Stora Enso Wood Products Building Solutions

Construction Shell construction Layer structure Details Other applications

Building physics Thermal protection Airtightness Moisture Evaluations

Structural analysis Calculating and dimensioning CLT CLT - structural analysis program CLT preliminary estimate tables Earthquakes

Project management and transport CLT order processing Transport Terms of transport Tender text

Machining Machining options

Reference buildings

Notes Product information CLT CHARACTERISTICS 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 at least three bonded single-layer panels arranged at right angles to each other

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

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

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

Swelling and shrinkage in accordance with DIN 1052:2008 below the fibre saturation level: Change in shape with . In the panel layer: 0.02% change in length for each 1% change in timber moisture change in moisture content content . Perpendicular to the panel layer: 0.24% change in length for each 1% change in timber moisture content In accordance with Commission Decision 2003/43/EC: Fire rating . Timber components apart from floors  Euroclass D-s2, d0 . Floors  Euroclass Dfl-s1 Water vapour diffusion According to EN 12524  20 to 50 resistance 

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

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

CLT panels are made up of at least three single-layer panels and are therefore extremely airtight. The airtightness of a 3-layer CLT panel and of panel joints has been tested to Airtightness 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

CLT STANDARD DESIGNS 04/2012

Width C panels Length Nominal Designation Layers Lamella structure thickness [—] [—] [mm] [mm] C L C L C L C 60 C3s 3 20 20 20 80 C3s 3 30 20 30 90 C3s 3 30 30 30

100 C3s 3 30 40 30 C3s 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 C5s 160 C5s 5 40 20 40 20 40 Width Length L panels Nominal Designation Layers Lamella structure thickness [—] [—] [mm]

[mm] L C L C L C L 60 L3s 3 20 20 20 80 L3s 3 30 20 30 90 L3s 3 30 30 30 L3s 100 L3s 3 30 40 30 120 L3s 3 40 40 40 L5s 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 L5s-2* 180 L5s 5 40 30 40 30 40 200 L5s 5 40 40 40 40 40 160 L5s-2* 5 60 40 60 L7s 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 L7s-2* 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 L8s-2** 320 L8s-2** 8 80 40 80 40 80

* 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).

P ANEL STRUCTURE 04/2012

CLT solid wood panels are made up of at least three bonded single-layer panels arranged at right angles to each another. From five layers, CLT can also include middle layers (transverse layers) without narrow side bonding. It currently measures up to 2.95 × 16 m.

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

narrow-side bond (lengthwise layers)

flat dovetailing

+ surface bond

narrow-side bond* (transverse layers) +

max. 16.00 m max. 2.95 m

*from five layers, middle layers (transverse layers) can also be processed without narrow side bonding!

SURFACE QUALITY 04/2012

CLT SURFACE QUALITY Surface quality appearance grade/Product characteristics CHARACTERISTICS VI IVI NVI Occasional open occasional open joints Occasional open joints up to max. Bonding up to max. 1 mm width joints up to max. 3 mm width permitted 2 mm width permitted permitted slight discolouration Blue stains not permitted Permitted permitted Discolorations not permitted not permitted permitted (brown stains, etc.) no knot clusters, max. Resin galls max. 10 x 90 mm permitted 5 x 50 mm occasional occasional occurrences Bark ingrowth occurrences permitted permitted permitted occasional surface Dry cracks permitted permitted VI Visible quality cracks permitted occasional, up to 40 cm Core – pith permitted permitted long permitted occasional small Insect damage not permitted not permitted holes up to 2 mm permitted Knots – sound permitted permitted permitted Knots – black max. 1.5 cm Ø max. 3 cm Ø permitted Knots – hole max. 1 cm Ø max. 2 cm Ø permitted Rough edges not permitted not permitted max. 2 x 50 cm max. 10% of Surface 100% sanded 100% sanded surface rough IVI Industrial Visible Quality of surface occasional small faults occasional faults occasional faults quality finish permitted permitted permitted Quality of narrow occasional small occasional faults occasional faults side bonding and faults permitted permitted permitted face ends Chamfer on L panels yes no no Rework edge of cut yes no no with sandpaper Machining – not permitted permitted permitted Chainsaw Lamella width ≤ 130 mm max. 230 mm max. 230 mm Wood moisture max. 11% max. 15% max. 15% NVI Non-Visible quality permitted with Timber species not permitted not permitted spruce/silver fir, mixture pine beauty treatment of the surface permitted permitted permitted with dowels / blocks …

QUALITY DESCRIPTIONS 04/2012

Stora Enso offers three different CLT surface qualities: NVI Non-visible quality IVI Industrial visible quality VI Visible quality

Three different single-layer panel qualities are available with the following CLT surface qualities:

NVI quality description

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

QUALITY DESCRIPTIONS 04/2012

BVI quality description

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

IBI quality description

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

IVI quality description

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

APPROVALS 04/2012

National technical approval (DIBt)

The German Institute for Structural Engineering (DIBt), Germany’s approval 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 management.

The mark guarantees that the product has been subject to monitoring in accordance 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.

GENERAL INFORMATION 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. . Lifting devices must be inspected visually as specified by the manufacturer before each use. . In the case of large cut-outs (e.g. windows), pay attention to stability/bracing requirements (danger of buckling during lifting). . Screwed cut-outs must be removed before assembling CLT panels. It is just a makeshift fixing for transport to destination. . 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 moisture 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 moisture 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 properties. 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 important 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

GENERAL INFORMATION 04/2012

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 regard 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 Construction

A FRAME CONSTRUCTION 4/2012

Content

1 BASE AND WALL ANCHORING

1.1 Base with mortar bed 1.2 Base with sill plate 1.3 Base with raised sill plate 1.4 Concrete base (mortar bed) 1.5 Concrete base (sill plate)

2 WALL JOINTS

Basic design rules

2.1 Corner joint 2.2 T-joint 2.3 Horizontal wall joint (butt board) 2.4 Horizontal wall joint (butt jointing) 2.5 Horizontal wall joint (external butt boards) 2.6 Vertical wall joint (lap) 2.7 Vertical wall joint (butt board)

3 LINTELS

3.1 Continuous lintel 3.2 Engaged lintel

4 CEILING

4.1 Ceiling joint (butt board) 4.2 Ceiling joint (lap) 4.3 Ceiling joint (structural analysis, transverse tension) 4.4 Steel joist 4.5 Wooden joist 4.6 Joist (wall cut-out) 4.7 Joist (column) 4.8 Joist (beam holder) 4.9 Joist bearer 4.10 Wooden beam ceiling 4.11 Ribbed ceiling

Construction

A FRAME CONSTRUCTION 4/2012

5 “LOWER FLOOR WALL – CEILING – UPPER FLOOR WALL” CONNECTION NODE

5.1 Platform framing 5.2 Balloon framing

6 ROOF

6.1 CLT roof structure (eaves laths) 6.2 CLT roof structure (butted against wall board) 6.3 CLT roof structure (birdsmouth joint) 6.4 Rafter roof (rafter cut-outs in the wall board) 6.5 Rafter roof (birdsmouth in rafter) 6.6 Ridge (with purlin) 6.7 Ridge (without purlin) in folded-plate structures

7 CANTILEVER/UPSTAND

7.1 Wooden upstand 7.2 Steel upstand 7.3 Wall as an upstand

Construction

FRAME CONSTRUCTION 04/2012

1 Base and wall anchoring 1.1 Base with mortar bed

CLT wall board

seal against wall anchoring rising damp (according to structural analysis)

vertical seal foundation

mortar bed

Execution

• The CLT board can be installed on a dry or wet mortar bed • The choice and rating of the connectors and all structural for tolerance compensation (full surface contact). The CLT components depend on the structural requirements. must be protected against rising damp using a suitable damp-proof seal. • When tting the wall anchoring (tensile and shear forces), the permissible edge distances for the connectors must be observed.

Illustration Construction

FRAME CONSTRUCTION 04/2012

1.2 Base with sill plate

CLT wall board

joint-sealing tape wall anchoring vertical seal (according to structural analysis)

seal against rising damp foundation

sill plate

Execution

• The CLT wall board must be sealed to the previously installed • The choice and rating of the connectors and all structural sill plate (e.g. larch) with joint-sealing tape. The sill plate in components depend on the structural requirements. turn must be protected against damp rising from the foundation. • When tting the wall anchoring (tensile and shear forces), the permissible edge distances for the connectors must be observed.

Illustration Construction

FRAME CONSTRUCTION 04/2012

1.3 Base with raised sill plate

CLT wall board

joint-sealing tape wall anchoring vertical seal (according to structural analysis) sill plate anchorage (according to structural analysis) foundation seal against rising damp

sill plate

Execution

Illustration Construction

FRAME CONSTRUCTION 04/2012

1.4 Concrete base (mortar bed)

CLT wall board

seal against rising damp wall anchoring (according to structural analysis)

vertical seal

foundation

mortar bed

Execution

Illustration Construction

FRAME CONSTRUCTION 04/2012

1.5 Concrete base (sill plate)

CLT wall board

vertical seal wall anchoring (according to structural analysis) sill plate anchorage (according to structural analysis) seal against rising damp foundation

sill plate

Execution

• The CLT wall board must be sealed to the previously installed • The choice and rating of the connectors and all structural sill plate (e.g. larch) with joint-sealing tape. The sill plate in components depend on the structural requirements. turn must be protected against damp rising from the foundation. • When screwing the CLT board to the sill plate, the permissible edge distances for the connectors must be observed. • In the case of wall anchorings, as shown in the picture on the left, please note that costs will be higher because of the horizontal and vertical loads that have to be absorbed.

