% watertight joints and D.W. length)
86
Gondar Station
87
Gondar Station
88
Mirti Station
89
San Giovanni Station (under construction)
90
Bachdjarah 1 and Bachdjarah 2 Stations (Piles walls)
Harrach Gare and Harrach Centre Stations (D.W.)
Artificial Tunnels with piles and D.W.
Algiers Metro - Line 1 Extension B (2007-2010)
HIGHER ZONELOWER ZONE
91
Algiers Metro – Longitudinal Soil Profile
70
60
50
40
30
20
10
0
-10
-20
Ground Elevation at 50÷60 m
Water table below final excavation level
Ground El. at 5÷25 m
Water table above
final excavation level
Upper formation: Quaternary (Dense Sand and Stiff Clay)
Lower formation: Tertiary (Very Dense Sand and Gravel, Hard Clay,
with some levels of Sandstone and Marl)
PILES WALLS DIAPHRAGM WALLS
92
“Bachdjarah 1” and “Bachdjarah 2” Stations
122 m
20
m
25
m
93
Pile Walls
Technique: BORED PILES by Auger & Bucket
Other Main Activity
Ground Anchors 882 + 770 (L = 41 km)
Berlin Wall
Jet Grouting for structural bottom plug (Bachdjarah 2)
Equipment: 3 Hydraulic Rigs Soilmec SR40
Pile diameter: 1000 mm
Spacing: 1.25/1.30 m
Max piles depth: 30 m
Max excavation: 25 m
Number of piles: 238 + 248 = 486
Total length: 6.300+6.600 = 12.900 m
“Bachdjarah 1” and “Bachdjarah 2” Stations
94
“Bachdjarah 1” and “Bachdjarah 2” Stations
95
“Bachdjarah 1” and “Bachdjarah 2” Stations
96
“Harrach Gare” Station
22 m
172 m 22 m
35 m
17
m
18 Anchors each cage 9
A
nch
ors
Levels
Lo
ng
. S
pacin
g 1
.5 m
97
Other Main Activity
1740 Ground Anchors (L = 48 km)
Berlin Wall
“Harrach Gare” Station
Concrete Diaphragm Wall
Technique: HYDROMILL (Rock layers, watertight joints and max verticality tolerance ≤ 0.5%)
Equipment: Citycutter HC 03
Thickness: 1000 mm
Max d.w. depth: 45 m
Max excavation: 31 m
Over cut joint: 200 mm
Wall surface: 19.100 m2
98
“Harrach Gare” Station
99
“Harrach Gare” Station
100
138 m 22
m
“Harrach Centre” Station
17
m
STEEL PROPS
14 m
101
Other Main Activity
356 Ground Anchors (L = 11 km)
Berlin Wall
Concrete Diaphragm Wall
Technique: HYDROMILL (D.W. length, rock and watertight joints)
Equipment: BC 30
Thickness: 1000 mm
Max d.w. depth: 29 m
Max excavation: 17 m
Over cut joint: 200 mm
Wall surface: 14.500 m2
“Harrach Centre” Station
102
“Harrach Centre” Station
103
Underground Metro Stations
Building Basements
Circular Shafts
Cut-off Wall for Dams Rehabilitation
Confinement of Polluted Areas
Tripoli - Al Ghazala Hotel & Al Ghadafi Tower
Alassio - Partigiani Square Car Park
Malmö - Bager Plats Car Park
Manila - Yeeloofa Towers
New York - World Trade Center
Case Histories
104
Al Ghazala Hotel – Tripoli (2007-2008)Al Ghadafi Tower – Tripoli (2008-2009)
1,6 km
105
Al Ghazala Hotel & Al Ghadafi Tower – Tripoli
10 m
6 m
17 m
Calcarenite
Claystone
Recent Beach Deposits (sand)
Silty Sand weakly cemented
Calcarenite
Calcarenite (only in Al Ghadafi Tower)
Soil Stratigraphy
106
Al Ghazala Hotel & Al Ghadafi Tower – Tripoli
Site Layout
107
Al Ghazala Hotel & Al Ghadafi Tower – Tripoli
Typical Cross Sections
2 Basements
4 Basements
Al Ghazala Hotel
Al Ghadafi Tower
108
Al Ghazala Hotel & Al Ghadafi Tower – Tripoli
Other Main Activity
Ground Anchors below water table
Dewatering Wells
Piles Foundations (Al Ghatafi)
Concrete Diaphragm Walls
Al Ghazala Hotel Al Ghadafi Tower
Technique: CLAMSHELL HYDROMILL
Equipment: Soilmec BH12 Citycutter MBC 30
Thickness: 600-800 mm 800 mm
Max d.w. depth: 18 m 27 m
Max excavation: 12 m 17 m
Over cut joint: stop end 150 mm
Wall surface: 7.250 m2 12.000 m2
Average Production: 108 m2/day 92 m2/day
109
Al Ghazala Hotel – Tripoli
110
