Consolis Technical Guide & Product Manual
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Transcript of Consolis Technical Guide & Product Manual
Consolis Technical guide & product manual
Parma
Spenncon
DW Beton
SpanbetonVBI
Strängbetong
ElematicConsolis Headquarters / Consolis Technology
E-Betoonelement
Parastek
Betonika
Consolis Latvija
Consolis Polska
Dywidag Prefa Lysá
Consolis is the largest manufacturer of prefabricated concrete elements in Europe.The company has more than 50 factories and operates in 11 countries: Finland, Sweden, Norway, Germany, theNetherlands, Estonia, Russia, Latvia, Lithuania, the Czech Republic and Poland.
Consolis produces a wide range of prefabricated concrete products such as floors, structures and walls.These products are used in the construction of buildings. Consolis also makes products for infrastructure, such asrailway sleepers and structures for bridges and tunnels. In addition Consolis provides services ranging from planning to erection of its products.
Through its market leadership and international presence, Consolis offers customers the benefits of:
◗ the latest solutions and technology transfer within the Group
◗ unique benchmarking possibilities
◗ pan-European purchasing power
◗ extensive design and engineering resources
◗ production capacity sufficient to deal with the largest projects.
Consolis works actively with environmental issues associated with construction. By prefabrication Consolis can reduce environmental burden both during the construction period and the total building life cycle.
In 2003 Consolis had net sales of EUR 620 million and employed 5,000 employees at the year end.
Consolis was formed in December 1997 following the merger of Partek Precast Concrete and the Swedish company Strängbetong. Consolis’ major shareholders are the Swedish private equity fund Industri Kapital, KONEand various Finnish insurance companies. Management also has a shareholding in Consolis.
CONSOLIS IN BRIEF
1 General1.1 Consolis potential
1.2 Quality guarantee
1.3 Prefabrication, when and why
1.4 Standards and technical guidelines
1.5 Concrete quality
1.6 Fire resistance
1.7 Performance curves
1.8 Notations
2 Frame structures2.1 Low-rise utility buildings
2.1.1 Single-storey buildings
2.1.2 Low-rise buildings withintermediate floors
2.1.3 Horizontal stability
2.2 Multi-storey buildings
2.2.1 Stability
2.2.2 Diaphragm action
2.2.3 Modular design
3 Columns3.1 Characteristics
3.2 Corbels
3.3 Performance curves
3.4 Connections
3.5 Tolerances
3.6 Betemi columns
4 Pocket foundations
5 Beams5.1 General
5.1.1 Types
5.1.2 Supports
5.1.3 Inserts
5.1.4 Lifting and temporary storage
5.1.5 Production tolerances
5.2 Purlins
5.3 Rectangular beams
5.4 L-beams & inverted T-beams
5.5 SI-beams
5.6 I-beams
6 Hollow core slabs6.1 Standard profiles
6.2 Characteristics
6.3 Performance curves
6.4 Structural topping
6.5 Precamber
6.6 Diaphragm action
6.7 Concentrated loading
6.8 Openings
6.9 Connections
6.10 Match plates
6.11 Production tolerances
6.12 Handling and transport
6.13 Erection
7 Double-T-slabs7.1 Standard profiles
7.2 Characteristics TT-2400
7.3 Characteristics TT-3000
7.4 Performance curves TT-2400
7.5 Performance curves TT-3000
7.6 Connections
7.7 Holes and voids
7.8 Production tolerances
7.9 Handling and transport
8 Residential buildings8.1 Architectural freedom
8.2 Structural systems
8.3 Sound insulation
8.4 Bathroom floors
8.5 Foundation units
8.6 Stairs
8.7 Balconies and terraces
8.8 Grey walls
8.9 Acotec walls
9 Bashallen9.1 System description
9.2 TT-roof slabs
9.3 Façades
9.4 Details and connections
10 Façades10.1 Sandwich façades
10.2 Cladding panels
10.3 Special architectural elements
10.4 Details and connections
11 Infrastructural projects
11.1 Precast bridges
11.2 Culverts
11.3 Railway products
11.3.1 Railway sleepers
11.3.2 Railway crossings
11.3.3 Railway platforms
12 Special products12.1 Water treatment
systems
12.2 Agricultural products
12.3 Other special products
13 Addresses
CONTENTS
Ge
ne
ral
The Consolis Group is Europe's leading manufacturer of
precast concrete elements.
◗ active in prefabrication for more than 70 years
◗ annual production : floors 7.000.000 m2
frames 140.000 m3
façades 600.000 m2
◗ more than 50 production plants in 11 European countries
◗ 5000 workers and employees
◗ 250 engineers for the design of the precast structures,
working with sophisticated CAD systems and calculation
programs.
◗ R&D Unit with testing laboratory and staff of 25 people
The aim of the Group is to offer its customers the most
advantageous comprehensive solutions for various types of
buildings and infrastructure projects, based on precast
concrete products together with related services.
The strength of the Group relies on a large staff of design
engineers and a research laboratory to raise the quality of
end products and the efficiency of the construction process
by continually developing and applying state of the art
technologies.
To work with Consolis means to get the best solutions for
your projects, in a qualitative, environmentally friendly
and price efficient way.
1.1 CONSOLIS’ POTENTIAL
Consolis precast products are synonymous with high quali-
ty. Every product mentioned in this technical guide is certi-
fied by a notified national body. Conforming to the
international standard ISO 9001 (CEN 29001), the quality
assurance of design and manufacture is based on the
principle of self control and is certified by a third party.
Consolis' internal quality control service is continuously
checking the concrete strength, positioning of the rein-
forcement and inserts, dimensions of the units and finish-
ing for every product. All data is registered in files and is
available to customers and certification bodies.
1.2 QUALITY GUARANTEE
Apartment building Office building
Industrial building Sport complex
1. GENERAL
Ge
ne
ral
1.3 PREFABRICATION: WHEN AND WHY
Long line prestressing beds
To prefabricate - to precast - concrete components for var-
ious purposes is not a new method. On the contrary, it has
been used since the beginning of the twentieth century.
Prefabrication technology has continually been refined and
developed since then. Compared with traditional construc-
tion methods or other building materials, prefabrication, as
a construction method, and concrete, as a material, have a
number of positive features.
It is an industrialized way of construction, with the
inherent advantages of:
◗ High capacity - enabling the realization of important
projects
◗ Factory made products
◗ Shorter construction time - less than half of conventional
cast in-situ construction
◗ Independent of adverse weather conditions
◗ Continuing erection in Winter time until -20°C
◗ Quality surveillance system
It offers the customer the performance to fulfill all
requirements
◗ Opportunities for good architecture
◗ Fire resistant material
◗ Healthy buildings
◗ Reduced energy consumption through the ability to store
heat in the concrete mass
◗ Environmentally friendly way of building, with optimum
use of materials, recycling of waste products, less noise
and dust etc.
◗ Cost effective solutions
When to use precast concrete
Most buildings are suitable for construction in precast
concrete. Buildings with an orthogonal plan are, of course,
ideal for precasting because they exhibit a degree of
regularity and repetition in their structural grid, spans,
member size, etc. Irregular ground layouts are, on many
occasions, equally suitable for precasting. Modern precast
concrete buildings can be designed safely and econo-
mically with a variety of plans and with considerable varia-
tion in treatment of the elevations to heights up to twenty
floors and more. With the introduction of high strength
concrete, already currently used in Consolis' business
units, the sizes of load bearing columns can be reduced
to less than half of the section needed in conventional
concrete structures.
Precast concrete offers considerable scope for improving
structural efficiency. Longer spans and shallower construc-
tion depths can be obtained by using prestressed concrete
for beams and floors. For industrial and commercial halls,
roof spans can be up to 40 m and even more. For parking
garages, precast concrete enables occupiers to put more
cars on the same construction space because of the large
span possibilities and slender column sections. In office
buildings, the modern trend is to create large open spaces,
which can be split with partitions. This not only offers flexi-
bility in the building but also extends its life because of the
easier adaptability. In this way, the building retains its
commercial value over a longer period.
Ge
ne
ral The calculation of the performance curves given in this
Technical Guide are based on the following European
Standards and Technical Guidelines:
◗ CEN European Committee for Standardization,
EN 1992-1-1 “Eurocode 2: Design of concrete structures -
Part 1: General rules and rules for buildings”.
◗ CEN European Committee for Standardization,
EN 1992-1-2 "Eurocode 2: Design of concrete structures
- Part 1.2 General rules - Structural fire design”.
◗ CEN European Committee for Standardization, CEN/TC
229 “Precast concrete product standards”.
◗ FIP Commission on Prefabrication, "FIP
Recommendations Precast Prestressed Hollow Core
Floors", Thomas Telford Ltd, London 1988.
◗ FIP Commission on Prefabrication, "Planning and design
handbook on precast building structures", - SETO Ltd,
London 1994.
◗ fib Commission on Prefabrication, Guide to good practice
"Special design recommendations for precast prestressed
hollow core floors", fib bulletin 6.
1.4 STANDARDS AND TECHNICAL GUIDELINES
The concrete is usually made with normal aggregates and
grey Portland cement. For façade units, special aggregates
and white Portland cement with colour pigments may be
used. Depending on the application of the products, the
following concrete strength classes are used:
◗ Characterictic strength C 40 (Characteristic cylinder
strength fck = 40 MPa, cube strength fck = 50 MPa,
according to Eurocode 2): Prestressed beams, columns,
TT-slabs, prestressed hollow core units, …
◗ Characterictic strength C 35 (Cylinder strength 35 MPa,
cube strength 45 MPa): Products in reinforced concrete.
Special units, for example columns or beams, can be made
in high strength concrete, grade C80 (Cylinder strength 80
MPa, cube strength 95 MPa). The application may be indicat-
ed to limit the weight or the construction depth of the units.
The elements are designed for an exposure class corres-
ponding to moderate exposed environmental conditions
(moderate humidity, normal frost-thaw). Design for more
severe exposure classes - like, for example, in swimming
pools - is possible.
1.5 CONCRETE QUALITY
Shear test on hollow core slab Workability test fresh concrete
Ge
ne
ralPrecast building structures in reinforced and prestressed
concrete normally assume a fire resistance of 60 to 120
minutes and more. For industrial buildings, the normal
required fire resistance of 30 to 60 minutes is met by all
types of precast components without any special measure.