Illustration Construction

FRAME CONSTRUCTION 04/2012

2 Wall joints Basic design rules

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

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

CLT wall 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)

CLT wallCLT board

CLT wallCLT board vertical wall joint

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)

horizontal wall joint

CLT ceiling board CLT wall board

CLT wall board Construction

FRAME CONSTRUCTION 04/2012

2.1 Corner joint

joint bonding with suitable adhesive tape (variant)

joint-sealing tape

screw connection CLT wall board (according to structural analysis)

Execution

• To achieve the required airtightness in a building, the joints of • The choice and rating of the connectors and all structural the CLT boards can, apart from joint-sealing tape, alterna- components depend on the structural requirements. 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 structurally effective way (slanted end-grain screwing) .

Illustration Construction

FRAME CONSTRUCTION 04/2012

2.2 T-joint

joint-sealing tape

CLT wall board

screw connection (according to structural analysis)

Execution

• If the individual rooms in the building are required to be • The choice and rating of the connectors and all structural airtight, the joints of the CLT boards must be sealed with components depend on the structural requirements. 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 Construction

FRAME CONSTRUCTION 04/2012

2.3 Horizontal wall joint (butt board)

The joints shown have only limited torque rigidity!

butt board CLT wall board screw connection CLT wall board (according to structural clearance analysis)

clearance butt board joint-sealing tape

joint-sealing tape

(second rebate may require double-sided machining)

Execution

• When using butt boards (e.g. 3-layer board or laminated • The choice and rating of the connectors and all structural veneer lumber), the standard rebate dimensions of components depend on the structural requirements. 27 × 80 mm should preferably be ensured. • In the case of wall joints with rebated butt boards please • Joint-sealing tape must be used to make the structure note that the end-grain surface of the CLT boards becomes airtight. smaller as a result of the rebate (surface pressure).

Illustration Construction

FRAME CONSTRUCTION 04/2012

2.4 Horizontal wall joint (butt jointing)

screw connection (according to structural analysis)

CLT wall board

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

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

Execution

• Joint-sealing tape must be used to make the structure • The choice and rating of the connectors and all structural airtight. components depend on the structural requirements. • If positioned appropriately, an interior wall can also assume • The vertical wall post can serve as an additional support for, the function of the wall post shown in the drawing. for example, joists or purlins (higher surface pressure).

Illustration Construction

FRAME CONSTRUCTION 04/2012

2.5 Horizontal wall joint (external butt boards)

butt board CLT wall board

joint-sealing tape

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

Execution

• When external butt boards are used (e.g. 3-layer plate or • The choice and rating of the connectors and all structural laminated veneer lumber), the subsequent layer structure components depend on the structural requirements. must be adapted to them. • With this type of CLT wall board connection in particular the • Joint-sealing tape must be used to make the structure danger of buckling must be taken into account. airtight. • The joint can also be adhesively bonded to enhance its rigidity. Construction

FRAME CONSTRUCTION 04/2012

2.6 Vertical wall joint (lap)

CLT wall board

joint-sealing tape

CLT wall board

clearance

screw connection purely constructional (according to structural analysis)

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

Execution

• Joint-sealing tape must be used to make the structure • The choice and rating of the connectors and all structural airtight. components depend on the structural requirements. • The design must provide suf cient clearance (on one side), • If high shear force transmission at the joint cannot be depending on the installation situation. avoided, the connectors must be speci cally dimensioned and positioned as these forces require. • Make allowance for joint-sealing tape in the rebate height, if necessary.

Illustration Construction

FRAME CONSTRUCTION 04/2012

2.7 Vertical wall joint (butt board)

CLT wall board

joint-sealing tape

CLT wall board

clearance

butt board screw connection (according to structural analysis)

Execution

• When using butt boards (e.g. 3-layer board or laminated • The choice and rating of the connectors and all structural veneer lumber), the standard rebate dimensions of components depend on the structural requirements. 27 × 80 mm should preferably be ensured. • Instead of using screws, the butt board can be connected to • Joint-sealing tape must be used to make the structure the CLT wall boards with suitable glue which improves the airtight. transmission of the shear forces.

Illustration Construction

FRAME CONSTRUCTION 04/2012

3 Lintels 3.1 Continuous lintel

window opening

CLT wall board sill height CLT ceiling board

continuous lintel

window opening CLT wall board

Execution

• If the lintel height is not suf cient from a structural engi- • The choice and rating of the connectors and all structural neering standpoint, there must be an appropriately dimen- components depend on the structural requirements. sioned upstand from which the lintel can be suspended. If a wall above the lintel is used as an upstand, it is essential to • The lintel can be connected to the upstand (upper wall) with, take account of the sill height of any window openings. for example, perforated metal plates or screws (end-grain screwing should be avoided in this case). Construction

FRAME CONSTRUCTION 04/2012

3.2 Engaged lintel

window opening

CLT wall board

CLT ceiling board

engaged lintel (glulam)

engaged window opening lintel (CLT)

CLT wall board

Execution

• An engaged lintel must be dimensioned according to the • The choice and rating of the connectors and all structural loads and forces acting on it. components depend on the structural requirements. • Attention must be paid to the surface pressure in the lintel • CLT lintels absorb and transmit shear forces signi cantly support area. better than glulam lintels. This is because of the lack of transverse layers in glulam. Construction

FRAME CONSTRUCTION 04/2012

Illustration Construction

FRAME CONSTRUCTION 04/2012

4 Ceiling 4.1 Ceiling joint (butt board)

CLT ceiling board clearance

butt board

CLT ceiling board

joint-sealing tape fastenings (according to structural analysis)

Execution

• When using butt boards at ceiling joints (e.g. OSB, 3-layer • The choice and rating of the connectors and all structural board or laminated veneer lumber), the standard rebate components depend on the structural requirements. dimensions of 27 × 80 mm should preferably be ensured. • Appropriately sized nails, screws or staples can be used as • Joint-sealing tape must be used if necessary to make the connectors (note permissible minimum diameter). connection airtight.

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.2 Ceiling joint (lap)

CLT ceiling board CLT ceiling board clearance clearance

CLT ceiling board CLT ceiling board

joint-sealing tape joint-sealing tape

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

Execution

• Joint-sealing tape must be used if necessary to make the • The choice and rating of the connectors and all structural connection airtight. components depend on the structural requirements. • The design must provide suf cient clearance (on one side), • If high shear ow can be expected at the joint, the connec- depending on the installation situation. tors must be dimensioned and positioned accordingly.

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.3 Ceiling joint (structural analysis, transverse tension)

CLT ceiling board clearance

CLT ceiling board

joint-sealing tape

static system:

CLT ceiling board clearance

CLT ceiling board

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

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

static system: Construction

FRAME CONSTRUCTION 04/2012

joist screw connection to joist (according to structural analysis) screw connection to increase transverse tension CLT ceiling board (according to structural analysis)

joint-sealing tape

Execution

• Joint-sealing tape must be used if necessary to make the • The choice and rating of the connectors and all structural connection airtight. components depend on the structural requirements. • The design must provide suf cient clearance, depending on • Depending on the static system, fully threaded screws must the installation situation. be used in order to secure effective lateral force connections at the joint and the point of support.

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.4 Steel joist

CLT ceiling board

steel girder as a joist (under the ceiling)

CLT ceiling board (clearance to steel girder)

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

screw connection (according to CLT ceiling board CLT ceiling board structural analysis) (clearance to steel girder)

gypsum cardboard / gypsum breboard

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

CLT ceiling board screw connection (according to structural analysis) Construction

FRAME CONSTRUCTION 04/2012

CLT ceiling board (clearance to steel girder) steel girder as a joist (rebated at top and bottom)

depending on rebate dimensions derived timber board or to protect against transverse tension (joist cladding) screw connection (according to structural analysis)

Execution

• Joint-sealing tape must be inserted or other tape bonded if • The choice and rating of the connectors and all structural necessary to make the connection airtight. components depend on the structural requirements. • To ensure trouble-free assembly, CLT ceiling boards must • In the case of speci c re protection requirements, metal have suf cient clearance because of the cross-section of joists must be clad or coated with special paint. steel girders.

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.5 Wooden joist

screw connection (according to structural analysis) CLT ceiling board

CLT ceiling board

screw connection (according to structural analysis)

joist (glulam) joist (glulam)

Execution

• Joint-sealing tape must be used if necessary to make the • The choice and rating of the connectors and all structural connection airtight. components depend on the structural requirements.

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.6 Joist (wall cut-out)

suitable adhesive tape (airtight)

clearance screw connection (according to structural analysis)

joist (glulam)

CLT wall board

reinforce support, if necessary (surface pressure)

Execution

• A suitable adhesive tape (joint bonding) must be used if • The choice and rating of the connectors and all structural necessary to make the structure airtight. components depend on the structural requirements. • The design must provide suf cient clearance, depending on • If necessary, the support surface in the wall board must be the installation situation. reinforced with a metal plate and fully threaded screws (pressure).