Al Ghazala Hotel – Tripoli
An average of approx 10.000 m3/day of
water was discharged for 1 year by 36
electric submersible pumps (6”)
111
Al Ghadafi Tower – Tripoli
112
Al Ghadafi Tower – Tripoli
113
Partigiani Square Car Park – Alassio (2004-2006)
11
3
114
Partigiani Square Car Park – Alassio
11
4
115
Partigiani Square Car Park – Alassio
Sand & Gravel
Flysh (UCS = 100 MPa)
Sand &
Gravel
Flysh
11
5
116
Partigiani Square Car Park – Alassio
Concrete Diaphragm Wall
Technique: HYDROMILL (Rock strength up to 100 MPa)
Equipment: BC 30
Thickness: 1200 mm
Max d.w. depth: 24 m
Max excavation: 10.5 m
Over cut joint: 200 mm
Wall surface: 11.300 m2
Other Main Activity
Vertical Micropiles to balance uplift water pressure
Temporary Ground Anchors
11
6
117
Partigiani Square Car Park – Alassio
11
7
118
Partigiani Square Car Park – Alassio
11
8
119
Bagers Plats Car Park – Malmö (2010)
Is a two basements car park close to the Central Rail Station of Malmö
and it‟s part of the Citytunnel Project.
120
Bagers Plats Car Park – Malmö70 m
10
0 m
Ste
el
Sh
ee
t P
iles
Secant Piles
121
Bagers Plats Car Park – Malmö
Sand &
Clay
Limestone with frequent
Flint thin layers (10÷30 cm)
Canal
Steel Sheet PilesWorking Platform
Secant Piles 1000 mm @ 0.8 m
8.5 m
Typical section and Soil Conditions of the area.
12.0 m
122
Equipment: Hydraulic Rigs Soilmec SR 100
Pile diameter: 1000 mm
Spacing: 0,80 m
Max piles depth: 12 m
Max excavation: 8.5 m
Number of piles: 215
Total length: 2.580 m
Secant Piles Wall
Technique: Bored Piles fully cased, excavated by bucket equipped with rock teeth
Bagers Plats Car Park – Malmö
123
Bagers Plats Car Park – Malmö
124
Bagers Plats Car Park – Malmö
125
Yeeloofa Towers – Manila (2008)
New mall and two residential towers in the Chinese District in Manila.
Diaphragm walls for three basements excavation.
In this area, due to the
very bad soil condition,
excavations for basements
had never been executed.
126
Yeeloofa Towers – Manila
125 m
76 m
127
Yeeloofa Towers – Manila
Other Main Activity
Piles Foundations with Plunge column
Concrete Diaphragm Wall
Technique: CLAMSHELL
Equipment: Hydraulic Grab Soilmec BH12
Crane: Soilmec SM 870
Thickness: 1200 mm
Max d.w. depth: 27 m
Max excavation: 12 m
Joint: Stop-end equipped withwater stop
Wall surface: 9.280 m2
Average Production: 78 m2/day
128
Yeeloofa Towers – Manila
129
Yeeloofa Towers – Manila
130
World Trade Center – New York (2006-2007)
131
H&M Structure
East Bathtub
West Bathtub
World Trade Center – New York
280 m
0.0
Fill
Silty Clay
Granite
-20.0
-6.0
132
Concrete Diaphragm Wall
Technique: HYDROMILL (3÷4 m into Granite with U.C.S. up to 130 MPa)
Equipment: HF 12000
Crane: Manitowoc 12000
Thickness: 1200 mm
Max d.w. depth: 35 m
Max excavation: 25 m
Over cut joint: H beam
Wall surface: 7.600 m2
1.000 m2 (granite)
World Trade Center – New York
133
World Trade Center – New York
Manitowoc 12000
• Hydromill Rig
• 120 Ton Crane
• 27 m Boom
Liebherr LR 1200
• Service Rig
• 275 Ton Crane
• 56 m Boom
(2) Liebherr HS 855
• Clamshell Rigs
• 110 Ton Crane
• 26 m Boom
134
World Trade Center – New York
135
World Trade Center – New York
136
Underground Metro Stations
Building Basements
Circular Shafts
Cut-off Wall for Dams Rehabilitation
Confinement of Polluted Areas
Buenos Aires - Maldonado Shaft
Trevipark - Automated Underground Car Park
Case Histories
137
Maldonado Shaft - Buenos Aires (2009)
The shaft will be the final part of two flood
relief tunnels ( = 7 m) which will convey
the rain water of the "Arroyo Maldonado“ in
case of huge flows due to exceptional storms.