For other types of buildings, a fire resistance of 90 to 120
minutes is obtained by increasing the concrete cover on
the reinforcement. The above fire ratings are based on the
requirements set forth in Eurocode 2, Part 1-2 "Structural
fire resistance" and confirmed by a large number of fire
tests on precast concrete units in fire laboratories all over
Europe.
1.6 FIRE RESISTANCE
The performance curves in this guide give indicative values
for the maximum admissible applicable permanent and
variable load versus span. They can be used for marketing
and preliminary dimensioning of the precast members, but
not for the final design. They are calculated according to
the requirements of the Eurocodes. The self-weight of the
components has already been taken into account. The
curves are calculated for a proportioning of 50% perma-
nent and 50% variable loading. Please contact our techni-
cal staff for other load combinations. Detailed calculations
are carried out for each project at the design stage.
The indicated performances correspond with the maximum
allowable prestressing force per unit. For the final design,
the exact prestressing force is determined for the given
loading condition, and will not always correspond with the
maximum possible prestressing. Checks for adaptations of
existing constructions at a later stage should always refer
to the final design documents and drawings. Consolis will
advise on request.
1.7 PERFORMANCE CURVES
a support length
b total width cross section
bw web width
d camber
h height cross-section
l partial length
u warping
qk characteristic variable loading
fck characteristic compressive cylinder
strength of concrete at 28 days
σcd design compressive stress in the concrete
σ allowable stress
C strength class of concrete (expressed as
cylinder strength of concrete at 28 days)
H horizontal force
L length precast unit
Md design value of bending moment
Mu ultimate bending moment
1.8 NOTATIONS
N axial force
Nd design value of axial force
Nu ultimate axial force
R standard fire resistance
Hall for prefabrication of hollow core slabs
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Normally, the skeleton of a single-storey industrial building
is composed of a series of basic portal frames. Each frame
comprises two columns with moment-fixed connections at
the foundations and a pin-joined roof beam. The latter can
be with either a sloped pane or a straight profile. The
building is normally stabilized by the cantilever action of
the columns. The horizontal load action on the gable walls
can be distributed to all columns by the diaphragm action
of the roof. The distance between the portal frames is gov-
erned by the span of the roof and the façade construction.
2.1 LOW-RISE UTILITY BUILDINGS
2.1.1 Single-storey buildings
Industrial hall during construction
2. FRAME AND SKELETAL STRUCTURES
Skeletal structural systems are very suitable for buildings
which need a high degree of flexibility, because of the
possibility of using large spans and to achieve open spaces
without internal walls. This is very important in industrial
buildings, shopping halls, parking structures and sporting
facilities, and also in large office buildings.
The roof can be made with prestressed hollow core ele-
ments or with light TT-units or steel sheet deck. The dis-
tance between the portal frames is governed by the span
of the roof and façade construction - normally between 6
and 9 m for hollow core roof slabs and from 9 to 12 m for
light TT-roof units. When steel sheet deck is used, the dis-
tance between the portal frames can be larger - up to 12
m and even 16 m- because of the lighter weight of the
roof. Secondary beams are generally needed to support
the steel sheet deck.
Building structure with sloped I-profile beams and TT-roof slabs
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Another solution for large halls is to use large span roof
units supported on rows of columns and straight beams.
The roof units are saddle TT-slabs or light TT-roof units.
The span of the roof units can be up to 32 m. For straight
TT-units, the roof slope is obtained by alternating the
height of the supporting beam rows. At the façades, the
roof slabs can be supported on beams, or on load bearing
walls.
Saddle TT-roof slabs on load-bearing sandwich walls
Straight light TT roof slabs on longitudinal portal frames
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s In buildings basically constructed as single-storey struc-
tures, it may be necessary to insert intermediate floors in
some parts or in the whole building. This is commonly
achieved by adding a partly separate beam/column
assembly to carry the intermediate floor slabs.
The loads on the floors are generally much larger
than on the roof. Consequently, the spans will nor-
mally be shorter. Span A - as indicated on the
Figure - will normally be between 6 m and 18 m,
depending upon the live loads and the type of
floor slab selected. A good module for span B
is 7.20 m to 9.60 m.
2.1.2 Low-rise buildings with intermediate floors
2.1.3 Horizontal stability
Low-rise skeleton structures are normally stabilized through
the cantilever action of the columns. The precast columns
are fixed into the foundations with moment-resisting con-
nections. This is easily achievable in good ground or with
pile foundations. There are three basic solutions: bolted
connections, projecting reinforcement and pockets. In the
bolted connection, the column baseplate is fixed to the
foundation bars with nuts. With projecting reinforcement,
projecting bars from the foundation or from the column
are fixed into grouted openings in the columns or in the
foundation respectively. In the case of pockets, the
column is fixed into the pocket with grout or concrete.
AB
Bolted connection
Projecting reinforcement
Pocket foundation Precast frame for papermill
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The cantilever action of the columns is
used to stabilize low-rise buildings with
beam-column systems, up
to about 3 floor levels.
The columns are normally
continuous for the
full height of the structure.
Horizontal forces acting on the building are
transferred through the façade to the internal
frame structure. Other horizontal actions - for
example from overhead cranes - are taken up
directly by the columns. It is important to
spread the acting forces over all the columns in
the building to avoid different cross-sections.
Actions and resulting moments/forces on a portal frame structure
Horizontal stiffness
Horizontal forces parallel to the beams are distributed
directly through the beams of the same row, whereas
forces in the transverse direction are transferred through
the in-plane action of the roof. For buildings with high
slender columns, the horizontal stiffness of the structure
can be secured by diagonal bracing between the columns
of the external bays with the help of steel rods, angles or
concrete beams.
Expansion joints
The design and detailing of frame structures takes into
account the dimensional dilatations due to temperature
changes, shrinkage and creep. Expansion joints are chosen
in conjunction with the length and the cross-section of the
columns. Generally, the distance between expansion joints
is not larger than 60 m. They are realized either by using
double columns or special bearing pads.
Hollow core slabs
Roofbeam
Façade
Socle
Column
Pocket foundation
The
structural frame
is commonly composed
of rectangular columns of one or
more storeys height (up to four storeys).
The beams are normally rectangular, L-shaped or inverted
T-beams. They are single span or cantilever beams, simply
supported and pin-connected to the columns. Hollow core floor slabs
are by far the most common type of floor slabs in this type of structure.
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2.2 MULTI-STOREY BUILDINGSMulti-storey precast concrete frames are constructed with columns
and beams of different shapes and sizes, stair and elevator
shafts and floor slabs. The joints between the floor elements are
executed in such a way that concentrated loads are distributed
over the whole floor. This system is widely used for
multi-storey buildings.
2.2.1 Stability
For buildings up to 3 or 4 storeys, horizontal stability may
be provided by the cantilever action of the columns. They
are normally continuous for the full height of the structure.
However, for multi-storey skeleton stuctures, braced sys-
tems are the most effective solution, irrespective of the
number of storeys. The horizontal stiffness is provided by
staircases, elevator shafts and shear walls. In this way,
connection details and the design and construction of
foundations are greatly simplified. Central cores can be
cast in-situ or precast.
Example of precast central core Building with central core and hidden beam-column connections
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2.2.2 Diaphragm action
In precast multi-storey buildings, horizon-
tal loads from wind or oth-
er actions are usually
transmitted to the
stabilizing elements by the di-
aphragm action of the roofs and
floors. The precast concrete floors
or roofs are designed to function as
deep horizontal beams. The structural
central core, shear wall or other stabilizing com-
ponents act as supports for these analogous
beams with the lateral loads being transmitted to them.
2.2.3 Modular design
Modulation is an important economic factor in the design
and construction of precast buildings, both for the struc-
tural parts and the finishing. The use of modular planning
is not a limitation on the freedom of planning as it is only a
tool to achieve systematic work and economy and to sim-
plify connections and detailing.
Precast concrete floors are extremely versatile and can
accommodate almost any arrangement of support walls
or beams. There are, however, certain guidelines on the
proportioning of a building in plan which can be usefully
employed to simplify the construction. The width of the
precast floor units is modulated on 1200 and 2400 mm.
When planning a building it is advisable to modulate
dimensions to suit the element widths. In a simple struc-
ture, all the floor elements should preferably span in the
same direction, simplifying the layout and, in the case of
prestressed elements, limiting the number of camber
clashes within a bay.
When exact modulation is not possible, it may be necessary
to produce a special unit cast to a smaller width or cut to
the desired width from a standard module. Changes in
floor level across a building can also be readily accommo-
dated, for example by split-level bearings on a single
beam or the use of twinned
beams at different levels.
When a building tapers in
plan, the precast units are
produced with non-square
ends. The angle should not
be more than 45°. At the
apex of a tapered floor area,
it may be appropriate to
cover this area with in-situ
concrete when the span falls
below 2 m.
Example of modulated floor layout and location of components
The tensile,
compressive and
shear forces are resisted by
peripheral tie reinforcement of the
floor, and grouted longitudinal joints.
300400500
300 300b
h
Co
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Precast columns are manufactured in a variety of sizes,
shapes and lengths. The concrete surface is smooth and
the edges are chamfered. Columns generally require a
minimum cross-sectional dimension of 300 x 300 mm, not
only for reasons of manipulation but also to accommodate
the column-beam connections. The 300 mm dimension
provides a two-hour fire resistance, making it suitable for
a wide range of buildings.
Columns with a maximum length of 20 m to 24 m can be
manufactured and erected in one piece, i.e. without
splicing, although a common practice is to work also with
single-storey columns.
3.1 CHARACTERISTICS
3.1.1 Rectangular columns
3.1.2 Round columns
Profileh b Weight
mm mm kN/m
300/300 300 300 2.20
300/400 300 400 2.94
400/400 400 400 3.92
400/500 400 500 4.90
500/500 500 500 6.12
500/600 500 600 7.35
600/600 600 600 8.82
Profile Diameter Weightround columns mm kN/m
300 300 1.73
400 400 3.08
500 500 4.81
600 600 6.92
3. COLUMNS
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3.2 CORBELSPrecast columns may be provided with single or multiple
corbels to support floor or roof beams, girders for overhead
cranes, etc. The corbels are either completely under the
beam or within the overall depth of it. This may occur, for
example, where it is unacceptable for the connection to
project below ceilings or into service zones. Standard
dimensions for normal corbels are given in the table.
