01 technical folder stora enso building solutions clt

Stora Enso Building and Living Building Solutions

© Stora Enso 2012 / All rights reserved Version 04/2012

http://www.clt.info

Product informationCLT characteristicsStandard structuresSurface qualityApprovals

ConstructionShell constructionLayer structureDetailsOther applications

Building physicsThermal protectionAirtightnessMoistureEvaluations

Structural analysisCalculating and dimensioning CLTCLT - structural analysis programCLT preliminary estimate tablesEarthquakes

Project management and transportCLT order processingTransportTerms of transportTender text

MachiningMachining options

Reference buildings

Notes

Product information

Product information

C L T C H A R A C T E R I S T I C S 04/2012

Use Primarily as a wall, ceiling and roof panel in homes and other buildings

Maximum width 2.95 m

Maximum length 16.00 m

Maximum thickness 40 cm

Layer structure Bonded, cross-laminated single-layer panels

Wood species Spruce (middle layers can contain pine; larch and pine as cover layer on request)

Grade of lamellas C24 (in accordance with the technical approval 10 % to strength class C16 allowed; other grades on request)

Moisture content 12% ± 2%

Bonding adhesive Formaldehyde-free adhesives for edge bonding, finger jointing and surface bonding

Surface quality Non-visible quality, industrial visible quality and visible quality; the surface is always sanded

Weight 5.0 kN/m³ in accordance with DIN 1055-1:2002, for structural analyses; for ascertaining transport weight: approx. 470 kg/m³

Change in shape with change in moisture content

Swelling and shrinkage in accordance with DIN 1052:2008 below the fibre saturation level:

� In the panel layer: 0.02% change in length for each 1% change in timber moisture content

� Perpendicular to the panel layer: 0.24% change in length for each 1% change in timber moisture content

Fire rating In accordance with Commission Decision 2003/43/EC:

� Timber components apart from floors � Euroclass D-s2, d0

� Floors � Euroclass Dfl-s1

Water vapour diffusion resistance µµµµ According to EN 12524 � 20 to 50

Thermal conductivity λλλλ According to the SP Technical Research Institute of Sweden’s expert opinion of 10.07.2009 � 0.11 W/(mK)

Specific heat capacity cp According to EN 12524 � 1600 j/(kgK)

Airtightness CLT panels are made of single-layer panels and are therefore extremely airtight. The airtightness of a 3-layer CLT panel and of panel joints has been tested to EN 12 114 where it was found that that the volumetric rates of flow were outside the measurable range.

Service class/usability According to EN 1995-1-1, can be used in service classes 1 and 2

Product information

C L T S T A N D A R D D E S I G N S 04/2012

* Cover layers consisting of 2 lengthwise layers ** Cover layers and inner layer consisting of 2 lengthwise layers Status: 04/2012

Width (Charged widths): 245 cm, 275 cm, 295 cm Length (Production lengths): From minimum production length of 8.00 m per charged width up to max. 16.00 m (in 10 cm increments).

C panels

Nominal thickness

[mm]

Designation [—]

Layers [—]

Lamella structure [mm]

C L C L C L C 60 C3s 3 20 20 20

C3s

C5s

80 C3s 3 30 20 30 90 C3s 3 30 30 30 100 C3s 3 30 40 30 120 C3s 3 40 40 40 100 C5s 5 20 20 20 20 20 120 C5s 5 30 20 20 20 30 140 C5s 5 40 20 20 20 40 160 C5s 5 40 20 40 20 40

L panels

Nominal thickness

[mm]

Designation [—]

Layers [—]

Lamella structure [mm]

L C L C L C L 60 L3s 3 20 20 20

L3s

L5s

L5s-2*

L7s

L7s-2*

L8s-2**

80 L3s 3 30 20 30 90 L3s 3 30 30 30 100 L3s 3 30 40 30 120 L3s 3 40 40 40 100 L5s 5 20 20 20 20 20 120 L5s 5 30 20 20 20 30 140 L5s 5 40 20 20 20 40 160 L5s 5 40 20 40 20 40 180 L5s 5 40 30 40 30 40 200 L5s 5 40 40 40 40 40 160 L5s-2* 5 60 40 60 180 L7s 7 30 20 30 20 30 20 30 200 L7s 7 20 40 20 40 20 40 20 240 L7s 7 30 40 30 40 30 40 30 220 L7s-2* 7 60 30 40 30 60 240 L7s-2* 7 80 20 40 20 80 260 L7s-2* 7 80 30 40 30 80 280 L7s-2* 7 80 40 40 40 80 300 L8s-2** 8 80 30 80 30 80 320 L8s-2** 8 80 40 80 40 80

Length Width

Length Width

Product information

P A N E L S T R U C T U R E 04/2012

CLT solid wood panels are made up of bonded single-layer panels arranged at right angles to one another. The max. production width is 2.95 m and the max. production length 16.00 m.

Example: structure of a 5-layer CLT solid wood panel

narrow-side bond

flat dovetailing

narrow-side bond

surface bond

max. 16.00 m

max. 2.95 m

+

+

+

+

Product information

S U R F A C E Q U A L I T Y 04/2012

CHARACTERISTICS

Machining – chainsaw not permitted permitted permitted

Resin galls

VI IVI NVI

occasional open joints up to max. 1 mm width permitted



permitted

max. 10 x 90 mm permitted

Bonding

Blue stains not permittedslight discolouration

permittedpermitted

Discolorations (brown stains, etc.)

not permitted

permitted

Knots – sound permitted permitted permitted

Bark ingrowth

Dry cracksoccasional surfacecracks permitted

permitted

permitted

Rough edges not permitted not permitted max. 2 x 50 cm

Knots – black max. 1.5 cm Ø max. 3 cm Ø permitted

Knots – hole

occasional occurrencespermitted

occasional occurrencespermitted

Quality of surface finishoccasional small faults

permittedoccasional faults

permitted

Insect damage not permitted

Core – pithoccasional, up to 40 cm

long permittedpermitted

permitted

Rework edge ofcut with sandpaper

yes no no

Chamfer on L panels yes no

occasional small holesup to 2 mm permitted

not permitted permitted

occasional faults permitted

no

Surface quality appearance grade/Product characteris tics

Surface 100% sanded 100% sanded max. 10% of surface rough

Wood moisture

no knot clusters, max. 5 x 50 mm

Timber species mixture not permitted not permitted

max. 11% max. 15%

not permitted

max. 1 cm Ø max. 2 cm Ø

max. 15%

permitted withspruce/silver fir, pine

Quality of narrow side bonding and face ends

occasional small faults permitted

occasional faultspermitted

occasional faultspermitted

Lamella width ≤ 130 mm max. 230 mm max. 230 mm

VI Visible quality

IVI Industrial Visible quality

NVI Non-Visible quality

Product information

Q U A L I T Y D E S C R I P T I O N S 04/2012

Stora Enso offers three different CLT single-layer panel qualities:

NVI Non-visible quality IVI Industrial visible quality VI Visible quality

The three different single-layer panel qualities are available with the following CLT surface qualities: NVI quality description

NVI (Non-visible quality) ………………………………



INV quality description IVI (Industrial visible quality) …………………………..

NVI (Non-visible quality) …………………………..

NVI (Non-visible quality) …………………………..

VI quality description

VI (Visible quality) ………………………………



Product information

Q U A L I T Y D E S C R I P T I O N S 04/2012

BVI quality description




IBI quality description IVI (Industrial visible quality) ………………………………


IVI (Industrial visible quality) ………………………………

IVI quality description



IVI (Industrial visible quality) ………………………………

Overview

Cover layer NVI VI VI IVI IVI VI

Quality description NVI VI BVI INV IBI IVI

Cover layer NVI NVI VI NVI IVI IVI

Product information

A P P R O V A L S 04/2012

National technical approval (DIBt)

The German Institute for Structural Engineering (DIBt), Germany’s ap-proval body, awards national technical approvals for building products and building techniques. The national technical approval regulates the manufacture and use of CLT and is the basis for the Ü symbol—the German mark of conformity.

European Technical Approval (ETA)

ETA regulates the manufacture and use of CLT in Europe and is the basis for the CE mark.

PEFC

PEFC—Programme for the Endorsement of Forest Certification Schemes—is the mark for wood and paper products from environmentally, economically and socially sustainable forestry operations along the entire processing chain.

For customers, the PEFC mark confirms that the purchase of a marked product guarantees and supports environmentally sound forestry manage-ment. The mark guarantees that the product has been subject to monitoring in ac-cordance with rigorous criteria, from the forest to the end product. Evidence of compliance is provided by Stora Enso and is regularly checked by inde-pendent bodies.

Product information

G E N E R A L I N F O R M A T I O N 04/2012

Assembly

To assemble the CLT product safely and without causing damage, utmost care must be taken during assembly. During assembly, pay particular attention to the following points:

� Use appropriate hoisting and rigging gear for the product.

� In the case of large cut-outs (e.g. windows), pay attention to stability/bracing requirements (danger of buckling during lifting).

� Take care not to damage sensitive areas such as edges, visible sides, etc.

� Protect from dirt (for example, cover VI/IVI panels with aluminium foil or cardboard). � Protect CLT from the effects of weather and from coming into contact with water.

� Take the necessary steps to ensure fire protection and sound insulation (standards).

� Only use CLT for service class I and II applications. It should be pointed out that directly exposing CLT to the weather or to constant, extremely high levels of humidity is not permitted or is at the user’s risk.

� Instruct all other crews involved in the building project and refer them to our website: www.clt.info. Swelling and shrinkage processes

Wood absorbs moisture and releases it again according to the relative humidity and temperature of the air.

� Swelling (undulating surface): Humidity levels are too high, e.g.: due to moisture in the building from concrete, floor screeds, etc. Should be avoided at all costs. However, this levels out again to some extent as soon as the original equilibrium mois-ture content is re-established by means of dehumidification or careful heating. With CLT, which is made from the natural material of wood, the recommended optimum humidity is between 40 and 60%.

� Shrinkage cracks (cracked surface): Humidity levels are too low, e.g. high indoor temperature during the heating period, domestic ventilation, etc. Should be avoided. However, this levels out again to some extent as soon as the original equilibrium mois-ture content can be re-established by means of air humidification. This can also be achieved by air humidifi-ers, indoor fountains, plants, etc.

Shrinkage cracks or open joints have no impact on CLT’s load-bearing capacity or structural and physical proper-ties. These are not defects of the solid wood product, CLT. Due to the natural properties of wood, tensions may develop in the cross-laminated timber, causing stress cracks to appear during initial periods of use. Changes in surface colour

The UV element of natural light causes darkening and yellowing of the surface of spruce. Therefore, it is im-portant not to wait too long before carrying out any necessary reworking (e.g. sanding) as otherwise this could result in a patchy overall finish. When assembling visible quality panels, care must be taken to ensure that they are not partially covered to prevent uneven darkening.

Surface treatment

In principle, paints and coatings suitable for wood can also be used for CLT. For more information about CLT, visit our website: www.clt.info.

Construction

Construction


The information below provides an example of Stora Enso’s construction proposals

A Shell construction

Plinth/Wall anchorage

Wall joint

Lintel

Ceiling

“Ground floor wall – ceiling – top floor wall” connecting nodes

Roof

Cantilever/coat

B Layer structure

External walls

Internal walls

Floor structure

Slab (underside)

Roof

Party wall

Building partition wall

C Details

Plinth/Wall anchorage

Window connection

Door joint

Cantilever

Pitched roof

Flat roof

Electric installation

Sanitary installation

Fireplace

Stairs

D Other applications

Industrial and commercial buildings

Multi-storey residential buildings

Building extensions

Structural engineering

Constructions or structures must be tested separately and calculated on a case by case basis with re-gard to the structural analysis, building physics and feasibility. The actual professional implementation is the responsibility of the crews authorised to perform the work.

A_Shell construction

ConstructionFRAME CONSTRUCTION 04/2012

seal against rising damp

vertical seal

mortar bed

CLT wall board

wall anchoring(according to structural analysis)

foundation

1 Base and wall anchoring1.1 Base with mortar bed

Execution

• The CLT board can be installed on a dry or wet mortar bed for tolerance compensation (full surface contact). The CLT must be protected against rising damp using a suitable damp-proof seal.

• The choice and rating of the connectors and all structural components depend on the structural requirements.

• When fitting the wall anchoring (tensile and shear forces), the permissible edge distances for the connectors must be observed.

Illustration



sill plate

CLT wall board


foundation

joint-sealing tape

Execution

• The CLT wall board must be sealed to the previously installed sill plate (e.g. larch) with joint-sealing tape. The sill plate in turn must be protected against damp rising from the foundation.



Illustration

1.2 Base with sill plate

vertical seal


sill plate anchorage(according to structural

analysis)seal against rising damp

CLT wall board


foundation

Execution


• A raised sill plate enables a small but often necessary increase in the wall height from 2,950 mm to approx. 3,050 mm.



Illustration

1.3 Base with raised sill plate

joint-sealing tape

vertical seal

sill plate


mortar bed

CLT wall board


foundation

Execution

• The CLT board can be installed on a dry or wet mortar bed for tolerance compensation (full surface contact). The CLT must be protected against rising damp using a suitable damp-proof seal.



Illustration

1.4 Concrete base (mortar bed)


vertical seal



CLT wall board


foundation

sill plate anchorage(according to structural

analysis)

Execution


• In the case of wall anchorings, as shown in the picture on the left, please note that costs will be higher because of the hori-zontal and vertical loads that have to be absorbed.


• When screwing the CLT board to the sill plate, the permis-sible edge distances for the connectors must be observed.

Illustration

1.5 Concrete base (sill plate)

vertical seal

sill plate


CLT wall board

CLT wall board

CLT wall board

CLT

wal

l boa

rd

CLT

wal

l boa

rd

CLT wall board

3. If alternatives 1 and 2 cannot be used, the boards must be joined horizontally. (see details under 2.3, 2.4 and 2.5)

CLT ceiling board

maximum wall height 2,950 mm(3,950 mm on request)

WALL JOINTS:

1. CLT wall boards should preferably be full-storey height (no joints).

vertical wall joint

horizontal wall joint

CLT ceiling board

2. If the walls are higher than 2,950 mm or if extra-wide boards (requiring special transport) are to be avoided, the wall boards can be joined vertically. (see details under 2.6 and 2.7)

2 Wall jointsBasic design rules


CLT wall board

joint bonding with suitable adhesive tape (variant)

joint-sealing tape

screw connection(according to structural analysis)

Execution

• To achieve the required airtightness in a building, the joints of the CLT boards can, apart from joint-sealing tape, alterna-tively be sealed with suitable adhesive tape on the inside and outside of the boards.


• The screw connection at the corner joint must be made either purely constructionally (screw at 90°) or in a structur-ally effective way (slanted end-grain screwing) .

Illustration

2.1 Corner joint


joint-sealing tape


Execution

• If the individual rooms in the building are required to be airtight, the joints of the CLT boards must be sealed with joint-sealing tape.


• The screw connection at the T-joint must be made either purely constructionally (screw at 90°) or in a structurally effective way (slanted end-grain screwing) .

Illustration

2.2 T-joint

CLT wall board


CLT wall board

clearance

butt board

joint-sealing tape

joint-sealing tape


butt board

clearance

The joints shown have only limited torque rigidity!

(second rebate may require double-sided machining)

Execution

• When using butt boards (e.g. 3-layer board or laminated veneer lumber), the standard rebate dimensions of 27 × 80 mm should preferably be ensured.

• Joint-sealing tape must be used to make the structure airtight.


• In the case of wall joints with rebated butt boards please note that the end-grain surface of the CLT boards becomes smaller as a result of the rebate (surface pressure).

Illustration

2.3 Horizontal wall joint (butt board)

CLT wall board


CLT wall board

joint-sealing tapeif required, also as an additional support for joists, rafters and purlins (surface pressure)

screw connection(according to structural

analysis)

Execution


• If positioned appropriately, an interior wall can also assume the function of the wall post shown in the drawing.


• The vertical wall post can serve as an additional support for, for example, joists or purlins (higher surface pressure).

Illustration

vertical wall post in the insulation layer(note risk of buckling)

2.4 Horizontal wall joint (butt jointing)


CLT wall board

joint-sealing tape

butt board

Execution

• When external butt boards are used (e.g. 3-layer plate or laminated veneer lumber), the subsequent layer structure must be adapted to them.



• With this type of CLT wall board connection in particular the danger of buckling must be taken into account.

• The joint can also be adhesively bonded to enhance its rigidity.

connection to wall board (nails, screws, staples), according to structural analysis

2.5 Horizontal wall joint (external butt boards)


CLT wall board

joint-sealing tape

Execution


• The design must provide sufficient clearance (on one side), depending on the installation situation.

• Make allowance for joint-sealing tape in the rebate height, if necessary.


• If high shear force transmission at the joint cannot be avoided, the connectors must be specifically dimensioned and positioned as these forces require.

Illustration

screw connection when high shear force is transmitted at joint(according to structural analysis)

2.6 Vertical wall joint (lap)

CLT wall board

clearance

screw connection purely constructional(according to structural analysis)


Execution

• When using butt boards (e.g. 3-layer board or laminated veneer lumber), the standard rebate dimensions of 27 × 80 mm should preferably be ensured.



• Instead of using screws, the butt board can be connected to the CLT wall boards with suitable glue which improves the transmission of the shear forces.

Illustration


2.7 Vertical wall joint (butt board)

clearance

butt board

CLT wall board

joint-sealing tape

CLT wall board


CLT wall boardwindow opening

Execution

• If the lintel height is not sufficient from a structural engi-neering standpoint, there must be an appropriately dimen-sioned upstand from which the lintel can be suspended. If a wall above the lintel is used as an upstand, it is essential to take account of the sill height of any window openings.


• The lintel can be connected to the upstand (upper wall) with, for example, perforated metal plates or screws (end-grain screwing should be avoided in this case).

continuous lintel

3 Lintels3.1 Continuous lintel

CLT wall board

window opening

sill heightCLT ceiling board


CLT wall board

window opening

Execution

• An engaged lintel must be dimensioned according to the loads and forces acting on it.

• Attention must be paid to the surface pressure in the lintel support area.


• CLT lintels absorb and transmit shear forces significantly better than glulam lintels. This is because of the lack of transverse layers in glulam.

engaged lintel (glulam)

3.2 Engaged lintel

CLT wall board

window opening

engaged lintel (CLT)

CLT ceiling board


Illustration


CLT ceiling board

joint-sealing tape

Execution

• When using butt boards at ceiling joints (e.g. OSB, 3-layer board or laminated veneer lumber), the standard rebate dimensions of 27 × 80 mm should preferably be ensured.

• Joint-sealing tape must be used if necessary to make the connection airtight.


• Appropriately sized nails, screws or staples can be used as connectors (note permissible minimum diameter).

Illustration

fastenings(according to structural analysis)

4 Ceiling4.1 Ceiling joint (butt board)

clearance

butt board

CLT ceiling board


Execution


• The design must provide sufficient clearance (on one side), depending on the installation situation.


• If high shear flow can be expected at the joint, the connec-tors must be dimensioned and positioned accordingly.

Illustration


4.2 Ceiling joint (lap)

screw connection under high shear flow(according to structural analysis)

joint-sealing tape joint-sealing tape

CLT ceiling board CLT ceiling board

clearance clearance

CLT ceiling board CLT ceiling board


static system:

joint-sealing tape

screw connection for shear force transmission at the joint(according to structural analysis)

4.3 Ceiling joint (structural analysis, transverse tension)

screw connection to increase transverse tension (according to structural analysis)

static system:

CLT ceiling board

clearance

CLT ceiling board

CLT ceiling board

clearance

CLT ceiling board


joint-sealing tape

Execution


• The design must provide sufficient clearance, depending on the installation situation.


• Depending on the static system, fully threaded screws must be used in order to secure effective lateral force connections at the joint and the point of support.

Illustration

screw connection to increase transverse tension(according to structural analysis)

screw connection to joist(according to structural analysis)

joist

CLT ceiling board


CLT ceiling board

steel girder as a joist(under the ceiling)

4.4 Steel joist

CLT ceiling board

CLT ceiling board(clearance to steel girder)


gypsum cardboard / gypsum fibreboard

steel girder as a joist(rebated at top and bottom)

screw connection(according to

structural analysis)


steel girder as a joist(rebated at bottom, not rebated at top)

CLT ceiling board


screw connection (according to structural analysis)

Execution

• Joint-sealing tape must be inserted or other tape bonded if necessary to make the connection airtight.

• To ensure trouble-free assembly, CLT ceiling boards must have sufficient clearance because of the cross-section of steel girders.


• In the case of specific fire protection requirements, metal joists must be clad or coated with special paint.

Illustration

derived timber board(joist cladding)

steel girder as a joist(rebated at top and bottom)


depending on rebate dimensionsor to protect against transverse tension


joist (glulam)

Execution



Illustration

4.5 Wooden joist


screw connection(according to structural analysis) CLT ceiling board

CLT ceiling board

joist (glulam)


joist (glulam)

Execution

• A suitable adhesive tape (joint bonding) must be used if necessary to make the structure airtight.