Then the water will be pumped into the Rio
de la Plata River.
Currently, the Arroyo Maldonado is a big duct
which runs for approx 20 km below Buenos
Aires‟ streets.
138
Flood Relief Tunnels
Shaft
Arroyo Maldonado Discharge
Domestic Airport “Jorge Newbery”
Maldonado Shaft - Buenos Aires
139
35
m
Silt &
Clay
Sand
Clay
-23.0
-45.0
+4.0
-31.0
-51.0
K = 10-4 m/sec
K = 10-8 m/sec
Maldonado Shaft - Buenos Aires
25 primary panels +
25 secondary panels
140
Concrete Diaphragm Wall
Technique: HYDROMILL (Vertical Tolerance < 0.3% to guarantee circular shape and design thickness)
Equipment: Soilmec Tiger H8
Crane Soilmec SC 90
Thickness: 1200 mm
Max d.w. depth: 55 m
Max excavation: 35 m
Over cut joint: 130÷290 mm
Wall surface: 7.200 m2
Maldonado Shaft - Buenos Aires
141
Maldonado Shaft - Buenos Aires
142
Maldonado Shaft - Buenos Aires
143
Maldonado Shaft - Buenos Aires
144
TREVIPARK (1994-2010)
The TREVIPARK, patented by TreviGroup, is an “automated undergroundcircular car parking” especially designed to be located in roads, squares,courtyards, gardens and nearby existing buildings.
A minimum of 60 up to a maximum of 96cars can be parked in the car park,respectively from 5 to 8 levels, 12 cars perfloor.
The external dimensions of the car park isabout 20 meters, with small impact onadjacent environment.
145
TREVIPARK – Shaft Structure
The C.S.P. system was especially developed for the execution of the
shafts related to the TREVIPARK realization.
Anyway, due to the soil conditions, shafts have also been carried out by
means of diaphragm walls excavated by hydraulic clamshell with round
section jaws which, in combination with the circular joints guarantees
the execution of a continuous circular wall.
106÷110 CSP
No steel reinforcement
30 Panels
146
TREVIPARK – Joint
PVC pipes, filled by gravel, are installed into the primary panel before
of the steel cage and concreting.
During the secondary panel excavation, PVC pipes are crushed and
cleaned before concreting.
147
YEAR PROJECT
No. OF
FLOORS TECNIQUE WIDTH & DEPTH
WATER
TABLE SOIL CONDITIONS QUANTITY
1994-1995Martini Park
Cesena (Italy) 2 x 6 C.S.P.
800 mm @ 0.60 m
16.5 m> 17.0 m
Fill
silty sand and gravel2 x 1800 m
1997-1998Cesena Centro Park
Cesena (Italy)8 D.W.
500 mm
25.0 m17.0 m Silt and Clay 1600 sq. m
1998-1999Piazza Fabbri Park
Cesena (Italy)7
C.S.P.
Bottom Plug
900 mm @ 0.60 m
21.5 m8.50 m
Fill
silty sand and gravel2400 m
1999-2000Barriera Park
Cesena (Italy)2 x 7 D.W.
500 mm
34.0 m15.5 m
Silt and Sand
Clay2 x 2150 sq. m
2000-2001Largo Prestinari Park
Roma (Italy)7
D.W.
Bottom Plug
500 mm
22.0 m9.0 m
Fill
Silt and Sand1400 sq. m
2001-2002Corso Cairoli Park
Torino (Italy)6 D.W.
500 mm
20.0 m12.0 m
Sand, Silt and
cemented Gravel1300 sq. m
2002-2003Piazza B. Croce Park
Brescia (Italy)6 C.S.P.
800 mm @ 0.60 m
20.0 m> 20.0 m
Sand, gravel and
peabbles2100 m
2002-2003Largo Pizzetti Park
Roma (Italy)7 C.S.P.
900 mm @ 0.67 m
21.5 m20.0 m
Fill
Silt and Sand2100 m
2002-2003Kv. Keramiken Park
Stockholm (Sweden)2 + 2 Jet Grouting
1000 mm @ 0.80 m
10.0 m4.5 m
Sand and Clay
Granite800 m
2005-2006Adda Cornagllia Park
Milano (Italy)6 C.S.P.
800 mm @ 0.60 m
22.0 m16.0 m Sand and Gravel 2300 m
2005-2006San Domenico Park
Brescia (Italy)6 C.S.P.