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.7 Joist (column)

screw connection (according to structural analysis)

joist (glulam) column (joist support)

CLT wall board

Execution

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.8 Joist (beam holder)

slotted plate and dowel pins (according to structural analysis) joist (glulam)

CLT wall board

Execution

• The design must provide suf cient clearance, depending on • The choice and rating of the connectors and all structural the installation situation. components depend on the structural requirements. Construction

FRAME CONSTRUCTION 04/2012

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

joist (glulam)

CLT wall board

Execution

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.9 Joist bearer

joist bearer

further ceiling structure

ceiling beam CLT wall board

joint-sealing tape rebate (preserving middle layer)

CLT wall board

joist bearer

further ceiling structure

ceiling beam CLT wall board

joint-sealing tape

CLT wall board

Execution

• Joint-sealing tape must be used if necessary to make the • The choice and rating of the connectors and all structural connection airtight. components depend on the structural requirements. • To ensure airtightness of the CLT wall board, it is essential to • Please note: Rebating reduces the support surface at the preserve its middle layer (rebate area). joint; additionally, the joist bearer can shrink, which would make load transfer impossible (surface pressure). Construction

FRAME CONSTRUCTION 04/2012

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.10 Wooden beam ceiling

CLT ceiling board screw connection (according to structural analysis) ceiling beam (glulam)

Execution

• Deection (serviceability check) of the ceiling board must be • The choice and rating of the connectors and all structural taken into account (centre distance of the beams and components depend on the structural requirements. dimensions of the ceiling).

Illustration Construction

FRAME CONSTRUCTION 04/2012

4.11 Ribbed ceiling

CLT ceiling board screw connection (according to structural analysis)

rib (glulam)

Execution

• Deection (serviceability check) of the ceiling board must be • The choice and rating of the connectors and all structural taken into account (centre distance of the ribs and dimen- components depend on the structural requirements. sions of the ceiling). • Ceiling (with span direction parallel to that of the ribs) can be • Structural connection between the ribs and ceiling by means included in the structural analysis or can be estimated. of screwing or gluing.

Illustration Construction

FRAME CONSTRUCTION 04/2012

5 “Lower oor wall – ceiling – upper oor wall” connection node 5.1 Platform framing

screw connection of T-joint (according to structural CLT wall board analysis)

joint bonding with suitable wall-to-ceiling screw connection adhesive tape (according to structural analysis) (variant)

wall anchoring joint-sealing tape (according to structural analysis)

CLT ceiling board

Execution

• To achieve the required airtightness in a building, the joints of • The choice and rating of the connectors and all structural the CLT boards can, apart from joint-sealing tape, alterna- components depend on the structural requirements. tively be sealed with suitable adhesive tape on the inside and outside of the boards. • Wall anchoring for structurally effective connection between wall and ceiling (shear and tensile forces). • Screw connection of T-joint from inside or outside.

Illustration Construction

FRAME CONSTRUCTION 04/2012

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

CLT wall board wall anchoring (according to structural analysis) joint bonding with suitable adhesive tape (variant)

joint-sealing tape CLT ceiling board

Execution

• To achieve the required airtightness in a building, the joints of • The choice and rating of the connectors and all structural the CLT boards can, apart from joint-sealing tape, alterna- components depend on the structural requirements. tively be sealed with suitable adhesive tape on the inside and outside of the boards. • Wall anchoring for structurally effective connection between wall and ceiling (shear forces in wall direction; tensile and compressive forces from wind load).

Illustration Construction

FRAME CONSTRUCTION 04/2012

5.2 Balloon framing

CLT wall board CLT wall board

clearance

CLT ceiling board CLT ceiling board angle bracket as a support joint-sealing (rating according to tape angle bracket as a support structural analysis) (rating according to structural analysis) joint-sealing tape

Execution

• In the case of speci c re protection requirements, the angle • The choice and rating of the connectors and all structural bracket on which the ceiling board rests must be clad. components depend on the structural requirements. Construction

FRAME CONSTRUCTION 04/2012

6 Roof 6.1 CLT roof structure (eaves laths)

CLT roof board

screw connection (according to structural analysis)

joint-sealing tape eaves lath screw connection (according to structural analysis) CLT wall board

Execution

• Joint-sealing tape must be used to make the structure • The choice and rating of the connectors and all structural airtight. components depend on the structural requirements. • 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 Construction

FRAME CONSTRUCTION 04/2012

6.2 CLT roof structure (butted against wall board)

CLT roof board

joint-sealing tape

screw connection (according to structural analysis) CLT wall board

Execution

• Joint-sealing tape must be used to make the structure • The choice and rating of the connectors and all structural airtight. components depend on the structural requirements. • Only the CLT wall board needs a bevelled edge, with the CLT • The screw connection between the roof and wall boards roof board forming the roof projection and sof t. absorbs shear forces acting in the direction of the point of support and suction forces from the wind load.

Illustration Construction

FRAME CONSTRUCTION 04/2012

6.3 CLT roof structure (birdsmouth joint)

CLT roof board

joint-sealing tape

screw connection (according to structural analysis) CLT wall board

Execution

• Joint-sealing tape must be used to make the structure • The choice and rating of the connectors and all structural airtight. components depend on the structural requirements. • The CLT wall board has a straight edge requiring a bird- • The screw connection between the roof and wall boards smouth to be machined in the roof board (please note that absorbs shear forces acting in the direction of the point of the birdsmouth must not be too deep, otherwise it might support and suction forces from the wind load. weaken the lower longitudinal layer).

Illustration Construction

FRAME CONSTRUCTION 04/2012

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

clearance

screw connection (according to structural analysis)

rafter

CLT wall board

Execution

• Suf cient clearance must be provided in the rafter cut-outs • The choice and rating of the connectors and all structural in the wall. components depend on the structural requirements. • Depending on requirements, joint-sealing tape or exterior • The screw connection between the rafters and CLT wall adhesive tape must be used to make the structure airtight. board absorbs the suction forces of the wind.

Illustration Construction

FRAME CONSTRUCTION 04/2012

6.5 Rafter roof (birdsmouth in rafter)

screw connection (according to structural analysis)

rafter

CLT wall board

CLT wall board purlin extension

joint-sealing tape

Execution

• When purlin extensions are attached, they must reach at • The choice and rating of the connectors and all structural least as far as the rst rafter inside the gable wall. components depend on the structural requirements. • Depending on requirements, joint-sealing tape or exterior • The screw connection between the rafters and CLT wall adhesive tape must be used to make the structure airtight. board or purlin extension absorbs the suction forces of the wind.

Illustration Construction

FRAME CONSTRUCTION 04/2012

6.6 Ridge (with purlin)

clearance ridge purlin (between CLT roof boards) screw connection (according to structural analysis) CLT roof board

joint-sealing tape

Execution

• The prescribed support point widths and areas must be • The choice and rating of the connectors and all structural observed. components depend on the structural requirements. • Ensure that the birdsmouth is suf ciently deep, based on the structure of the roof board (number of layers). • Joint-sealing tape must be used to make the structure airtight.

Illustration Construction

FRAME CONSTRUCTION 04/2012

6.7 Ridge (without purlin) in folded-plate structures

screw connection (according to structural analysis) screw connection (according to structural analysis)

CLT roof board CLT roof board

Execution

• Joint-sealing tape must be used to make the structure • The choice and rating of the connectors and all structural airtight. components depend on the structural requirements. • The roof is tted with the aid of falsework. • In this case, the screw connection of the CLT roof boards can mainly absorb and transmit shear forces.

Illustration Construction

FRAME CONSTRUCTION 04/2012

7 Cantilever/upstand 7.1 Wooden upstand

CLT ceiling board upstand (glulam)

screw connection (according to structural analysis)

Execution

• The screw connection between the ceiling boards and the • The choice and rating of the connectors and all structural upstand depends on the forces acting. The choice is components depend on the structural requirements. between fully threaded screws and partly threaded at-head screws. • When using partly threaded at-head screws ensure that the head is buried. Construction

FRAME CONSTRUCTION 04/2012

7. 2 Steel upstand

CLT ceiling board upstand (steel girder)

screw connection (according to structural analysis)

Execution

• In this case, fully threaded and partly headed screws can be • The choice and rating of the connectors and all structural used for the screw connection. As the screwing is carried components depend on the structural requirements. out from above, steel beams of low cross-sectional height must be provided with holes in the upper ange (through which screws can be inserted). Construction

FRAME CONSTRUCTION 04/2012

7.3 Wall as an upstand

CLT ceiling board

wall functions as an upstand

screw connection (according to structural analysis) CLT wall board

CLT wall board

sill height 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)

Execution

• When using upper-oor wall boards as upstands (for • The choice and rating of the connectors and all structural attaching the ceiling above), window openings and their sill components depend on the structural requirements. height must be taken into account. • Cantilever ceilings must be connected to upper wall boards • Use metal plates and fully threaded screws to transmit with closely spaced, fully threaded screws. forces from end grain to end grain (pressure). Construction

FRAME CONSTRUCTION 04/2012

Illustration

Construction

B LAYER STRUCTURES 4/2012

Content

1 EXTERNAL WALL 1.1 Insulation with mineral wool 1.2 Insulation with softboard 1.3 Insulation with cellulose 1.4 EPS insulation

2 INTERNAL WALL 2.1 CLT in visible quality 2.2 Direct facing 2.3 Double facing 2.4 Insulation panel (battens) 2.5 Insulation panel (spring clips)

3 FLOOR STRUCTURE 3.1 Wet screed 3.2 Dry screed

4 CEILING (SOFFIT) 4.1 CLT in visible quality 4.2 Direct facing 4.3 Insulation panel (battens) 4.4 Insulation panel (spring clips) 4.5 Suspended system