The indicated values for the allowable support load "N"
are characteristic values without partial safety margins.
b300 400 500
h
300 105 kN 145 kN 185 kN
400 145 kN 205 kN 260 kN
500 140 kN 265 kN 335 kN
h
b 300
BSF application
Hidden corbels
The BSF system consists of a hidden steel insert in the
beam-to-column connection, enabling a beam support
without underlying corbel. A sliding plate fits into a rectan-
gular slot in the beam. A notch at the end of the plate fits
over a lip at the bottom of a steel box cast into the col-
umn. The system can be used for both rectangular and
round columns. The types of corbels and corresponding
bearing capacities are given in the table.
Plate type AllowableMinimum beam
height/ load in kNdimensions mm
thickness Height Width
150/20 200 200 400200/20 300 200 500200/30 450 300 500200/40 600 400 600200/50 700 400 700250/50 950 400 900
h
b 300
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3.3 PERFORMANCE CURVES
The following figures give the performance curves of columns
under axial loading combined with bending moments. The
calculations are made for modulated cross-sections, from
3Mx3M (300x300mm2) to 6Mx6M for rectangular columns
and Ø3M to Ø6M for round columns. The indicated values for
Nd and Md are design values at ultimate limit state, which
means that the permanent and variable actions are multi-
plied by the appropriate safety margins.
12000
13000
14000
15000
10000�
11000�
8000
7000
6000
5000
4000
3000
2000
1000
0
0 100 200 300 400 500 800 1100 1200 14001500600 700 900 1000 1300
Nd
(kN
)
Md (kNm)
Performance curves for rectangular columns
9000
10000
11000
7000�
8000�
6000
5000
4000
3000
2000
1000
0
0 100 200 300 400 500 700 900 1100 1200600 800 1000
Nd
(kN
)
Md (kNm)
Performance curves for round columns
300x300400x300
400x400
500x400
500x500
600x500
600x600
Ø 300
Ø 400
Ø 500
Ø 600
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3.4 CONNECTIONS
Precast columns are fixed to the foundations with pockets,
projecting reinforcing bars or holding down bolts. The first
solution is mainly used for foundations on good soil; the
second and third in the case of foundation piles.
Grout filling or alternative polyurethane filling
Doweled connection with bolting
Column splicingwith baseplateand bolts
Joint fillwith groutor concrete
Foundation pocket Grouted connection Bolted connection with baseplate
Injection withshrinkage freegrout
Projecting reinforcementin grouted tube
Corner pock-ets with an-chor barswelded to plate
Bolted connection through continuous beam
Corner pockets withanchor bars weldedto plate
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Column-to-column splices
Column-to-column splices are made either by bolting
mechanical connectors anchored in the separate precast
components or by the continuity of the reinforcement
through a grouted joint.
3.5 TOLERANCES
1. Length (L): ± 10mm or L/1000 1)
2 Cross-section (b, h, d): ± 10mm
3 Curvature (a): ± 10 mm or L / 750 1)
4 Orthogonality cross-section (p): ± 5mm
5 Orthogonality end face (s): ± 5mm
6 Position corbel: (l k): ± 8mm
7 Dimensions corbel (l k , bk, hk): ± 8mm
8 Orthogonality corbel face (r): ± 5mm
9 Position inserts (t): longitudinal: ± 15mm
transversal: ± 10mm
depth: ± 5mm
10 Position holes, voids: ± 20 mm
1) Whichever is the larger
BaseplateNut and washer
Leveling shims
s
a
tt
tl
tl
lk
r
hk
lk
L
p
b
h
d
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3.6 BETEMI COLUMNS
Betemi circular columns are produced automatically by
shotcreting technique. The surface can be in grey troweled
concrete or polished. It is possible to produce a variety of
surface textures by using coloured concrete and different
types of aggregates. In the latter case, only the final coat
has to be of this more expensive material. Grey concrete
can be used in the inner part.
Load-bearing or decorative columns are the main applica-
tions. The columns are generally one storey high. Their
maximum height is 4 m and the maximum diameter 1.2 m.
Also conical shapes can be produced.
3.6.1 System
3.6.2 Applications
Connections are easy to make in Betemi columns. Two
methods can be applied:
◗ Steel pocket cast into the column for bolted connections
◗ Protruding bars anchored in the column core with cast
in-situ concrete.
3.6.3 Connections
Balcony supporting decorativecomumns
Column reinforcementwelded to steel corners
Cast in-situ concrete
Load-bearing columns
Precast pocket foundations realize the site-work faster and
cheaper. Indeed, site-cast pockets need a rather complex
moulding and reinforcement, and the working conditions
are more unfavourable. Consolis has developed a series of
pocket foundations for different column sizes.
The precast pocket foundations may only be used in con-
ditions of firm and level ground. The pockets are positioned
by means of leveling bolts. The baseplate is cast on site.
The whole unit can also be precast.
Precast columns during erection
a b c h Max.column mm mm mm mmsection
700 700 150 550 300/300
800 700 150 700 300/400
800 800 150 700 400/400
1000 900 200 850 400/500
1000 1000 200 850 500/500
1100 1000 200 1000 500/600
1100 1100 200 1000 600/600
Foundation pockets on stockyard
Characteristics
Infill grout
In situ or precastfooting
ba
h
c
4. POCKET FOUNDATIONS
Po
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t fo
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5.1 GENERAL
5.1.1 Types
Overview of the types of prestressed beams for different applications
R-beams: rectangular roof or floor
beams for moderate spans
Purlins: trapezoidal secondary roof
beams
RF-beams: rectangular floor beams for
composite action with floor slabs
RT-beams: inverted T-beams for floors
of middle to large spans
RL-beams: L-beams for edge floors
I-beams: for roofs and
large floor-beam spans
SI-beams: roof beams with sloped pans for large spans
The cross-section of the beams is standardized. The
prestressing force and the beam length is adapted to each
specific project. The units are provided with details and
inserts for connections and other specific purposes - for
example, for fixings, openings, etc.
5. BEAMS
Be
am
s
5.1.2 Supports
5.1.3 Inserts
5.1.4 Lifting and temporary storage
Large precast elements are normally supported on elasto-
meric supporting pads in neoprene rubber to ensure a
good distribution of the stresses over the contact area.
The effective bearing length is determined by the ultimate
bearing stress in both the abutting components and the
bearing pad, plus allowances for tolerances and spalling
risk at the edges.
The maximum allowable stress on neoprene pads in the
serviceability limit state is normally:
◗ For non-reinforced elastomeric pads: σ = 6 N/mm2
◗ For reinforced elastomeric pads: σ = 12 N/mm2
The pads should be placed at some distance from the
support edge as load transfer at the edge may result in
damage. The pad should allow for beam deflection so that
direct contact between the beam and the support edge is
avoided.
Inserts are details embedded in a precast unit for the
purpose of fixings, connections to other components, etc.
There are many types of inserts, including:
◗ Projecting bars
◗ Anchor rails
◗ Threaded dowels or bolts
◗ Steel plates, profiles and steel angles
◗ Rolled channel
◗ Openings, etc.
The possible location and load capacity of inserts depends
on several parameters and will be dealt with on request by
Consolis.
Lifting points are chosen to minimize deflections. The lift-
ing angle for the slings should not be less than 60° without
spreader beam and 30° with spreader beam. Intermediate
storage should preferably be on the normal support points.
Temporary bracing of slender roof beams may be neces-
sary until the secondary beams or roof slabs are erected
and fixed.
5.1.5 Production tolerances
1. Length (L): ± 15 mm or L/1000 1)
2. Cross-section (h,b): ± 10 mm
3. Side camber (a): ± 10 mm or L/500 1)
4. Warping (u): 10 mm or L/1000 1)
5. Verticality end face (v): ± 10 mm
6. Cantilever end (lh , li ): ± 10 mm
7. Orthogonality end face: 5 mm
8. Camber (∆d): ± 10 mm or L /500 1)
9 Position inserts: (t)
longitudinal: ± 15 mm
transversal: ± 10 mm
depth: ± 5 mm
10 Position holes, voids (t): ± 20 mm
1) whichever is the larger
L
t
t lh
li∆d
o
b
b1 b2
h2
h1
u
a li
Be
am
s
Pu
rlin
s
Purlins are used as secondary beams for roof structures
with light roof cladding. The distance between the portal
frames is maximum 12 to 16 m. The units are in pre-
stressed concrete. The fire resistance is normally 60
minutes. The standard cross-section is shown in the figure
below.
Purlins are mainly used in industrial storage buildings
where light roof coverings such as steel sheet decking,
corrugated slabs, cellular concrete slabs, etc. are used.
The span of these elements is generally limited to about 3
to 5 m and secondary prestressed beams are needed to
bridge the distance between the portal frames. The latter
can be at larger distances, up to 12 and even 16 m. In this
way large open halls can be constructed in an economical
way.
5.2 PURLINS
276
l
L
152
400
Portal frame with secondary beams and light roof caldding
5.2.1 Performance curves RP purlins
5.2.2 Connections
The allowable loading is the sum of the weight of the roof cladding and the variable load (snow and life load), excluding the
self-weight of the purlin.
The elements are connected to the supporting beam with
protruding bars and cast in-situ concrete.
For light roof structures where diaphragm action can not be
achieved by the roof structure itself, the distribution of hori-
zontal forces on the gable walls, over the external and inter-
nal columns, can be secured by diagonal bracing between
the beams of the external bays, with the help of steel rods
or angles.
20
18
12
16
14
10
8
6
4
2
0
7,0 7,5 8,0 8,5 9,0 9,5 10,0 10,5 11,0 11,5 12,0
Steel deck
Protruding reinforcement Neoprene supporting pads
Span l in m
All
ow
able
lo
adin
g i
n k
N/
m
4 12,5
2 12,5
Pu
rlin
s
Insulation
Roofing
5.3 RECTANGULAR BEAMS
h
l
L
b
Rectangular beams are mainly used for roof structures,
and also for floors with composite action. They are usually
in prestressed concrete, although classical reinforced
concrete is possible. Standard sections are shown in the
table below.