800 mm @ 0.60 m
19.0 m> 20.0 m
Sand, gravel and
peabbles2000 m
2007-2008Via Finelli Park
Bologna (Italy)6 D.W.
650 mm
26.0 m6.5 m Sand, Silt and Clay 1600 sq. m
2008-2009Via D'Azeglio Park
Bologna (Italy)7 D.W.
650 mm
35.0 m6.5 m Sand, Silt and Clay 2200 sq. m
TREVIPARK
Characteristics of the accomplished car parks in the last 15 years
148
TREVIPARK – Site Site dimensions are generally very small
Especially in case of Diaphragm Wall
149
TREVIPARK – Shaft Excavation Gross excavation is carried out in steps of 5 m each, since every 5 m,verticality and position of all the wall‟s elements are checked.
150
TREVIPARK – Internal structures Prefabricated boxes (or columns + slabs) are simply placed onto thebottom slab and mutually connected by steel bars.
151
TREVIPARK – Central Platform An elevator equipped with a steel rotating platform is positioned atthe shaft center.
152
TREVIPARK - Final Layout Small impact on the city environment
153
Underground Metro Stations
Building Basements
Circular Shafts
Cut-off Wall for Dams Rehabilitation
Confinement of Polluted Areas
Alabama (USA) - W.F. George Dam
Venezuela - Borde Seco Dam
New Zealand - Arapuni Dam
Kentucky - Wolf Creek dam
Case Histories
154
W. F. George Dam – Georgia/Alabama (2002-2003)
The Walter F. George Dam spans the Chattahoochee River on theAlabama – Georgia border in the southeastern United States.
155
W. F. George Dam – Georgia/Alabama
Spillway
Navigation LockPower
House
156
W. F. George Dam – Georgia/Alabama
The dam was built in the 1950‟s
In the last 40 years many remedial works were carried out by means
of drilling and grouting, drains, concrete cut-off walls in the two
lateral embankments, to reduce water filtrations and seepage.
Although these efforts were successful in stopping the leakages
under the embankments, they concentrated the filtration underneath
the concrete structure of the spillway, jeopardizing the stability of
the dam.
As consequence the U.S. Army Corps of Engineering decided the
construction of a 60 cm thick, 64 m deep, concrete cut-off wall
upstream the existing concrete dam to remediate once for all the
situation .
157
W. F. George Dam – Georgia/Alabama
Diaphragm Walls in the two abutments
Secant Pile Wall in front of the spillway
380 m90 m100 m
Plan View of the Cut-Off
158
W. F. George Dam – Georgia/Alabama
Diaphragm Wall in the Abutments Secant Pile in front of the Spillway6
4 m
30
m
34
m
159
W. F. George Dam – Georgia/Alabama
Concrete Cut-Off Wall
Technique: HYDROMILL & REVERSE CIRCULATION SECANT PILES
Abutments Spillway
Technique: Hydromill Reverse Circulation
Equipment: HF12000 # 2 Wirth PBA 612
Crane: Manitowoc 12000 Manitowoc 12000
Thickness: 800 mm 1270 mm (Dia.)
Spacing: 840 mm
Max d.w. depth: 64 m (212‟) 64 m
Over cut joint: 200 mm 430 mm
Wall surface: 12.000 m2 13.200 m2
160
W. F. George Dam – Georgia/Alabama
Site Overview
161
W. F. George Dam – Georgia/Alabama
West Abutment East Abutment
162
W. F. George Dam – Georgia/Alabama
Secant Piles Construction Sequence
1. Frame and Template Installation
16
2
163
W. F. George Dam – Georgia/Alabama
Secant Piles Construction Sequence
1. Frame and Template Installation
2. Casing Installation into the
Template
16
3
164
W. F. George Dam – Georgia/Alabama
Secant Piles Construction Sequence
1. Frame and Template Installation
2. Casing Installation into the
Template
3. Casing Driving by Vibrator and
Hammer
16
4
165
W. F. George Dam – Georgia/Alabama
Secant Piles Construction Sequence
1. Frame and Template Installation
2. Casing Installation into the
Template
3. Casing Driving by Vibrator and
Hammer
4. Drilling Rig installation on the
casing
2 Wirth PBA 612
16
5
166
W. F. George Dam – Georgia/Alabama
Secant Piles Construction Sequence
1. Frame and Template Installation
2. Casing Installation into the
Template
3. Casing Driving by Vibrator and
Hammer
4. Drilling Rig installation on the
casing
5. Insertion of the Drilling String
16
6
167
W. F. George Dam – Georgia/Alabama
1. Frame and Template Installation
2. Casing Installation into the
Template
3. Casing Driving by Vibrator and
Hammer
4. Drilling Rig installation on the
casing
5. Insertion of the Drilling String
6. Drilling the Shaft down to the
Design Depth
Secant Piles Construction Sequence