5 ROOF 5.1 Steep roof insulated with softboard 5.2 Steep roof insulated with cellulose 5.3 Steep roof insulated with mineral wool 5.4 Steep roof insulated with PUR 5.5 Flat roof

6 PARTITION WALL WITHIN A HOME 6.1 Systems with single CLT structure 6.2 Systems with double CLT structure

7 BUILDING PARTITION WALL 7.1 System without intermediate insulation 7.2 System with intermediate insulation

Construction

LAYER STRUCTURES 04/2012

1 External wall 1.1 Insulation with mineral wool

– – – – –

Execution

• • • • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

1.2 Insulation with softboard

– – – – – –

Execution

• • • • • Construction

LAYER STRUCTURES 04/2012

– – – –

Execution

• • • • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

1.3 Insulation with cellulose

– – – – – –

Execution

• • • • • Construction

LAYER STRUCTURES 04/2012

– – – –

Execution

• • • • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

1.4 EPS insulation

– – –

Execution

• • • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

2 Internal wall 2.1 CLT in visible quality

–

Execution

• • • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

2.2 Direct facing

– –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

2.3 Double facing

– – –

Execution

• • • • Construction

LAYER STRUCTURES 04/2012

2.4 Insulation panel (battens)

– – –

Execution

• • • • Construction

LAYER STRUCTURES 04/2012

2.5 Insulation panel (spring clips)

– – –

Execution

• • • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

3 Floor structure 3.1 Wet screed

– – – – – –

Execution

• • • • Construction

LAYER STRUCTURES 04/2012

– – – – – –

Execution

• • • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

3.2 Dry screed

– – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

– – – – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

– OSB – – – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

4 Ceiling (sof t) 4.1 CLT in visible quality

–

Execution

• • Construction

LAYER STRUCTURES 04/2012

4.2 Direct facing

– –

Execution

• • Construction

LAYER STRUCTURES 04/2012

4.3 Insulation panel (battens)

– – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

4.4 Insulation panel (spring clips)

– – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

4.5 Suspended system

– – –

Execution

• • • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

5 Roof 5.1 Steep roof insulated with softboard

– – – – – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

5.2 Steep roof insulated with cellulose

– – – – – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

5.3 Steep roof insulated with mineral wool

– – – – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

5.4 Steep roof insulated with PUR

– – – – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

5.5 Flat roof

– – – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

– – – – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

Illustration Construction

LAYER STRUCTURES 04/2012

6 Partition wall within a home 6.1 Systems with single CLT structure

– – – – –

Execution

• • Construction

LAYER STRUCTURES 04/2012

– – – – –

Execution

• • Construction

LAYER STRUCTURES 04/2012

6.2 Systems with double CLT structure

– – – – – – –

Execution

• • Construction

LAYER STRUCTURES 04/2012

– – – – –

Execution

• • Construction

LAYER STRUCTURES 04/2012

7 Building partition wall 7.1 System without intermediate insulation

– – – – – – –

Execution

• • • Construction

LAYER STRUCTURES 04/2012

7. 2 System with intermediate insulation

– – – – – – – –

Execution

• • •

Construction

C DETAILS 4/2012

Content

1 Base and wall anchoring 1.1 Base with ventilated façade

2 WINDOW CONNECTION 2.1 Installation with expanding foam 2.2 Installation with expanding foam tape 2.3 Installation with multifunctional joint-sealing tape

3 DOOR CONNECTION 3.1 Internal door

4 CANTILEVER 4.1 Cantilever with wooden façade 4.2 Cantilever with plastered façade 4.3 Balcony board (supported) 4.4 Balcony board (suspended) 4.5 Balcony (timber planking on tapered insulation)

5 STEEP ROOF 5.1 Wall-to-roof connection (CLT roof projection) 5.2 Wall-to-roof connection (eaves laths) 5.3 Wall-to-roof connection (rafter roof) 5.4 Ridge (with purlin) 5.5 Roof window

6 FLAT ROOF 6.1 CLT fascia structure 6.2 CLT fascia structure with wall post 6.3 Projecting roof structure 6.4 Flat roof connection (with a cold attic above)

Construction

C DETAILS 4/2012

7 ELECTRICAL INSTALLATIONS 7.1 Execution before wall cladding 7.2 Execution with visible-quality CLT 7.3 Lightning protection

8 SANITARY INSTALLATIONS 8.1 WC (dummy wall) 8.2 Wash basin (preparation for connection) 8.3 Sanitary installations — wet room

9 FLUE 9.1 Stainless steel flue on the outside of the wall 9.2 Interior stainless steel flue 9.3 Masonry chimney

10 STAIRS 10.1 Screw connection to wall boards 10.2 Fastening with bracket/slotted plate 10.3 Supported by special bearing elements 10.4 Supported by stringers 10.5 Ramp

Construction

DETAILS 04/2012

1 Base and wall anchoring 1.1 Base with ventilated façade

Execution

• • • • Construction

DETAILS 04/2012

2 Window connection 2.1 Installation with expanding foam

Execution

• • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

2.2 Installation with expanding foam tape

Execution

• • • Construction

DETAILS 04/2012

Execution

• • • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

2.3 Installation with multifunctional joint-sealing tape

Execution

• • • • Construction

DETAILS 04/2012

3 Door connection 3.1 Internal door

Execution

• • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

4 Cantilever 4.1 Cantilever with wooden façade

Execution

• • • Construction

DETAILS 04/2012

4.2 Cantilever with plastered façade

Execution

• • • Construction

DETAILS 04/2012

4.3 Balcony board (supported)

Execution

• • • • Construction

DETAILS 04/2012

4.4 Balcony board (suspended)

Execution

• • • • • Construction

DETAILS 04/2012

4.5 Balcony (timber planking on tapered insulation)

– – – – – – –

Execution

• • • • Construction

DETAILS 04/2012

5 Steep roof 5.1 Wall-to-roof connection (CLT roof projection)

Execution

• • • • • Construction

DETAILS 04/2012

5.2 Wall-to-roof connection (eaves laths)

Execution

• • • • Construction

DETAILS 04/2012

5.3 Wall-to-roof connection (rafter roof)

Execution

• • • • Construction

DETAILS 04/2012

5.4 Ridge (with purlin)

Execution

• • • Construction

DETAILS 04/2012

5.5 Roof window

Execution

• • • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

6 Flat roof 6.1 CLT fascia structure

Execution

• • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

6.2 CLT fascia structure with wall post

Execution

• • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

6.3 Projecting roof structure

Execution

• • • • Construction

DETAILS 04/2012

6.4 Flat roof connection (with a cold attic above)

Execution

• • Construction

DETAILS 04/2012

7 Electrical installations 7.1 Execution before wall cladding

Execution

• • • • Construction

DETAILS 04/2012

Execution

• • • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

7. 2 Execution with visible-quality CLT

Execution

• • • • • Construction

DETAILS 04/2012

Execution

• • • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

7.3 Lightning protection

Illustration

Execution

• • • Construction

DETAILS 04/2012

8 Sanitary installations 8.1 WC (dummy wall)

Execution

• • • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

8.2 Wash basin (preparation for connection)

Execution

• • • Construction

DETAILS 04/2012

8.3 Sanitary installations — wet room

Illustration

Execution

• • • • Construction

DETAILS 04/2012

9 Flue 9.1 Stainless steel ue on the outside of the wall

Execution

• • • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

9.2 Interior stainless steel ue

Execution

• • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

9.3 Masonry chimney

Execution

• • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

10 Stairs 10.1 Screw connection to wall boards

Execution

• • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

10.2 Fastening with bracket/slotted plate

Execution

• • • Construction

DETAILS 04/2012

10.3 Supported by special bearing elements

Execution

• • • Construction

DETAILS 04/2012

10.4 Supported by stringers

Execution

• • • Construction

DETAILS 04/2012

Illustration Construction

DETAILS 04/2012

10.5 Ramp

Execution

• • Construction

DETAILS 04/2012

Illustration

Construction

D FURTHER APPLICATIONS 4/2012

Content

1 INDUSTRIAL AND COMMERCIAL CONSTRUCTION 1.1 Wall anchoring 1.2 “Wall-to-roof” connection node

2 MULTI-STOREY RESIDENTIAL BUILDINGS 2.1 “Lower floor wall – ceiling – upper floor wall” connection node

3 EXTENSIONS 3.1 Attachment of a flat roof to an existing wall

4 CIVIL ENGINEERING 4.1 CLT in combination with other materials

Construction

FURTHER APPLICATIONS 04/2012

1 Industrial and commercial construction 1.1 Wall anchoring

Execution

• • • • Construction

FURTHER APPLICATIONS 04/2012

1.2 “Wall-to-roof” connection node

Execution

• • • Construction

FURTHER APPLICATIONS 04/2012

Illustration Construction

FURTHER APPLICATIONS 04/2012

2 Multi-storey residential buildings 2.1 “Lower oor wall – ceiling – upper oor wall” connection node

Execution

• • • • • Construction

FURTHER APPLICATIONS 04/2012

Execution

• • • • • Construction

FURTHER APPLICATIONS 04/2012

3 Extensions 3.1 Attachment of a at roof to an existing wall

Execution

• • • Construction

FURTHER APPLICATIONS 04/2012

4 Civil engineering 4.1 CLT in combination with other materials

Illustration

Execution

• • • Building physics THERMAL PROTECTION 04/2012

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

 = 0.000146 x k + 0.035449   = thermal conductivity in [W/mK]

 = 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 k = 512 kg/m³. Applying these figures results in a thermal conductivity for CLT of 0.110 W/mK.