• If necessary, the support surface in the wall board must be reinforced with a metal plate and fully threaded screws (pressure).

Illustration

4.6 Joist (wall cut-out)


reinforce support, if necessary (surface pressure)

suitable adhesive tape(airtight)

clearance

CLT wall board


Execution



Illustration

4.7 Joist (column)

column(joist support)

joist (glulam)


CLT wall board


Execution



4.8 Joist (beam holder)

slotted plate and dowel pins(according to structural analysis)

joist (glulam)

CLT wall board


Execution



• Appropriate beam holders must be used which correspond to the dimensions of the joists.

Illustration

joist fastened with concealed beam holder(according to structural analysis)

joist (glulam)

CLT wall board


joist bearer

joist bearer

Execution


• To ensure airtightness of the CLT wall board, it is essential to preserve its middle layer (rebate area).


• Please note: Rebating reduces the support surface at the joint; additionally, the joist bearer can shrink, which would make load transfer impossible (surface pressure).

4.9 Joist bearer

rebate(preserving middle layer)

further ceiling structure

further ceiling structure

ceiling beam

ceiling beam

joint-sealing tape

joint-sealing tape

CLT wall board

CLT wall board

CLT wall board

CLT wall board


Illustration


ceiling beam(glulam)

Execution

• Deflection (serviceability check) of the ceiling board must be taken into account (centre distance of the beams and dimensions of the ceiling).


Illustration

4.10 Wooden beam ceiling

CLT ceiling board



rib (glulam)

Execution

• Deflection (serviceability check) of the ceiling board must be taken into account (centre distance of the ribs and dimen-sions of the ceiling).

• Structural connection between the ribs and ceiling by means of screwing or gluing.


• Ceiling (with span direction parallel to that of the ribs) can be included in the structural analysis or can be estimated.

Illustration

4.11 Ribbed ceiling

CLT ceiling boardscrew connection

(according to structural analysis)


joint bonding with suitable adhesive tape

(variant)

Execution



• Wall anchoring for structurally effective connection between wall and ceiling (shear and tensile forces).

• Screw connection of T-joint from inside or outside.

Illustration

5 “Lower floor wall – ceiling – upper floor wall” connection node

5.1 Platform framing

screw connection of T-joint(according to structural

analysis)CLT wall board

joint-sealing tape

wall-to-ceiling screw connection(according to structural analysis)


CLT ceiling board


joint bonding with suitable adhesive tape

(variant)

Execution



• Wall anchoring for structurally effective connection between wall and ceiling (shear forces in wall direction; tensile and compressive forces from wind load).

Illustration

wall-to-ceiling screw connection(according to structural analysis)

CLT wall board

joint-sealing tape


CLT ceiling board


Execution

• In the case of specific fire protection requirements, the angle bracket on which the ceiling board rests must be clad.


5.2 Balloon framing

CLT wall board

joint-sealing tape angle bracket as a support

(rating according to structural analysis)

angle bracket as a support(rating according to structural analysis)

CLT ceiling board

clearance

joint-sealing tape

CLT ceiling board

CLT wall board



Execution


• Note edge distances of screw connection.


• The screw connection between the roof and wall boards absorbs shear forces acting in the direction of the point of support and suction forces from the wind load.

Illustration

6 Roof6.1 CLT roof structure (eaves laths)

CLT roof board

joint-sealing tape

CLT wall board

eaves lath



Execution


• Only the CLT wall board needs a bevelled edge, with the CLT roof board forming the roof projection and soffit.



Illustration

6.2 CLT roof structure (butted against wall board)

CLT roof board

screw connection (according to structural analysis) CLT wall board

joint-sealing tape


Execution


• The CLT wall board has a straight edge requiring a bird-smouth to be machined in the roof board (please note that the birdsmouth must not be too deep, otherwise it might weaken the lower longitudinal layer).



Illustration

6.3 CLT roof structure (birdsmouth joint)

CLT roof board


joint-sealing tape

CLT wall board


Execution

• Sufficient clearance must be provided in the rafter cut-outs in the wall.

• Depending on requirements, joint-sealing tape or exterior adhesive tape must be used to make the structure airtight.


• The screw connection between the rafters and CLT wall board absorbs the suction forces of the wind.

Illustration

6.4 Rafter roof (rafter cut-outs in the wall board)

rafter

clearance

CLT wall board

screw connection (according to



Execution

• When purlin extensions are attached, they must reach at least as far as the first rafter inside the gable wall.

• Depending on requirements, joint-sealing tape or exterior adhesive tape must be used to make the structure airtight.


• The screw connection between the rafters and CLT wall board or purlin extension absorbs the suction forces of the wind.

Illustration

6.5 Rafter roof (birdsmouth in rafter)

joint-sealing tape

purlin extensionCLT wall board

screw connection (according to


rafter

CLT wall board


Execution

• The prescribed support point widths and areas must be observed.

• Ensure that the birdsmouth is sufficiently deep, based on the structure of the roof board (number of layers).



Illustration

6.6 Ridge (with purlin)

CLT roof board


ridge purlin

joint-sealing tape

clearance(between CLT roof boards)


Execution


• The roof is fitted with the aid of falsework.


• In this case, the screw connection of the CLT roof boards can mainly absorb and transmit shear forces.

Illustration

6.7 Ridge (without purlin) in folded-plate structures

CLT roof board CLT roof board

screw connection(according to structural

analysis)screw connection

(according to structural analysis)


Execution

• The screw connection between the ceiling boards and the upstand depends on the forces acting. The choice is between fully threaded screws and partly threaded flat-head screws.

• When using partly threaded flat-head screws ensure that the head is buried.


7 Cantilever/upstand7.1 Wooden upstand

CLT ceiling board upstand (glulam)



Execution

• In this case, fully threaded and partly headed screws can be used for the screw connection. As the screwing is carried out from above, steel beams of low cross-sectional height must be provided with holes in the upper flange (through which screws can be inserted).


7.2 Steel upstand

CLT ceiling boardupstand (steel girder)



sill height

Execution

• When using upper-floor wall boards as upstands (for attaching the ceiling above), window openings and their sill height must be taken into account.

• Use metal plates and fully threaded screws to transmit forces from end grain to end grain (pressure).


• Cantilever ceilings must be connected to upper wall boards with closely spaced, fully threaded screws.

7.3 Wall as an upstand

CLT wall board

CLT wall board


wall functions as an upstand

Please note: If the wall has a window opening in this position, it can no longer be used as a cantilever and a support for other walls.

metal plate(reinforcement of support point)

CLT ceiling board


Illustration

B_Layer structure

ConstructionLAYER STRUCTURES 04/2012

Execution

• Heavy façades (material weight and wind load) must bestructurallyanalysedandthebattenssizedaccordingly.

• Ensureadequateaircirculation(battens).

• The windtight and watertight layer must be appropriatelydesignedtotakeaccountoftheexecutionofthefaçade.

• Thechoiceand ratingof theconnectorsandall structuralcomponentsdependonthestructuralrequirements.

• Layerstructuresmustbematchedtotherequiredstructural-physicalpropertiesofthedesign.

woodenbatten(intermediatestructureintheinsulationlayer)

Structure:

– CLTwallboard– insulation(mineralwool)– verticalseal(forwindtightness)– battens– horizontalwallcladding

CLTceilingboard

CLTwallboard

joint-sealingtape

1 External wall1.1 Insulation with mineral wool


Illustration


Execution






Structure:

– CLTwallboard– insulation(softboard)– insulation(softboard)– verticalseal(forwindtightness)– battensandcounterbattens– verticalwallcladding

1.2 Insulation with softboard

CLTceilingboard

CLTwallboard

joint-sealingtape

battens(intermediatestructureintheinsulationlayer)


Execution

• Splash-waterareasmustbeconstructedinaccordancewiththerequirements(XPSinsulation).

• Thestructural-physicalpropertiesof theplastercoatmustbematchedtothewallstructure.

• Suitable profile sections must be used to protect plasteredges.



Structure:

– CLTwallboard– insulation(softboard)– insulation(softboard)– plaster(incl.base)

CLTceilingboard

CLTwallboard

joint-sealingtape


Illustration


Execution






Structure:

– CLTwallboard– insulation(cellulose)– insulation(softboard)– verticalseal(forwindtightness)– battens– horizontalwallcladding

1.3 Insulation with cellulose

CLTceilingboard

CLTwallboard

joint-sealingtape

I-beam(intermediatestructureintheinsulationlayer)


Execution


• Thestructural-physicalpropertiesof theplastercoatmustbematchedtothewallstructure.

• Suitable profile sections must be used to protect plasteredges.



Structure:

– CLTwallboard– insulation(cellulose)– insulation(softboard)– plaster(incl.base)

I-beam(intermediatestructureintheinsulationlayer)

CLTceilingboard

CLTwallboard

joint-sealingtape


Illustration


Execution


• Apartfromitspriceadvantage,EPSinsulationanditssuita-bility in combination with wooden constructions must beviewedcritically intermsoftheenvironment,soundinsula-tion,impermeabilityetc.



insulationdowelorinsulationnail

(fasteningaccordingto

ETICSmanufacturers)

Structure:

– CLTwallboard– insulation(expandedpolystyrene)– plaster(incl.base)

1.4 EPS insulation

CLTceilingboard

CLTwallboard

joint-sealingtape


Illustration


Execution

• If the individual rooms in the building are required to beairtight, the joints of theCLTboardsmust be sealedwithjoint-sealingtape.

• With visible CLT boards a distinction is made betweensingle-sideanddouble-sideexposure.



wallanchoring(accordingtostructural

requirement)

Structure:

– CLTwallboard

joint-sealingtape

2 Internal wall2.1 CLT in visible quality


Illustration


Execution




Structure:

– CLTwallboard– gypsumcardboard/gypsumfibreboard

2.2 Direct facing


requirement)

joint-sealingtape


Illustration


Execution


• In the case of specific fire protection requirements, CLTboardsarefacedwithadoublelayerofgypsumcardboardorgypsumfibreboard.



Structure:

– CLTwallboard– gypsumcardboard/gypsumfibreboard

– gypsumcardboard/gypsumfibreboard

2.3 Double facing


requirement)

joint-sealingtape


Execution


• Theservicecavitysecuresacertainimprovementinsoundinsulation but has disadvantages with regard to moisturecontrolandheatstorage.



Structure:

– CLTwallboard– battens,insulation(betweenbattens)


2.4 Insulation panel (battens)


requirement)

joint-sealingtape


Execution


• Theservicecavitysecuresacertainimprovementinsoundinsulation but has disadvantages with regard to moisturecontrolandheatstorage.



insulationstrip(betweenCLTandbattens)

Structure:

– CLTwallboard– battens(onspringclips),insulation(betweenbattens)


2.5 Insulation panel (spring clips)


requirement)

joint-sealingtape


Illustration


Execution

• Theentirefloorstructuremustalwaysbedesignedaccordingto the mass-spring-mass principle (sound insulationcapacity).

• Do not forget the screed edge strips (to prevent indirectsoundtransmission).



screededgestrip

Structure:

– screed– separatinglayer– impactsoundinsulation– fill(gravel)– trickleprotection(optional)– CLTceilingboard

3 Floor structure3.1 Wet screed

CLTwallboard

CLTceilingboard

joint-sealingtape


Execution


• Do not forget the screed edge strips (to prevent indirectsoundtransmission).



Structure:

– screed(underfloorheating)– separatinglayer– impactsoundinsulation– fill(gravel)– trickleprotection(optional)– CLTceilingboard

screededgestrip

CLTwallboard

CLTceilingboard

joint-sealingtape


Illustration


Execution




Structure:

– dryscreedseparatinglayer– impactsoundinsulation– fill(gravel)– trickleprotection(optional)– CLTceilingboard

3.2 Dry screed

CLTwallboard

CLTceilingboard

joint-sealingtape


Execution




Structure:

– plasterboard– plasterboard– woodwoolboard– impactsoundinsulation– fill(gravel)– trickleprotection(optional)– CLTceilingboard

CLTwallboard

CLTceilingboard

joint-sealingtape


Execution




Structure:

– OSB– woodwoolboard– separatinglayer– mineralwool– fill(gravel)– trickleprotection(optional)– CLTceilingboard

CLTwallboard

CLTceilingboard

joint-sealingtape


Execution



Structure:

– CLTceilingboard

4 Ceiling (soffit)4.1 CLT in visible quality


Execution



Structure:

– CLTceilingboard– gypsumcardboard/gypsumfibreboard

4.2 Direct facing


Execution

• A suspended ceiling secures a certain improvement insound insulationbuthasdisadvantageswithregardtotheCLTboard’smoisturecontrolandheatstoragecapability.



Structure:

– CLTceilingboard– battens(oninsulationstrips)– gypsumcardboard/gypsumfibreboard

4.3 Insulation panel (battens)


Execution




Structure:

– CLTceilingboard– battens(fastenedwithspringclips)– gypsumcardboard/gypsumfibreboard


4.4 Insulation panel (spring clips)

insulation(betweenbattens)

insulationstrip

springclip


Execution


• Concealedroutingofservicesispossible.



Structure:

– CLTceilingboard– cavity(services)– suspensionsystemwithceilingpanels

4.5 Suspended system

services

suspendedceilingpanels


Illustration


Execution

• Iftheroofstructure issuitablydesignedandthelayersareconfigured in the right order (with their permeabilityincreasingfrominsidetooutside),avapourbarriermaybeomitted.



Structure:

– (roofing)– battens– counterbattens– roofingmembrane– softboard(overrafters)– softboard(2 layers)– vapourbarrier(optional!)– CLTroofboard

5 Roof5.1 Steep roof insulated with softboard

vapourbarrier(optional!)

battensspacedaccordingtoroofing

rafter(fastenedas

structurallyrequired[securedagainstsuctionforces])


Execution




Structure:

– (roofing)– battens– counterbattens– roofingmembrane– softboard(overrafters)– celluloseinsulation– vapourbarrier(optional!)– CLTroofboard

5.2 Steep roof insulated with cellulose


I-beam(intermediate

structureintheinsulationlayer)



Execution




Structure:

– (roofing)– battens– counterbattens– roofingmembrane– mineralwool– vapourbarrier(optional!)– CLTroofboard

5.3 Steep roof insulated with mineral wool

rafter(fastenedas

structurallyrequired[securedagainstsuctionforces])




Execution

• Because of thePUR insulation’s physical properties (non-permeable)avapourbarriermustbefitted.



Structure:

– (roofing)– battens– counterbattens– roofingmembrane– PURinsulation– vapourbarrier– CLTroofboard

5.4 Steep roof insulated with PUR


vapourbarrier


Illustration


Execution

• Thegravelfillservestokeeptheroofcladdinginplaceandalsotoprotectitagainstdirectsunlightwhichwouldreducethematerial’sdurability.



Structure:

– fill(gravel)– roofingmembrane– taperedinsulation(EPS)– mineralwool– bitumensheet– CLTroofboard

5.5 Flat roof


Execution

• Thegravelfillservestokeeptheroofcladdinginplaceandalsotoprotectitagainstdirectsunlightwhichwouldreducethematerial’sdurability.



Structure:

– grasspavers– fill(gravel)– roofingmembrane– taperedinsulation(EPS)– mineralwool– bitumensheet– CLTroofboard


Illustration


Execution



Structure:

– gypsumcardboard/gypsumfibreboard– battens(fastenedwithspringclips),insulation(betweenbattens)

– CLTwallboard– battens(fastenedwithspringclips),insulation(betweenbattens)


6 Partition wall within a home6.1 Systems with single CLT structure

insulationstrip(betweenCLTandbattensorspringclips)

springclip(soundinsulation)


Execution



Structure:

– compositeelement(woodwoolboardwithdouble-sidedgypsumcardboardfacing)

– impactsoundinsulation– CLTwallboard– impactsoundinsulation– compositeelement(woodwoolboardwithdouble-sidedgypsumcardboardfacing)


Execution



Structure:

– gypsumcardboard/gypsumfibreboard– battens(fastenedwithspringclips),insulation(betweenbattens)

– CLTwallboard– impactsoundinsulation– CLTwallboard– battens(fastenedwithspringclips),insulation(betweenbattens)


6.2 Systems with double CLT structure

springclip(soundinsulation)

insulationstrip(betweenCLTandbattensorspringclips)


Execution



Structure:

– fire-protectionplasterboard– CLTwallboard– impactsoundinsulation– CLTwallboard– fire-protectionplasterboard


Execution

• Materialsortoolswhich,throughcarelessness,aredroppedintocavitiescanformasoundbridge.



Structure:

– fire-protectionplasterboard– CLTwallboard– gypsumfibreboard(2 layers)– cavity– gypsumfibreboard(2 layers)– CLTwallboard– fire-protectionplasterboard

7 Building partition wall7.1 System without intermediate insulation


Execution

• Materialsortoolswhich,throughcarelessness,aredroppedintocavitiescanformasoundbridge.



Structure:

– fire-protectionplasterboard– CLTwallboard– gypsumfibreboard(2 layers)– mineralwool– cavity– gypsumfibreboard(2 layers)– CLTwallboard– fire-protectionplasterboard

7.2 System with intermediate insulation

C_Details

ConstructionDETAILS 04/2012

Execution

• FullsurfacecontactoftheCLTwallboardmustbeensuredbymeansofamortarbed.

• The perimeter insulation up to plash-water level must beexecuted properly according to the claddingmaterial andtheprojectionoftheroof.


• Whenfittingthewallanchoring(tensileandshearforces),thepermissible edge distances for the connectors must beobserved.

XPSperimeterinsulation(splash-waterlevel)


battens(ventilated)

wallanchoring(accordingtostructuralanalysis)

1 Base and wall anchoring1.1 Base with ventilated façade

verticalseal(windtightness)

battens

verticalwallcladding

CLTwallboard

foundation


Execution

• Connectionof theexternalwindowsill to the reveal (weakspot): with wooden façades an additional insulation layermustbeinstalledunderthewindowsillandverticallybondedattheside.Ifthefaçadeisplastered,specialmeasuresmustbetakenattheendcapofthewindowsill.Theconnectionbetweentheendcapandwindowsillmustbesealedwithbutyltapeandtheconnectionbetweentheendcapandtheplasterwith sufficiently thick sealing tape (because of theexpansionpropertiesoftheexternalwindowsill).


• Mechanicalanchoringofthewindowsaccordingtomanu-facturer’sinstructionsandstructuralrequirements.

window-sealingtape

overlappinginsulationoftheframe

insulationdowelorinsulationnail

2 Window connection2.1 Installation with expanding foam

windowcasementwithglazing

windowframe

expandingfoam(PU)

CLTwallboard

plaster(incl.base)

externalwindowsill(withagradient)


Illustration


Execution




overlappinginsulationoftheframe

2.2 Installation with expanding foam tape

plaster(incl.base)


subframe(fastening)


windowframe

expandingfoamtape

CLTwallboard


Execution




• Theconnectionbetweenthewindow-sealingtapeandthewindtightinsulationlayermustbeexecutedaccordingtothemanufacturer’sspecificationsorcurrentstandards.


waterproofconnection

revealboard(sufficientclearancetoexternalwindowsill)

horizontalwallcladding


window-sealingtape


windowframe(frameextension)

expandingfoamtape

CLTwallboard


Illustration


Execution




• Theconnectionbetweenthewindow-sealingtapeandthewindtightinsulationlayermustbeexecutedaccordingtothemanufacturer’sspecificationsorcurrentstandards.

multifunctionaljoint-sealingtape

(airtightontheinside,windtighton

theoutside,sound-absorbing)


waterproofconnection

2.3 Installation with multifunctional joint-sealing tape

revealboard(sufficientclearancetoexternalwindowsill)

connectionbetweenwallcladdingandrevealboard

Option 1:

Option 2:





windowframe

CLTwallboard


Execution

• Asuitabletransitionmustbeprovidedinthedoorareawhichtakesaccountofthefloorstructureoftheadjacentrooms.ThetransitionbetweendifferentfloorscanbeachievedbyfittingatransitionstriporaSchlüterthresholdstrip.


expandingfoam(fastening)

transition(inthecaseofdifferentfloorlevels)

3 Door connection3.1 Internal door

joint-sealingtape

doorframeCLTwallboard

CLTceilingboard


Illustration


Execution

• Joint-sealing tape must be used to make the structureairtight.


• Theprojectingceilingmustbesuspendedwithfullythreadedscrews(sizedaccordingtostructuralanalysis).


4 Cantilever4.1 Cantilever with wooden façade


verticalseal(windtightness) battens

(intermediatestructureintheinsulationlayer)

cladding(soffit)

joint-sealingtape

CLTwallboard

CLTceilingboard


Execution


• Theheightofthesubframeorthewindowframeextensiondependsonthefloorstructure.


plaster(incl.base)

4.2 Cantilever with plastered façade

externalwindowsill

subframeorwindowframeextension(floorstructure)

joint-sealingtape

CLTwallboard

CLTceilingboard


Execution

• Unlikecantileverceilingboards,projectingbalconyboardspreventtheformationofthermalbridges.

• If a continuous insulation layer is required, the supportbracketsmustbemountedonspacerblocks(ofthesamethicknessastheinsulation).