16
7
168
W. F. George Dam – Georgia/Alabama
1. Frame and Template Installation
2. Casing Installation into the
Template
3. Casing Driving by Vibrator and
Hammer
4. Drilling Rig installation on the
casing
5. Insertion of the Drilling String
6. Drilling the Shaft down to the
Design Depth
7. Concrete Placement
Secant Piles Construction Sequence
16
8
169
W. F. George Dam – Georgia/Alabama
1. Frame and Template Installation
2. Casing Installation into the
Template
3. Casing Driving by Vibrator and
Hammer
4. Drilling Rig installation on the
casing
5. Insertion of the Drilling String
6. Drilling the Shaft down to the
Design Depth
7. Concrete Placement
8. Moving Casing to Next Position
Secant Piles Construction Sequence
ICE
16
9
170
W. F. George Dam – Georgia/Alabama
Cut-Off Wall Construction
Primary Secant Piles Installation
Secondary Secant Piles Installation
17
0
171
W. F. George Dam – Georgia/Alabama
“Marine“ Activity from Barge
172
Borde Seco Dam – Venezuela (2004-2006)
Borde Seco Dam
Borde Seco Dam, on the Camburito River, belongs to the UribanteCaparo Hydroelectric Network , which include 3 more dams.
Borde Seco Dam
La Vueltosa Dam
La Honda Dam
Desarrollo II
173
Borde Seco Dam – Venezuela
Spillway
174
Borde Seco Dam – Venezuela
Dam Height = 125 m
Base width = 500 m
Crest elevation = 320 m
Max water elevation = 310 m
Min water elevation = 290 m
175
Borde Seco Dam – Venezuela
The construction of Borde Seco Dam started in 1981.
In 1983, during the excavation works, a 18/20 m thick friable
calcareous sandstone layer was detected, in both abutments, between
elevations ranging from 280-310 m.
This layer represented a potential risk, due to its high permeability
that could cause its internal erosion, jeopardizing both the main earth
dam and abutments.
ARENISCA CALCAREA
ARENISCA
176
Borde Seco Dam – Venezuela
Left Abutment
Right Abutment
Spillway
The problem was solved through construction of 80 cm thick concretecut-off walls placed in the dam‟s abutments and connected to the earthdam‟s core by plastic-concrete walls
Concrete cut-off (10 MPa)
Plastic-Concrete cut-off(1.5÷4.5 MPa)
177
Borde Seco Dam – Venezuela
Concrete Cut-Off Wall
Technique: HYDROMILL (Sandstone, Vertical Tolerance < 0.3%)
Equipment: Citycutter HC 03 & HF 12000
Crane Linkbelt 518
Thickness: 800 mm
Max d.w. depth: 55 m (40 m average)
Over cut joint: 200 mm
Wall surface: 21.800 m2
178
Borde Seco Dam – Venezuela
Concrete Characteristics
17
8
(1) Dry bentonite per cu.m of concrete
(*) Cylindrical samples
(**) with hydraulic gradient of 30
(***) secant at deformation 50 % of break
(****) in triaxial cell with pression of 2 kg/cm², in consolidated and drained condition, and with speed of cut V = 0.008 mm/min
179
Borde Seco Dam – Venezuela
HF 12000 in Right Abutment
180
Borde Seco Dam – Venezuela
HC 03 in the Left Abutment
181
Arapuni Dam – New Zealand (2005-2007)
The Arapuni dam is located on the Waikato river, close to Hamilton.
182
Arapuni Dam – New Zealand
The dam was completed in 1928, the total height is about 50 m.
Since the beginning, the dam has been affected by occasional under-
seepage, treated by grouting campaign. The last episode, in 2001,
convinced the owner that the dam stability was at risk.
183
Arapuni Dam – New Zealand
The geology of the dam foundation consists of Ignimbrite volcanic rocks
28 MPa
2÷6 MPa
Inside the Ongatiti Formation there were vertical joint, filled with highlyerodible material, that were vulnerable to piping erosion and hydraulicallyconnected to the reservoir
184
Arapuni Dam – New Zealand
At the end of an extensive study and soil investigation, 4 main
fractures underlying the dam were detected
The solution was the constructionof a concrete cut-off wall, with:
o No interruption of power station
operations (i.e. full reservoir);
o 4 discrete cut-off panels .........
o ... Constructed from the dam crest
through concrete body;
o 95 m total depth (related to thickness
of Ongatiti ignimbrite);
o Minimum panel thickness 75 mm;
o Constructed as far upstream as
possible, to reduce the uplift water
pressure beneath the dam
185
Arapuni Dam – New Zealand
TREVI proposed to install secant piles walls, formed by 400 mm
diameter holes spaced 300 mm, drilled from the crest of the dam.