 = 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  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 actual 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.

1 U  Thermal transmittance di R si    R se i

 R si ,013 /² WKm Heat transmission resistance R se  ,0 04 /² WKm

Thermal conductivity of CLT CLT  ,011W / mK

1 U  CLT, 100 1,0 m ,0 13 /² WKm   ,0 04 /² WKm Thermal transmittance ,0 11W / mK  ,0 927 ²/ KmW

THERMAL PROTECTION 04/2012

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

value [w/m²K]value - U

Panel thickness [mm]

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:

1 U  Thermal transmittance di R si    R se i

R si  ,013 /² WKm Heat transmission resistance R se  ,0 04 /² WKm

Thermal conductivity of CLT CLT  ,011W / mK

1 U  1,0 m ,0 16 m ,0 13 /² WKm    ,0 04 /² WKm Thermal transmittance ,0 11W / mK ,0 04W / mK  ,0 197 ²/ KmW

THERMAL PROTECTION 04/2012

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

value [w/m²K]value - U

Insulation thickness [mm]

Fig. 2: U-values of insulated 100 mm CLT external wall panels depending on the thickness of the insulation (WLG 040 insulation material)

Airtightness The air or convection tightness of a CLT panel is another decisive factor for thermal performance. As CLT panels are made of at least three bonded single-layer panels arranged at right angles to each other, they are extremely airtight. The airtightness of CLT panels and of panel joints was tested and confirmed by the Holzforschung Aus- tria (Research Institute of the Austrian Society for Wood Research) in 2008 [4]. The test report specifies that the panel joints and the CLT panel itself are so airtight that volumetric 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 - VALUE - COMPARATIVE EXAMPLES 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 Total thickness U-value thickness [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 A 0.04 14 24 0.22 0.04 16 26 0.20 B 0.04 18 28 0.18

0.04 20 30 0.16 0.04 22 32 0.15 40-240 100

exterior interior 0.04 24 34 0.14

U - VALUE - COMPARATIVE EXAMPLES 04/2012

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

Thickness Building material λ Insulation Total thickness U-value thickness [cm] [—] [W/m²K] [cm] [cm] W/(m²K) 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

A 0.04 8 19 0.32

0.04 10 21 0.27

C 0.04 12 23 0.24

0.04 14 25 0.22

B 0.04 16 27 0.19

0.04 18 29 0.18

0.04 20 31 0.16

40-240 100 12 .5 0.04 22 33 0.15

exterior interior 0.04 24 35 0.14

U - VALUE - COMPARATIVE EXAMPLES 04/2012

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)

Thickness Building material λ Insulation Total thickness U-value thickness [cm] [—] [W/m²K] [cm] [cm] 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 -- --

WLG 040 insulation + D 4-24 0.049 4 8 0.78 construction timber

0.049 6 10 0.59 D 0.049 8 12 0.48 B 0.049 10 14 0.40 0.049 12 16 0.34 C 0.049 14 18 0.30

A 0.049 16 20 0.27

0.049 18 22 0.24

0.049 20 24 0.22

1.5 40.240 1.5 1.25 0.049 22 26 0.20

exterior interior 0.049 24 28 0.19

U - VALUE - COMPARATIVE EXAMPLES 04/2012

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.

Thickness Building material λ Insulation Total thickness U-value thickness [cm] [—] [W/m²K] [cm] [cm] W/(m²K) 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

0.12 24 28 0.44

A B 0.1 30 34 0.31

C 0.09 36.5 40 0.23

2 17.5-42.5 1.5

exterior interior 0.09 42.5 46 0.20

AIRTIGHTNESS 04/2012

Contents:

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

Appendix 7.

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 tried and tested panel design results in an airtight layer. An additional airtight membrane on the inside of the room is not generally required. 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 vapour 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 consequences 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

AIRTIGHTNESS 04/2012

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 result in similar phenomena to those occurring with inadequate airtightness. One of the reasons for this is the cooling 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 from [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.

AIRTIGHTNESS 04/2012

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 systems (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 (insulation, 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 ( k- 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 components. 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].

AIRTIGHTNESS 04/2012

a) Plinth connection I

Connection of wall to cellar roof or concrete slab:

Another important factor in addition to airtightness, is moisture protection in the plinth area.

Plinth connection II

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.

AIRTIGHTNESS 04/2012

b) Wall and ceiling joint I

Stepped rebate connection:

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

Wall and ceiling joint II

Jointing board connection:

The same procedure should be adopted for this connection as for a connection with a stepped rebate (see above).

AIRTIGHTNESS 04/2012

c) Wall connection I

Corner joint:

With all horizontal and vertical seals it is important to ensure a continuous joint seal (horizontal and vertical seals must be connected to each other).

Wall connection II

Connection of longitudinal wall to transverse wall:

The same procedure as for a corner joint must be adopted here.

AIRTIGHTNESS 04/2012

d) Window or door connection I

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.).

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.).

AIRTIGHTNESS 04/2012

e) Wall/ceiling/wall connection

Preformed gasket Connection of wall to ceiling:

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

f) Wall/ceiling connection

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 connected in an airtight manner to the relevant contact surfaces.

AIRTIGHTNESS 04/2012

g) A few examples of materials for creating an airtight finish

EPDM seal

Sealing strip

Wall gasket “Compriband”

Self-adhesive tape

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

AIRTIGHTNESS 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

MOISTURE 04/2012

Contents:

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

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

MOISTURE 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 impermeable a building component, the greater its diffusion resistance. Damp materials are more permeable to water vapour diffusion.

MOISTURE 04/2012

4. Diffusion resistance factor and sd 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 offers 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.

푠푑 휇 ∗ 푑

Theൌ sd value represents how thick a layer of air must be to have the same transmission resistance as the component.

CLT panels have different levels of diffusion resistance. This depends on the lamella thickness and the number of layers and adhesive joints.

푠푑 휇 ∗ 푑 휇 ∗ 푑 휇 ∗ 푑 … 휇푛 ∗ 푑푛

ൌ ͳ ͳ ൅ ʹ ʹ ൅ ͵ ͵ ൅ ൅ 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.

MOISTURE 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

FIRE PROTECTION 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 surface 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.

SOUND 04/2012

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

GENERAL INFORMATION 04/2012

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, version: 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 properties 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 construction 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 Building physics

CONTENTS EXTERNAL WALLS 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 physics

COMPONENT DESIGNS 04/2012

1.1 External wall

CLT 100 C3s

EPS

plaster (incl. stopping and fabric insert)

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 Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.2 External wall

CLT 120 C3s

EPS

plaster (incl. stopping and fabric insert)

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 120 C3s 12 0.110 50 470 D

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.3 External wall

CLT 100 C3s

EPS re-protection plasterboard

plaster (incl. stopping and fabric insert)

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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.4 External wall

CLT 120 C3s

EPS re-protection plasterboard

plaster (incl. stopping and fabric insert)

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 120 C3s 12 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.5 External wall

CLT 100 C3s mineral wool EPS wooden batten

plaster OSB (incl. stopping and fabric insert)

re-protection plasterboard

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 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.6 External wall

CLT 120 C3s mineral wool EPS wooden batten

plaster (incl. stopping and fabric insert) OSB

re-protection plasterboard

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 120 C3s 12 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.7 External wall

CLT 100 C3s

mineral wool

plaster (incl. stopping and fabric insert)

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 Mineral wool 16, 18 0.035 1 18 A1 CLT 100 C3s 10 0.110 50 470 D

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 60 35 0.18 adequate 34.7 38 18 REI 60 35 0.16 adequate 34.7 38 Building physics

COMPONENT DESIGNS 04/2012

1.8 External wall

CLT 120 C3s

mineral wool

plaster (incl. stopping and fabric insert)

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 Mineral wool 16, 18 0.035 1 18 A1 CLT 120 C3s 12 0.110 50 470 D

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 60 35 0.17 adequate 33.3 38 18 REI 60 35 0.16 adequate 33.3 38 Building physics

COMPONENT DESIGNS 04/2012

1.9 External wall

CLT 100 C3s

mineral wool re-protection plasterboard

plaster (incl. stopping and fabric insert)

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 90 35 0.18 adequate 38.7 39 18 REI 90 35 0.16 adequate 38.7 39 Building physics

COMPONENT DESIGNS 04/2012

1.10 External wall

CLT 120 C3s

mineral wool re-protection plasterboard

plaster (incl. stopping and fabric insert)

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 90 35 0.17 adequate 37.4 39 18 REI 90 35 0.16 adequate 37.4 39 Building physics

COMPONENT DESIGNS 04/2012

1.11 External wall

CLT 100 C3s mineral wool mineral wool wooden batten

plaster (incl. stopping and fabric insert)

OSB

re-protection plasterboard

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 Mineral wool 16, 18 0.035 1 18 A1 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 120 35 0.14 adequate 27.2 45 18 REI 120 35 0.13 adequate 27.2 45 Building physics