Composite floor beams
R-beams may be designed composite with the floor to
enhance the flexural and shear capacity, fire resistance
and stiffness. The main advantage of a composite beam
structure is that it permits less structural depth for a given
load-bearing capacity.The breadth of the compression
flange can be increased to the maximum permitted value,
as in monolithic construction. For composite action with
hollow core floors, the collaborating section is through the
unfilled hollow core. This comprises only the top and bot-
tom flanges of the slab. Detailed information about the
load-bearing capacity is available from the technical
department.
Compression flange
Standard profiles and weight per m length
b mm 300 400 500 600
h mm kN/m kN/m kN/m kN/m
400 2.94
500 3.67 4.90
550 4.04 5.39 6.74
600 4.41 5.88 10.55
650 4.78 6.37 7.96 9.56
700 5.14 6.86 8.58 10.29
800 5.88 7.84 9.80 11.76
900 8.82 11.03 13.23
1000 12.25 14.70
Re
cta
ng
ula
r b
ea
ms
b
5.3.1 Performance curves R-beams
160
150140
110
130
130
100
90
8070
60
50
40
30
20
5 6 7 8 9 10 11 12 13 14 15 16 17 18 2019
All
ow
able
lo
adin
g i
n k
N/
m
The allowable loading is the sum of the permanent and
variable loads acting on the beam, excluding the self-
weight of the unit. For example, the allowable loading of a
beam supporting a floor, should be calculated as the sum
of the self-weight and the permanent and imposed loading
of the floor, without partial safety margins, and without
the self-weight of the beam.
5.3.2 Connections
nut
washer
neoprene pad
slot
threaded bar
Span l in m
1000/500
900/400
800/400700/400
600/400500/400
400/300
Re
cta
ng
ula
r b
ea
ms
5.4 L-BEAMS & INVERTED T-BEAMS
L-beams and inverted T-beams are typical floor beams be-
cause of the reduced overall structural depth. The beams
are in prestressed or reinforced concrete.
Standard Consolis’ cross-sections are shown in the table
below. The boot width is governed by the adequate floor
slab bearing distance.
200400500 200
200, 265, 320,400
100, 200, 300,400
L
l
L
l
max. 900
200
200, 265, 320,400
100, 200, 300,400
max. 700
Changes in floor level may be accommodated by either an
L-beam or by building up one side of an inverted T-beam,
as shown in the figure. If the change of floor level exceeds
about 750 mm, a better solution is to use two L beams
back to back and separated by a small gap for easier site
fixing.
L-b
ea
ms
& i
nv
ert
ed
T-b
ea
ms
5.4.1 Performance curves L-beams & inverted T-beams
160
150
150
140
110
130
100
90
80
70
60
50
40
30
20
5 6 7 8 9 10 11 12 13 14 15 16 17 18 2019
All
ow
able
lo
adin
g i
n k
N/
m
Span l in m
700*/500/900
600*/500/900
600*/400/800
500*/500/900
500*/400/800400*/300/700
L-b
ea
ms
& i
nv
ert
ed
T-b
ea
ms
5.4.2 Beam width
The width of L-beams and inverted T-beams may be con-
fined within the width of the column or may project for-
ward to the column. The latter solution allows the floor
units to remain plain edged.
In this case, the floor modulation becomes independent of
the column spacing and is thus simplified. When beams
are not wider than the column width, it will be necessary
to form notches in the floor units
5.4.3 Connections
The tie reinforcement between the beam and the floor is
made with double bars anchored in slots in the flange of
the beams.
T12 / T16
T16
L-b
ea
ms
& i
nv
ert
ed
T-b
ea
ms
L-b
ea
ms
& i
nv
ert
ed
T-b
ea
ms
SI-
Be
am
s
5.5 SI-BEAMS
SI-beams with variable height are particularly suited for
roofs with large column free spans - for example, in indus-
trial halls. The I-shaped cross section is typical for pre-
stressed beams. The slope of the top face is 1:16.
According to Eurocodes, the SI-beam types have a fire re-
sistance up to 120 minutes. Standard cross-sections are
show in the table below.
slope 1/16
h
bl
L
bw
fe
dc
5.5.1 Characteristics
Profile h b c d e f bw Lmin Lmax
SI 900/500 900 500 150 190 95 150 120 6000 12000
SI 1050/500 1050 500 150 190 95 150 120 6000 12000
SI 1200/500 1200 500 150 190 95 150 120 8000 16000
SI 1350/500 1350 500 150 190 95 150 120 10000 20000
SI 1500/500 1500 500 150 190 95 150 120 12000 25000
SI 1650/500 1650 500 150 190 95 150 120 14000 28000
SI 1800/500 1800 500 150 190 95 150 120 15000 30000
SI 1950/500 1950 500 150 190 95 150 120 16000 32000
5.5.2 Connections
neoprene pad
SI-
Be
am
s
5.5.3 Performance curves SI-beams
90
100
110
120
130
140
150
160
80
70
60
50
40
30
20
8 10 12 14 16 18 20 22 24 26 3428 30 32
All
ow
able
lo
adin
g i
n k
N/
m
Span l in m
5.5.4 Weight of the SI-beams
400
350
300
250
200
150
100
50
0
8 10 12 14 16 18 20 22 24 26 3628 30 32 34
Beam length L in m
The allowable loading is the sum of the permanent and variable loads acting on the beam, excluding the self-weight of the
unit.
kN
SI 2700
SI 2550
SI 2400
SI 2100
SI 1950
SI 1800
SI 1650
SI 1500
SI 1350
SI 1200SI 1050SI 900
SI 2250
SI 2700
SI 2550SI 2400SI 2250
SI 2100
SI 1950
SI 1800
SI 1650
SI 1500
SI 1350
SI 1200SI 1050
SI 900
I-B
ea
ms
5.6 I-BEAMS
I-beams are used for flat and sloped roof structures and for
floor beams with heavy loading and large spans. The beams
are in prestressed concrete and the fire resistance is,
according to Eurocodes, up to 120 minutes.
h
bl
L
bw
fe
dc
5.6.1 Characteristics
5.6.2 Connections
neoprene pad
Profile h b c d e f bw
I 900/500 900 500 150 190 95 150 120
I 1200/500 1200 500 150 190 95 150 120
I 1500/500 1500 500 150 190 95 150 120
I 1800/500 1800 500 150 190 95 150 120
I-B
ea
ms
5.6.3 Performance curves I-beams
160
150
140
110
120
130
100
90
8070
60
50
40
30
20
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 2725 26
All
ow
able
lo
adin
g i
n k
N/
m
Span l in m
5.6.4 Weight of the I-beams
400
350
300
250
200
150
100
50
0
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 2725 26
Beam length L in m
The allowable loading is the sum of the permanent and variable loads acting on the beam, excluding the self-weight of the
unit.
kN
I 1800
I 1500
I 1200
I 900
I 1800
I 1500
I 1200
I 900
Ho
llo
w c
ore
sla
bs
Prestressed hollow core slabs are the most widely used
type of precast flooring. This success is due to the highly
efficient design and production methods, choice of unit
depth and capacity, smooth underside and structural
efficiency.
6.1 STANDARD PROFILES
The nominal width of the units is 1200 mm, inclusive of
the longitudinal joint. The various cross sections are given
alongside. The edges of the slabs are profiled to ensure an
adequate transfer of horizontal and vertical shear between
adjacent units. The standard profiles have a fire resistance
of 60 to 120 minutes. The latter is obtained by raising the
level of the tendons.
The hollow core slabs are manufactured on long-line beds.
The units may be manufactured with a thermal insulation
layer on the under side - for example, for floors at ground
level.
The slabs are cut to length using a circular saw. A square
end is standard but skew or cranked ends, which are
necessary in a non-rectangular framing plan, may be
specified. Longitudinal cutting is possible for match plates.
1196 mm 4 mm 1196 mm
Profile longitudinal joint
125,5 189
200
152 220
265
180 280
320
185,5 275
1196
400
6. HOLLOW CORE SLABS
6.1.1 Extruded hollow core slab profiles
6.1.2 Slipformed hollow core slab profiles
The nominal width of the units is 1200 mm, inclusive of
the longitudinal joint. The various cross sections are given
alongside. The edges of the slabs are profiled to ensure an
adequate transfer of horizontal and vertical shear between
adjacent units. The standard profiles have a fire resistance
of 60 to 120 minutes. The latter is obtained by raising the
level of the tendons.
Ho
llo
w c
ore
sla
bs
1196 mm 4 mm 1196 mm
Profile longitudinal joint
98,5
100
98,5
100
98,5
100
98,5
100
150
180
200
186 225
1196
186 225
250
300
400
The hollow core slabs are manufactured on long-line beds.
The units may be manufactured with a thermal insulation
layer on the under side - for example, for floors at ground
level.
The slabs are cut to length using a circular saw. A square
end is standard but skew or cranked ends, which are
necessary in a non-rectangular framing plan, may be
specified. Longitudinal cutting is possible for match plates.
6.2 CHARACTERISTICS
WeightProfile h b (joints filled)Joint filling
(mm) (mm) kN/m2 l/m2 (*)
HC-200 200 1196 2,60 7,0
HC-265 265 1196 3,80 10,0
HC-320 320 1196 4,10 12,0
HC-400 400 1196 4,65 17,0
(*) quantity of grout needed to fill the longitudinal joints of a floor of a given surface area.
Extruded hollow core slabs
Ho
llo
w c
ore
sla
bs
(*) quantity of grout needed to fill the longitudinal joints of a floor of a given surface area.