A new drilling method was developed and patented, in which the cut-
off is drilled (and concreted) in slots of subsequent holes.
Completion of discrete slots leads to completion of the total panel.
The piles length and the presence of a tunnel at the base of the dam
made it necessary to use directional drilling technology.
186
Concrete Cut-Off Wall
Technique: SECANT PILE WALL by Slot Pile System (SPS)
Equipment: Soilmec Hydraulic Rig R312
Pile diameter: 400 mm
Spacing: 300 mm
Max d.w. depth: 95 m (up to 60 m in concrete)
Over cut joint: 100 mm
Number of piles: 134 (3÷4 days/pile; 2 shifts)
Wall surface: 3.800 m2
Arapuni Dam – New Zealand
187
Arapuni Dam – New Zealand
Drilling of a precision cored
pilot hole
Drilling of subsequent holes
of the slot by guide system
Installation of a pilot-hole
former in the last hole
Slot‟s filling with concrete
by tremie method
Reaming of the pilot hole
Guide system back on
Construction Concept
188
Arapuni Dam – New Zealand
1. Pre-drilling down to approx 5 m
Construction Sequence
189
Arapuni Dam – New Zealand
1. Pre-drilling down to approx 5 m
2. Drilling of a 150 mm diameter
starter hole by directional drilling
Construction Sequence
190
Arapuni Dam – New Zealand
1. Pre-drilling down to approx 5 m
2. Drilling of a 150 mm diameter
starter hole by directional drilling
3. Reaming of the starter hole to
400 mm diameter
Construction Sequence
191
Arapuni Dam – New Zealand
1. Pre-drilling down to approx 5 m
2. Drilling of a 150 mm diameter
starter hole by directional drilling
3. Reaming of the starter hole to
400 mm diameter
4. Drilling of the following hole using
guide in adjacent hole
Construction Sequence
192
Arapuni Dam – New Zealand
1. Pre-drilling down to approx 5 m
2. Drilling of a 150 mm diameter
starter hole by directional drilling
3. Reaming of the starter hole to
400 mm diameter
4. Drilling of the following hole using
guide in adjacent hole
5. Completion of the slot up to 8 holes
Construction Sequence
193
Arapuni Dam – New Zealand
1. Pre-drilling down to approx 5 m
2. Drilling of a 150 mm diameter
starter hole by directional drilling
3. Reaming of the starter hole to
400 mm diameter
4. Drilling of the following hole using
guide in adjacent hole
5. Completion of the slot up to 8 holes
6. Checking slot dimensions and
continuity across the slot
Construction Sequence
194
Arapuni Dam – New Zealand
1. Pre-drilling down to approx 5 m
2. Drilling of a 150 mm diameter
starter hole by directional drilling
3. Reaming of the starter hole to
400 mm diameter
4. Drilling of the following hole using
guide in adjacent hole
5. Completion of the slot up to 8 holes
6. Checking slot dimensions and
continuity across the slot
7. Checking joint orientation in slot
and high seepage flow through
joints
Construction Sequence
195
Arapuni Dam – New Zealand
1. Pre-drilling down to approx 5 m
2. Drilling of a 150 mm diameter
starter hole by directional drilling
3. Reaming of the starter hole to
400 mm diameter
4. Drilling of the following hole using
guide in adjacent hole
5. Completion of the slot up to 8 holes
6. Checking slot dimensions and
continuity across the slot
7. Checking joint orientation in slot
and high seepage flow through
joints
8. Slot‟s backfilling with concrete at
carefully controlled rate
PVC Pipe filled by gravelConstruction Sequence
196
Arapuni Dam – New Zealand
1. Pre-drilling down to approx 5 m
2. Drilling of a 150 mm diameter
starter hole by directional drilling
3. Reaming of the starter hole to
400 mm diameter
4. Drilling of the following hole using
guide in adjacent hole
5. Completion of the slot up to 8 holes
6. Checking slot dimensions and
continuity across the slot
7. Checking joint orientation in slot
and high seepage flow through
joints
8. Slot‟s backfilling with concrete at
carefully controlled rate
9. End hole is reaming to start new slot
Construction Sequence
197
Arapuni Dam – New Zealand
As-built piles‟ position at different elevations
Flow through fissured zones into downstream area decreased by
approx 90%
198
Wolf Creek Dam – Kentucky (2009- in progress)
The Wolf Creek Dam is located on the Cumberland River in the western part of Russell Country, Kentucky
199
Wolf Creek Dam – Kentucky
Wolf Creek Dam was built inthe 50s‟
It has a concrete section andan earth section for a totallength of about 1700 m
The rock is primarily characterizedby Karstic limestone (40÷140 MPa)with caves buried under theembankment
200
Wolf Creek Dam – Kentucky
0 1+00A 2+00A 3+00A 4+00A 5+00A1+00B2+00B3+00B4+00B5+00B5+00B
EL. 660
EL. 690
EL. 730
EL. 763
EL. 773
EL. 730
EL. 690
EL. 665
EL. 640
Flow
Axis of Dam
C.L. Roadway & Embankment Sta. 0+16B
Foundation of Toe Drain
End of Drainage Blanket
Core trench
DrainageBlanket
Bedrock
Emb
Qal
Low Plastic Clay
Entire embankment consisted of low plastic clay
The drainage blanket is 60 cm thick (judged to be inadequate or evennon-functional)
Alluvial material (clays and sands, Qal) above the Limestone bedrock wasleft in place under most of the embankment and switchyard
Typical section of the earth dam
201
Wolf Creek Dam – Kentucky
Wet Areas Sinkholes
Muddy Flow
Grout Curtains
Several seepage problems developed in the dam's foundation fromthe early 1960‟s.