• Thedimensionsofthebalconyboarddependonthestruc-turalrequirements.

balconyboard

4.3 Balcony board (supported)

columns

pointsofsupport

CLTwallboard


Execution

• Unlikecantileverceilingboards,projectingbalconyboardspreventtheformationofthermalbridges.

• If a continuous insulation layer is required, the supportbracketsmustbemountedonspacerblocks(ofthesamethicknessastheinsulation).


• Thedimensionsofthebalconyboarddependonthestruc-turalrequirements.

• Pleasenotetheriskofthewallbuckling.

4.4 Balcony board (suspended)

suspensioncable

pointsofsupport

edgeprofile

CLTwallboard

balconyboard


Execution

• Waterisdirecteddownthetaperedinsulationintodrains.

• Thereisagutterwithemergencyoutflowsatbothendsforexcesswater.

• Protectionagainstsplashwaterappropriatetothedegreeofcoverofthebalconymustbeprovided.


slopetothedrains

4.5 Balcony (timber planking on tapered insulation)

CLTceilingboard

CLTwallboard

crush-resistantmetalsheeting

windowelementwithsubframe

gutterwithcovergrille(emergencyoverflowsatbothendsofthebalcony)

– larchfloorgrille– battens– fill– seal– taperedinsulation– roofingmembrane(permeable)

– balconyboard


Execution

• TheprojectingCLTroofboardformsthesoffit.

• Thevergeareabeyondthegablewalldoesnotneedtobeinsulated.

• Thevergeboardcanremainvisibleorbecoveredwithmetalsheeting,asrequired.


• WhensizingtheCLTroofboard,attentionmustbepaidtothelateralprojection.

battens

5 Steep roof5.1 Wall-to-roof connection (CLT roof projection)

counterbattens

CLTwallboard

vergeboard


vergearea(notinsulated)roofingmembrane

CLTroofboard

rafter


Execution

• Theroofoverhangisconstructedwitheaveslaths(securedagainstsuctionforcesasperstructuralanalysis)andeavescladding.

• The softboard insulation over the rafters must be of thesame thickness as the eaves cladding to avoid forming arebateintherafterprojection.


• The counter battens must be fastened according to thepressureresistanceoftheinsulation.

battens

5.2 Wall-to-roof connection (eaves laths)

counterbattens

CLTwallboard

eaveslath


plaster(incl.base)

roofingmembrane

CLTroofboard

eavescladding

softboard

insulation


Execution

• The roof overhang is constructed with rafters (securedagainstsuctionforcesasperstructuralanalysis)andeavescladding.

• The softboard insulation over the rafters must be of thesame thickness as the eaves cladding to avoid forming arebateintherafterprojection.


• The connection between the vapour barrier andCLTwallboardmustbeairtight.

5.3 Wall-to-roof connection (rafter roof)

CLTwallboard

gypsumcardboard /gypsumfibreboard(fastenedtowidelyspacedbattens)

connectionofthevapourbarriertotheCLTwallboard

purlin

vapourbarrier

battens

counterbattens

roofingmembrane

eavescladding

rafter

plaster(incl.base)


Execution




5.4 Ridge (with purlin)

clearance


purlin

insulation

CLTroofboard

joint-sealingtape

battens

counterbattens

roofingmembrane

rafter


Execution

• Theremustbeacloseconnectionbetweentheroofwindowandtheroofingmembranewhenfittingthewindow.

• Thedesignoftheinnerrevealsdependsontheleveloflightincidencerequired.

• Revealmaterial:plasterboardorderivedtimberboard.


5.5 Roof window

verticalreveal(lightincidence)

roofwindow

trimming(fasteningofroofwindow)

insulation

CLTroofboard

horizontalreveal(lightincidence)

battens

counterbattens

roofingmembrane


Illustration


Execution

• Flatroofinsulationwithagradient.

• AnchorthefasciawalltotheCLTroofboard(asperstruc-turalanalysis).


6 Flat roof6.1 CLT fascia structure

flatroofstructure(asrequired)

fasciacover

battens

intermediatestructureintheinsulationlayer

verticalbondingoftheinsulation

CLTceilingboard


horizontalventilatedfaçade

CLTwallboard

thermalinsulation

joint-sealingtape


Illustration


Execution

• Flatroofinsulationwithagradient.

• Verticalwallpostsassumeastructuralfunctioninthefascia(dimensionsandfasteningasperstructuralanalysis).


6.2 CLT fascia structure with wall post


fasciacover

battens

verticalwallpost(supportforthefasciastructure)

verticalbondingoftheinsulation

CLTceilingboard



CLTwallboard

thermalinsulation

joint-sealingtape

derivedtimberboard(supportfortheverticalinsulation)


Illustration


Execution

• ThesoffitoftheCLTroofoverhangcanremainvisibleorbecoveredwithmetalsheeting,asrequired.

• Theedgingmustbeexecutedaccordingtotheslopeoftheroof.


• TheCLTprojectionmustbedimensionedaccordingtotheroofoverhang(cautionwithalateralprojection).

6.3 Projecting roof structure


anchoragetotheintermediatestructure(accordingtostructural

analysis)

CLTboardasaprojectingroof

structure

moistureseal

screwconnectiontoceiling

vapourbarrier



CLTwallboard

thermalinsulation

joint-sealingtape


Execution

• TheloadtransferfromtheroofstructuretotheCLTroofandwallboardsmustbetakenintoaccount.


6.4 Flat roof connection (with a cold attic above)

derivedtimberboard(e.g.OSB)

battens

metalroofstructure

coldattic


rafter



CLTwallboard

thermalinsulation

joint-sealingtape

CLTceilingboard


Execution

• FinishforNVIboards(non-visiblequality).

• Crossmilling(atrightanglestothetoplayer)ispossibleonlytoa limitedextentandmustbecarriedout inaccordancewiththestructuralanalysis.


• Avoidpenetratingtheairtightlayerwhenroutingwiring.

7 Electrical installations7.1 Execution before wall cladding

wiring

gypsumcardboard /gypsumfibreboard

CLTwallboard

CLTceilingboard


Execution

• FinishforNVIboards(non-visiblequality).

• Machining(slotmilling),forexamplewithCLTceilingboards,isonlypossibleinthedirectionofthetoplayer.Transverselayers must remain intact in order not to impair the loadcapacity.



wiring


CLTwallboard

CLTceilingboard

CLTceilingboard

airtightsealingrequired

machining(drillingandslot-milling)forceilingwiring(machiningalsofundamentallypossiblewithVIwallboards[visiblequality])


Illustration


Execution

• FinishforVIboards(visiblequality).

• Machining(drillingforcables)isonlypossiblefromthegrainendoftheCLTboard.

• Adjacent boresmust have aminimum centre distance of50mm.



7.2 Execution with visible-quality CLT

wiring

visiblemilledrecessatfloorlevel

CLTwallboard

CLTceilingboard

machining(drilling)forwiringdiameter:28mm

max.length:1,500mm


Execution

• FinishforVIboards(visiblequality).

• Aslotismilledinthedoorreveal,latertobecoveredbythedoorframe,andaholeisdrilledfromtherevealtotheposi-tionoftheswitchorsocket.



wiring

CLTwallboard

CLTceilingboard

slotindoorreveal;drillholetoswitchposition


Illustration


Illustration

7.3 Lightning protection

Execution

• Lightningprotectionsystemsprotectpeopleandbuildingsfrom major damage. The external lightning protectionattractsthelightningcurrentandconductsitsafelyintotheground.




Execution

• Thefasteningoftheservicesmustbesound-insulatedfromtheothercomponents.

• The support structure of the dummy wall must also besound-insulatedfromtheceilingandwallboards.



8 Sanitary installations8.1 WC (dummy wall)

dummywallforWC

services

joint-sealingtape

CLTwallboard

CLTceilingboard


supportstructure(e.g.OSB)

mountandconnectionsforWC


Illustration


Execution




8.2 Wash basin (preparation for connection)

servicecavity


connectionsforwashbasin

detachablepartofthedummywall(foranylaterconnectionwork)

services

joint-sealingtape

CLTwallboard

CLTceilingboard


Illustration

8.3 Sanitary installations — wet room

Execution

• If joints between sanitary installations and other buildingcomponentsaresealedwithsilicone,theymustbecheckedregularlyandrenewed,ifnecessary.

• TilesmustbeseparatedfromCLTandplasterboardwithanadditionalinsulationlayerastilegroutingisnotwaterproof.




Execution

• Whenusingafluebulkhead,makesurethatit isapprovedforwoodenstructures.

• Minimumdistancestofireplacesandfireprotectionrequire-mentsspecifiedbythemanufacturermustbeobserved.


• Theinstallationmustalwaysbediscussedandagreeduponwiththeauthoritiesandchimneysweep.

9 Flue9.1 Stainless steel flue on the outside of the wall

exteriorstainlesssteelflue

exhaustairoutlet

joint-sealingtape

CLTwallboard

fluebulkhead

CLTceilingboard


sealingtape(asrequired)

fresh-airinlet(optional)


Illustration


Execution




9.2 Interior stainless steel flue

joint-sealingtape

CLTwallboard

connectionpoint

CLTceilingboard

interiorstainlesssteelflue

cleaningopening

condensateoutlet


Illustration


Execution




9.3 Masonry chimney

joint-sealingtape

CLTwallboard

CLTwallboard

connectionpoint

CLTceilingboard

CLTceilingboard

gypsumcardboard(2 layers)

insulation

chimneystones

cleaningopening

atleast50mmclearancefromflammablematerial(onallsides)


Illustration


Execution

• ThethreadsarescrewedorfastenedtotheCLTwallboard.

• Treadsandrisersareconnectedwithscrews.


10 Stairs10.1 Screw connection to wall boards

CLTwallboard

CLTwallboard

CLTtread


solidwoodriser

screwconnectionofthetreadstothewallboard



Illustration


Execution

• Thetreadsarefastenedwithbracketsorslottedplatesanddowelpins(variant)anchoredtotheCLTwallboard.

• Treadsmustbesound-insulatedinthecontactareawithanelasticintermediatelayer(e.g.sylomer).


10.2 Fastening with bracket/slotted plate

CLTwallboard

CLTwallboard

stepfasteningwithslottedplatesanddowelpins(variant)

CLTriser

stepfasteningwithbrackets

CLTtread


Execution

• Thestairsareconstructedwithoutrisers.

• Thetreadsaremountedonspecialbearingelements(loadsmustbetakenintoaccount).


10.3 Supported by special bearing elements

CLTwallboard

CLTwallboard


specialbearingelementtosupportsteps


stoneinlay(inthesteppingarea)

CLTtread


Execution

• Thestairsareconstructedwithoutrisers.

• Thetreadsarescrewedtostringersbelowthestoneinlaysinthesteppingarea.


10.4 Supported by stringers

CLTtread

connectionwithslottedplatesanddowelpins

stringer(CLTorglulam)


Illustration


Execution

• The ramp rests on the ceiling boards, and the steps arescrewedtoitfromunderneath.


10.5 Ramp

wedge-shapedsteps(CLT)

ramp(CLT)


Illustration

D_Further applications

ConstructionFURTHER APPLICATIONS 04/2012

Execution

• The CLT wall board and the column structure must beprotectedagainstrisingdampbymeansofsuitableseals.

• Heightadjustment(wood,metalormortar)mustbeprovidedbetweenthecolumnsandfoundation.


• Dependingontherequirements,theforcesactingupontheCLTwallboardmustbetransferredtothecolumnsandfromthere to the solid structure (foundation) bymeans of fullythreadedscrews.

securingofthewallboardagainstsuctionforces(accordingtostructuralanalysis)

wallanchoring(accordingtostructuralanalysis)

CLTwallboard

column(CLTorglulam)

1 Industrial and commercial construction1.1 Wall anchoring

exteriorcladding



joint-sealingtapesillplate(larch)

sillplateanchorage(accordingto

structuralanalysis)steelbracket(totransfertheforcesactingintothefoundation)

foundation


Execution

• Whennecessary,joint-sealingtapemustbeusedbetweentheCLTwallandroofboardstomakethestructureairtight.


• Thecorrecttransferofforcesfromtheroofboardtothewallboardmustbepossible.

CLTwallboard

1.2 “Wall-to-roof” connection node

screwconnectionbetweenthewallandthecolumns(accordingtostructuralanalysis)

beam

furtherroofstructureexteriorcladding




Illustration


Execution

• Soundinsulationappropriatetothesoundproofingrequire-mentsmustbeprovidedforthevariouscomponents.

• Thefastenersmustbesound-insulatedfromtheframeworkwithsuitableelasticintermediatelayers.

• Theceilingmustbedesignedaccordingtothemass-spring-massprinciple.


• Whencalculatingdimensions,therequiredstructural-phys-ical properties of such connection nodesmust alwaysbetakenintoaccount(e.g.thermal,soundandfireinsulation).

CLTwallboard

2 Multi-storey residential buildings2.1 “Lower floor wall – ceiling – upper floor wall” connection

node

floorstructure(asrequired)

wallanchoring(accordingto

structuralanalysis;sound-insulated)


gypsumcardboard /

gypsumfibreboard

elasticintermediatelayer(e.g.OSB)

CLTceilingboard

batten(fastenedonspringclips)

insulation


Execution

• Soundinsulationappropriatetothesoundproofingrequire-mentsmustbeprovidedforthevariouscomponents.

• Thefastenersmustbesound-insulatedfromtheframeworkwithsuitableelasticintermediatelayers.

• Theceilingmustbedesignedaccordingtothemass-spring-massprinciple.


• Whencalculatingdimensions,therequiredstructural-phys-ical properties of such connection nodesmust alwaysbetakenintoaccount(e.g.thermal,soundandfireinsulation).


CLTwallboard


wallanchoring(accordingto

structuralanalysis;sound-insulated)

gypsumcardboard /

gypsumfibreboard

floorstructure(asrequired)

CLTceilingboard


elasticintermediatelayer(e.g.sylomer)

insulation


Execution

• Joint-sealing tapemustbeused ifnecessary tomake thestructureairtight.

• TheCLTboardsmustbeprotectedagainstmoisture fromtheexistingstructuralcomponents.


gravelfilling

3 Extensions3.1 Attachment of a flat roof to an existing wall

existingmasonry

anchoragee.g.withglued-inthreadedrods(accordingtostructuralanalysis)

endprofile(incl.durablesealfromtheplasterlevel)

vapourbarrier(tobegluedtotheplastersurfaceoftheexistingwall)

joint-sealingtape

joist


interiorspace

verticalbonding(metalbracketwithlaminatedroofingmembrane)

CLTceilingboard


Illustration

4 Civil engineering4.1 CLT in combination with other materials

Execution

• Particularly in large buildings, a combination of CLT withotherderivedtimbermaterials,steelandconcreteisessen-tial to bridge the required large spans and to transfer thegenerallyhighloadsintotheground.

• Layerstructuresmustbeadaptedtothestructural-physicalrequirements resulting from the different intended uses ofthebuilding.

• Theproperdimensioningoftheconnectorsisveryimportantas connectors play an essential role in civil engineeringstructuralanalysis.

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T H E R M A L P R O T E C T I O N 04/2012

The thermal performance of a component is determined by its U-value or “thermal transmittance”. The location, structure and thermal conductivity λ of the materials contained must be known to calculate this value. The ther-mal conductivity of wood is essentially determined by its bulk density and wood moisture content and can be cal-culated for a CLT panel using the equation below.

λλλλ = 0.000146 x ρk + 0.035449

λλλλ = thermal conductivity in [W/mK] ρρρρκκκκ = characteristic bulk density for a reference wood moisture content of u = 12% in [kg/m³]

The characteristic bulk density of CLT layers has been determined as ρk = 512 kg/m³. Applying these figures results in a thermal conductivity for CLT of 0.110 W/mK.

λλλλ = 0.000146 x 512 kg/m³ + 0.035449 = 0.110 W/mK This figure has been validated by the SP Technical Research Institute of Sweden for CLT [1]. The Austrian standard ÖNORM B 3012 [2] also gives a λ value of 0.11 W/mK for spruce. An average value of 12 % is assumed for wood moisture content, whereby less than 12 % wood moisture content should be expected in external walls during the relevant winter months. With less wood moisture content, the ac-tual thermal conductivity value reduces further. The Austrian standard ÖNORM EN 12524 [3] specifies a rated thermal conductivity of 0.13 W/mK for wood in the relevant bulk density range.

U-value of a CLT panel

A CLT external wall panel with a thickness of 100 mm is used in the following example to demonstrate how to calculate the U-value. The calculation takes account of the internal and external heat transfer coefficients.

Thermal transmittance ∑ +

λ+

=se

i

isi R

dR

1U

Heat transmission resistance WKm

WKm

se

si

/²04,0R

/²13,0R

==

Thermal conductivity of CLT mKWCLT /11,0=λ

Thermal transmittance

KmW

WKmmKW

mWKm

²/927,0

/²04,0/11,0

1,0/²13,0

1U 100 CLT,

=

++=

Building physics


Fig. 1 shows a graph on which the U-values of non-clad CLT panels are plotted depending on panel thickness.

Fig. 1: U-values of non-clad CLT exterior wall panels

U-value of an insulated CLT panel

The U-value of a CLT panel with a thickness of 100 mm in conjunction with 16 cm-thick insulation material of thermal conductivity group WLG 040 is calculated as follows:

Thermal transmittance ∑ +

λ+

=se

i

isi R

dR

1U

Heat transmission resistance WKm

WKm

se

si

/²04,0R

/²13,0R

==

Thermal conductivity of CLT mKWCLT /11,0=λ

Thermal transmittance

KmW

WKmmKW

m

mKW

mWKm

²/197,0

/²04,0/04,0

16,0/11,0

1,0/²13,0

1U

=

+++=

U-v

alue

[w/m

²K]

Panel thickness [mm]

Building physics


Fig. 2 shows a graph on which the U-values of insulated CLT panels with a thickness of 100 mm are plotted de-pending on the thickness of the insulation material (thermal conductivity group WLG 040).

Fig. 2: U-values of insulated 100 mm CLT external wall panels depending on the thickness of the in-

sulation (WLG 040 insulation material)

Airtightness

A CLT panel’s air or convection tightness is another decisive factor for thermal performance. As CLT panels are made of single-layer panels, they are extremely airtight. The airtightness of CLT panels and of panel joints was tested and confirmed by the Holzforschung Austria (Research Institute of the Austrian Society for Wood Re-search) in 2008 [4]. The test report specifies that the panel joints and the CLT panel itself are so airtight that vol-umetric rates of flow were outside the measurable range.

[1] Assessment: Declared thermal conductivity (2009-07-10); SP Technical Research Institute of Sweden, SE-50462 Boras

[2] ÖNORM EN B 3012 (2003-12-01); Wood species - Characteristic values for terms and symbols of ÖNORM EN 13556

[3] ÖNORM EN 12524 (2000-09-01); Building materials and products. Hygrothermal properties. Tabulated design values

[4] HOLZFORSCHUNG AUSTRIA (2008-06-11); Test report; airtightness test on a panel with two different types of joint

U-v

alue

[w/m

²K]

Insulation thickness [mm]

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U - V A L U E - C O M P A R A T I V E E X A M P L E S 04/2012

CLT solid wood panels CLT 100 3s + WLG 040 insulation Heat transmission values used:

Rsi = 0.13 m² K/W

Rse = 0.04 m² K/W

Thickness Building material λ Insulation thickness

Total thickness U-value [cm] [—] [W/m²K] [cm] [cm] W/(m²K)

A 10 CLT 0.11 0 9.7 0.95

B 4-24 WLG 040 insulation 0.04 4 14 0.48

0.04 6 16 0.39

0.04 8 18 0.32

0.04 10 20 0.28

0.04 12 22 0.25

0.04 14 24 0.22

0.04 16 26 0.20

0.04 18 28 0.18

0.04 20 30 0.16

0.04 22 32 0.15

0.04 24 34 0.14 exterior interior

A

B

40-240 100

Building physics


CLT 100 3s + WLG 040 insulation + 12.5 mm plasterboard Heat transmission values used:

Rsi = 0.13 m² K/W

Rse = 0.04 m² K/W



A 10 CLT 0.11 0 11 0.90

C 1.25 Plasterboard 0.21

B 4-24 WLG 040 insulation 0.04 4 15 0.47

0.04 6 17 0.38

0.04 8 19 0.32

0.04 10 21 0.27

0.04 12 23 0.24

0.04 14 25 0.22

0.04 16 27 0.19

0.04 18 29 0.18

0.04 20 31 0.16

0.04 22 33 0.15


A

B

C

40-240 100 12.5

Building physics


Timber frame building Plasterboard panel, OSB board, WLG 040 insulation, upright, DHF (diffusible humid resistant fibreboard) Calculated using solid wood uprights:

b = 6 cm

e = 62.5 cm

λ = 0.13 W/(m²K)



A 1.5 DHF 0.12 1.5 -- --

B 1.5 OSB board 0.13 1.5 -- --

C 1.25 Plasterboard 0.21 1.25 -- --

D 4-24 WLG 040 insulation +

construction timber 0.049 4 8 0.78

0.049 6 10 0.59

0.049 8 12 0.48

0.049 10 14 0.40

0.049 12 16 0.34

0.049 14 18 0.30

0.049 16 20 0.27

0.049 18 22 0.24

0.049 20 24 0.22

0.049 22 26 0.20


1.5 40.240 1.5 1.25

D

A

C

B

Building physics


Tile and insulation plaster Lightweight mortar plaster, tile, lime plaster NB: these values are taken from the company Wienerberger’s brochure “POROTON 2011 product range” and relate to the “POROTON flat clay block” product range.