WeightProfile h b (joints filled)Joint filling
(mm) (mm) kN/m2 l/m2 (*)
HC-150 150 1196 2,57 4,7
HC-185 180 1196 3,87 5,9
HC-200 200 1196 3,18 6,8
HC-250 250 1196 3,85 8,9
HC-300 300 1196 4,55 10,4
HC-400 400 1196 5,24 14,7
6.3 PERFORMANCE CURVES OF HC-SLABS
The curves give the load bearing capacity with a limitation of the deflection under variable loading to 1/800 of the span
16
14
15
13
10
11
12
9
876
5
4
3
2
1
4 6 7 8 9 11 12 13 14 15 175 10 16
All
ow
able
lo
adin
g i
n k
N/
m2
Span l in m
HCE 400
HCE 320
HCE 265
HCE 200
Slipformed hollow core slabs
Extruded hollow core slabs
Ho
llo
w c
ore
sla
bs
16
14
15
13
10
11
12
9
87
6
5
4
3
2
1
4 6 7 8 9 11 12 13 14 15 175 10 16
All
ow
able
lo
adin
g i
n k
N/
m2
Span l in m
6.4 STRUCTURAL TOPPING
Hollow core floors are normally used without structural
topping. However, in the case of seismic action, frequent
changes of load or important point loads, a topping may
be indicated. The thickness should be at least 40 mm,
concrete quality C 30.
HCS 400
HCS 300
HCS 250
HCS 200
HCS 180
HCS 150
Slipformed hollow core slabs
Ho
llo
w c
ore
sla
bs
6.5 PRECAMBER
Prestressed concrete units are subjected to precamber,
depending on the magnitude and centroid of the pre-
stressing force, modulus of rigidity of the cross section and
length of the unit. The graph below gives an indication of
the minimum and maximum expected average deflection
of non-loaded elements after 1 month of storage. Possible
tolerances are given in clause 6.11. The design should
take account of the precamber in determining the thick-
ness of the topping and screeds and the final levels after
finishing - for example, for door thresholds, etc.
40
30
20
10
0
5 6 7 8 9 10 13 16 17 1911 12 14 15 18
Span l in m
6.6 DIAPHRAGM ACTIONThe diaphragm action of hollow core floors is realized
through a good joint design. The peripheral reinforcement
plays a determinant role, not only to cope with the tensile
forces of the diaphragm action but also to prevent the
relative horizontal displacement of the hollow core units,
so that the longitudinal joints can take up shear forces.
The positioning and minimum proportioning of ties,
required by Eurocode 2, is shown in the figure below.
A
A
C
C
B B
L2 + L3 x 20 kN/m ≥ 70 kN2
L1 x 20 kN/m ≥ 70 kN2
L2 + L3 x 20 kN/m ≥ 70 kN2
≥ 20 kN/m
≥ 70 kN L1 x 20 kN/m ≥ 70 kN2
mm
L3
L2
L1
Ho
llo
w c
ore
sla
bs
6.7 CONCENTRATED LOADING
Floors composed of prestressed hollow core elements
behave almost as monolithic floors for transverse
distribution of line or point loads. The loads are
transmitted through the profiled longitudinal joints. The
transversal distribution should be calculated according to
the prescriptions of Eurocode 2 and CEN Product Standard.
6.8 OPENINGS Holes in hollow core floors are made as indicated in the
figure. The dimensions are limited to the values given in
the table. Small holes may be formed at the center of the
longitudinal voids. The maximum size is limited to the
width of the void. Holes are normally made in the fresh
concrete during the production process. The edges of the
openings are rough. The possible dimensions for openings
are given in the table.
Larger voids which are wider than the width of the precast
units are 'trimmed' using transverse supports such as steel
angles or concrete beams. The steel angles can be supplied
by Consolis on request.
2
44 3
l / b HC 180 - 300 HC 400
■ Corner (1) 600/400 600/300■ Front (2) 600/400 600/200■ Edges (3) 1000/400 1000/300
■ Center (4)- round holes Core minus 20mm Ø 135- square openings 1000/400 1000/200
1
Ho
llo
w c
ore
sla
bs
6.9 CONNECTIONS
6.9.1 Bearing length
The nominal bearing length of simply supported hollow
core floor units is given in the table. Neoprene strips
ensure a uniform bearing.
Support length a
Supporting Slab Nominal Minimummaterial thickness length effective
length
Concrete or ≤ 265 mm 70 mm 50 mmsteel ≥ 300 mm 100 mm 80 mm
Brick ≤ 265 mm 100 mm 80 mmmasonry ≤ 300 mm 120 mm 100 mm
a
6.9.2 Support connections
Tie bar placed inlongitudinal jointsthrough opening in beam
Tie bar fordiaphragm action
NeopreneIn-situ concrete
Tie bar floor diaphragm Tie steel in joint
Topping
Lifting loops or verticalbars used for connectionwith floor slabs
In-situ concrete
In-situ concretetie beam
Tie bar in longitudinal joint
Tie bar in transversal joint
Ho
llo
w c
ore
sla
bs
6.9.3 Connections at longitudinal joints
These are provided between the edges of the hollow core
floor units and beams or walls running parallel with the
floor. Their main function is to transfer horizontal shear,
generated in the floor plate by diaphragm action.
6.10 MATCH PLATESNon-standard plates with a width less than 1200 mm are
cut in the green concrete during the casting of the line.
The place of the longitudinal cut should correspond to the
location of a longitudinal void. Edges cut in fresh concrete
are rough. If a straight edge is needed, the slabs are
sawed after hardening.
6.11 PRODUCTION TOLERANCES1. Length (L): ± 15 mm or L/1000 1)
2. Thickness (h): ± 5 mm or h/40 1)
3. Width (b): whole slab + 0 - 6 mm
narrow slab: ± 15 mm
4. Orthogonality end face (p): ± 10 mm
5. Camber before erection (∆d) 2): ± 6 mm or L /1000 1)
6. Warping: ± 10 mm or L /1000
7. Flatness (y) 3): 10 mm under a lath
of 500 mm
8. Steel inserts, installed in
the factory (t): ± 20 mm
9. Holes and recesses (t):
cut in fresh concrete: ± 50 mm
cut in hardened
concrete: ± 15 mm
1) Whichever is the larger 2) Deviated from the calculated deflection
(including precamber and calculated deflection under loading circumstances)
3) Valid for slabs h ≤ 300 mm
l ∆dL
p a
t
t t
y
h
b
In-situ concrete
Reinforcement
Ge
ne
ral
Ho
llo
w c
ore
sla
bs
6.12 HANDLING AND TRANSPORT
Handling, loading and storage arrangements on delivery
should be such that the hollow core slabs are not subjected
to forces and stresses which have not been catered for in
the design. The units should have semi-soft (e.g. wood)
bearers placed at the slab ends. Where they are stacked
one above the other, the bearers should align over each
other.
When stacking units on the ground on site, the guidelines
will be similar to the above. The ground should be firm and
the bearers horizontal, such that no differential settlement
may take place and cause spurious forces and stresses in
the components. During handling, provisions shall be taken
to ensure safe manipulation, for example safety chains
under the slab.
Hollow core slabs are hoisted with specially designed
clamps hanging on a steel spreader beam. The use of
a sling alone is strictly forbidden.
≤ 1 m
≤ 1 m Safety chain
Ho
llo
w c
ore
sla
bs
6.13 ERECTION
The erection of the hollow core floor slabs should be done
according to the instructions of the design engineer. If
needed, Consolis can second him to supervise the con-
struction methods. Consolis will supply written statements
of the principles of site erection, methods of making struc-
tural joints and materials specification on request.
Joint infill and concrete screeds
The longitudinal joints between the floor units should be
filled using concrete grade C25 to C30, containing an 8 mm
maximum size aggregate. The floor units should be
moistened prior to placement of in-situ
concrete. The joints should be filled
carefully since they fulfill a structural
function both in the transversal load
distribution and the horizontal floor
diaphragm action.
When a structural screed is to be used,
it is advisable to fill the longitudinal
joints immediately prior to the casting
of the screed. The workability should
give a slump between 50 and 100 mm.
The wet concrete should be spread
evenly over the floor area as quickly as
possible. Mechanical vibrating beams
are used to compact the concrete. The screed may be
power floated or rough tampered in the usual manner, de-
pending on the type of floor finish. The topping screed
should contain a shrinkage reinforcement mesh.
Fixings
There are several ways of fixing hanging loads to the hol-
low core floor - for example, special sockets drilled into
the voids, anchors placed into the longitudinal joints, etc.
Consolis will supply detailed information on request.
Drainage holes
Drainage holes are drilled into the voids at the slab ends to
evacuate any rainwater that might penetrate during site
erection. After erection, the contractor should check that
the holes are open.
Ge
ne
ral
Double-T floor units in prestressed concrete have a ribbed
cross-section and a smooth under face. The units are
mainly used for greater spans and imposed loading. The
units are manufactured with two standard widths: 2400
and 3000 mm. The standard cross-sections are given in
the tables. The ends of the units can be notched to reduce
the overall structural depth.
A structural topping can be used to ensure both vertical
shear transfer between adjacent units and horizontal di-
aphragm action in the floor plate. The standard double-T
units have a minimum fire resistance of 60 to 120 minutes.
Anchor rails can be cast into the soffits of the webs.
7.1 STANDARD PROFILES The nominal widths of double-T units are 2400 mm and
3000 mm. However, the units can also be manufactured in
a smaller width to meet the requirements of a particular
project. The minimum width is 1500 mm.
b2 b1
b
b2
b0
h
Profile h b b1 b2 b0 Weightmm mm mm mm mm kg/m2
Fire resistance 60 min.TT 2400-500/120 500 2390 1068 661 120 261TT 2400-800/120 800 2390 1143 623 120 360
Fire resistance 90 min.TT 2400-500/150 500 2390 1084 671 150 287TT 2400-800/150 800 2390 1159 615 150 405
Fire resistance 120 min.TT 2400-500/200 500 2390 1100 645 200 332TT 2400 -800/200 800 2390 1175 607 200 481
7.2 CHARACTERISTICS TT-2400
7. DOUBLE-T SLABS
TT
- sl
ab
s
TT
- sl
ab
s
Profile h b b1 b2 b0 Weightmm mm mm mm mm kg/m2
Fire resistance 60 min.TT 3000-500/120 500 2990 1368 811 120 232TT 3000-800/120 800 2990 1443 773 120 313
Fire resistance 90 min.TT 3000-500/150 500 2990 1384 821 150 254TT 3000-800/150 800 2990 1459 765 150 349
Fire resistance 120 min.TT 3000-500/200 500 2990 1400 795 200 290TT 3000-800/200 800 2990 1475 757 200 409
7.3 CHARACTERISTICS TT-3000
Super market with TT-roof
Ge
ne
ral
TT
- sl
ab
s
7.4 PERFORMANCE CURVES TT-2400
40383634
�3230282624222018161412108642
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
All
ow
able
lo
adin
g i
n k
N/
m2
All
ow
able
lo
adin
g i
n k
N/
m2
Span l in m
7.5 PERFORMANCE CURVES TT-3000
40383634
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5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Span l in m
TT 2400-800TT 2400-500
TT 3000-800
TT 3000-500
TT
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7.6 CONNECTIONS
7.6.1 Support connections
Connections between TT floors and supporting beams are
made through lapping reinforcement in the structural
topping or by bars welded to plates fully anchored in the
units.