Remedial works were executed in 60‟s & 70‟s
202
Wolf Creek Dam – Kentucky
Detail of the remedial works executed in 60‟s & 70‟s
Earth Emb
Switchyard
Grout CurtainsSwitchyard
Wall
203
Wolf Creek Dam – Kentucky
In March 2004 a series of wetareas were discovered
After further investigations, for safetyreasons, in 2006 the level of the lake waslowered by 70 ft (21 m) from 750 ft el. to680 ft el. ( 50% Max Water Level)
204
Wolf Creek Dam – Kentucky
New Barrier Wall
Existing Wall
In correspondence of the embankment, a new 60 cm (24”) thick cut-offwall, upstream of dam center line, has been designed
205
Wolf Creek Dam – Kentucky
Section of the embankment
206
Wolf Creek Dam – Kentucky
Work sequence: Technique Areas, Critical areas and general Barrier Wall
Working Platform
Staging Area
Barrier Wall Alignment
Profile of the proposed wall and work sequence
84
m
27
4‟
1200 m
207
Wolf Creek Dam – Kentucky
Schematic main features of proposed works by Trevi
El. 750
El. 475
208
Wolf Creek Dam – Kentucky
Top of
Rock
1. Drilling & grouting into the rock up
to 90 m
Construction Sequence
209
Top of
Rock
Wolf Creek Dam – Kentucky
SC-90 + cable grab STEIN
1. Drilling & grouting into the rock up
to 90 m
2. PCEW - Pre-excavation by Clamshell
up to 40 m, 1200 mm thick
Construction Sequence
210
Wolf Creek Dam – Kentucky
SC-120 + HidromillEVO 3/5 (2 units)
1. Drilling & grouting into the rock up
to 90 m
2. PCEW - Pre-excavation by Clamshell
up to 40 m, 1200 mm thick
3. PCEW - Reaming up to 40 m and
excavation from 40 to 60 m by
Hydromill, 1600 mm thick
Construction Sequence
Top of
Rock
211
Top of
Rock
Wolf Creek Dam – Kentucky
1. Drilling & grouting into the rock up
to 90 m
2. PCEW - Pre-excavation by Clamshell
up to 40 m, 1200 mm thick
3. PCEW - Reaming up to 40 m and
excavation from 40 to 60 m by
Hydromill, 1600 mm thick
4. Concreting of the PCEW by 2 tremie
pipes ( 270 m3)
Construction Sequence
212
Top of
Rock
Wolf Creek Dam – Kentucky
PSM 14GTS + PARATRACK + WASSARA HAMMER (3 units)
1. Drilling & grouting into the rock up
to 90 m
2. PCEW - Pre-excavation by Clamshell
up to 40 m, 1200 mm thick
3. PCEW - Reaming up to 40 m and
excavation from 40 to 60 m by
Hydromill, 1600 mm thick
4. Concreting of the PCEW by 2 tremie
pipes ( 270 m3)
5. BW – Directional drilling up to 84 m,
200 mm diameter (8”)
Construction Sequence
213
Top of
Rock
Wolf Creek Dam – Kentucky
R625 + SR-80
1. Drilling & grouting into the rock up
to 90 m
2. PCEW - Pre-excavation by Clamshell
up to 40 m, 1200 mm thick
3. PCEW - Reaming up to 40 m and
excavation from 40 to 60 m by
Hydromill, 1600 mm thick
4. Concreting of the PCEW by 2 tremie
pipes ( 270 m3)
5. BW – Directional drilling up to 84 m,
200 mm diameter (8”)
6. BW – Pile pre-drilling by auger fitted
with stinger up to 40 m, 1270 mm
diameter (50”), spacing 890 mm
Construction Sequence
214
Wolf Creek Dam – Kentucky
WIRTH PBA 818 (4 units)
1. Drilling & grouting into the rock up
to 90 m
2. PCEW - Pre-excavation by Clamshell
up to 40 m, 1200 mm thick
3. PCEW - Reaming up to 40 m and
excavation from 40 to 60 m by
Hydromill, 1600 mm thick
4. Concreting of the PCEW by 2 tremie
pipes ( 270 m3)
5. BW – Directional drilling up to 84 m,
200 mm diameter (8”)
6. BW – Pile pre-drilling by auger fitted
with stinger up to 40 m, 1270 mm
diameter (50”), spacing 890 mm
7. BW – Pile drilling by Reverse
Circulation System up to 84 m
Construction Sequence