COMPONENT DESIGNS 04/2012

1.12 External wall

CLT 120 C3s mineral wool mineral wool wooden batten

plaster (incl. stopping and fabric insert) OSB

re-protection plasterboard

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 Mineral wool 16, 18 0.035 1 18 A1 CLT 120 C3s 12 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 120 35 0.14 adequate 27.2 45 18 REI 120 35 0.13 adequate 27.2 45 Building physics

COMPONENT DESIGNS 04/2012

1.13 External wall

CLT 100 C3s Homatherm HDP-Q11 standard

Homatherm EnergiePlus massive

plaster (incl. stopping and fabric insert)

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 60 35 0.21 adequate 34.6 38 20 REI 60 35 0.18 adequate 34.7 38 Building physics

COMPONENT DESIGNS 04/2012

1.14 External wall

CLT 120 C3s Homatherm HDP-Q11 standard

Homatherm EnergiePlus massive

plaster (incl. stopping and fabric insert)

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 60 35 0.20 adequate 33.3 38 20 REI 60 35 0.17 adequate 33.3 38 Building physics

COMPONENT DESIGNS 04/2012

1.15 External wall

CLT 100 C3s Homatherm HDP-Q11 standard re-protection plasterboard Homatherm EnergiePlus massive

plaster (incl. stopping and fabric insert)

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 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 90 35 0.21 adequate 38.7 39 20 REI 90 35 0.17 adequate 38.7 39 Building physics

COMPONENT DESIGNS 04/2012

1.16 External wall

CLT 120 C3s Homatherm HDP-Q11 standard re-protection plasterboard Homatherm EnergiePlus massive

plaster (incl. stopping and fabric insert)

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 Homatherm EnergiePlus massive 8, 6 0.039 3 140 E Homatherm HDP-Q11 standard 12, 10 0.038 3 110 E CLT 120 C3s 12 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 90 35 0.20 adequate 37.4 39 20 REI 90 35 0.17 adequate 37.4 39 Building physics

COMPONENT DESIGNS 04/2012

1.17 External wall

CLT 100 C3s Homatherm Homatherm ID-Q11 standard HDP-Q11 standard

Homatherm wooden batten EnergiePlus massive

plaster (incl. stopping and fabric insert)

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 120 35 0.18 adequate 18.1 44 20 REI 120 35 0.15 adequate 18.1 44 Building physics

COMPONENT DESIGNS 04/2012

1.18 External wall

CLT 120 C3s Homatherm Homatherm ID-Q11 standard HDP-Q11 standard wooden batten Homatherm EnergiePlus massive

plaster (incl. stopping and fabric insert)

re-protection plasterboard

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 Homatherm EnergiePlus massive 8, 6 0.039 3 140 E Homatherm HDP-Q11 standard 12, 10 0.038 3 110 E CLT 120 C3s 12 0.110 50 470 D Service cavity consisting of: Wooden battens 50/40, e = 62.5 cm 4 0.130 50 500 D Homatherm ID-Q11 standard 4 0.038 3 110 E Fire-protection plasterboard 1.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 120 35 0.17 adequate 18.0 44 20 REI 120 35 0.15 adequate 18.0 44 Building physics

COMPONENT DESIGNS 04/2012

1.19 External wall

CLT 100 C3s Homatherm HDP-Q11 standard

vapour-permeable membrane

wooden battens (ventilated)

wooden façade

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 60 35 0.21 adequate 34.7 43 20 REI 60 35 0.17 adequate 34.8 43 Building physics

COMPONENT DESIGNS 04/2012

1.20 External wall

CLT 120 C3s Homatherm HDP-Q11 standard

vapour-permeable membrane

wooden battens (ventilated)

wooden façade

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.21 External wall

CLT 100 C3s Homatherm HDP-Q11 standard re-protection plasterboard

vapour-permeable membrane

wooden battens (ventilated)

wooden façade

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 90 35 0.20 adequate 38.7 44 20 REI 90 35 0.17 adequate 38.8 44 Building physics

COMPONENT DESIGNS 04/2012

1.22 External wall

CLT 120 C3s Homatherm HDP-Q11 standard re-protection plasterboard

vapour-permeable membrane

wooden battens (ventilated)

wooden façade

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. 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 120 C3s 12 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 90 35 0.20 adequate 37.4 44 20 REI 90 35 0.17 adequate 37.4 44 Building physics

COMPONENT DESIGNS 04/2012

1.23 External wall

CLT 100 C3s Homatherm Homatherm ID-Q11 standard HDP-Q11 standard wooden batten vapour-permeable membrane

wooden battens (ventilated)

wooden façade

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 120 35 0.18 adequate 18.1 48 20 REI 120 35 0.15 adequate 18.1 48 Building physics

COMPONENT DESIGNS 04/2012

1.24 External wall

CLT 120 C3s Homatherm Homatherm ID-Q11 standard HDP-Q11 standard wooden batten vapour-permeable membrane

wooden battens (ventilated)

wooden façade

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. 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 3 130 E CLT 120 C3s 12 0.110 50 470 D Service cavity consisting of: Wooden battens 50/40, e = 62.5 cm 4 0.130 50 500 D Homatherm ID-Q11 standard 4 0.038 3 110 E Fire-protection plasterboard 1.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 16 REI 120 35 0.17 adequate 16.5 48 20 REI 120 35 0.15 adequate 16.5 48 Building physics

COMPONENT DESIGNS 04/2012

1.25 External wall

CLT 100 C3s

mineral wool solid structural timber (KVH)

vapour-permeable membrane

wooden battens (ventilated)

wooden façade

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Wooden façade 2.5 0.130 50 500 D Wooden battens (ventilated) 3 0.130 50 500 D Vapour-permeable membrane 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

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.26 External wall

CLT 120 C3s

mineral wool solid structural timber (KVH)

vapour-permeable membrane

wooden battens (ventilated)

wooden façade

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.27 External wall

CLT 100 C3s

mineral wool solid structural timber (KVH)

vapour-permeable membrane

wooden battens (ventilated) re-protection plasterboard

wooden façade

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.28 External wall

CLT 120 C3s

mineral wool solid structural timber (KVH)

vapour-permeable membrane

wooden battens (ventilated) re-protection plasterboard

wooden façade

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 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 Building physics

COMPONENT DESIGNS 04/2012

1.29 External wall

CLT 120 C3s Homatherm ID-Q11 standard mineral wool

plaster (incl. stopping and fabric insert) wooden batten

re-protection plasterboard

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 Mineral wool 18 0.035 1 18 A1 CLT 120 C3s 12 0.110 50 470 D Service cavity consisting of: Wooden battens 50/40, e = 62.5 cm 4 0.130 50 500 D Homatherm ID-Q11 standard 4 0.038 3 130 E Fire-protection plasterboard 1.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 18 REI 120 35 0.14 adequate 16.3 44 Internal walls Building physics

CONTENTS INTERNAL WALLS 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

Building physics

COMPONENT DESIGNS 04/2012

2.1 Internal wall

CLT 100 C3s

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. CLT 100 C3s 10 0.110 50 470 D

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] — REI 60 35 0.855 adequate 29.6 34 Building physics

COMPONENT DESIGNS 04/2012

2.2 Internal wall

CLT 120 C3s

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. CLT 120 C3s 12 0.110 50 470 D

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] — REI 60 35 0.740 adequate 31.1 35 Building physics

COMPONENT DESIGNS 04/2012

2.3 Internal wall

CLT 100 C3s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. CLT 100 C3s 10 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] FPP 34.5 — REI 90 35 0.820 adequate 36 Wood 30.0 Building physics

COMPONENT DESIGNS 04/2012

2.4 Internal wall

CLT 120 C3s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. CLT 120 C3s 12 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] FPP 36.0 — REI 90 35 0.714 adequate 37 Wood 31.4 Building physics

COMPONENT DESIGNS 04/2012

2.5 Internal wall

CLT 100 C3s mineral wool

wooden batten

OSB

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] + Service — REI 120 35 0.382 adequate cavit y 27.2 41 Wood 33.8 Building physics

COMPONENT DESIGNS 04/2012

2.6 Internal wall

CLT 120 C3s mineral wool

wooden batten

OSB

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. CLT 120 C3s 12 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] Service — REI 120 35 0.357 adequate cavit y 27.2 41 Wood 33.0 Building physics

COMPONENT DESIGNS 04/2012

2.7 Internal wall

CLT 100 C3s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 1.3 0.250 800 A2 CLT 100 C3s 10 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] — REI 90 35 0.788 adequate 35.0 38 Building physics

COMPONENT DESIGNS 04/2012

2.8 Internal wall

CLT 120 C3s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 1.3 0.250 800 A2 CLT 120 C3s 12 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] — REI 90 35 0.689 adequate 36.2 38 Building physics

COMPONENT DESIGNS 04/2012

2.9 Internal wall

CLT 100 C3s mineral wool

wooden batten

re-protection plasterboard

OSB

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 1.3 0.250 800 A2 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] Service — REI 120 35 0.375 adequate cavit y 27.1 42 Wood 38.1 Building physics

COMPONENT DESIGNS 04/2012

2.10 Internal wall

CLT 100 C3s

mineral wool mineral wool wooden batten OSB wooden batten

re-protection plasterboard

OSB

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 1.3 0.250 800 A2 OSB 1.5 0.130 200-300 600 B 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 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] — REI 120 35 0.247 adequate 27.2 46 Building physics