Connection through structural topping
TT-slabs with slanted ends Car park
7.6.2 Edge connections
Edge connections with walls or façade units, or connections
between adjacent double-T units are normally realized by
lapping reinforcement in the structural topping or by steel
strips or bars welded to fully anchored steel angles or
plates in the units.
Transversal tie reinforcement
Welded connection
Connection between adjacent units Welded connection with wall or façade
Anchored steel plate Steel stripAnchored steel plate
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7.7 HOLES AND VOIDS
Holes may be formed in double-T slabs in the positions
shown in the figure. The maximum dimensions are given in
the table. It is also possible to form circular holes in the webs
to provide a passage for services. The positions and sizes of
holes and voids need to be planned in advance because they
may affect the load-bearing capacity of the slabs.l
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l /b TT-2400 TT-3000
Center 1000/630 1000/930Edge 1000/320 1000/460Corner 1000/320 1000/460
7.8 PRODUCTION TOLERANCES
1. Length (L): ± 15 mm or L/1000 1)
2. Height slab (h),
flange thickness (h1): ± 10 mm
3. Width web (b0), width slab (b): ± 10 mm
4. Warping (a): ± 10 mm or L/1000 1)
5. Flange angle (p): ± 10 mm
6. Slanting end (v): ± 15 mm
7. Camber before erection (∆d) 2): ± 30 mm or L/1000 1)
8. Steel inserts, holes, and voids (t):
- top surface: length- and cross wise: ± 20 mm
- webs: longitudinal and vertical: ± 30 mm
- depth of steel parts: ± 10 mm
1) Whichever is the larger2) Deviated from the calculated deflection (including precamber and
calculated deflection under loading circumstances)
7.9 HANDLING AND TRANSPORT
The TT-units should always be stacked one above the
other and the soft wood bearers placed at the slab ends
should also be one above the other. This also applies
when loading on the truck.
The units are provided with four cast-in lifting hooks, each
over the line of the webs. The slings or chains should be
long enough to enable an inclination to the slab of not less
than 60°.
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The recently developed jointless façade is composed of internalpanels in grey concrete, carrying the hollow core floors, and an in-situ external skin in a special decorative concrete mix, reinforcedwith synthetic fabric. The thermal insulation is either placed on site,or incorporated in the precast panel.
Residential buildings constitute an important activity within
the Consolis Group. A construction system has been devel-
oped for single family houses, low rise and high-rise apart-
ment buildings. The total structure includes complete outer
walls, inner walls, hollowcore flooring, stairway towers and
stairs, roof and balconies.
The design of the building is not fixed by rigid concrete el-
ements and almost every building can be adapted to the
requirements of the builder or architect. There is no con-
tradiction between architectural elegance and variety on
the one hand and increased efficiency on the other. The
days are gone when industrialisation meant large numbers
of identical units; on the contrary, an efficient production
process can be combined with skilled workmanship, which
permits an architectural design without extra costs.
By using the hollowcore concrete elements with spans up
to 12 metres extending across the house, we can obtain
floors with very large and unobstructed areas. In other
words, a house with the greatest possible range of uses
and longest service life. These open areas and the oppor-
tunities to easily modify the interior layout can be utilised
in several ways. In new production, future residents can
also be given opportunities to influence the design of their
flats. In a longer perspective, the house can easily be
adapted to different situations with different demands.
Large rooms can be converted into small ones, and vice
versa. A flat could be converted into, for example, a
kindergarten, or the whole building, or parts of it, could be
converted into offices.
8.1 ARCHITECTURAL FREEDOM
8. RESIDENTIAL BUILDINGS
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Within the Consolis Group, systems for housing and apart-
ment buildings are normally designed as wall-frame struc-
tures. The walls support the vertical loads from the floors
and the upper structure. They can also perform only as
separating walls. Central stair cases and lift shafts are
constructed with precast walls
As a variant, the vertical structure of the buildings can also
be made with skeletal frames and infill walls.
Floors are usually made of hollow core elements. The lat-
est tendency is to span the floors over the full width of the
apartment. In this way one obtains not only more flexibility
for the internal lay-out, but also the possibility to modify it
later without major costs.
The façades are normally sandwich elements. The inner
leaf of the units may be load-bearing. A variant solution is
to precast only the inner leaf of the façade and to clad it
on site with brick masonry or any other added finishing.
8.2 STRUCTURAL SYSTEMS
Lay-out of apartment building with load bearing façades and internal load-bearing cross-walls
Load bearing cross-wall system with hollow core floors spanningover 10 to 12 m
Schematic view of load bearing sandwich façade withwindow frame. The thermalisolation is continuous overthe whole surface to avoidcold bridges.
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Sound is one of the most important quality aspects in multi-
family houses, where pleasant sound in one flat may be
experienced as disturbing noise in another. One of the
requirements of a good house is thus, that it not only
prevents "internal" noise caused by impact sounds, music,
etc., but also that it effectively dampens external noise from
e.g. traffic. The residential system, with its load-bearing
outer walls and floors with long spans, creates the condi-
tions for good sound insulation in all respects, covering
the entire frequency range registered by the human ear.
The installation of a sub-floor on top of the hollowcore
floor is a key factor in achieving a good indoors sound
insulation - both as regards impact sounds and airborne
sounds. A sub-floor can be easily installed as a floating
floor, either by means of a concrete screed on a dampen-
ing layer or with a cushioned strutted wooden floor. This
will cause the floor to float and become fully insulated
from the supporting floor elements.
8.3 SOUND INSULATION
In Europe, bathroom floors usually have an increased floor
screed thickness to install pipes and conduits. A solution
with reduced floor thickness in the bathroom enables one
to avoid the step between the bathroom and the adjacent
floor. The load bearing floor is between 60 mm and 170
mm lower at the bathcell than elsewhere. After installation
of the pipes, a structural topping is cast to provide for the
needed bearing capacity.
8.4 BATHROOM FLOORS
Examples of bathroom slabs
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Precast concrete stairs are very interesting products for
domestic and other buildings, because of the quality of
finishing and the cost efficiency. Various types of precast
stairs are available at Consolis, going from individual steps
to straight or helicoidal monobloc units.
The first category comprises straight stair units. They are
made out of both individual precast flights and landings or
combined flight and landings. In the latter solution there
may be differential levels at floors and half-landings,
necessitating a finishing screed or other solution.
The second category comprises monobloc staircases. They
can be used either in the stairwells or individually between
the different storeys.
8.6 STAIRS
Polished precast spiral stairExamples of monobloc stair units
8.5 FOUNDATION UNITS
Special solutions for ground floors with supports have
been developed. They can be used for completely
precast houses but also for the footing of wooden
cottages.
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Precast walls are mainly used in apartment buildings,
houses, hotels and similar structures. The bearing walls
are generally used in combination with hollow core floors.
Other applications are partition walls and elevator and
stairwell shafts. Generally, the larger the wall units are,
the more economic the project is and the better the site
productivity. Of course, limitations can be imposed by the
capacity of the site craneage and transport limitations.
Precast walls are manufactured on long table or battery
moulds. The moulded side is smooth as cast, the top face
leveled and floated. Painting or wallpapering is possible
after thin plastering. Technical ducts and inserts for elec-
tricity are incorporated prior to casting.
8.8.1 Characteristics
Dimensions wall units: maximum length: 14 m
maximum height: 3.50 m
thickness: 200 mm
Fire resistance: 180 minutes (Eurocode 2)
8.8 GREY WALLS
Balconies in apartment buildings are usually made with
special architectural units fixed to the building structure or
floor slab, or supported by external columns. To avoid cold
bridges, a thermal insulation is placed between the balcony
and the inner floor.
8.7 BALCONIES AND TERRACES
Cantilevering balconies with intermediate thermal insulation Terraces supported on Betemi columns
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8.9 ACOTEC WALLS
8.8.2 Connections
Vertical wall-to-wall connections are generally designed to
transmit shear forces. The vertical joint faces of the panels
are profiled. Horizontal joints between walls and floors are
either with direct floor support on the walls for medium-
rise buildings or with floors supported on corbels, for high
rise buildings. It is advisable to concentrate the tie rein-
forcement in the horizontal joint between the units.
DowelTie reinforcement
Neoprene
Floor support on wall
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The Acotec wall is a unique solution for non-load bearing
internal walls. The elements are usually made of light
weight expanded clay aggregate concrete (also known as
Leca concrete), a very safe environmentally friendly mate-
rial without health hazards. Acotec wall elements are hol-
low cored and produced to room height, max. 3.30 m.
The thickness varies between 68 mm and 140 mm. The
elements are 600 mm or 300 mm wide. For severe cir-
cumstances, as in seismic areas, the elements can be
produced with extra reinforcement.
8.9.1 Installation
The main benefit of the Acotec wall element is its easy
and light handling at the construction site. A two-man
team can easily install Acotec walls with a speed of 6 m2
per hour. The tongue and groove structure assures a per-
fect straight wall alignment and the flat surface needs only
a thin coating (1-2 mm) without normal plastering. The
cores inside the elements can be used for installation of
electrical wires and pipes. Cutting and drilling of the prod-
uct is also easy. Compared to other materials, savings up
to 40% on the cost of the installed wall can be made.