A 2 Lightweight mortar plaster 0.31 -- -- --

B 1.5 Lime plaster 0.7 -- -- --

C 4-24 Tile 0.16 17.5 21 0.74

exterior interior

0.12 24 28 0.44

0.1 30 34 0.31

0.09 36.5 40 0.23

0.09 42.5 46 0.20

A

C

2 17.5-42.5 1.5

B

Building physics

A I R T I G H T N E S S 04/2012

Contents:

1. Introduction

The airtightness and windtightness of the building envelope and of individual building components (wall, ceiling and roof panels) is an essential requirement which has an impact on many aspects of the indoor climate, noise load, freedom from structural defect, indoor atmosphere and energy balance of buildings. Together, the airtight layer (generally on the inside of the room) and the windtight layer (on the outside of the building) prevent an inadmissible flow of air through the structure. These layers are critical to the quality and du-rability of the building structure [1]. CLT’s special single-layer panel design results in an airtight layer which means that an additional airtight mem-brane is not generally required on the inside of the room. This has a positive effect on the associated costs, helps avoid errors and construction defects and also reduces construction times and installation phases. With other timber construction methods (e.g. timber frame building), an airtight layer (at the same time also a va-pour barrier in the form of a membrane or butt-bonded OSB boards) must also be provided. 2. Relevance of airtightness/windtightness

a) Airtightness:

Airtightness has an impact on the heat and humidity balance of a structure. The term “airtightness” refers to the prevention of convective flows, i.e. the penetration of structural components by air moving from inside to outside. Inadequate airtightness can mean that air flows through the structure from inside to outside. The possible conse-quences are [1]:

� Deposition of condensation in the structure

� Reduced thermal protection

� Low surface temperature The associated hazards are:

� Damage to the structure

� Mould formation

� Draughts (as a result of cooling of the indoor surface temperature)

� Increased energy demand

1. Introduction

2. Relevance of airtightness/windtightness

3. Benefits of CLT with regard to airtightness

4. Technical aspects of airtightness

5. Configurations and specific connections

6. Summary

7. Appendix

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The airtightness of Stora Enso’s CLT has been tested by the Holzforschung Austria.

This airtightness test on CLT was carried out on the basis of ÖNORM EN 12114:2000 [2] and covered the panel itself, a stepped rebate and a panel joint with a jointing board.

Outcome:

“The panel joints and the CLT panel itself exhibit a high level of airtightness. The volumetric flow rates through the two joint variants and through the undisturbed surface lay outside the measurable range as a result of the high level of impermeability” [3]. b) Windtightness:

The windtightness of a building envelope is just as relevant as its airtightness. Inadequate windtightness can re-sult in similar phenomena to those occurring with inadequate airtightness. One of the reasons for this is the cool-ing of the insulating layer. The windtight layer on the outside of the building prevents outside air from penetrating the building components. The insulating layer is therefore protected, and the building components’ insulating properties are not impaired [1]. The relevance of windtightness is shown by means of the following illustrations (taken from [1]).

Illustration: Thermographic images of a wall/roof connection at + 3°C outdoor temperature and + 24°C indoor temperature (taken fr om [1])

3. Benefits of CLT with regard to airtightness

� Large-format panels (up to 2.95 m x 16 m) � therefore few building component joints and thus fewer joints to be sealed.

� As a rule, no additional membranes are required on the inside of the room. � Simple, reliable joint or butt joint sealing by means of compressible preformed gasket is possible.

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4. Technical aspects of airtightness The air change rate (n50 value) is used to measure a building’s airtightness. Note:

Air change rate: The air change rate n (unit: 1/h) is used to describe ventilation. It indicates how often a room’s air volume is changed per hour.

n50 value: The n50 value is the air change which occurs if 50 Pa (pascals) under or over pressure are

generated in the building.

If all CLT connections (corner joints, side joints, windows etc.) are carried out properly, n50 values corresponding to the passive house standard (n50 = 0.6 1/h) can be achieved. ÖNORM B 8110-1: 2008 [4] specifies permissible air change rates. Depending on the building type, a distinction is drawn between buildings without ventilation sys-tems (n50 = 3 1/h), buildings with ventilation systems (n50 = 1.5 1/h) and passive houses (n50 = 0.6 1/h) [4]. “Venti-lation systems” refers to monitored ventilation systems for living spaces.

Compliance with these n50 values is vital for the function of the respective building envelopes. The air change rate is measured and evaluated using the “blower door test”.

This blower door test is recommended to the end customer by Stora Enso to enable the quality and construction of a building to be evaluated. In addition to the issue of airtightness, the subject of vapour diffusion behaviour will also be examined briefly here:

CLT is an excellent material for wall structures which are membrane-free and which allow diffusion.

When no membrane is fitted, it is important to bear in mind that the vapour diffusibility of the individual layers (in-sulation, plaster, etc.) increases towards the outside (as a rule of thumb: the outer layer should exhibit up to ten times greater vapour diffusibility). This enables condensation to be avoided in wall, ceiling and roof structures. Diffusion behaviour is expressed by means of the vapour diffusion resistance factor (µ) and the air layer thick-ness (sd value) equivalent of diffusion. If the airtightness is inadequate, substantially higher levels of condensation can occur in the building components as a result of moist air flows through walls, ceilings and roofs than via condensation accumulating purely as a result of diffusion. 4. Configurations and specific connections Compressed preformed gasket is mainly used to ensure an airtight seal at the connections of building compo-nents. Permanently flexible joint foams can also be used in some places. Self-adhesive tapes and tubular rubber seals are used more rarely (see item 4.g).

The configurations illustrated below show a few options for airtightness, though it should be noted that these are merely a few options among countless possible configurations [5], [6].

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a) Plinth connection I Plinth connection II

Connection of wall to cellar roof or concrete slab: Another important factor in addition to air-tightness, is moisture protection in the plinth area.

Connection of internal wall to cellar roof or concrete slab: In this configuration the same criteria have to be applied as in the case of the connection between the wall and cellar roof or concrete slab.

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b) Wall and ceiling joint I Wall and ceiling joint II

Stepped rebate connection: Both the longitudinal and transverse seals of the stepped rebate are important (see illustration above).

Jointing board connection: The same procedure should be adopted for this con-nection as for a connection with a stepped rebate (see above).

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c) Wall connection I Wall connection II

Connection of longitudinal wall to transverse wall: The same procedure as for a corner joint must be adopted here.

Corner joint: With all horizontal and vertical seals it is im-portant to ensure a continuous joint seal (hori-zontal and vertical seals must be connected to each other).

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d) Window or door connection I Window or door connection II

Connection of inserted window: In this case the window frame is inserted into the CLT wall. The window frame is inserted using wall gasket “Compriband” or a suitable PU foam. A soft-cell foam is recommended. It is important to ensure a proper, careful finish (precise corners etc.).

Connection of fitted window: In this case the window frame is fitted on the CLT wall.

The window connection must be made using a suitable sealing system (wall gasket “Comprib-and”, joint tape etc.). It is important to ensure a proper, careful finish (precise corners etc.).

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A I R T I G H T N E S S 04/2012

e) Wall/ceiling/wall connection f) Wall/ceiling connection

Preformed gasket

Connection of wall to roof panel or roof construction: There are various ways of doing this. However, the wall panel should form a sealed unit with the roof panel.

All openings and apertures must be con-nected in an airtight manner to the rele-vant contact surfaces.

Connection of wall to ceiling: The key contact surfaces are those of the upper and lower wall to the ceil-ing. Both contact surfaces must be connected so that they are airtight.

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g) A few examples of materials for creating an airtight finish Appropriate materials must be used according to the requirements.

Self-adhesive tapes should be avoided due to areas which are difficult to access (corners, etc.). Sources:

www.trelleborg.com

www.ramsauer.at

www.siga.ch

EPDM seal

Wall gasket “Compriband”

Self-adhesive tape

Sealing strip

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A I R T I G H T N E S S 04/2012

5. Summary

Both airtightness and windtightness are key requirements for a high-quality building made with CLT.

In the various connection configurations it is important to use a cohesive system with regard to airtightness and windtightness, i.e. all the horizontal and vertical joints must form a sealed unit.

Openings in the CLT structure should be avoided, or a professional, airtight finish must be made.

This is the only way to avoid increased heat loss with all its consequences such as penetration of moisture into the structure, mould fungus formation and so forth. For further information:

www.clt.info

www.dataholz.com 6. Appendix References: [1] RICCABONA, CH. and BEDNAR TH. (2008):

Baukonstruktionslehre 4 [Building construction theory 4]; 7th edition; MANZ Verlag, Vienna [2] ÖNORM EN 12114 (2000):

Thermal performance of buildings. Air permeability of building components. Laboratory test methods; Austrian Standards Institute, Vienna

[3] HOLZFORSCHUNG AUSTRIA (2008):

Test report; airtightness test on a panel with two different joint types [4] ÖNORM B 8110-1 (2008):

Thermal protection in building construction. Requirements for thermal insulation and declaration of thermal protection of buildings and parts of buildings. Austrian Standards Institute, Vienna

[5] STEINDL R. (2007):

Degree dissertation; Structural components for houses made of cross-laminated timber [6] www.dataholz.com

Internet, researched on 02.04.2009

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M O I S T U R E 04/2012

Contents:

1. Introduction

Structural components and parts of buildings are not only exposed to thermal stress, but also to hygric stress. After the building has been completed, building components often still contain a considerable amount of building moisture. Therefore, using CLT is advantageous, as the driest possible structures can be obtained by using this product. Building components must be sufficiently protected from all types of moisture. Excessive moisture content can reduce solidity and thermal insulation . At the same time however, wood requires a minimum level of moisture (particularly in the case of visible panels) in order to reduce drying cracks.

Figure 1 shows the different effects of moisture which a building must be protected from.

Fig. 1: Typical moisture conditions of a building (Fischer et al., 2008) As the load-bearing structure and the insulation layer are clearly separate on CLT panels, the structural and physical aspects of the design can be considered separately. CLT offers a further advantage in that, besides the

1. Introduction

2. Reasons for moisture protection

3. Diffusion

4. Diffusion resistance factor and sd value

5. Significance of moisture and diffusion for CLT

6. Summary

7. Appendix

Building physics

M O I S T U R E 04/2012

load-bearing structure, it also has a significantly higher thermal mass in comparison to other wood construction systems. With 3 layers and more, CLT panels are airtight.

Fig. 2: Comparing lightweight wood construction with solid wood construction (Graz Technial University, 2008) 2. Reasons for moisture protection

For building owners and occupants, moisture protection is necessary or advisable for the following reasons: a) Room usability

Rooms require a precisely defined indoor climate which means that uncontrolled levels of humidity must be avoided. Damp building materials can be the source of germs and odorous substances.

b) Building heat insulation

Increased moisture in the building means that the thermal conductivity of the building’s materials increases and more energy is required to heat the building. More energy is also required to remove damp air and condensation.

c) Preserving the building structure

Managing a building’s exposure to moisture is essential for preserving the building’s structure. Most structural damage can be traced back to the impact of water. 3. Diffusion

Diffusion is the movement of tiny single particles (atoms, ions, molecules), caused by the thermal self-motility (Brownian motion) of these tiny particles. In the same way as heat flow, water vapour also flows

� according to the drop in temperature from warm to cold or

� according to relative humidity from moist air to dry air. This diffusion flow occurs in the air and also in porous building components containing air pockets. The more im-permeable a building component, the greater its diffusion resistance. Damp materials are more permeable to wa-ter vapour diffusion.

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4. Diffusion resistance factor and s d value a) Diffusion resistance factor

The water vapour diffusion resistance factor µ is used to measure the impermeability of a building material to dif-fusing water molecules. µ is a dimensionless quantity which indicates the factor by which a material’s diffusion resistance increases in comparison to the reference value. Air is used as the reference value as it generally of-fers the least resistance to water vapour (µ = 1). Only glass and metal can be considered impermeable to water vapour; all other materials are permeable to water vapour, even if diffusion resistance can be very high. b) sd value

The diffusion resistance factor µ alone is not enough to identify the impermeability to water vapour diffusion of a layer of material, rather than of the material itself. Both the type of material and the thickness of the layer must be known to understand the extent of resistance to water vapour diffusion. Thus, the simplest definition to describe the resistance of a layer of material is derived from the product of the thickness of the layer and the diffusion resistance factor. Therefore, in building physics, the term “equivalent air layer thickness sd” is used to measure the diffusion resistance of a layer of material. �� = � ∗ � The sd value represents how thick a layer of air must be to have the same transmission resistance as the compo-nent. CLT panels have different levels of diffusion resistance. This depends on the lamella thickness and the number of layers and adhesive joints.

� �� = �1 ∗ �1 + �2 ∗ �2 + �3 ∗ �3 + … + � ∗ �

5. Holzforschung Austria’s expert opinion

Holzforschung Austria’s expert opinion reveals that: A 3-layer CLT panel exhibits the same sd value as that of a solid wood panel made of spruce with similar strength (+ 26 mm for the bonded joint on the CLT panel). - Dependence of the material moisture content

The bonded joint’s µ value significantly decreases in damper test conditions. Porous cavities occur between the adhesive layers and capillary contacts between end grain and length grain wood. This enables faster moisture transport processes in humid climates compared with dry climates. However, this depends on the type of adhesive and the relative ambient humidity.

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M O I S T U R E 04/2012

- The sd value should be 5–10 m lower towards the surface than on the inside. By way of example:

Standard wall structure with ventilated façade

Plasterboard: sd = 0.273 m; cross-laminated timber: sd = 3.9 m; insulation: sd = 0.25 m; permeable layer: sd ≤ 0.3 m The structure is more impermeable towards the surface (calculated using the cross-laminated timber) and is therefore correct from a building physics point of view. 6. Significance of moisture and diffusion for CLT

With 3 layers and more, CLT panels are “airtight” but not vapour proof. This means that CLT is permeable and the adhesive bonds form vapour barriers for the insulation plane. Just like any other construction system, CLT must be protected from permanent moisture. CLT regulates the inside air. When there is higher ambient humidity, CLT absorbs the moisture and releases it again when the level of humidity decreases. CLT can also be described as a moisture variable vapour barrier. It is more permeable in the summer, when temperatures are high and the air humid, than in the winter when temperatures are cold and the air is drier. 8. Sources

HOLZFORSCHUNG AUSTRIA:

Test report/expert opinion, diffusion measurement performed in July 2009

FISCHER, H., FREYMUTH, H., HÄUPL, P. ET AL. (2008): Lehrbuch der Bauphysik [Building physics text book]. 6th completely revised edition, publishers: Vieweg + Teubner Verlag, Wiesbaden

HÄUPL, P. (2008): Bauphysik: Klima, Wärme, Feuchte, Schall [Building physics: climate, heat, humidity, sound]. Publishers: Ernst & Sohn Verlag, Berlin

RICCABONA, C., BEDNAR, T. (2008): Baukonstruktionslehre [Construction method] 4; 7th completely revised edition, publishers: MANZ Verlag, Vienna

Building physics

F I R E P R O T E C T I O N 04/2012

Solid wood is more fire resistant than is generally assumed. CLT has a moisture content of approx. 12%. Before wood can catch fire, the water it contains must first evaporate. A carbonised surface protects the internal CLT layers so that—unlike steel or concrete constructions—solid wood constructions in a fire are charred on the sur-face but do not burn right through. To support this statement, we asked an accredited institute—the Holzforschung Austria—to test how fire resistant our CLT solid wood panels actually are. The results speak for themselves and even exceeded our expectations. The abridged report can be downloaded from www.clt.info.

Building physics

S O U N D 04/2012

In addition to the following reviews on the subject of sound insulation, Stora Enso recommends the website www.dataholz.com.

http://www.dataholz.com

Building physics


The following evaluations with regard to building physics were performed by the European accredited institute HFA — Holzforschung Austria — and contain the following tested components:

1. External walls

2. Internal walls

3. Partition walls

4. Ceilings

5. Roofs

Issued on: 12.01.2012 Order number: 2177/2011 – BB Version: 1.0 During the evaluations, the following sources were referred to: Fire resistance

ÖNORM EN 13501-2 Fire classification of construction products and building elements — Part 2: Classification using data from fire resistance tests, excluding ventilation services. Preliminary proceedings for determining heat insulation characteristics

ÖNORM B 8110-6, Thermal protection in building construction — Part 6: Principles and verification methods — Heating demand and cooling demand. Version: January 2010

ÖNORM EN ISO 6946, Building components — Thermal resistance and thermal transmittance — Calculation method, version: April 2008

ÖNORM B 8110-2, Thermal insulation in building construction — Part 2: Water vapour diffusion and protection against condensation, version: July 2003

ÖNORM EN ISO 13788, Hygrothermal performance of building components and building elements — Internal surface temperature to avoid critical surface humidity and interstitial condensation — Calculation methods, ver-sion: January 2002

ÖNORM B 8110-3, Thermal protection in building construction — Part 3: Heat storage and solar impact, version: December 1999

ÖNORM EN 12524; Building materials and products — Hygrothermal properties — Tabulated design values, version September 2000 Noise assessment

The assessed standard sound level difference was determined using comparable components investigated with regard to the level of protection against airborne noise to be achieved and taking the relevant technical literature into account. In particular, the parts catalogue “dataholz.com — Catalogue of the physical and ecological proper-ties of inspected wood components”, version: 2003, ÖNORM B 8115-4 Sound insulation and room acoustics in building construction — Measures to fulfil the requirements on sound insulation, version: 2003, and Timber con-struction manual, number 3, part 3, series 4 “Sound proofing — Walls and Roofs” by the Timber Information Ser-vice, version: 2003 and Timber construction manual, number 3, part 3, series 3 “Sound-absorbing wooden beams — and Brettstapel ceilings” by the Timber Information Service and “Sound-absorbing exterior components made of wood” by ift Rosenheim Centre for Acoustics (LSW), final report 2004.

External walls

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C O N T E N T S E X T E R N A L W A L L S 04/2012

Component Façade Insulation material CLT Interior work

1.1 Plaster EPS CLT 100 C3s CLT visible quality 1.2 Plaster EPS CLT 120 C3s CLT visible quality 1.3 Plaster EPS CLT 100 C3s Panelled with GKF plasterboard 1.4 Plaster EPS CLT 120 C3s Panelled with GKF plasterboard 1.5 Plaster EPS CLT 100 C3s Facing with GKF plasterboard 1.6 Plaster EPS CLT 120 C3s Facing with GKF plasterboard 1.7 Plaster Mineral wool CLT 100 C3s CLT visible quality 1.8 Plaster Mineral wool CLT 120 C3s CLT visible quality 1.9 Plaster Mineral wool CLT 100 C3s Panelled with GKF plasterboard 1.10 Plaster Mineral wool CLT 120 C3s Panelled with GKF plasterboard 1.11 Plaster Mineral wool CLT 100 C3s Facing with GKF plasterboard 1.12 Plaster Mineral wool CLT 120 C3s Facing with GKF plasterboard 1.13 Plaster Softboard CLT 100 C3s CLT visible quality 1.14 Plaster Softboard CLT 120 C3s CLT visible quality 1.15 Plaster Softboard CLT 100 C3s Panelled with GKF plasterboard 1.16 Plaster Softboard CLT 120 C3s Panelled with GKF plasterboard 1.17 Plaster Softboard CLT 100 C3s Facing with GKF plasterboard 1.18 Plaster Softboard CLT 120 C3s Facing with GKF plasterboard 1.19 Timber Softboard CLT 100 C3s CLT visible quality 1.20 Timber Softboard CLT 120 C3s CLT visible quality 1.21 Timber Softboard CLT 100 C3s Panelled with GKF plasterboard 1.22 Timber Softboard CLT 120 C3s Panelled with GKF plasterboard 1.23 Timber Softboard CLT 100 C3s Facing with GKF plasterboard 1.24 Timber Softboard CLT 120 C3s Facing with GKF plasterboard 1.25 Timber Mineral wool CLT 100 C3s CLT visible quality 1.26 Timber Mineral wool CLT 120 C3s CLT visible quality 1.27 Timber Mineral wool CLT 100 C3s Panelled with GKF plasterboard 1.28 Timber Mineral wool CLT 120 C3s Panelled with GKF plasterboard 1.29 Plaster Mineral wool CLT 120 C3s Facing with GKF plasterboard

Building physicsCOMPONENT DESIGNS 04/2012

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat.