COMPONENT DESIGNS 04/2012

2.11 Internal wall

CLT 120 C3s mineral wool mineral wool wooden batten OSB wooden batten

re-protection plasterboard

OSB

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 1.3 0.250 800 A2 OSB 1.5 0.130 200-300 600 B 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 CLT 120 C3s 12 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] — REI 120 35 0.236 adequate 27.2 46 Partition walls Building physics

CONTENTS PARTITION WALLS 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

Building physics

COMPONENT DESIGNS 04/2012

3.1 Partition wall

CLT 100 C3s mineral wool wooden battens (on spring clip) re-protection plasterboard

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 60 7 35 0.34 adequate 34.0 45 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.2 Partition wall

CLT 120 C3s mineral wool wooden battens (on spring clip) re-protection plasterboard

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 60 7 35 0.32 adequate 33.1 45 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.3 Partition wall

CLT 100 C3s mineral wool wooden battens (on spring clip) re-protection plasterboard

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 90 7 35 0.33 adequate 42.2 46 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.4 Partition wall

CLT 120 C3s mineral wool wooden battens (on spring clip) re-protection plasterboard

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 90 7 35 0.31 adequate 41.4 46 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.5 Partition wall

CLT 100 C3s mineral wool mineral wool wooden battens (on spring clip) re-protection plasterboard wooden battens (on spring clip)

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 2.5 0.250 800 A2 Facing wall on spring clip: 7 Wooden battens 6/6, e = 62.5 cm 6 0.130 50 500 D Mineral wool 7 0.035 18 A1 CLT 100 C3s 10 0.110 50 470 D Facing wall on spring clip: 7 Wooden battens 6/6, e = 62.5 cm 6 0.130 50 500 D Mineral wool 7 0.035 18 A1 Fire-protection plasterboard 2.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 2 x 7 REI 120 35 0.21 adequate 22.8 58 Building physics

COMPONENT DESIGNS 04/2012

3.6 Partition wall

CLT 120 C3s mineral wool mineral wool wooden battens (on spring clip) re-protection plasterboard wooden battens (on spring clip)

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 2.5 0.250 800 A2 Facing wall on spring clip: 7 Wooden battens 6/6, e = 62.5 cm 6 0.130 50 500 D Mineral wool 7 0.035 18 A1 CLT 120 C3s 12 0.110 50 470 D Facing wall on spring clip: 7 Wooden battens 6/6, e = 62.5 cm 6 0.130 50 500 D Mineral wool 7 0.035 18 A1 Fire-protection plasterboard 2.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 2 x 7 REI 120 35 0.20 adequate 22.8 58 Building physics

COMPONENT DESIGNS 04/2012

3.7 Partition wall

CLT 100 C3s

impact sound insulation MW-T CLT 100 C3s

Component design

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

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 60 6 35 0.26 adequate 34.2 52 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.8 Partition wall

CLT 100 C3s

impact sound insulation MW-T CLT 100 C3s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 90 6 35 0.26 adequate 38.4 54 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.9 Partition wall

CLT 100 C3s

impact sound insulation MW-T mineral wool CLT 100 C3s wooden battens (on spring clip)

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. 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 Facing wall on spring clip: 7 Wooden battens 6/6, e = 62.5 cm 6 0.130 50 500 D Mineral wool 7 0.035 1 18 A1 Fire-protection plasterboard 2.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 7 + 6 REI 120 35 0.19 adequate 23.1 66 Building physics

COMPONENT DESIGNS 04/2012

3.10 Partition wall

CLT 100 C3s

impact sound insulation MW-T CLT 100 C3s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 1.3 0.250 800 A2 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 Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 90 6 35 0.26 adequate 38.4 60 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.11 Partition wall

CLT 80 C3s

impact sound insulation MW-T CLT 80 C3s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 1.3 0.250 800 A2 CLT 80 C3s 8 0.110 50 470 D Impact sound insulation MW-T 6 0.035 1 68 A1 CLT 80 C3s 8 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 90 6 35 0.26 adequate 38.4 60 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.12 Partition wall

CLT 100 C3s

impact sound insulation MW-T mineral wool CLT 100 C3s wooden battens (on spring clip)

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 7 + 6 REI 120 35 0.18 adequate 23.1 67 Building physics

COMPONENT DESIGNS 04/2012

3.13 Partition wall

CLT 80 C3s

impact sound insulation MW-T mineral wool CLT 80 C3s wooden battens (on spring clip)

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 90 7 + 6 35 0.20 adequate 14.9 66 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.14 Partition wall

CLT 100 C3s re-protection plasterboard re-protection plasterboard CLT 100 C3s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 1.3 0.250 800 A2 CLT 100 C3s 10 0.110 50 470 D Fire-protection plasterboard 1.5 0.250 800 A2 Fire-protection plasterboard 1.5 0.250 800 A2 Impact sound insulation MW-T 6 0.035 1 68 A1 Fire-protection plasterboard 1.5 0.250 800 A2 Fire-protection plasterboard 1.5 0.250 800 A2 CLT 100 C3s 10 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 90 6 35 0.24 adequate 36.8 70 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.15 Partition wall

CLT 80 C3s impact sound insulation MW-T CLT 80 C3s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 1.3 0.250 800 A2 CLT 80 C3s 8 0.110 50 470 D Impact sound insulation MW-T 6 0.035 1 68 A1 Air gap 2 CLT 80 C3s 8 0.110 50 470 D Fire-protection plasterboard 1.3 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 90 6 35 0.27 adequate 39.4 60 EI 120 Building physics

COMPONENT DESIGNS 04/2012

3.16 Partition wall

CLT 100 C3s impact sound insulation MW-T mineral wool CLT 100 C3s mineral wool wooden battens (on spring clip) wooden battens (on spring clip) re-protection plasterboard

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 2.5 0.250 800 A2 Facing wall on spring clip: 7 Wooden battens 6/6, e = 62.5 cm 6 0.130 50 500 D Mineral wool 7 0.035 1 18 A1 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 Facing wall on spring clip: 7 Wooden battens 6/6, e = 62.5 cm 6 0.130 50 500 D Mineral wool 7 0.035 1 18 A1 Fire-protection plasterboard 2.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 2 x 7 + 6 REI 120 35 0.14 adequate 23.1 69 Building physics

COMPONENT DESIGNS 04/2012

3.17 Partition wall

CLT 80 C3s impact sound insulation MW-T CLT 80 C3s mineral wool mineral wool wooden battens (on spring clip) wooden battens (on spring clip) re-protection plasterboard

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Fire-protection plasterboard 2.5 0.250 800 A2 Facing wall on spring clip: 7 Wooden battens 6/6, e = 62.5 cm 6 0.130 50 500 D Mineral wool 7 0.035 1 18 A1 CLT 80 C3s 8 0.110 50 470 D Impact sound insulation MW-T 6 0.035 1 68 A1 CLT 80 C3s 8 0.110 50 470 D Facing wall on spring clip: 7 Wooden battens 6/6, e = 62.5 cm 6 0.130 50 500 D Mineral wool 7 0.035 1 18 A1 Fire-protection plasterboard 2.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] REI 90 2 x 7 + 6 35 0.15 adequate 23.1 68 EI 120 Ceilings Building physics

CONTENTS CEILINGS 04/2012

Component Fill Insulation material CLT Slab underside

4.1 Bonded EPS EPS CLT 140 L5s CLT visible quality Panelled with 4.2 Bonded EPS EPS CLT 140 L5s GKF plasterboard Suspended ceiling with 4.3 Bonded EPS EPS CLT 140 L5s GKF plasterboard 4.4 Gravel Mineral wool for sound insulation CLT 140 L5s CLT visible quality Panelled with GKF 4.5 Gravel Mineral wool for sound insulation CLT 140 L5s plasterboard Suspended ceiling with 4.6 Gravel Mineral wool for sound insulation CLT 140 L5s GKF plasterboard

Building physics

COMPONENT DESIGNS 04/2012

4.1 Floor slab

cement screed

plastic separation layer EPS ll, bound EPS sandwich panel trickle protection

CLT 140 L5s

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] Inner 32.5 8 REI 60 5 0.35 adequate 55 60 Outer 140.3 Building physics

COMPONENT DESIGNS 04/2012

4.2 Floor slab

cement screed

plastic separation layer EPS ll, bound EPS sandwich panel trickle protection

CLT 140 L5s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. 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 ll, bound 5 Trickle protection at joints 0.2 423 636 E CLT 140 L5s 14 0.110 50 470 D Fire-protection plasterboard 1.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] Inner 37.7 8 REI 90 5 0.35 adequate 56 59 Outer 140.4 Building physics

COMPONENT DESIGNS 04/2012

4.3 Floor slab

cement screed

plastic separation layer EPS ll, bound EPS sandwich panel trickle protection

CLT 140 L5s

mineral wool wooden batten

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] Inner 16.5 8 REI 90 5 0.24 adequate 60 55 Outer 140.4 Building physics

COMPONENT DESIGNS 04/2012

4.4 Floor slab

cement screed

plastic separation layer gravel ll impact sound insulation MW-T trickle protection

CLT 140 L5s

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] Inner 32.0 4 REI 60 5 0.37 adequate 58 51 Outer 139.3 Building physics

COMPONENT DESIGNS 04/2012

4.5 Floor slab

cement screed

plastic separation layer gravel ll impact sound insulation MW-T trickle protection

CLT 140 L5s

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Cement screed 7 1.330 50-100 2,000 A1 Plastic separation layer 0.200 100,000 1,400 E Impact sound insulation MW-T 4 0.035 1 68 A1 Gravel ll 5 0.7 2 1,800 A1 Trickle protection at joints 0.2 423 636 E CLT 140 L5s 14 0.110 50 470 D Fire-protection plasterboard 1.5 0.250 800 A2

