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


3.4 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


6.4 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

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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

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4. POCKET FOUNDATIONS

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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


5.6.2 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 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




7.3 CHARACTERISTICS TT-3000

Super market with TT-roof

Ge

ne

ral

TT

- sl

ab

s

7.4 PERFORMANCE CURVES TT-2400

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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

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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

- sl

ab

s

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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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.


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

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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

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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

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Documents

prefabrication consolis

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