Plaster (incl. stopping and fabric insert) 0.5 1.000 10-35 2,000 A1

EPS 16, 20, 26 0.031 60 18 E

CLT 100 C3s 10 0.110 50 470 D

Structural-physical analysis

Insul. thick. Fire protection i → o Thermal performance Acoustic performance

[cm] Fire resistance

Load[kN/m]

U-value[W/m²K] Permeability

Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.16 adequate 34.7 36

20 REI 60 35 0.13 adequate 34.8 36

26 REI 60 35 0.11 adequate 34.9 36

1.1 External wall

CLT 100 C3s

EPS

plaster(incl. stopping and fabric insert)


Component design



EPS 16, 20, 26 0.031 60 18 E

CLT 120 C3s 12 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.16 adequate 33.3 36

20 REI 60 35 0.13 adequate 33.4 36

26 REI 60 35 0.10 adequate 33.4 36

1.2 External wall

CLT 120 C3s

EPS



Component design



EPS 16, 20, 26 0.031 60 18 E

CLT 100 C3s 10 0.110 50 470 D

Fire-protection plasterboard 1.3 0.250 800 A2




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.16 adequate 38.7 37

20 REI 90 35 0.13 adequate 38.8 37

26 REI 90 35 0.11 adequate 38.8 37

1.3 External wall

CLT 100 C3s

fire-protection plasterboardEPS



Component design



EPS 16, 20, 26 0.031 60 18 E

CLT 120 C3s 12 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.15 adequate 37.4 37

20 REI 90 35 0.13 adequate 37.4 37

26 REI 90 35 0.10 adequate 37.4 37

1.4 External wall

CLT 120 C3s

EPS fire-protection plasterboard



Component design



EPS 16, 20, 26 0.031 60 18 E

CLT 100 C3s 10 0.110 50 470 D

Service cavity consisting of:

Wooden battens 40/50, e = 62.5 cm 5 0.130 50 500 D

Mineral wool 5 0.035 18 A1

OSB 1.5 0.130 200-300 600 B





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 120 35 0.13 adequate 27.2 43

18 REI 120 35 0.12 adequate 27.2 43

20 REI 120 35 0.11 adequate 27.2 43

26 REI 120 35 0.09 adequate 27.2 43

1.5 External wall

CLT 100 C3s

mineral wool

wooden batten

OSB

EPS

fire-protection plasterboard



1.6 External wall

CLT 120 C3s

OSB

Component design



EPS 16, 20, 26 0.031 60 18 E

CLT 120 C3s 12 0.110 50 470 D




OSB 1.5 0.130 200-300 600 B





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 120 35 0.13 adequate 27.2 43

20 REI 120 35 0.11 adequate 27.2 43

26 REI 120 35 0.09 adequate 27.2 43

EPS


mineral wool


wooden batten


Component design



Mineral wool 16, 18 0.035 1 18 A1

CLT 100 C3s 10 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.18 adequate 34.7 38

18 REI 60 35 0.16 adequate 34.7 38

1.7 External wall

CLT 100 C3s

mineral wool



Component design



Mineral wool 16, 18 0.035 1 18 A1

CLT 120 C3s 12 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.17 adequate 33.3 38

18 REI 60 35 0.16 adequate 33.3 38

1.8 External wall

CLT 120 C3s

mineral wool



Component design



Mineral wool 16, 18 0.035 1 18 A1

CLT 100 C3s 10 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.18 adequate 38.7 39

18 REI 90 35 0.16 adequate 38.7 39

1.9 External wall

CLT 100 C3s

mineral wool fire-protection plasterboard



Component design



Mineral wool 16, 18 0.035 1 18 A1

CLT 120 C3s 12 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.17 adequate 37.4 39

18 REI 90 35 0.16 adequate 37.4 39

1.10 External wall

CLT 120 C3s

mineral wool fire-protection plasterboard



Component design



Mineral wool 16, 18 0.035 1 18 A1

CLT 100 C3s 10 0.110 50 470 D




OSB 1.5 0.130 200-300 600 B





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 120 35 0.14 adequate 27.2 45

18 REI 120 35 0.13 adequate 27.2 45

1.11 External wall

CLT 100 C3s

mineral wool

OSB

wooden batten



mineral wool


1.12 External wall

CLT 120 C3s

mineral wool

OSB

wooden batten

Component design



Mineral wool 16, 18 0.035 1 18 A1

CLT 120 C3s 12 0.110 50 470 D




OSB 1.5 0.130 200-300 600 B





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 120 35 0.14 adequate 27.2 45

18 REI 120 35 0.13 adequate 27.2 45


mineral wool



Component design



Homatherm EnergiePlus massive 8, 6 0.039 3 140 E

Homatherm HDP-Q11 standard 12, 10 0.038 3 110 E

CLT 100 C3s 10 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.21 adequate 34.6 38

20 REI 60 35 0.18 adequate 34.7 38

1.13 External wall

CLT 100 C3s

HomathermEnergiePlus massive

HomathermHDP-Q11 standard



1.14 External wall

CLT 120 C3s



Component design





CLT 120 C3s 12 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.20 adequate 33.3 38

20 REI 60 35 0.17 adequate 33.3 38



Component design





CLT 100 C3s 10 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.21 adequate 38.7 39

20 REI 90 35 0.17 adequate 38.7 39

1.15 External wall

CLT 100 C3s






1.16 External wall

CLT 120 C3s



Component design





CLT 120 C3s 12 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.20 adequate 37.4 39

20 REI 90 35 0.17 adequate 37.4 39




Component design





CLT 100 C3s 10 0.110 50 470 D



Homatherm ID-Q11 standard 4 0.038 3 110 E





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 120 35 0.18 adequate 18.1 44

20 REI 120 35 0.15 adequate 18.1 44

1.17 External wall

CLT 100 C3s



HomathermID-Q11 standard


wooden batten



1.18 External wall

CLT 120 C3s





Component design





CLT 120 C3s 12 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 120 35 0.17 adequate 18.0 44

20 REI 120 35 0.15 adequate 18.0 44


wooden batten


Component design


Wooden façade 2.5 0.130 50 500 D

Wooden battens (ventilated) 3 0.130 50 500 D

Vapour-permeable membrane

Homatherm HDP-Q11 standard, 2 layers 16, 20 0.038 3 110 E

CLT 100 C3s 10 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.21 adequate 34.7 43

20 REI 60 35 0.17 adequate 34.8 43

1.19 External wall

CLT 100 C3s

wooden façade


wooden battens (ventilated)

vapour-permeable membrane


Component design





Homatherm HDP-Q11 standard, 2 layers 16, 18, 20, 24 0.038 3 110 E

CLT 120 C3s 12 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.20 adequate 33.4 43

18 REI 60 35 0.18 adequate 33.4 43

20 REI 60 35 0.17 adequate 33.4 43

24 REI 60 35 0.15 adequate 33.4 44

1.20 External wall

CLT 120 C3s

wooden façade





Component design






CLT 100 C3s 10 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.20 adequate 38.7 44

20 REI 90 35 0.17 adequate 38.8 44

1.21 External wall

CLT 100 C3s

wooden façade






1.22 External wall

CLT 120 C3s

wooden façade




Component design






CLT 120 C3s 12 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.20 adequate 37.4 44

20 REI 90 35 0.17 adequate 37.4 44



Component design






CLT 100 C3s 10 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 120 35 0.18 adequate 18.1 48

20 REI 120 35 0.15 adequate 18.1 48

1.23 External wall

CLT 100 C3s

wooden façade






wooden batten


1.24 External wall

CLT 120 C3s

wooden façade



vapour-permeable membranewooden batten


Component design






CLT 120 C3s 12 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 120 35 0.17 adequate 16.5 48

20 REI 120 35 0.15 adequate 16.5 48



1.25 External wall

CLT 100 C3s

wooden façade

mineral wool



solid structural timber (KVH)

Component design





KVH structure, insulated:

Structural timber 6/x, e = 62.5 cm 16, 20, 26 0.130 50 500 D

Mineral wool 16, 20, 26 0.035 1 18 A1

CLT 100 C3s 10 0.250 800 A2




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.20 adequate 34.4 47

20 REI 60 35 0.16 adequate 34.7 47

26 REI 60 35 0.13 adequate 34.8 48


1.26 External wall

CLT 120 C3s

Component design







Mineral wool 16, 20, 26 0.035 1 18 A1

CLT 120 C3s 12 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 60 35 0.19 adequate 33.3 47

20 REI 60 35 0.16 adequate 33.4 47

26 REI 60 35 0.13 adequate 33.4 48

solid structural timber (KVH)mineral wool

wooden façade




1.27 External wall

CLT 100 C3s

Component design







Mineral wool 16, 20, 26 0.035 1 18 A1

CLT 100 C3s 12 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.19 adequate 38.7 51

20 REI 90 35 0.16 adequate 38.7 51

26 REI 90 35 0.13 adequate 38.8 52



wooden façade




1.28 External wall

CLT 120 C3s

wooden façade



Component design







Mineral wool 16, 20, 26 0.035 1 18 A1

CLT 120 C3s 12 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

16 REI 90 35 0.19 adequate 37.4 51

20 REI 90 35 0.16 adequate 37.3 51

26 REI 90 35 0.13 adequate 37.4 52




1.29 External wall

wooden batten


CLT 120 C3s


Component design



Mineral wool 18 0.035 1 18 A1

CLT 120 C3s 12 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

18 REI 120 35 0.14 adequate 16.3 44


mineral wool

Internal walls

Building physics

C O N T E N T S I N T E R N A L W A L L S 04/2012

Component Left structure CLT Right structure

2.1 CLT visible quality CLT 100 C3s CLT visible quality 2.2 CLT visible quality CLT 120 C3s CLT visible quality 2.3 CLT visible quality CLT 100 C3s Panelled with GKF plasterboard 2.4 CLT visible quality CLT 120 C3s Panelled with GKF plasterboard 2.5 CLT visible quality CLT 100 C3s Facing with GKF plasterboard 2.6 CLT visible quality CLT 120 C3s Facing with GKF plasterboard 2.7 Panelled with GKF plasterboard CLT 100 C3s Panelled GKF plasterboard 2.8 Panelled with GKF plasterboard CLT 120 C3s Panelled with GKF plasterboard 2.9 Panelled with GKF plasterboard CLT 100 C3s Facing with GKF plasterboard 2.10 Facing with GKF plasterboard CLT 100 C3s Facing with GKF plasterboard 2.11 Facing with GKF plasterboard CLT 120 C3s Facing with GKF plasterboard


Component design


CLT 100 C3s 10 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 60 35 0.855 adequate 29.6 34

2.1 Internal wall

CLT 100 C3s


2.2 Internal wall

CLT 120 C3s

Component design


CLT 120 C3s 12 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 60 35 0.740 adequate 31.1 35


Component design


CLT 100 C3s 10 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 90 35 0.820 adequateFPP 34.5

36Wood 30.0

2.3 Internal wall

CLT 100 C3s



2.4 Internal wall

CLT 120 C3s

Component design


CLT 120 C3s 12 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 90 35 0.714 adequateFPP 36.0

37Wood 31.4



Component design


CLT 100 C3s 10 0.110 50 470 D




OSB 1.5 0.130 200-300 600 B





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 120 35 0.382 adequate+ Service cavity 27.2 41Wood 33.8

2.5 Internal wall

CLT 100 C3s

OSB

wooden batten


mineral wool


2.6 Internal wall

CLT 120 C3s

OSB

wooden batten

mineral wool

Component design


CLT 120 C3s 12 0.110 50 470 D




OSB 1.5 0.130 200-300 600 B





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 120 35 0.357 adequateService

cavity 27.2 41Wood 33.0



Component design



CLT 100 C3s 10 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 90 35 0.788 adequate 35.0 38

2.7 Internal wall

CLT 100 C3s




Component design



CLT 120 C3s 12 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 90 35 0.689 adequate 36.2 38

2.8 Internal wall

CLT 120 C3s




Component design



CLT 100 C3s 10 0.110 50 470 D




OSB 1.5 0.130 200-300 600 B





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 120 35 0.375 adequateService

cavity 27.1 42Wood 38.1

2.9 Internal wall

CLT 100 C3s

OSB


mineral wool


wooden batten


Component design



OSB 1.5 0.130 200-300 600 B




CLT 100 C3s 10 0.110 50 470 D




OSB 1.5 0.130 200-300 600 B





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 120 35 0.247 adequate 27.2 46

2.10 Internal wall

OSB

CLT 100 C3s

OSBwooden batten

mineral wool


mineral wool


wooden batten


2.11 Internal wall

OSB

wooden batten

CLT 120 C3s

Component design



OSB 1.5 0.130 200-300 600 B




CLT 120 C3s 12 0.110 50 470 D




OSB 1.5 0.130 200-300 600 B





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

— REI 120 35 0.236 adequate 27.2 46


mineral wool

OSBwooden batten

mineral wool


Partition walls

Building physics

C O N T E N T S P A R T I T I O N W A L L S 04/2012

Component Left structure CLT Right structure

3.1 Facing with pivoting bracket CLT 100 C3s CLT visible quality 3.2 Facing with pivoting bracket CLT 120 C3s CLT visible quality 3.3 Facing with pivoting bracket CLT 100 C3s Panelled with GKF plasterboard 3.4 Facing with pivoting bracket CLT 120 C3s Panelled with GKF plasterboard 3.5 Facing with pivoting bracket CLT 100 C3s Facing with pivoting bracket 3.6 Facing with pivoting bracket CLT 120 C3s Facing with pivoting bracket 3.7 CLT visible quality 2 x CLT 100 C3s CLT visible quality 3.8 CLT visible quality 2 x CLT 100 C3s Panelled with GKF plasterboard 3.9 CLT visible quality 2 x CLT 100 C3s Facing with pivoting bracket 3.10 Panelled with GKF plasterboard 2 x CLT 100 C3s Panelled with GKF plasterboard 3.11 Panelled with GKF plasterboard 2 x CLT 80 C3s Panelled with GKF plasterboard 3.12 Panelled with GKF plasterboard 2 x CLT 100 C3s Facing with pivoting bracket 3.13 Panelled with GKF plasterboard 2 x CLT 80 C3s Facing with pivoting bracket 3.14 Panelled with GKF plasterboard 2 x CLT 100 C3s Panelled with GKF plasterboard 3.15 Panelled with GKF plasterboard 2 x CLT 80 C3s Panelled with GKF plasterboard 3.16 Facing with pivoting bracket 2 x CLT 100 C3s Facing with pivoting bracket 3.17 Facing with pivoting bracket 2 x CLT 80 C3s Facing with pivoting bracket


Component design



Facing wall on spring clip: 7



CLT 100 C3s 10 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

7REI 60

35 0.34 adequate 34.0 45EI 120

3.1 Partition wall

CLT 100 C3s

wooden battens (on spring clip)

mineral wool




3.2 Partition wall

CLT 120 C3s

Component design






CLT 120 C3s 12 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

7REI 60

35 0.32 adequate 33.1 45EI 120




mineral wool


3.3 Partition wall

CLT 100 C3s

Component design






CLT 100 C3s 10 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

7REI 90

35 0.33 adequate 42.2 46EI 120






mineral wool


3.4 Partition wall

CLT 120 C3s

Component design






CLT 120 C3s 12 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

7REI 90

35 0.31 adequate 41.4 46EI 120






mineral wool


3.5 Partition wall

CLT 100 C3s

Component design






CLT 100 C3s 10 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

2 x 7 REI 120 35 0.21 adequate 22.8 58



mineral wool



wooden battens (on spring clip)wooden battens (on spring clip)

mineral wool


3.6 Partition wall

CLT 120 C3s


Component design






CLT 120 C3s 12 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

2 x 7 REI 120 35 0.20 adequate 22.8 58



mineral wool




mineral wool


3.7 Partition wall

CLT 100 C3s

CLT 100 C3s

impact sound insulation MW-T

Component design


CLT 100 C3s 10 0.110 50 470 D

Impact sound insulation MW-T 6 0.035 1 68 A1

CLT 100 C3s 10 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

6REI 60

35 0.26 adequate 34.2 52EI 120


3.8 Partition wall

CLT 100 C3s

CLT 100 C3s

Component design


CLT 100 C3s 10 0.110 50 470 D


CLT 100 C3s 10 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

6REI 90

35 0.26 adequate 38.4 54EI 120




Component design


CLT 100 C3s 10 0.110 50 470 D


CLT 100 C3s 10 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

7 + 6 REI 120 35 0.19 adequate 23.1 66

3.9 Partition wall

CLT 100 C3s

CLT 100 C3swooden battens (on spring clip)



mineral woolimpact sound insulation MW-T


3.10 Partition wall

CLT 100 C3s

CLT 100 C3s

Component design



CLT 100 C3s 10 0.110 50 470 D


CLT 100 C3s 10 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

6REI 90

35 0.26 adequate 38.4 60EI 120





3.11 Partition wall

CLT 80 C3s

CLT 80 C3s

Component design



CLT 80 C3s 8 0.110 50 470 D


CLT 80 C3s 8 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

6REI 90

35 0.26 adequate 38.4 60EI 120





Component design



CLT 100 C3s 10 0.110 50 470 D


CLT 100 C3s 10 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

7 + 6 REI 120 35 0.18 adequate 23.1 67

3.12 Partition wall

CLT 100 C3s







3.13 Partition wall

CLT 80 C3s

CLT 80 C3s

Component design



CLT 80 C3s 8 0.110 50 470 D


CLT 80 C3s 8 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

7 + 6REI 90

35 0.20 adequate 14.9 66EI 120







3.14 Partition wall

CLT 100 C3s

CLT 100 C3s

Component design



CLT 100 C3s 10 0.110 50 470 D






CLT 100 C3s 10 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

6REI 90

35 0.24 adequate 36.8 70EI 120






3.15 Partition wall

CLT 80 C3s

CLT 80 C3s

Component design



CLT 80 C3s 8 0.110 50 470 D


Air gap 2

CLT 80 C3s 8 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

6REI 90

35 0.27 adequate 39.4 60EI 120





3.16 Partition wallCLT 100 C3s


Component design






CLT 100 C3s 10 0.110 50 470 D


CLT 100 C3s 10 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

2 x 7 + 6 REI 120 35 0.14 adequate 23.1 69





mineral wool


mineral wool



3.17 Partition wallCLT 80 C3s

CLT 80 C3s

Component design






CLT 80 C3s 8 0.110 50 470 D


CLT 80 C3s 8 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

2 x 7 + 6REI 90

35 0.15 adequate 23.1 68EI 120







mineral wool

mineral wool


Ceilings

Building physics

C O N T E N T S C E I L I N G S 04/2012

Component Fill Insulation material CLT Slab underside

4.1 Bonded EPS EPS CLT 140 L5s CLT visible quality

4.2 Bonded EPS EPS CLT 140 L5s Panelled with GKF plasterboard

4.3 Bonded EPS EPS CLT 140 L5s Suspended ceiling with GKF plasterboard

4.4 Gravel Mineral wool for sound insulation CLT 140 L5s CLT visible quality

4.5 Gravel Mineral wool for sound insulation CLT 140 L5s Panelled with GKF plasterboard

4.6 Gravel Mineral wool for sound insulation CLT 140 L5s Suspended ceiling with GKF plasterboard


Component design


Cement screed 7 1.330 50-100 2,000 A1

Plastic separation layer 0.200 100,000 1,400 E

EPS sandwich panel 3 0.04 60 18 E

EPS fill, bound 5

Trickle protection at joints 0.2 423 636 E

CLT 140 L5s 14 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

8 REI 60 5 0.35 adequateInner 32.5

55 60Outer 140.3

4.1 Floor slab

plastic separation layer

cement screed

trickle protection

CLT 140 L5s

EPS fill, boundEPS sandwich panel


4.2 Floor slab

CLT 140 L5s

Component design


Cement screed 7 1.330 50-100 2,000 A1



EPS fill, bound 5


CLT 140 L5s 14 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w


56 59Outer 140.4



cement screed

trickle protectionEPS fill, bound

EPS sandwich panel


4.3 Floor slab

CLT 140 L5s

wooden batten

Component design


Cement screed 7 1.330 50-100 2,000 A1



EPS fill, bound 5


CLT 140 L5s 14 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w


60 55Outer 140.4


mineral wool


cement screed

trickle protectionEPS fill, bound

EPS sandwich panel


4.4 Floor slab

trickle protection

CLT 140 L5s

gravel fillimpact sound insulation MW-T

Component design


Cement screed 7 1.330 50-100 2,000 A1



Gravel fill 5 0.7 2 1,800 A1


CLT 140 L5s 14 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w


58 51Outer 139.3


cement screed


4.5 Floor slab

CLT 140 L5s

Component design


Cement screed 7 1.330 50-100 2,000 A1



Gravel fill 5 0.7 2 1,800 A1


CLT 140 L5s 14 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w


59 50Outer 139.3




cement screed

trickle protectiongravel fill


4.6 Floor slab

CLT 140 L5s


Component design


Cement screed 7 1.330 50-100 2,000 A1



Gravel fill 5 0.7 2 1,800 A1


CLT 140 L5s 14 0.110 50 470 D

Service cavity on spring clip, comprising:







Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w


65 45Outer 139.3


mineral wool



cement screed

trickle protectiongravel fill

Building physics

C O N T E N T S R O O F S 04/2012

Component Roof covering Insulation material CLT Slab underside

5.1 Foil roof EPS CLT 140 L5s CLT visible quality

5.2 Foil roof EPS CLT 140 L5s Panelled with GKF plasterboard

5.3 Foil roof EPS CLT 140 L5s Suspended ceiling with GKF plasterboard

5.4 Foil roof Softwood fibre (HWF) CLT 140 L5s CLT visible quality

5.5 Foil roof Softwood fibre (HWF) CLT 140 L5s Panelled with GKF plasterboard

5.6 Foil roof Softwood fibre (HWF) CLT 140 L5s Suspended ceiling with GKF plasterboard


Component design


Synthetic membrane 0.3 40,000 680 E

EPS, 2 layers 24 0.038 60 30 E

Vapour barrier, self-adhesive 1,500

CLT 140 L5s 14 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

24 REI 60 5 0.13 adequate 32.5 36

5.1 Roof

CLT 140 L5svapour barrier, self-adhesive

EPS

synthetic membrane


Component design



EPS, 2 layers 24 0.038 60 30 E


CLT 140 L5s 14 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

24 REI 90 5 0.13 adequate 36.7 37

5.2 Roof

CLT 140 L5s


vapour barrier, self-adhesive

EPS

synthetic membrane


5.3 Roof

wooden batten

CLT 140 L5s

Component design



EPS, 2 layers 24 0.038 60 30 E


CLT 140 L5s 14 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

24 REI 90 5 0.11 adequate 14.7 43


mineral wool


EPS

synthetic membrane


5.4 Roof

HomathermHDP-Q11 protect

CLT 140 L5s

Component design



Homatherm HDP-Q11 protect, 2 layers 24 0.039 3 140 E


CLT 140 L5s 14 0.110 50 470 D




Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

24 REI 60 5 0.13 adequate 32.5 38


synthetic membrane


5.5 Roof

Component design





CLT 140 L5s 14 0.110 50 470 D





Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

24 REI 90 5 0.13 adequate 36.7 39




synthetic membrane


5.6 Roof

Component design





CLT 140 L5s 14 0.110 50 470 D








Load[kN/m]


Thermal mass mw,B,A

[kg/m²]Rw Ln,w

24 REI 90 5 0.11 adequate 14.7 45




synthetic membrane

wooden batten

mineral wool

Structural analysis

Structural analysis


General information about structural engineering with CLT

As the single-layer panels are bonded alternately at right angles to each other, the load can be distributed across two axes—until now this was only possible with reinforced concrete engineering. The advantage of this is a more flexible interior design at the planning stage; designs can now also be simplified, and lower slab ceiling heights are possible. Although diagonally projecting or point-supported structures require more planning, they are per-fectly feasible. CLT panels have a particularly high load capacity as the load-bearing width generally extends across the entire panel width due to the transverse layers. The high inherent rigidity of CLT also has a positive impact on bracing a building. CLT calculation method

The difference to dimensioning solid wood or glued laminated timber lies in the loading of the transverse layers. In a CLT panel, a load at right angles to the panel plane (e.g. a snow load on a flat roof) generates a shear load in the transverse layers which acts at right angles to the grain. This shear load is termed rolling shear as the wood fibres “roll off” at right angles in the event of a fracture. As a result of the low shear strength or resistance of the transverse layer (load at right angles to the grain), the stresses or deformations that occur cannot be ignored. Calculations are carried out in accordance with the lamination theory, taking account of shear distortions. Various options now exist for calculating cross-laminated timber; one of these is the “theory of flexibly connected layers” (also termed the “gamma method”). The gamma method is the most common method and is also described in ETA-08/0271. Fasteners

Verification of the fasteners is described and regulated in the approvals.

Structural analysis

C A L C U L A T I N G A N D D I M E N S I O N I N G C L T 04/2012

A. Calculating CLT

The particular feature when calculating CLT lies in the fact that the transverse layers represent low-shear layers. As a result, the deflection caused by transverse loads and “rolling shear” can no longer be ignored. Various cal-culation methods have been developed for this. These methods are outlined briefly below, and the publications containing full details are listed. In the structural analysis, CLT/cross-laminated timber cannot be regarded and treated in the same way as solid wood or glued laminated timber. Stora Enso offers a structural analysis program free of charge on www.clt.info. This can be used to verify com-mon CLT components. A.1. Calculation based on the lamination theory

A.1.1. With the aid of “panel design factors”

This calculation method does not take account of deflection as a result of transverse loads and therefore only applies to relatively large span/thickness ratios (approx. > 30). For symmetrical panel designs, [1] and [2] contain formulae for calculating EJef in panels and disks. A.1.2. With the aid of the “shear correction coefficient”

This method enables ceiling deflection to be determined by calculating the shear correction coefficient for the rel-evant cross-sectional structure. Fusing framework programs, which take account of deflection as a result of transverse loads, CLT can be calculated with sufficient accuracy. The method is presented in [3]. A.2. Calculation based on the γ method

This method was developed to analyse flexibly-connected flexural girders (see [4] and [5]) and can also be ap-plied to CLT. The method is sufficiently accurate for practical building operations and is described in [2] for use with cross-laminated timber. This method is also defined in various timber construction standards, e.g. in DIN 1052-1:1988, DIN 1052:2008, ÖNORM B 4100-2:2003 and in EC 5, EN 1995-1-1. A.3. Calculation based on the shear analogy method

The shear analogy method is described in DIN 1052-1:2008, appendix D and is regarded as a precise method for calculating cross-laminated timber with any layer structures. [2] contains a brief explanation, while a more de-tailed description is given in [6], [7], [8] and [9]. The process is relatively complex compared to those described above. A.4. A. Twin-axis calculation of CLT

A.1.1. With the aid of grillages

2D structures can be modelled with the aid of framework programs. Individual references can be found in [10] and [11], and more detailed information in [9]. A.4.2. With the aid of FEM programs

2D structures can be modelled with the aid of FEM programs. Information can be found in [9] and [12]. B. Calculation of fasteners in CLT

The calculation of fasteners is described in approval Z-9.1-559 for CLT. Detailed descriptions of pin-type fasten-ers can be found in [13] and [14].

Structural analysis

C A L C U L A T I N G A N D D I M E N S I O N I N G C L T 04/2012

Literature cited: [1] Blaß H. J., Fellmoser P.: Bemessung von Mehrschichtplatten [Dimensioning multi-layer panels]. In: Bauen mit

Holz 105 [Building with wood] 105 (2003), issue 8, pp. 36-39, issue 9, pp. 37-39 or download: www.holz.uni-karlsruhe.de under Veröffentlichungen [Publications] (status: 10/2008)

[2] Blaß H. J., Görlacher R.: Brettsperrholz - Berechnungsgrundlagen [Cross-laminated timber - Calculation princip-les]. In: Holzbaukalender [Wooden structure diary] 2003, pp. 580 - 59. Publishers: Bruderverlag Karlsruhe 2003.

[3] Jöbstl R.: Praxisgerechte Bemessung von Brettsperrholz [Practical dimensioning of cross-laminated timber]. In: Ingenieurholzbau, Karlsruher Tage [Timber engineering, Karlsruhe Conference] 2007. Publishers: Bruderverlag Karlsruhe 2007.

[4] Schelling W.: Zur Berechnung nachgiebig zusammengesetzter Biegeträger aus beliebig vielen Einzelquer-schnitten [Designing flexibly laminated flexing beams made of any number of individual cross-sections]. In: Ehl-beck, J. (ed.); Steck, G. (ed.): Ingenieurholzbau in Forschung und Praxis [Timber engineering in research and practice]. Publishers: Bruderverlag Karlsruhe 1982.

[5] Heimeshoff B.: Zur Berechnung von Biegeträgern aus nachgiebig miteinander verbundenen Querschnittsteilen im Ingenieurholzbau [Calculation of flexing beams comprising flexibly-connected cross-sections in timber engi-neering]. In: Holz als Roh- und Werkstoff [Wood as a raw material] 45 (1987) pp. 237-241; 1987.

[6] Kreuzinger H.: Platten, Scheiben und Schalen [Panels, disks and shells]. In: Bauen mit Holz [Building with wood] 1/99, pp. 34-39; 1999.

[7] Blaß H.J., Ehlbeck J., Kreuzinger H., Steck G.: Erläuterungen zu DIN 1052:2004-08 [Explanations on DIN 1052:2004-08], pp. 52-56 and 81-84; publishers: Bruderverlag Karlsruhe 2004.

[8] Scholz A.: Schubanalogie in der Praxis [Shear analogy in practice]. Möglichkeiten und Grenzen. [Opportunities and limitations]. In: Ingenieurholzbau, Karlsruher Tage 2004 [Timber engineering, Karlsruhe Conference 2004]. Publishers: Bruderverlag Karlsruhe 2007.

[9] Winter S., Kreuzinger H., Mestek P.: TP 15 Flächen aus Brettstapeln, Brettsperrholz und Verbundkonstruktio-nen [TP 15 surfaces made of glue-laminated and cross-laminated timber and laminated structures]. Technical University of Munich 2008.

[10] Various authors: Mehrgeschossiger Holzbau in Österreich: Holzskelett- und Holzmassivbauweise [Multi-storey wood engineering in Austria: timber frame and solid timber structures]. pp.127-128; Publishers: ProHolz Austria, Vienna 2002.

[11] Schrentewein T.: Konzentration auf den Punkt [Concentrating on the point]. In: Bauen mit Holz [Building with wood] 1/2008, pp. 43-47; 2008.

[12] Bogensperger T., Pürgstaller A.: Modellierung von Strukturen aus Brettsperrholz unter Berücksichtigung der Verbindungstechnik [Modelling cross-laminated timber structures with reference to fastening systems]. In: Ta-gungsband der 7. Grazer Holzbau-Fachtagung [Proceedings of 7th Graz Timber Engineering Conference]; 2008.

[13] Uibel T.: Brettsperrholz - Verbindungen mit mechanischen Verbindungsmitteln [Cross-laminated timber - connections using mechanical fasteners]. In: Ingenieurholzbau, Karlsruher Tage 2007 [Timber engineering, Karlsruhe Conference 2007]. Publishers: Bruderverlag Karlsruhe 2007.

[14] Blaß H. J., Uibel T.: Tragfähigkeit von stiftförmigen Verbindungsmitteln in Brettsperrholz [Load capacity of pin-type fasteners in cross-laminated timber]. Karlsruher Berichte zum Ingenieurholzbau [Karlsruhe report on timber engineering] - Vol. 8 (2007).

Structural analysis

C L T - S T R U C T U R A L A N A L Y S I S P R O G R A M 04/2012

In conjunction with WallnerMild Holz·Bau·Software© , Stora Enso can provide you with a free-of-charge de-sign program for CLT. The CLT design program can be downloaded free of charge from www.clt.info and is available in various languages. System requirements

� Microsoft Excel 11.0 (Office 2003)

The software suite has been designed and tested for the above version of Excel. The structural analysis program should also run with Excel 10.0 (Office XP) to Excel 12.0 (Office 2010). Initial installation

Double-click the Setup icon to start the installation automatically.

During the installation process, Excel must be closed and the user should have full administrator rights.

It should also be noted that links between “*.xls” files and OpenOffice can cause problems.

With some computers, problems can also occur with add-ins that are not authorised by Windows. “Add-ins” form part of the software suite and must be authorised in order to be activated. This process depends on the operating system and should be checked on a case by case basis. Registration

The sole purpose of this registration is to give Stora Enso an overview of the program’s distribution so that the user can be given appropriate advice in every regard and can be kept informed of new features. Version check

If the CLT design program is already installed and the user would like to update the program, the version check can be launched via the menu bar.

You will then be directed to www.bemessung.com, and a link for the new version will be emailed to you.

During the installation process, Excel must be closed again and the user should have full administrator rights.

Structural analysis


The following modules are available to you in the design program:

Structural analysis


CLT preliminary estimate tables The preliminary estimate tables shown on the next few pages have been compiled by Stora Enso in good faith but are not a substitute for a structural analysis for particular applications or circumstances. All the information contained in the tables complies with the latest state of the art technology, however, errors cannot be ruled out. Stora Enso shall therefore accept no liability and explicitly states that users of these preliminary estimate tables are responsible for checking the individual results.

Structural analysis

I N T E R N A L W A L L S 04/2012

Internal walls (no wind pressure)

Dead weight

Imposed load

gk*) nk

R 0 R 30 R 60 R 90 R 0 R 30 R 60 R 90 R 0 R 30 R 60 R 90

10,00 100 C3s 80 C3s 120 C3s

20,00

30,00

40,00 90 C3s

50,00

60,00

10,00 80 C3s 60 C3s 120 C3s

20,00

30,00 90 C3s

40,00

50,00

60,00 80 C3s 140 C5s 90 C3s 120 C5s 90 C3s 100 C5s

10,00 80 C3s 100 C5s

20,00 90 C3s

30,00

40,00

50,00

60,00

10,00 60 C3s 120 C3s 90 C3s

20,00

30,00

40,00

50,00

60,00 120 C3s

10,00 90 C3s

20,00

30,00

40,00 100 C5s

50,00

60,00 90 C3s 100 C3s 100 C3s

10,00 60 C3s 80 C3s 80 C3s

20,00

30,00 100 C5s

40,00

50,00

60,00 120 C5s

Load-bearing capacity: Fire resistance

a) Verif ication as a column (compression in accordance w ith equivalent member method)

b) Shearing stresses

kmod = 0.8 R0

R30

R60

R90

120 C3s

120 C3s

60 C3s80 C3s

60 C3s

80 C3s

100 C5s

80 C3s

80 C3s 100 C5s

Height (buckling length)

v1,i = 0.63 mm/min

v1,a = 0.86 mm/min

60 C3s 80 C3s

80 C3s

100 C5s

80 C3s

100 C3s

120 C3s100 C5s

120 C5s100 C5s

120 C3s

140 C5s

80 C3s

60 C3s

140 C5s

60 C3s

60 C3s

80 C3s

80 C3s

90 C3s

100 C5s

120 C5s80 C3s

80 C3s

80 C3s

90 C3s

100 C3s

100 C5s

100 C5s

120 C3s

140 C5s

120 C3s

140 C5s120 C5s

140 C5s

60 C3s

80 C3s

80 C3s 100 C5s

120 C3s

140 C5s

80 C3s

80 C3s 80 C3s

90 C3s

100 C3s

100 C5s90 C3s

100 C5s

120 C5s

140 C5s120 C5s 140 C5s

140 C5s

60 C3s

80 C3s

80 C3s100 C5s

120 C3s

140 C5s

140 C5s

90 C3s

100 C3s

100 C5s

120 C5s

100 C3s

100 C3s

120 C3s

100 C3s

120 C3s

120 C3s

140 C5s

80 C3s

90 C3s

80 C3s

80 C3s

80 C3s

90 C3s

100 C5s

120 C5s

80 C3s

90 C3s

100 C5s120 C5s

10,00140 C5s

80 C3s

100 C3s

100 C5s

120 C5s

140 C5s

3,00 m 4,00 m

120 C5s

140 C5s90 C3s

80 C3s

140 C5s

60 C3s

80 C3s

In accordance w ith approval Z 9.1-559DIN 1052 (2008) and/or EN 1995-1-1 (2006)

* The CLT self‐weight is already taken into account in the table at ρ = 500 kg/m³! Service class 1, imposed load category A (ψ0 = 0.7; ψ1 = 0.5; ψ2 = 0.3)

60,00

20,00

30,00

40,00

50,00

2,50 m

80 C3s

This table is only for preliminary estimate purposes and is not a substitute for a structural analysis.

Structural analysis

E X T E R N A L W A L L S 04/2012

External walls (w = 1.00 kN/m² )

Dead weight

Imposed load

gk*) nk

R 0 R 30 R 60 R 90 R 0 R 30 R 60 R 90 R 0 R 30 R 60 R 90

10,00 80 C3s 60 C3s 120 C3s

20,00

30,00 90 C3s

40,00

50,00

60,00 80 C3s 90 C3s 90 C3s 100 C5s

10,00 80 C3s 80 C3s 100 C5s

20,00 90 C3s

30,00

40,00

50,00

60,00 140 C5s 120 C5s

10,00 60 C3s 90 C3s

20,00

30,00

40,00

50,00

60,00

10,00 60 C3s 120 C3s 90 C3s

20,00 100 C3s

30,00

40,00

50,00

60,00 90 C3s 100 C3s 100 C3s 120 C3s

10,00 80 C3s 80 C3s

20,00

30,00

40,00

50,00

60,00 120 C5s

10,00 60 C3s 120 C3s 100 C5s 100 C3s

20,00

30,00

40,00

50,00

60,00 160 C5s

Load-bearing capacity: Fire resistance

a) Verif ication as a column (compression in accordance w ith equivalent member method)

b) Shearing stresses

kmod = 0.8 R0

R30

R60

R90


v1,i = 0.63 mm/min

v1,a = 0.86 mm/min

60 C3s80 C3s

100 C5s120 C3s

60 C3s

80 C3s

80 C3s

120 C3s

140 C5s

140 C5s

60 C3s

80 C3s

80 C3s

90 C3s

100 C5s

120 C3s

80 C3s

80 C3s100 C5s

120 C3s60 C3s

100 C3s

100 C5s

120 C5s140 C5s

80 C3s

90 C3s

120 C3s

140 C5s

80 C3s

80 C3s

90 C3s

60 C3s

80 C3s

80 C3s 100 C5s

80 C3s

90 C3s

100 C3s

100 C5s

100 C5s

120 C5s

120 C3s

140 C5s

120 C5s 140 C5s

60 C3s

80 C3s

80 C3s100 C5s

120 C3s

140 C5s

80 C3s

80 C3s

90 C3s

100 C5s

80 C3s

90 C3s 100 C5s120 C5s

90 C3s

100 C5s

120 C5s

140 C5s

90 C3s

140 C5s

140 C5s

60 C3s

80 C3s90 C3s

100 C3s

100 C5s

80 C3s

80 C3s

120 C5s

140 C5s90 C3s

100 C3s

120 C3s

140 C5s

80 C3s

80 C3s

90 C3s

100 C5s

120 C5s

90 C3s

100 C3s

120 C5s140 C5s80 C3s

100 C5s

120 C3s

120 C5s 140 C5s

100 C3s

100 C5s

120 C3s

120 C5s140 C5s

3,00 m 4,00 m

10,00

100 C5s

120 C5s140 C5s

80 C3s

80 C3s

100 C3s

100 C5s



60,00

20,00

30,00

40,00

50,00

100 C3s

2,50 m

This table is only for preliminary estimate purposes and is not a substitute for a structural analysis.

Structural analysis

S I N G L E S P A N B E A M - V I B R A T I O N 04/2012

Single-span beam_Vibration

Dead weight

Imposed load

gk*) nk 3,00 m 3,50 m 4,00 m 4,50 m 5,00 m 5,50 m 6,00 m 6,50 m 7,00 m

1,00 80 L3s 90 L3s 120 L3s 180 L5s

2,00 120 L3s

2,80

3,50 90 L3s 120 L3s

4,00 100 L3s

5,00 90 L3s 120 L3s 120 L3s 160 L5s – 2

1,00 80 L3s 100 L3s 200 L5s

2,00

2,80 120 L3s

3,50

4,00 90 L3s

5,00 90 L3s 120 L3s 180 L5s 220 L7s – 2

1,00 120 L3s

2,00

2,80 90 L3s

3,50

4,00

5,00 200 L5s 240 L7s – 2 260 L7s – 2

1,00 100 L3s 120 L3s 160 L5s – 2 200 L5s

2,00

2,80

3,50

4,00

5,00 100 L3s 120 L3s 160 L5s – 2

1,00 90 L3s 120 L3s 180 L5s 220 L7s – 2 240 L7s – 2

2,00 90 L3s

2,80

3,50

4,00

5,00 180 L5s 280 L7s – 2

Load‐bearing capacity: Serviceability: Fire resistance

a) Verification of bending stresses a) Quasi‐constant design situation HFA 2011

b) Verification of shearing stresses zul w fin = 250 v1 = 0.65 mm/min

b) Infrequent design situation:

kmod = 0.8 zul w q,inst = 300 R0

zul w fin ‐ w g,inst = 200 R30

c) Vibration R60

Vibration according to EN 1995‐1‐1 and Kreuzinger & Mohr R90

(f1 > 8 Hz or f1 > 5 Hz with a = 0.4m/s², v < vgrenz, wEF < 1 mm)

D = 2%, 5 cm cement screed, b = 1.2 ∙ ℓ

kdef = 0.6

Span of single-span beam

200 L5s

80 L3s

80 L3s

90 L3s 100 L3s

120 L3s

120 L3s

140 L5s

220 L7s – 2

240 L7s – 2

80 L3s

90 L3s

100 L3s

120 L3s

120 L3s

120 L3s

140 L5s

200 L5s

220 L7s – 2

160 L5s – 2

180 L5s

140 L5s

140 L5s

160 L5s – 2

160 L5s – 2

160 L5s – 2

180 L5s

200 L5s

180 L5s

200 L5s

160 L5s – 2

220 L7s – 2

240 L7s – 2

90 L3s

220 L7s – 2

220 L7s – 2

240 L7s – 2

80 L3s

140 L5s

140 L5s

160 L5s – 2

90 L3s

90 L3s

100 L3s

120 L3s

120 L3s

120 L3s

120 L3s

140 L5s

140 L5s160 L5s – 2

180 L5s

200 L5s

3,00

100 L3s

120 L3s

120 L3s

140 L5s

140 L5s

160 L5s – 2

140 L5s

220 L7s – 2240 L7s – 2

260 L7s – 2

240 L7s – 2

260 L7s – 2

220 L7s – 2 240 L7s – 2

220 L7s – 2

220 L7s – 2



1,00

1,50

2,00

2,50

160 L5s – 2

200 L5s

120 L3s

Since any vibration depends not only on the span but also on the mass, a thicker ceiling may be necessary despite a shorter span.