8.9.2 Applications
The Acotec walls resist moisture very well, have good fire
resistance and durability. A single wall structure has an
airborne sound insulation capacity of over 40 dB.
Acotec walls have a wide range of applications. In the first
place they are used for bathrooms, kitchens, shower
rooms, and other areas with a high degree of moisture.
Another field of application is for rooms where good sound
insulation is needed, for example apartments, hotels,
schools, etc. Their high fire resistance makes Acotec walls
very suitable for garages, parking buildings, etc.
Acotec walls can also be produced with coloured concrete
for applications such as fences and boundary walls.
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9.1 SYSTEM DESCRIPTION
The "Bashallen" system is composed of two modulated
components: a saddle roof slab and load-bearing façades
in architectural concrete. The solution offers large internal
open spaces, with free spans up to 32 m, and a variable
length modulated on 2.4 m. The internal height can vary
up to 8 m. Intermediate floors may be installed over a part
or the whole surface. The aesthetic outlook of the façade
has been carefully studied. Rounded corners and cornices
in a panoply of surface finishing and colours give the
building a prestigious outlook . Thermal capacity and
insulation of the complete concrete building ensures a
stable indoor climate with low energy consumption.
9.2 TT-ROOF SLABThe saddle TT-roof slab in prestressed
concrete was developed in connection with
the "bashallen" system. It is a rational and
aesthetic solution for industrial and commercial buildings.
The TT-units are characterized by their light weight and
large span length. The units are 2.400 mm wide and the
slope of the top surface is 1/40. The flanges are waffled to
save weight. The fire resistance is 60 minutes. Standard
dimensions are given in the table.
Type h b Weight Max. mm mm kN/m2 span m
STTF 240-15/70 700 2396 2.0 24.6
STTF 240-15/88 880 2396 2.1 32.0
9. BASHALLEN
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9.3 EXTERIOR WALLS
The sandwich façades in the bashallen concept are
composed of an external leaf in architectural concrete,
150 mm insulation and an internal load-bearing concrete
leaf. The standard width of the units is 2.40 m and the
thickness 300 mm. Openings for windows, doors and gates
may be provided. Different surface finishing and colours
are possible.
9.4 DETAILS AND CONNECTIONS The "Bashallen" system comprises a complete set of
standard solutions for connections, details and inserts in
the units. The webs of the ribbed roof slabs are supported
in recesses in the load-bearing façades.
All connections between adjacent façade units, roof ele-
ments and between façades and roofs are made through
welding of plates anchored in the units.
Welded connection
Corner solution
Welded connectionbetween façade and roof units
Pinned connectionwith foundation
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10.1 SANDWICH FAÇADESSandwich elements consist of two concrete leaves with an
insulation layer in between. The external leaf is generally
in architectural concrete. The internal leaf is in gray con-
crete and may be designed as load-bearing or self-bearing.
Load-bearing means that it is supporting the floors and the
structure above. Self-bearing means that it is only sup-
porting the self-weight of the façade.
The Consolis Group has developed a new façade panel with
an air void between the outer cladding and the insulation,
enabling the evaporation of any seeping water or
condensation that has penetrated.
10. FAÇADESConsolis specializes in the production of façade elements in
architectural concrete. There are two concepts: sandwich
panels and cladding units. The units are generally one
storey high and the normal standard widths are 2.40 m,
3.00 m and 3.60 m.
The term "architectural concrete" refers to precast units
which are intended to contribute to the architectural effect
of the façade through finish, shape, colour, texture and
quality of fabrication. Precast concrete offers an extremely
wide range of visual appearances. Although the basic
structural material is concrete, the finished elements do
not always need to have the appearance of concrete.
Buildings clad in precast architectural cladding can give the
impression of being constructed in brickwork, polished
marble or granite. Alternatively, if the architect wishes to
maintain the appearance of concrete, the elements can be
produced in a vast range of self finishes - an array of pro-
files and textures which bring out the natural beauty of the
aggregates from which the elements are made. As a matter
of course, such finishing requires a high level of technology
and workmanship, available at, and steadily further devel-
oped by Consolis.
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10.2 CLADDING PANELS
Simple cladding panels fulfill only an enclosing and decora-
tive function in the façade. The single skin units are used
for the facing of walls, columns, spandrel panels, etc. The
units can be fixed either separately to the structure or
they can be self-bearing. In principle, the architectural
design of cladding panels is completely free. In the design
process, Consolis’ early involvement can effect considerable
time and cost savings in the contract.
10.3 SPECIAL ARCHITECTURAL ELEMENTSArchitectural concrete is perfectly suited for complicated
geometric shapes and forms which would prove prohibi-
tively expensive in traditional methods of
construction. Similarly, other features
normally requiring the use of site skills
become economical and constructionally
practical. This is the case for, for exam-
ple, window surrounds, carved columns,
cornices, pediments, etc.
Skilful and economical manufacture gives
all of the quality associated with natural
materials at a fraction of the cost.
10.4 DETAILS AND CONNECTIONSConsolis has developed standard details for connections
between façade elements, façades and floors, solutions for
corners, etc. Some details are shown below and more infor-
mation is available from the technical department.
Window opening
Floor - façade connection
Connection with side wall Corner solution
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11.1 PRECAST BRIDGES
Consolis has more than fifty years experience in precast
bridge construction. Several systems have been developed
of which the most important are solid slab bridges, girder
bridges with cast in-situ deck and complete precast box
girder bridges.
The Consolis Group produces a wide range of precast con-
crete elements for infrastructural projects such as bridges,
tunnel linings, railway sleepers, concrete piles, water
treatment systems, elements for agriculture, etc.
11. INFRASTRUCTURAL PROJECTS
11.1.1 Systems
Solid slab bridges are constructed with precast units and a
cast in-situ topping, acting together as a composite struc-
ture. They are used for decks of bridges, viaducts, culverts,
tunnel decks, etc.
For small spans up to about 8.00 to 13.00 m, solid precast
slabs can be used. They are modulated on 1200 mm width,
and the thickness varies from 150 to 350 mm. The slabs
are positioned side by side and a structural topping vary-
ing from 150 to 200 mm is cast on site.
In a more advanced solution, the deck is composed of small
inverted T-profiles placed side by side, and connected with
a cast in-situ topping and infill concrete.
Girder bridges are composed of inverted T-beams or
I-shaped beams. The inverted T-beams can be placed side
by side, to obtain a closed underside with a high resistance
to collision by trucks. The elements may also be placed
at a distance. The beams are connected by transversal
diaphragm beams at each support and also in the span
when needed. The deck is cast in-situ. The system is suit-
able for spans between approximately 15 and 35 m.
I-shaped bridge girders are used for bridges up to 55 m
span. The weight of the beams may be up to 70 tons. After
erection of the beams and casting of the transversal di-
aphragm beams, the deck slab is cast on site, mostly with
concrete shuttering planks positioned on a notch at the top
of the beams.
n x 1000490 99015 10
80Precast solid deck bridge system with inverted T-beams placedside by side
only for collision resistance
Girder bridge with inverted T-beams placed side by side and in-situdeck slab
Girder bridge with I beams and in-situ deck
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In box beam bridges, the elements are placed side by side
or at a small distance. After erection the site work is limit-
ed to the filling of the longitudinal joints and the transver-
sal post-tensioning of the bridge. The slenderness ratio is
in the order of 30; however, spans of 50 m have already
been realized with box beams of 1.50 m height. Protruding
reinforcement is available in the beams for connections to
cast in-situ edge profiles, joint constructions, screeds, etc.
Precast bridges are well suited for projects where the real-
ization of classical scaffolding supported on the ground is
prohibitively expensive and where the speed of construction
is mandatory: watercourses, railways, roads and motor-
ways in use, in order to limit traffic restrictions.
type 1 type 2
11.1.2 Aesthetic bridges
The aesthetic appearance of a bridge is an essential factor,
which has to be taken into account from the beginning of
a project. The general silhouette of a bridge is conditioned
by its overall aspect, in other words, by the first image
perceived by an observer situated at a distance. Also de-
tails such as the architecture of piers and abutments, the
aspect of the surface, shape, colour and proportions of the
edges are important
Today, precast bridges can be as beautiful and elegant as
classical cast in-situ bridges. The slenderness can be low
using high strength concrete up to 100 MPa, structural
continuity, and the combination of prestressing and post
tensioning. Box beam bridges exhibit a slenderness ratio
down to 30, which is comparable to classical slab bridges.
The bridge can also be executed with special edge profiles
or more slender edge beams, especially in the case of box
beam bridges.
Another novelty concerns curved prestressed
box beams. The radius varies from 200 m to as
low as 100 m.
Metro viaduct with curved box beams.
Precast viaduct with box beams
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11.3 RAILWAY PRODUCTS
The Consolis Group has a long tradition in railway products.
The assortment varies from railway sleepers and foundation
systems for railway poles to slab track railway crossings
and slabs for railway platforms.
11.3.1 Railway sleepers
In comparison with other precast elements, concrete
sleepers are a highly sophisticated product. Concrete
sleepers are produced to the highest standards due to the
stringent demands of rail owners. The Consolis Group is a
pioneer in concrete sleeper production with more than 40
years experience, having developed production and quality
assurance systems which have defined the standard for
certification in the majority of European
countries.
Consolis produces annually more than 2 million railway
sleepers in Finland, Norway, the Netherlands, Germany
and the Baltics. The product range includes sleepers for
slab track systems, standard sleepers, switch sleepers,
sleepers for urban railways and under ground systems, rail
grids and crane runway sleepers. The monobloc sleepers
are prestressed. The units are provided with rail fixing
anchors.
Existing quality and production aspects go along with a
steady development of new sleepers or sleeper systems.
Systems such as the Slab Track, ensure the companies of
the Consolis Group a secure market both for the present
and the future.
Culverts are used for underpasses, tunnels, protection
against avalances, etc. The system is composed of two
or more vault units.
11.2 CULVERTS
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11.3.2 Railway crossings
The system is based on a railway track slab of 2.37 m
width and 6.00 or 9.00 m length. The elements are used
for railway crossings at ground level. The crossing com-
prises one or more elements connected to each other.
Curved tracks are also possible.
Two grooves at the top of the slab enable the placement of
the rails. The fixing is done with a cast elastomere encasing.