Top of
Rock
215
Wolf Creek Dam – Kentucky
1. Drilling & grouting into the rock up
to 90 m
2. PCEW - Pre-excavation by Clamshell
up to 40 m, 1200 mm thick
3. PCEW - Reaming up to 40 m and
excavation from 40 to 60 m by
Hydromill, 1600 mm thick
4. Concreting of the PCEW by 2 tremie
pipes ( 270 m3)
5. BW – Directional drilling up to 84 m,
200 mm diameter (8”)
6. BW – Pile pre-drilling by auger fitted
with stinger up to 40 m, 1270 mm
diameter (50”), spacing 890 mm
7. BW – Pile drilling by Reverse
Circulation System up to 84 m
8. Concreting of the Barrier Wall‟s pile
by 1 tremie pipe ( 110 m3)
Construction Sequence
Top of
Rock
216
Underground Metro Stations
Building Basements
Circular Shafts
Cut-off Wall for Dams Rehabilitation
Confinement of Polluted Areas
Cengio - Acna Chemical Plant
Case Histories
217
Acna Chemical Plant – Cengio (2003-2005)
The first ACNA plant was built at the end of the 19th century. During itsoperative 120 years, the plants produced several types of chemicalcompounds, most of them extremely polluting, that were responsible forthe heavy pollution of the uppermost alluvial strata and ground water.
218
Acna Chemical Plant – Cengio
The accomplished work represents the final phase of rehabilitation of the
site‟s polluted area, after many provisional emergency interventions
carried out in the 10/12 previous years.
The new barrier, with a length of over 2200 meters along the Bormida
River bank, completes the waterproof cut-off all around the site.
Existing cut-off
New Barrier
219
Acna Chemical Plant – Cengio
The typical section of the wall is mainly
composed of:
Two structural concrete diaphragm walls, as
foundation elements and to protect the central
slurry wall;
One plastic wall with waterproof HDPE curtains,
embedded into the impermeable marl
substratum to prevent communication between
the polluted internal water and the river water;
One draining trench, back to the wall, to collect
percolation water;
The boundary concrete wall to avoid over-
splashing of the Bormida River during possible
river‟s flooding.
The wall is also designed to resist to an
internal backfilling and a simultaneous
external dredging.MARL UCS = 25 MPa
220
Other Main Activity
Ground Anchors
Micropiles
Draining trench
Concrete and Slurry walls
Technique: HYDROMILL (Marl with UCS = 25 MPa)
Equipment: Citycutter MBC 30
Concrete Wall Plastic Wall
Thickness: 800 mm 1000 mm
Max d.w. depth: 10 m 17 m
Over cut joint: 100 mm 300 mm
Wall surface: 10.200 m2 11.800 m2
Acna Chemical Plant – Cengio
221
Acna Chemical Plant – Cengio
222
Acna Chemical Plant – Cengio
Plastic Wall
Concrete Walls
223
Acna Chemical Plant – CengioDifferent Construction Sequence
224
Generally in any project there isn‟t “THE SOLUTION”.
Any project can be done with different systems and different
technologies which solve the problem: simple, complicated,
already tested, new, cheaper , expensive, etc....
What is important?
It‟s important to have the knowhow, experience, background,
capability and possibility to choose the solution which better
satisfies all Parties involved in the Project (Client, Designer,
Engineer, Consultant, Main Contractor,
In the field of Foundation Engineering Trevi can help You to find
this “Better Solution”.
Conclusions/Final Considerations
............ Yourself).
225
MUCHAS GRACIAS
THANKSFOR YOUR KIND
ATTENTION
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