This table specifies the required thicknesses for the normal design situation (R0). The colour shading represents the fire resistance time which is also attained with this thickness. If a higher fire resistance time is required, a separate analysis must be carried out. This table is only for preliminary estimate purposes and is not a substitute for a structural analysis.

Structural analysis

S I N G L E - S P A N B E A M - D E F O R M A T I O N 04/2012

Single-span beam_deformation

Dead weight

Imposed load

gk*) nk 3,00 m 3,50 m 4,00 m 4,50 m 5,00 m 5,50 m 6,00 m 6,50 m 7,00 m

1,00 80 L3s 90 L3s 120 L3s 180 L5s

2,00 120 L3s

2,80

3,50 90 L3s 120 L3s

4,00 100 L3s

5,00 90 L3s 120 L3s 120 L3s 160 L5s – 2 200 L5s

1,00 80 L3s 100 L3s 140 L5s 180 L5s 200 L5s

2,00

2,80 120 L3s

3,50

4,00 90 L3s

5,00 90 L3s 120 L3s 200 L5s 220 L7s – 2

1,00 120 L3s

2,00

2,80 90 L3s

3,50

4,00

5,00

1,00 100 L3s 120 L3s 180 L5s

2,00

2,80

3,50

4,00

5,00 100 L3s 120 L3s 160 L5s – 2 200 L5s 220 L7s – 2

1,00 90 L3s 120 L3s 220 L7s – 2

2,00 90 L3s

2,80

3,50

4,00

5,00 180 L5s







R60

kdef = 0.6 R90

220 L7s – 2


180 L5s

240 L7s – 2

200 L5s

220 L7s – 2

180 L5s

180 L5s

1,00

1,50

2,00

2,50

200 L5s

220 L7s – 2

3,00

200 L5s

240 L7s – 2

100 L3s

120 L3s

120 L3s

140 L5s

140 L5s

160 L5s – 2

160 L5s – 2

200 L5s

220 L7s – 2

220 L7s – 2

90 L3s120 L3s

120 L3s

140 L5s

140 L5s

140 L5s

90 L3s

120 L3s160 L5s – 2

160 L5s – 2

140 L5s160 L5s – 2

160 L5s – 2

180 L5s

200 L5s

160 L5s – 2

180 L5s

200 L5s 220 L7s – 2

80 L3s

90 L3s

100 L3s

120 L3s

120 L3s

120 L3s

120 L3s

140 L5s160 L5s – 2

200 L5s

220 L7s – 2

140 L5s

160 L5s – 2

160 L5s – 2

180 L5s


160 L5s – 2

80 L3s

80 L3s

90 L3s 100 L3s

120 L3s

220 L7s – 2

160 L5s – 2

80 L3s


200 L5s

120 L3s

140 L5s

140 L5s

140 L5s

90 L3s

100 L3s

120 L3s

This table specifies the required thicknesses for the normal design situation (R0). The colour shading represents the fire resistance time which is also attained with this thickness. If a higher fire resistance time is required, a separate analysis must be carried out. This table is only for preliminary estimate purposes and is not a substitute for a structural analysis.

Structural analysis

T W O - S P A N B E A M - V I B R A T I O N 04/2012

Two-span beam_Vibration

Dead weight

Imposed load

gk*) nk 3,00 m 3,50 m 4,00 m 4,50 m 5,00 m 5,50 m 6,00 m 6,50 m 7,00 m

1,00 60 L3s 80 L3s 80 L3s 100 L3s 120 L3s 140 L5s 180 L5s

2,00 90 L3s 120 L3s 200 L5s

2,80

3,50

4,00 90 L3s

5,00 100 L3s 120 L3s

1,00 80 L3s 180 L5s 220 L7s – 2

2,00

2,80 100 L3s

3,50 100 L3s

4,00 90 L3s

5,00 100 L3s 140 L5s 220 L7s – 2

1,00 120 L3s

2,00 120 L3s

2,80 80 L3s 120 L3s

3,50

4,00

5,00 100 L3s 200 L5s 240 L7s – 2 260 L7s – 2

1,00 80 L3s 120 L3s

2,00 90 L3s

2,80

3,50

4,00

5,00 80 L3s 100 L3s

1,00 90 L3s 240 L7s – 2

2,00 90 L3s

2,80

3,50

4,00

5,00 160 L5s – 2 220 L7s – 2


a) Verification of bending stresses a) Quasi‐constant design situation β = 0.65 mm/min

b) Verification of shearing stresses zul w fin = 250

b) Infrequent design situation: R0



c) Vibration R90

Vibration according to EN 1995‐1‐1 and Kreuzinger & Mohr

(f1 > 8 Hz or f1 > 5 Hz with a = 0.4m/s², v < vgrenz, wEF < 1 mm)

D = 2%, 5 cm cement screed, b = 1.2 ∙ ℓ

kdef = 0.6

80 L3s

80 L3s

1,00

1,50

2,00

2,50


120 L3s140 L5s

280 L7s – 2

200 L5s

220 L7s – 2

3,00

180 L5s

140 L5s 160 L5s – 2

80 L3s160 L5s – 2

260 L7s – 2

80 L3s100 L3s

80 L3s

90 L3s 120 L3s

220 L7s – 2 240 L7s – 2

180 L5s

200 L5s

240 L7s – 2

260 L7s – 2

200 L5s

220 L7s – 2

220 L7s – 2

240 L7s – 2

220 L7s – 2

240 L7s – 2

220 L7s – 2

240 L7s – 2220 L7s – 2

220 L7s – 2

100 L3s

120 L3s

240 L7s – 2

140 L5s

140 L5s

160 L5s – 2

200 L5s

120 L3s200 L5s

140 L5s

80 L3s

80 L3s

90 L3s

120 L3s 160 L5s – 2

160 L5s – 2

120 L3s

120 L3s140 L5s

160 L5s – 2

120 L3s

90 L3s180 L5s

160 L5s – 2

180 L5s



80 L3s

80 L3s

80 L3s

90 L3s

100 L3s

160 L5s – 2

180 L5s

Since any vibration depends not only on the span but also on the mass, a thicker ceiling may be necessary despite a shorter span. The analysis was carried out using the imposed load on one field. In the event of imposed loads on both fields, the required ceiling thickness may be reduced. This table specifies the required thicknesses for the normal design situation (R0). The colour shading represents the fire resistance time which is also attained with this thickness. If a higher fire resistance time is required, a separate analysis must be carried out. This table is only for preliminary estimate purposes and is not a substitute for a structural analysis.

Structural analysis

T W O - S P A N B E A M - D E F O R M A T I O N 04/2012

Two-span beam_Deformation

Dead weight

Imposed load

gk*) nk 3,00 m 3,50 m 4,00 m 4,50 m 5,00 m 5,50 m 6,00 m 6,50 m 7,00 m

1,00 80 L3s 80 L3s 90 L3s 120 L3s 140 L5s

2,00 90 L3s 100 L3s 160 L5s – 2

2,80 80 L3s 90 L3s 100 L3s

3,50

4,00 90 L3s 160 L5s – 2 180 L5s

5,00 100 L3s 120 L3s 140 L5s 160 L5s – 2 160 L5s – 2 180 L5s 200 L5s

1,00 60 L3s 80 L3s 90 L3s 100 L3s 120 L3s 160 L5s – 2

2,00 90 L3s

2,80 90 L3s

3,50

4,00 90 L3s 180 L5s

5,00 100 L3s 120 L3s 140 L5s 160 L5s – 2 180 L5s 200 L5s

1,00 90 L3s 100 L3s 120 L3s 160 L5s – 2

2,00 90 L3s

2,80

3,50

4,00 90 L3s

5,00 100 L3s 120 L3s 140 L5s 160 L5s – 2 180 L5s 200 L5s

1,00 80 L3s 90 L3s 140 L5s 160 L5s – 2

2,00 80 L3s

2,80

3,50

4,00

5,00 80 L3s 100 L3s 160 L5s – 2

1,00 80 L3s 120 L3s 180 L5s

2,00

2,80

3,50

4,00

5,00 100 L3s 200 L5s 220 L7s – 2







R60

kdef = 0.6 R90


140 L5s

140 L5s

200 L5s160 L5s – 2

120 L3s

120 L3s

140 L5s

1,00

1,50

2,00

2,50

160 L5s – 2

180 L5s3,00

160 L5s – 2

80 L3s

80 L3s

90 L3s

100 L3s

160 L5s – 2

180 L5s

180 L5s

200 L5s

160 L5s – 2

160 L5s – 2

180 L5s

160 L5s – 2

120 L3s

120 L3s

140 L5s

120 L3s

120 L3s

80 L3s

90 L3s

100 L3s

120 L3s

120 L3s

140 L5s

140 L5s

160 L5s – 2

80 L3s

80 L3s

80 L3s100 L3s

140 L5s

160 L5s – 2

160 L5s – 2

160 L5s – 2

80 L3s

80 L3s

100 L3s

100 L3s

120 L3s

140 L5s120 L3s

120 L3s

120 L3s

120 L3s

140 L5s

120 L3s

140 L5s

160 L5s – 2

140 L5s



60 L3s

80 L3s

80 L3s

80 L3s

100 L3s

140 L5s

160 L5s – 2

The analysis was carried out using the imposed load on one field. In the event of imposed loads on both fields, the required ceiling thickness may be reduced. This table specifies the required thicknesses for the normal design situation (R0). The colour shading represents the fire resistance time which is also attained with this thickness. If a higher fire resistance time is required, a separate analysis must be carried out. This table is only for preliminary estimate purposes and is not a substitute for a structural analysis.

Structural analysis

A P P L I C A T I O N E X A M P L E - C E I L I N G 04/2012

1.) Assumption regarding dead weight

- The dead weight of the ceiling structure (screed, etc.) is assumed, for example, to be gk = 1.5 kN/m²; the dead weight of the CLT panel has already been taken into account in the table.

2.) Assumption regarding imposed load

- Living space 2.00 kN/m² + partition wall allowance 0.8 kN/m² nk = 2.8 kN/m²

(Different imposed loads must be inserted, depending on the type of use, e.g. meeting room, office, pitched roof area, etc.)

3.) Determining span

- There are two options: single-span beam and two-span beam single-span beam with 4.5 m is used in this case.

4.) Defining criterion for evidence of serviceability

- There are two different criteria: evidence of deformation (see separate dimensioning table) and evidence of vibration properties evidence of vibration properties is decisive in this case.

5.) Using a preliminary estimate table

- A CLT 120 L3s is proposed; this meets the R 30 specifications at the same time. Single-span beam_Vibration

Dead weight

Imposed load

gk*) nk 3,00 m 3,50 m 4,00 m 4,50 m 5,00 m 5,50 m 6,00 m 6,50 m 7,00 m

1,00 80 L3s 90 L3s 120 L3s 180 L5s

2,00 120 L3s

2,80

3,50 90 L3s 120 L3s

4,00 100 L3s

5,00 90 L3s 120 L3s 120 L3s 160 L5s – 2

1,00 80 L3s 100 L3s 200 L5s

2,00

2,80 120 L3s

3,50

4,00 90 L3s

5,00 90 L3s 120 L3s 180 L5s 220 L7s – 2

1,00 120 L3s

2,00

2,80 90 L3s

3,50

4,00

5,00 200 L5s 240 L7s – 2 260 L7s – 2

1,00 100 L3s 120 L3s 160 L5s – 2 200 L5s

2,00

2,80

3,50

4,00

5,00 100 L3s 120 L3s 160 L5s – 2

1,00 90 L3s 120 L3s 180 L5s 220 L7s – 2 240 L7s – 2

2,00 90 L3s

2,80

3,50

4,00

5,00 180 L5s 280 L7s – 2



1,00

80 L3s 120 L3s140 L5s 160 L5s – 2

220 L7s – 290 L3s 100 L3s

80 L3s 120 L3s220 L7s – 2

140 L5s 200 L5s

200 L5s

140 L5s160 L5s – 2

180 L5s

240 L7s – 2

1,50

90 L3s 120 L3s

140 L5s160 L5s – 2

180 L5s 220 L7s – 2

80 L3s 120 L3s

220 L7s – 2100 L3s 200 L5s240 L7s – 2

140 L5s120 L3s 160 L5s – 2

90 L3s 120 L3s 120 L3s

2,00

80 L3s100 L3s 120 L3s 200 L5s

220 L7s – 2 240 L7s – 2

140 L5s160 L5s – 2

180 L5s

220 L7s – 2

140 L5s 160 L5s – 2

200 L5s 240 L7s – 2 260 L7s – 2140 L5s

2,50

90 L3s

140 L5s160 L5s – 2

90 L3s

3,00

120 L3s140 L5s

160 L5s – 2

220 L7s – 2 240 L7s – 2

120 L3s120 L3s

180 L5s

220 L7s – 2

220 L7s – 2


140 L5s 200 L5s 240 L7s – 2260 L7s – 2

100 L3s 160 L5s – 2120 L3s

R0

R30

R60

R90

Structural analysis

A P P L I C A T I O N E X A M P L E - W A L L 04/2012

1.) Determining the effects on the external wall

EG

DG

Einwirkung auf Wände OG aus Dach (längs zur Traufe)gk =13 kN/m sk = 27 kN/m

Win

dd

ruck

wk

= 0

,8 k

N/m

²

Einwirkung auf Wände OG aus Dach (längs zur Traufe)gk =13 kN/m sk = 27 kN/m

Einwirkung auf Wände EG aus Decke (längs zur Traufe)gk = 17 kN/m (aus Decke)qk = 13 kN/m (aus Decke)

2.) Determining the buckling length of the wall

- In this case the buckling length corresponds to the wall height = 2.90 m ~ 3.00 m

3.) Determining criteria for the fire load

- “Fire-retardant” = R 30

4.) Using a preliminary estimate table

- A CLT 90 C3s is proposed External walls (w = 1.00 kN/m² )

Dead weight

Imposed load

gk*) nk

R 0 R 30 R 60 R 90 R 0 R 30 R 60 R 90 R 0 R 30 R 60 R 90

10,00 80 C3s 60 C3s 120 C3s

20,00

30,00 90 C3s

40,00

50,00

60,00 80 C3s 90 C3s 90 C3s 100 C5s

10,00 80 C3s 80 C3s 100 C5s

20,00 90 C3s

30,00

40,00

50,00

60,00 140 C5s 120 C5s

10,00 60 C3s 90 C3s

20,00

30,00

40,00

50,00

60,00

10,00 60 C3s 120 C3s 90 C3s

20,00 100 C3s

30,00

40,00

50,00

60,00 90 C3s 100 C3s 100 C3s 120 C3s

10,00 80 C3s 80 C3s

20,00

30,00

40,00

50,00

60,00 120 C5s

10,00 60 C3s 120 C3s 100 C5s 100 C3s

20,00

30,00

40,00

50,00

60,00 160 C5s

10,0060 C3s

80 C3s 120 C3s



2,50 m 3,00 m 4,00 m

100 C5s80 C3s

60 C3s

80 C3s100 C5s

120 C3s

140 C5s120 C5s

80 C3s 140 C5s100 C3s

80 C3s 100 C5s

60 C3s

80 C3s100 C5s

120 C3s

20,00

60 C3s

80 C3s120 C3s

80 C3s

80 C3s

140 C5s100 C5s 120 C5s

80 C3s 140 C5s

100 C3s

90 C3s 90 C3s 100 C5s

120 C3s80 C3s

100 C5s

120 C3s

30,00

60 C3s

80 C3s 100 C5s

80 C3s

80 C3s

120 C5s 140 C5s80 C3s

100 C3s

140 C5s90 C3s 90 C3s 100 C5s

140 C5s 120 C5s

40,00

60 C3s

80 C3s100 C5s

120 C3s80 C3s

100 C5s

80 C3s

80 C3s

120 C5s 140 C5s80 C3s 140 C5s90 C3s 90 C3s 100 C5s

140 C5s 120 C5s

50,00

60 C3s

80 C3s100 C5s

120 C3s

80 C3s

100 C5s

90 C3s

100 C3s

120 C5s 140 C5s90 C3s

100 C5s

100 C3s 120 C3s

90 C3s

140 C5s

80 C3s 140 C5s 120 C5s

90 C3s 100 C3s

140 C5s

90 C3s

120 C5s140 C5s

80 C3s 140 C5s 120 C5s

100 C5s

90 C3s 100 C3s 100 C3s

60,00

80 C3s100 C5s

80 C3s

120 C3s120 C5s


R0

R30

R60

R90

- This requires information about the building location (altitude, snow zone, wind zone, etc.)

- Since the outer wall usually bears the weight of the roof, information is required about the roof structure.

- Determination of the characteristic values is sufficent to use the tables. The design val-ues are automatically taken into account in the tables.

Effect on ground floor walls (lengthwise along the eaves)

gk = 13 kN/m (from roof) + 17 kN/m (from ceiling) = 30 kN/m

sk = 27 kN/m (from roof)

qk = 13 kN/m (from ceiling) sk + qk = 40 kN/m

wk = 0.8 kN/mi (from wind pressure)

2,9000

Effect on upper floor walls from roof (parallel to eaves)



(from ceiling)(from ceiling)

Win

d pr

essu

re =

0,8

kN

/m²

Structural analysis

E A R T H Q U A K E S 04/2012

Thanks to their high static strength and flexibility, buildings built with CLT solid wood panels perform superbly in areas of seismic activity. As solid wood is lighter than concrete, the weight of the building is better able to with-stand tremors.

In recent years, six- and seven-storey solid wood buildings were tested on the world’s largest vibrating table in Japan during simulations of earthquakes measuring 7.5 on the open-ended Richter scale. The buildings suffered virtually no damage. (See also: http://www.progettosofie.it/ita/multimedia.html) “Earthquake performance of buildings of solid wood construction”

At the request of Stora Enso, Graz University of Technology composed a 214-page work comparing CLT, tile and concrete in terms of earthquake performance. The work also clearly demonstrates how to perform a structural analysis (according to Eurocode 8) with regard to earthquakes.

The information brochure can be downloaded from www.clt.info .

“Evidence of the earthquake safety of wooden buildings”

In addition, Stora Enso recommends the extremely informative study on the earthquake safety of wooden build-ings written by the Chamber of Engineers in North Rhine Westphalia and Düsseldorf. (See: www.ikbaunrw.de)

Project management and transport

Project management & transport

C L T O R D E R P R O C E S S I N G 04/2012

Quotation phase

We will be happy to draw up an appropriate quotation for you based on your documents. Documents can be submitted to Stora Enso in the following form: � Tender text (cuttings must be taken into account)

� Individual part drawings

We will gladly assist you in determining the appropriate dimensions from planning permission submissions and building site plans. A preliminary estimate program which enables easy determination of amounts can be down-loaded free of charge from www.clt.info. If you require our assistance during preliminary dimensioning, please provide the following information: � Imposed load

� Permanent loads (load, floor structure, etc.)

� Location (snow load)

Please note that the amounts determined by Stora Enso may differ from those actually required, as defini-tive dimensioning is only carried out during the course of the preparation for work.

Order phase

If Stora Enso submits a quotation for your project, we would be grateful if you would sign and return this to us as confirmation that you wish to place the order.

A provisional production reservation is made based on the previously determined amounts. This then results in an agreed delivery date which can be met by Stora Enso under the following conditions: � Forwarding of the required individual part drawings (see Individual part drawing request) summarised in

“*.dwg” or “*.dxf” format, containing the following information:

– Panel numbering

– Span directions

– Panel thickness

– Complete dimensions

– Panel joint

– Surface quality

– Visible side

� Completed order form � Approval by the customer at least 12 days before dispatch of the panel drawings/charging list drawn up by

Stora Enso

� No requests for changes by the customer during the final 12 working days before dispatch Once the required documents have been received, the Stora Enso CLT engineering team will commence the de-finitive planning of your project.

On completion of the plans by Stora Enso, we request that you check them along with the panel, freight and charging list, and provide us with your written approval.

Once we have received these documents from you, Stora Enso will commence production of your CLT project.

The machined CLT panels are delivered to the destination at the agreed time in the appropriate transport se-quence (see “Transport”).


I N D I V I D U A L P A R T D R A W I N G S 04/2012

In the case of three-dimensional drawings, after consultation with our CLT engineering department ([email protected]), we can further process your drawing files in *.ifc, *.3d DWG, *.3d dxf or *.sat (acis) format.