The erection of the units is very fast. Experience shows
that the system is very stable and completely free of
maintenance for decades.
11.3.3 Railway platforms
Modern railway platforms are constructed with large plat-
form slabs in precast reinforced concrete. The principal
exigences are a slipp-free surface, dimensional accuracy
and high durability.
The units are 3.00 m wide and the length is variable. The
top surface is sandblasted and slightly sloped for the
evacuation of rain water. Longitudinal grooves are provided
near the edge to conduct visually handicaped people.
There is also a wide rabbet with safety mark.
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12.1 WATER TREATMENT SYSTEMS
Increasing the purification performance and maintaining
the rhythm of the natural water cycle (extraction - con-
sumption - collection - purification - recycling) are two of
the main tasks confronting sewage treatment systems.
Companies of the Consolis Group have been active in this
specialised field for decades and have developed a range
of products incorporating all the available technical know-
how in the sewage treatment sector.
Water supplying and sewerage
Large wastewater collection pipes up to 4 m diameter are
used in these systems. Consolis also manufactures high
precision reinforced concrete segmental rings for large
sewerage conduits, as well as complete shaft and pipe
systems with diameters of 300 mm to 4000 mm.
Waste-water purification
The systems developed by Consolis optimise waste-water
purification by using different processes, such as:
◗ Rainwater / waste-water collection tanks from 2.5 to 100
m3, to store domestic and commercial sewage.
◗ Multichamber sedimentation and digestion tanks for
mechanical waste-water purification, for small applications
◗ Multichamber septic tank with floating filter and anaerobic
final treatment, also for one-family houses and small
apartment buildings.
◗ Biological sewage treatment plants for domestic waste-
water. The application ranges from local communities,
residential estates, schools, hotels, camping sites,
commercial enterprises, and barracks.
The Consolis Group manufactures special products and
develops techniques and know-how in the domain of water
treatment and specific structures for agriculture. In addi-
tion to this, exclusive products and projects are regularly
realised for specific applications such as monuments and
other one-off projects. They are merely the fruit of imagi-
nation and creativity in the collaboration between archi-
tects and our technical staff.
12. SPECIAL PRODUCTS
Pipe of 3.2 m diameter for transportation offresh and waste-water
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Biological waste-water treatment system(4-10 inhabitant equivalent)
Big separator tank
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Aqua protection
The Consolis Group also offers suitable water protection
systems for a wide range of types of waste-water.
The various separator systems are designed to purify
and/or protect water from pollution by oils, petrol, greases
and other harmful substances. The systems work on the
principle of coalescence, gravity and filtration, as well as
the separation of sedimentary constituent parts.
12.2 AGRICULTURAL PRODUCTS
Storage tanks
Circular precast concrete tanks are used for the storage of
animal slurry, liquid manure and other types of liquids.
The stucture is composed of vertical wall segments and
the bottom slab is cast in-situ. Prestressing tendons are
placed in a horizontal plane along the circumference of the
tank. They may pass through ducts within the wall elements,
each crossing the vertical joints.
After tensioning of the cables, the ducts are filled with
grout. Another option is to apply external prestressing
cables. The diameter of the tanks is between 10 and 30 m
and the height of the wall structure 2.00 to 6.00 m.
Therefore the capacity of the tank is between 150 and
6000 m3. On most farms the average capacity is approxi-
mately one thousand cubic meter.
Petrol separator tank
Storage tanks for manure, under construction.
Retaining elements for storage
Open silos for the storage of animal food, dung, etc. The
structure comprises a cast in-situ bottom slab and precast
retaining walls. The silos are modulated on the standard
width of the elements.
Floor slats for live stock
Floors for animal stables are built with floor slats, provided
with longitudinal slits for the evacuation of manure. The
width of the slits differs depending on the animals.
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12.3 OTHER SPECIAL PRODUCTS
A number of remarkable monuments have been realised in
precast concrete by companies of the Consolis Group.
Prefabrication is very well suited for this type of structures
because of the mouldability of concrete and the high
quality of execution. In addition, a large range of surface
textures and finishing is available.
A cost effective solution for road acoustic barriers has
been developed, using prestressed hollow core elements.
The wall structure comprises precast columns clamped
into foundation pockets, in which the long hollow core
units are fixed. The aesthetic quality of the acoustic barrier
in the context of the environment may be obtained by an
applied surface finishing in wood, architectural concrete
or any other material.
Control tower at Arlanda airport in Sweden, rising 83 metresabove the ground. The façade in highly polished architectural precast panels is ornamented with carefully selected quotationsfrom Antoine de Saint-Exupéry
Viking monument at Hjørundfjord near Ålesund, Norway
Accoustic barrier with hollow core units
´
FINLANDConsolis Oy AbÄyritie 12 bFIN-01510 VantaaTel: +358 20 577 577Fax:+358 20 577 5110Email: [email protected] and CEO: Bengt Jansson
Consolis Technology Oy AbÄyritie 12 bFIN-01510 VantaaTel: +358 20 577 577Fax:+358 20 577 5152Managing Director: Olli Korander
Parma OyP.O. Box 76FIN-03101 NummelaTel: +358 20 577 5500Fax:+358 20 577 5699E-mail: [email protected] Director: HannuMartikainen
Parastek OyP.O. Box 76FIN-03101 NummelaTel: +358 20 577 5500Fax:+358 20 577 5625Managing Director: Aapo Rahkjärvi
Elematic Oy AbP.O. Box 33FIN-37801 ToijalaTel: +358 3 549 511Fax:+358 3 549 5300Email: [email protected] Director: Leo Sandqvist
Rimera OyTehtaankatu 3 aFIN-11710 RiihimäkiTel: +358 19 720 318Fax:+358 19 720 636E-mail: [email protected] Director: Antti Lahti
THE CZECH REPUBLICDywidag Prefa Lysá nad Labem a.s.Jedlickova 1190 / 1CZ-289 22 Lysá nad LabemTel: +420 325 510 010Fax:+420 325 551 326Email: [email protected] Director: MichalMiksovsky
ESTONIAAS E-BetoonelementTammi tee 51EE-76902 HarkuHarju maakondTel: +372 6 712 500Fax:+372 6 712 555E-mail: [email protected] Director: Jaan Valbet
AS SwetrakTammi tee 51EE-76902 Harku Harju maakondTel: +372 6 712 500Fax:+372 6 712 555E-mail: [email protected] Director: Ove Johansson
GERMANYDW Beton GmbHStadthausbrücke 7D-20355 HamburgTel: +49 40 360 9130Fax:+49 40 3609 1379Email: [email protected] Directors: HeikkiHaikonen,Thomas Krämer-Wasserka
DW Betonrohre GmbHZinkhüttenweg 16D-41542 DormagenTel: +49 2133 2773Fax:+49 2133 277 545Email: info@ dw-betonrohre.dewww.dw-betonrohre.deManaging Director: Heinz-ToniDolfen
DW Schwellen GmbHPareyer Strasse 4aD-39317 GüsenTel: +49 3934 4920Fax:+49 3934 492 215Email: info@ dw-schwellen.dewww.dw-schwellen.deManaging Director:Heinz-Hermann Schulte-Loh
DW Systembau GmbHAn der B 19D-98639 Walldorf / MeiningenTel: +49 36 93 8830Fax: +49 36 93 883 314Managing Director:Heinz-Hermann Schulte-Loh
VERBIN Baufertigteile GmbHP.O. Box 170341D-47183 DuisburgTel: 0800 181 5939*Fax:0800 181 5938**(In Germany only. From abroad please call VBI BV.)E-mail: [email protected] Director: LambertTeunissen
Elematic GmbHKleebergstrasse 1D-63667 NiddaTel: +49 6043 961 80Fax:+49 6043 6218E-mail: [email protected] Director: Simo Lääperi
LATVIASIA Consolis LatvijaKatlakalna iela 1, 4 floorLV-1073 RigaTel: +371 7 138 777Fax:+371 7 138 778E-mail: [email protected] Director: VladimirsChamans
LITHUANIAUAB BetonikaNaglio 4 ALT-3014 KaunasTel: +370 37 400 100Fax:+370 37 400 111E-mail: [email protected]. betonika.ltManaging Director: VytautasNiedvaras
THE NETHERLANDSSpanbeton BVP.O. Box 5NL-2396 ZGKOUDEKERK AAN DEN RIJNTel: +31 71 341 9115Fax:+31 71 341 2101 (office)E-mail: [email protected]. spanbeton.nlManaging Director: LambertTeunissen
VBI VerenigdeBouwprodukten Industrie BVP.O. Box 31NL-6850 AA HuissenTel: +31 26 379 7979Fax:+31 26 379 7950E-mail: [email protected] Director: LambertTeunissen
Leenstra Machine- en Staalbouw BVP.O. Box 9NL-9200 AA DrachtenTel: +31 512 589 700Fax:+31 512 510 708E-mail: [email protected] Director: Paul Schut
NORWAYSpenncon ASIndustriveien 2N-1337 SandvikaTel: +47 67 573 900Fax:+47 67 573 901Email: [email protected] Director: Terje Søhoel
POLANDConsolis Polska Sp. z o.o.ul. Przemyslowa 40PL-97-350 GorzkowiceTel: +48 44 732 7300Fax:+48 44 732 7301E-mail: [email protected] Director: Piotr Biskup
RUSSIAZAO Parastek Beton3. Silikatny proezd, 10123308 Moscow, RussiaTel: +7 095 742 5911Tel: +7 095 742 5912Fax:+7 095 946 2680www.parastekbeton.ruManaging Director: Olli Ruutikainen
SWEDENSträngbetong ABP.O. Box 858S-131 25 NackaTel: +46 8 615 8200Fax:+46 8 615 8260www.strangbetong.seManaging Director: Johnny Ståhl
USAElematic Inc.21795 Doral RoadWaukesha, WI 53186, USATel: +1 262 798 9777Fax:+1 262 798 9776E-mail: [email protected] Manager: Matt Cherba
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Frame structures
Columns
Pocket foundations
Beams
Hollowcore slabs
Double-T slabs
Residential buildings
Bashallen
Façades
Infrastructural projects
www.consolis.com