Otherwise, we require individual part drawings, which must include the following information:

� Panel numbering

� Grain direction of cover layers

� Panel thickness + panel type (C or L)

� Complete dimensions

� Panel joint

� Surface quality

� Position of visible side

� Position of upper loading side Please ensure that we receive your drawings on schedule in order to meet your requested delivery date. In gen-eral, 20 working days should be allowed between reception of the plans and the delivery date.

The drawing, which should be prepared as an orthographic projection with labelled views, may be similar to the following: For walls


I N D I V I D U A L P A R T D R A W I N G S 04/2012

For ceilings

Please send us your individual part drawings combined in one “*.dwg” or “*.dxf” file. In general, you should ensure that part labelling is unambiguous. For large buildings, you can ensure unambigu-ous labelling by sending us drawings for each floor. The order in which panels are later loaded should also be taken into consideration when preparing drawings (panel numbering).


C H A R G E D D I M E N S I O N S 04/2012

Charged lengths: From minimum production length of 8.00 m per charged width up to max. 16.00 m (in 10 cm increments)

Charged widths: 2.45 m, 2.75 m, 2.95 m Example 1 15,900 x 2,950 mm

Charged dimensions: 2.95 x 15.90 46.91 m² Area of panel (net): 38.59 m² Cutting waste: 8.32 m² Charged dimensions: 46.91m² Example 2 12,100 x 2,450 mm

Charged dimensions: 2.45 x 12.10 29.65 m² Area of panel (net): 23.58 m² Cutting waste: 6.07 m² Charged dimensions: 29.65 m²


T R A N S P O R T 04/2012

Horizontal transport

A standard articulated trailer can be loaded to a maximum of 25 t in the case of horizontal transport, with a maxi-mum load length of 13.6 m and a maximum load width of 2.95 m. If the panel thickness permits, CLT solid wood panels with a maximum length of 16.0 m can also be transported with a standard articulated trailer. A density of 470 kg/m³ can be applied to calculate the loading weight. If any special equipment is required, we will be happy to provide this. However, please note the following chang-es to the max. load length, width and weight.

Standard equipment Max. load Max. load length Max. load width

Standard articulated trailer 25 t 13.60 m 2.95

Special equipment Max. load Max. load length Max. load width

Extendable trailer 22 t 16.00 m 2.95 m

Steerable trailer 22 t 16.00 m 2.95 m Steerable trailer with all-wheel drive 20-22 t 16.00 m 2.95 m

Once loaded, the CLT solid wood panels are secured using 3 nailed straps per side to prevent sideways slippage and then covered with a truck tarpaulin. This is necessary to protect the panels against ambient influences. Cardboard edge protectors are also placed between the lashing straps and the panels.

When transporting visible quality panels, the panels are wrapped in UV impermeable foil before they leave the factory.

We use a minimum of 8 wooden skids (75 x 75 mm or 95 x 95 mm) as standard under the first layer of panels loaded onto the trailer. However, each subsequent layer is stacked horizontally, directly on top of the previous layer.

Please inform us when placing the order (and include diagrams) if you require intermediate wooden skids for un-loading by crane or forklift. The wooden skids will be taken back by the haulage company. If you keep the skids for your own use, we will charge them to your account.

As standard up to 13.6 m or projecting up to max. 16.0 m (depending on panel thickness)

max

. 4 m

max

. 2.6

m

1.4

m

Wooden skid for unloading by forklift on request

Standard wooden skid for first panel layer

Perforated strap


T R A N S P O R T 04/2012

Vertical transport

A mega trailer can be loaded to a maximum of 20 t in the case of vertical transport, with a max. load length of 13.6 m and a max. load height of 3.0 m. Please note that as a result of the A-shaped frames, the load lifting radi-us is smaller than with horizontal transport (max. approx. 40 m³ depending on the panel edge dimensions and thicknesses). A density of 470 kg/m³ can be applied to calculate the load weight.

Each trailer has at least 6 A-shaped frames against which the CLT solid wood panels can be leaned and then screwed to each other (screw points are marked in colour). The panels are then further connected to each other using lashing straps on the sides of the racks, and the entire load is then also firmly strapped together.

The panels are also placed on chocks which prevent them from slipping or tilting.

As with horizontal transport, cardboard edge protectors are placed between the lashing straps and the panels.

If visible quality panels are to be loaded vertically, it may be necessary to screw fastening screws through the visible surface to ensure the necessary load securing measures.

If the A-shaped frames or chocks are not returned to us, we will charge them to your account.

A-shaped frame

Chock

Non-slip mat

max

. 3 m

max. 2.50 m

max. 13.6 m


T E R M S O F T R A N S P O R T 04/2012

You must adhere to the following terms and ensure compliance with them for Stora Enso: 1. Access to the building site must be suitable for an articulated lorry or trailer-truck. You must ensure that

the public roads leading to the building site can accommodate an articulated lorry having a total length of approx. 19 m.

2. Transport costs and any additional costs resulting from idle, reloading or handling times shall be charged

to the purchaser. The transport price includes 3 hours’ idle time for unloading but does not include work required for moving or unloading goods. The agreed price of €15.00 or €25.00 (excl. VAT) (for articulated trailers) will be charged separately for each additional quarter of an hour or part thereof. The lorry driver must sign for any idle times.

3. A maximum of 40 m³ or 20 t of CLT solid wood panels can be transported horizontally per truck load (de-

pending on the articulated lorry). The loading order for the panels can only be complied with to the extent that this does not result in a violation of traffic laws or impair transport conditions.

4. Transport requirements are calculated based on a standard articulated lorry. If the building site can only

be accessed by a special steerable articulated trailer or similar vehicle, the additional expense will be charged to the customer.

5. Normal postponement of a delivery date (i.e. up to 3 working days) can be requested by up to a period of

10 working days prior to delivery at no charge to the customer. If notice of delivery postponement is given less than 10 working days before delivery, €100.00 (excl. VAT) will be charged per day postponed for storage and handling.

6. Transport is defined as: CPT – Carriage Paid To. 7. If the goods are collected by the customer, the carrier must provide the appropriate equipment to ensure

safe loading and transport. In the event of any delivery postponement (see item 5), applicable storage and handling costs must also be taken into account. If the equipment does not comply with the necessary stipulations and thus optimum load securing cannot be guaranteed, Stora Enso shall not ship any items.

8. If unforeseen events occur which are beyond Stora Enso’s control, Stora Enso shall be entitled to post-

pone delivery correspondingly, even if such events only have an indirect effect on processing the order.

The items listed above regarding transport of Stora Enso CLT solid wood panels are essential for the order to be agreed.


T E N D E R T E X T 04/2012

Tender text for CLT solid wood panels The following tender texts are intended as a suggestion or guideline and can be expanded or reduced as re-quired. These texts relate to the cross-laminated timber shell and must be adapted to the particular building pro-ject. Ideally, the items for additional coating layers and their connections should be formulated in accordance with the Austrian Building Specifications (LBHB). A. Cross-laminated timber: general description and specifications Cross-laminated timber (CLT) is a laminar timber panel made up of at least three solid wood layers bonded at right angles to each other. 3-, 5- and 7-layer panels are mainly used. Cross-laminated timber is also known as CLT or X-Lam.

CLT must comply with the “General Building Inspection Approval (ABZ)” of the German Institute for Structural En-gineering and the “European Technical Approval (ETA)”. The manufacturer must hold the relevant certificates of conformity and be entitled to mark the products with the Ü and CE marks. The manufacturing plant must hold a glulam certificate to DIN 1052.

The raw material used (softwood) must have a wood moisture content of approx. 12% and meet strength class C24 as a minimum.

Finger jointing of the individual boards to form lamellas must be performed in the form of flat dovetailing. The board lamellas of the individual layers must be laterally bonded to form single-layer panels (for reasons with respect to building physics and structural engineering, and to ensure a proper connection). Boards which are simply laid next to each other may not be used as cover or middle layers. In addition, test certificates document-ing the product’s airtightness must also be available.

Formaldehyde-free adhesives must be used to bond the finger joints, single-layer panels (bonding the narrow sides of the individual boards) and for the crosswise bonding of the single-layer panels to form multi-layer panels.

A general finger joint (finger jointing across the entire cross-section of a panel) is not permissible.

The surface of non-visible, industrial visible and visible quality panels must be sanded and graded according to Stora Enso’s requirements.

The design must be based solely on the concept of large-format, cross-laminated timber panels (up to a maxi-mum panel size of 2.95 m x 16 m). This provides for high-strength wall, ceiling and roof panels while keeping the number of panel joints to a minimum. Suggested product

CLT in accordance with the “General Building Inspection Approval Z-9.1-559” of the German Institute for Struc-tural Engineering and “European Technical Approval ETA-08/0271”. Manufacturer Stora Enso WP Bad St. Leonhard GesmbH Stora Enso Wood Products GmbH Wisperndorf 4 Bahnhofstraße 31 A-9462 Bad St. Leonhard AT-3370 Ybbs/Donau, Austria

Tel.: +43 (0) 4350 2301-3207 Tel.: +43 (0) 4350 2301-3207 Fax: +43 (0) 2826 7001 88-3207 Fax: +43 (0) 2826 7001 88-3207

Email: [email protected] Email: [email protected] www.clt.info www.clt.info


T E N D E R T E X T 04/2012

B. General information Panels

The panels are not treated with any coatings, wood preservatives or similar at the factory. Available surface qualities:

� Visible quality (VI, one-sided or BVI, on both sides)

� Industrial visible quality (IVI, one-sided industrial visual quality and one-sided visible quality)

� Industrial non-visible quality (INV, one-sided industrial visible quality, one-sided non-visible quality)

� Non-visible quality (NVI, on both sides) Construction/structural analysis

The orientation of the panel cover layers must take account of load transfer and structural analysis considera-tions. Transport/assembly

The panels must be protected against direct weathering during transport, assembly and when standing as a shell. Particularly where cross-laminated timber is used for visible panels it is important to avoid water stains and other cosmetic flaws. The technical function of the panels will not be impaired if they briefly come into contact with wa-ter. The entire shell should be covered using a protective sheet or tarpaulins until it has been rendered rain-proof.

The building company must establish details of site conditions (access possibilities, position of the crane, etc.) so that delivery and assembly of the solid wood panels can be carried out appropriately.

The CLT solid wood panels must be transferred using lifting gear provided on site or by the contractor. For un-loading purposes, wall panels are generally provided with two attachment points, and ceiling panels with four at-tachment points. The respective panel’s weight and the transport position must be taken into account when decid-ing on the attachment points. Only undamaged suspension gear, chains or slings with an adequate load capacity and load hooks with a safety catch may be used.

Care must be taken to ensure that the crane system is adequately stable during the construction phase. Joints

A butt joint with a rebate on both sides and a jointing board or stepped rebate is recommended as the standard panel joint.

Nails, wood screws (usually self-tapping wood screws), bolts, pins and special-design dowels may be used as fasteners, as specified in the approval documents. The number and position of the fasteners must be determined in accordance with design and structural analysis considerations.

The panel joints must be made wind-proof and airtight (e.g. using wall gasket “Compriband”, expanded foam strips, butyl strip sealants, etc.).

Base points - sole plates: CLT solid wood panels must be protected against rising damp at points at which they are in contact with concrete, masonry etc. Any unevenness in the floor plate must be corrected before commencing the building work by level-ling with shims (padding elements) or appropriate sleepers. If the panels do not achieve a flush connection, the base joints must be thoroughly filled (e.g. using self-levelling mortar).


T E N D E R T E X T 04/2012

Wiring

It is recommended that wiring cut-outs are prefabricated at the factory, wherever possible. If cut out on site, the load-bearing longitudinal CLT layers must not be weakened by transverse cuts or cross-sections.

If cut-outs for wiring are produced on site by craftsmen, the contractor must monitor the craftsmen's work to en-sure that structurally important areas are not weakened. Costing

The itemised prices must include:

� All consumables and auxiliary parts such as: fasteners, jointing boards, sole plate timbers, sound-insulation and joint sealant strips

� All costs for a crane and other lifting gear � All auxiliary equipment and structures needed to assemble the panels

� Measures to protect against weathering during assembly

� Any protective measures required for installed visible surfaces (e.g. thin soft wood fibred panels, lengths of felt, foam films, etc.)

Note

CLT manufacturers charge contractors on the basis of the rectangular area circumscribed by the charged widths, including any waste from cut-outs and off-cuts.

Charged lengths: from minimum production length of 8.00 m per charged width up to max. 16.00 m (in 10 cm in-crements).

Charged widths: for walls and ceilings: 245, 275 and 295 cm. Charging of the client by the contractor in accordance with this tender is based on standard practice (certain openings, gables, etc. are disregarded or deducted when measuring) for walls, ceilings and roofs.


T E N D E R T E X T 04/2012

C. Examples for item texts Wall panels

Machine (including window and door cut-outs, notches, rebates, etc.), supply and assemble wall panels onto the appropriate sub-structure. All the necessary fastening and sealing materials and any interlocking panels required (e.g. panel strips made of 3-layer panels or similar) must be included. Cross-laminated timber Wood type: Spruce Surface: Smooth, sanded on both sides Surface quality: Non-visible (NVI), industrial visible and visible quality (VI, one-sided visible) Structure: single-layer panel design throughout Recommended product: CLT - cross-laminated timber to Z-9.1-559 and ETA-08/0271 Manufacturer: Stora Enso WP Bad St. Leonhard GesmbH or Stora Enso Wood Products GmbH Item 01: Wall panel CLT 100 C3s Quantity: 1 Panel thickness: 100 mm, laminated in 3 layers, cover layer vertical Panel height and length: 2.95 m x 9.40 m Panel size: parallel wall height or varying wall height Surface quality: Non-visible (NVI)

No. of openings < 1.5 m²: 2


Labour ………………….

Misc. …………………. ………. m² Unit price …………………. Total …………………. Product offered: …………………………………………………….. Manufacturer: ……………………………………………………..


T E N D E R T E X T 04/2012

Ceiling panels/roof panels

Machine (including cut-outs, notches, rebates, etc.), supply and assemble ceiling or roof panels onto the sub-structure. All the necessary fastening and sealing materials and any interlocking panels required (e.g. panel strips made of 3-layer panels or similar) must be included. Cross-laminated timber Wood type: Spruce Surface: Smooth, sanded on both sides Surface quality: Non-visible (NVI), industrial visible or visible quality (VI, one side visible) Structure: single-layer panel design throughout Recommended product: CLT - cross-laminated timber to Z-9.1-559 and ETA-08/0271 Manufacturer: Stora Enso Timber Bad St. Leonhard GesmbH or Stora Enso Wood Products GmbH Item 02 Ceiling or roof panel CLT 180 L5s Quantity: 1 Panel thickness: 180 mm, laminated in 5 layers, cover layer longitudinal Panel width: 2.75 m Panel length: 11.20 m Plan shape: right angle


No. of openings < 1.5 m²: 3 Labour …………………. Misc. …………………. ………. m² Unit price …………………. Total …………………. Product offered: ……………………………………………………... Manufacturer: ……………………………………………………...

Machining

Machining

C L T - C R O S S - L A M I N A T E D T I M B E R 04/2012

Below is an overview of the machining options of our Hundegger CLT panel cutting machine.

The machining options shown here cover most common machining operations. Any special machining operations must always be clarified in advance and evaluated in conjunction with the Production department. Machining options with the panel cutting machine NOTE: as a basic principle, make sure that all machining process are performed on the same side of the panel (panel surface).

Individual double sided panel machining operations are only possible upon request (in this case, the panel must be turned over). NOTE 2: by way of example, the illustration (on the right) shows several individual parts “nesting” inside a raw panel with different machining techniques.

Panel 1

Panel 2

Panel 3

Panel 4

No special edge working (e.g. rebates on underside, groove, horizontal bore) is possi-ble.

In this case, it is also possible to work rebates on the underside of the panel, as the tool can process the individual part from the outer edge of the raw panel.

Machining


a) Window and door cut-outs b) Purlin/rafter/tie beam notches

Tools used :

� Circular saw

� Chainsaw

� Finger-joint cutter

Note:

With VI panels, cut-outs in corner areas are milled as standard using the finger-joint cutter (therefore a corner radius of at least 20 mm, from 160 mm panel thickness 40 mm) and not cut out with the chainsaw (because of the risk of the chainsaw blade pulling out or splashing oil).

Rounded corners on VI panels Sharp-edged corners on NVI/IVI panels

Tools used :

� Chainsaw for NVI/IVI panels

� Finger-joint cutter for VI panels

Note:

In the case of purlin/rafter/tie beam notches, the corners can be formed using the chainsaw, which may have an adverse effect on the appearance (overlap).

Machining


c) Double mitre cuts d) Rebate and groove milling

d 1) Single rebates

Tools used :

� Circular saw

� Chainsaw


Note:

With extremely complex details, the corners may be recut manually with a chainsaw.

This should particularly be taken into account with VI panels.

Tools used :

� Plain milling cutter


Tools used :

� Plain milling cutter with 3-axis assembly

Note:

Plain milling cutter h = 12 mm max. rebate width: 100 mm




Machining


d 2) Double rebates d 3) Groove or slot milling d 4) Interlocking tiles

Tools used :


Note:

Rebates on the panel surface are possible in any rebate width and height.

Rebates on the underside of the panel depend on the tool used, but must have a minimum rebate height of 12 mm.

Tools used:


Note:

Plain milling cutter h = 12mm max. rebate width: 100 mm Plain milling cutter h = 27mm max. rebate width: 80 mm Plain milling cutter h = 40mm max. rebate width: 80 mm Plain milling cutter h = 120mm max. rebate width: 120 mm

Tools used :

� Plain milling cutters

� Finger-joint cutter d = 40 mm

Note:

In the case of interlocking tiles, the plain milling cutter is used to cut to the desired point. The corner is recut using the finger-joint cutter d = 40 mm. A rounded edge of r = 20 mm is left.

Plain milling cutter Finger-joint cutter r = 20 mm

Machining


e) Birdsmouths f) Step machining or similar g) Circular holes NOTE: With the Ø 40 mm and Ø 80 finger-joint cutters, holes cannot be made with a precise diameter of 40 mm or 80 mm as they scorch severely during the drilling process. 40 mm and 80 mm holes must be machined with diameters which are at least 5 mm larger.

Tools used:


Tools used:

� Finger-joint cutter; d = 40 / 80 mm

Note:

Smallest circular hole diameter: 45 mm

Max. bore depth at d = 40 mm: 160 mm

Max. bore depth at d = 80 mm: 300 mm

Tools used:



Note:

If a plain milling cutter is used, this must start laterally at the edge. Finger-joint cutters can be used directly from above.

Machining


h) Holes i) Electrical ducts j) Horizontal holes (only possible on PBA 2)

k) Free-form operations

Tools used:


Note:

Possible structural impairments as a result of milled or saw cuts, etc. must be taken into account at the planning stage.

Tools used :


Note:

Max. bore depth at d = 40 mm: 160 mm Max. bore depth at d = 80 mm: 300 mm

Tools used:

� Drill bit; d = 28 mm

Note:

Max. drill depth: 1500 mm;

Min. centre distance for adjacent horizontal holes: 50 mm (no overlapping holes).

Horizontal holes are only possible on a panel longitudinal edge.

Tools used:

� Drill bit; d = 8 / 10 / 20 / 22 / 30 / 35 mm

Machining


l) Blind holes/pockets m) VI ceiling joints n) Special ceiling joints

Tools used:


Note:

In principle, possible on the panel surface. No sharp corners possible as the blind holes are made with a finger-joint cutter.

Tools used:

� Manual chamfering plane

Note:

The edges of the VI ceiling joints are manually provided with a 2 x 2 mm chamfer on each visible side.

Tools used:

� Circular saw


Note:

This variant is sometimes used for ceiling joints with "flush joists" with steel I-beams for visible ceiling elements.

Reference buildings

Reference buildings

J U N G L I N S T E R ( L U X E M B O U R G ) . A p p r o x . 4 0 5 m ³ o f C L T 04/2012

One-family house

Reference buildings

S T . T H O M A S / B L A S E N S T E I N ( A U S T R I A ) . A p p r o x . 1 1 0 m ³ o f C L T 04/2012

One-family house

Reference buildings

L O N D O N ( U K ) . A p p r o x . 1 , 3 0 0 m ³ o f C L T 04/2012

Residential building

London (UK). Ca. 1.300 m³ CLT.

Reference buildings

Ü B E L B A C H ( A U S T R I A ) . A p p r o x . 1 6 3 m ³ o f C L T 04/ 2012

Nursery

.

Reference buildings

Y B B S ( A U S T R I A ) . A p p r o x . 1 2 0 m ³ o f C L T 04/2012

Primary school

Ybbs (AT). Ca. 120 m³ CLT.

Reference buildings

L I N Z ( A U S T R I A ) . A p p r o x . 1 1 3 m ³ o f C L T 04/2012

Special needs school

NotesNotesNotesNotes

C L T – C R O S S L A M I N A T E D T I M B E R 04/2012

01 technical folder stora enso building solutions clt

Documents

panel layer

c3s c5s

c t e r i s t i c s

c panels nominal thickness

layer clt panel

cover layers

inner layer

maximum length