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] Inner 37.5 5 REI 90 5 0.36 adequate 59 50 Outer 139.3 Building physics

COMPONENT DESIGNS 04/2012

4.6 Floor slab

cement screed

plastic separation layer gravel ll impact sound insulation MW-T trickle protection

CLT 140 L5s

mineral wool wooden battens (on spring clip)

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] Inner 16.4 5 REI 90 5 0.23 adequate 65 45 Outer 139.3 Roofs Building physics

CONTENTS ROOFS 04/2012

Component Roof covering Insulation material CLT Slab underside

5.1 Foil roof EPS CLT 140 L5s CLT visible quality Panelled with GKF 5.2 Foil roof EPS CLT 140 L5s plasterboard Suspended ceiling with 5.3 Foil roof EPS CLT 140 L5s GKF plasterboard 5.4 Foil roof Softwood fibre (HWF) CLT 140 L5s CLT visible quality Panelled with 5.5 Foil roof Softwood fibre (HWF) CLT 140 L5s GKF plasterboard Suspended ceiling with 5.6 Foil roof Softwood fibre (HWF) CLT 140 L5s GKF plasterboard

Building physics

COMPONENT DESIGNS 04/2012

5.1 Roof

synthetic membrane

EPS

CLT 140 L5s vapour barrier, self-adhesive

Component design

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

COMPONENT DESIGNS 04/2012

5.2 Roof

synthetic membrane

EPS

CLT 140 L5s vapour barrier, self-adhesive

re-protection plasterboard

Component design

COMPONENT DESIGNS 04/2012

5.3 Roof

synthetic membrane

EPS

CLT 140 L5s vapour barrier, self-adhesive

mineral wool

wooden batten

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. 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 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 Fire-protection plasterboard 1.5 0.250 800 A2

COMPONENT DESIGNS 04/2012

5.4 Roof

synthetic membrane

Homatherm HDP-Q11 protect

CLT 140 L5s vapour barrier, self-adhesive

Component design

COMPONENT DESIGNS 04/2012

5.5 Roof

synthetic membrane

Homatherm HDP-Q11 protect

CLT 140 L5s vapour barrier, self-adhesive

re-protection plasterboard

Component design

Material Thick. [cm] λ [W/(mK)] μ ρ [kg/m³] Flamm. cat. Synthetic membrane 0.3 40,000 680 E Homatherm HDP-Q11 protect, 2 layers 24 0.039 3 140 E Vapour barrier, self-adhesive 1,500 CLT 140 L5s 14 0.110 50 470 D Fire-protection plasterboard 1.5 0.250 800 A2

COMPONENT DESIGNS 04/2012

5.6 Roof

synthetic membrane

Homatherm HDP-Q11 protect

CLT 140 L5s vapour barrier, self-adhesive

mineral wool

wooden batten

re-protection plasterboard

Component design

Structural-physical analysis Insul. thick. Fire protection i → o Thermal performance Acoustic performance Thermal Fire Load U-value [cm] Permeability mass m R L resistance [kN/m] [W/m²K] w,B,A w n,w [kg/m²] 24 REI 90 5 0.11 adequate 14.7 45 Structural analysis GENERAL INFORMATION 04/2012

General information about structural engineering with CLT As the board layers are bonded at right angles to each other, the load is transferred along two axes. In the past, this was the preserve of reinforced steel structures. 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 diago- nally projecting or point-supported structures require more planning, they are perfectly 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.

CALCULATING AND DIMENSIONING CLT 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 calculation 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 common 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 relevant 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 applied 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 detailed 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 fasteners can be found in [13] and [14].

CALCULATING AND DIMENSIONING CLT 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 principles]. 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 engineering]. 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).

CLT - STRUCTURAL ANALYSIS PROGRAM 04/2012

In conjunction with WallnerMild Holz·Bau·Software©, Stora Enso can provide you with a free-of-charge design 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.

CLT - STRUCTURAL ANALYSIS PROGRAM 04/2012

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

CLT - STRUCTURAL ANALYSIS PROGRAM 04/2012

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.

INTERNAL WALLS 04/2012

In accordance w ith approval Z 9.1-559 Internal walls (no wind pressure) DIN 1052 (2008) and/or EN 1995-1-1 (2006) Dead Imposed Height (buckling length) weight load gk*) nk 2,50 m 3,00 m 4,00 m 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 80 C3s 60 C3s 20,00 80 C3s 100 C5s 60 C3s 120 C3s 30,00 10,00 60 C3s 80 C3s 80 C3s 40,00 120 C3s 100 C5s 90 C3s 140 C5s 100 C5s 80 C3s 50,00 120 C5s 80 C3s 140 C5s 100 C3s 60,00 10,00 80 C3s 60 C3s 120 C3s 80 C3s 100 C5s 20,00 60 C3s 120 C3s 30,00 60 C3s 120 C3s 80 C3s 100 C5s 90 C3s 20,00 80 C3s 80 C3s 40,00 100 C5s 140 C5s 100 C3s 120 C5s 50,00 80 C3s 140 C5s 60,00 80 C3s 140 C5s 90 C3s 120 C5s 90 C3s 100 C5s 10,00 80 C3s 100 C5s 60 C3s 120 C3s 20,00 90 C3s 60 C3s 120 C3s 80 C3s 100 C5s 80 C3s 30,00 30,00 80 C3s 100 C5s 100 C3s 140 C5s 40,00 120 C5s 80 C3s 140 C5s 50,00 80 C3s 140 C5s 90 C3s 120 C5s 90 C3s 100 C5s 60,00 10,00 60 C3s 120 C3s 90 C3s 20,00 60 C3s 120 C3s 80 C3s 100 C5s 80 C3s 100 C3s 30,00 40,00 80 C3s 100 C5s 120 C5s 140 C5s 40,00 80 C3s 140 C5s 100 C5s 50,00 80 C3s 140 C5s 90 C3s 120 C5s 90 C3s 60,00 120 C3s 10,00 90 C3s 60 C3s 80 C3s 80 C3s 20,00 120 C3s 100 C5s 100 C3s 30,00 80 C3s 50,00 100 C5s 80 C3s 140 C5s 120 C5s 140 C5s 40,00 90 C3s 90 C3s 100 C5s 80 C3s 50,00 140 C5s 120 C5s 120 C3s 60,00 90 C3s 100 C3s 100 C3s 10,00 60 C3s 80 C3s 80 C3s 120 C3s 100 C5s 100 C3s 20,00 80 C3s 30,00 100 C5s 90 C3s 90 C3s 100 C5s 60,00 80 C3s 140 C5s 120 C5s 140 C5s 40,00 80 C3s 140 C5s 120 C5s 50,00 120 C3s 90 C3s 100 C3s 100 C3s 60,00 120 C5s

* 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)

Load-bearing capacity: Fire resistance a) Verification as a column (compression in accordance w ith equivalent member method) v1,i = 0.63 mm/min b) Shearing stresses v1,a = 0.86 mm/min

kmod = 0.8 R0 R30 R60 R90

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

EXTERNAL WALLS 04/2012

In accordance w ith approval Z 9.1-559 External walls (w = 1.00 kN/m² ) DIN 1052 (2008) and/or EN 1995-1-1 (2006) Dead Imposed Height (buckling length) weight load gk*) nk 2,50 m 3,00 m 4,00 m 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 80 C3s 100 C5s 20,00 60 C3s 120 C3s 30,00 60 C3s 80 C3s 90 C3s 10,00 80 C3s 120 C3s 100 C5s 80 C3s 40,00 100 C5s 140 C5s 100 C3s 120 C5s 50,00 80 C3s 140 C5s 60,00 80 C3s 90 C3s 90 C3s 100 C5s 10,00 80 C3s 80 C3s 100 C5s 60 C3s 120 C3s 20,00 90 C3s 60 C3s 80 C3s 80 C3s 30,00 120 C3s 100 C5s 20,00 80 C3s 100 C3s 140 C5s 40,00 100 C5s 120 C5s 80 C3s 140 C5s 50,00 80 C3s 90 C3s 90 C3s 100 C5s 60,00 140 C5s 120 C5s 10,00 60 C3s 90 C3s 120 C3s 20,00 80 C3s 80 C3s 60 C3s 120 C3s 100 C5s 100 C3s 30,00 30,00 80 C3s 100 C5s 120 C5s 140 C5s 40,00 80 C3s 140 C5s 50,00 90 C3s 90 C3s 100 C5s 80 C3s 140 C5s 120 C5s 60,00 10,00 60 C3s 120 C3s 90 C3s 80 C3s 80 C3s 20,00 60 C3s 120 C3s 100 C5s 100 C3s 30,00 80 C3s 40,00 100 C5s 120 C5s 140 C5s 40,00 80 C3s 90 C3s 140 C5s 90 C3s 100 C5s 50,00 80 C3s 140 C5s 120 C5s 60,00 90 C3s 100 C3s 100 C3s 120 C3s 10,00 80 C3s 80 C3s 60 C3s 120 C3s 100 C5s 100 C3s 20,00 80 C3s 30,00 100 C5s 90 C3s 90 C3s 50,00 80 C3s 140 C5s 100 C5s 120 C5s 140 C5s 40,00 80 C3s 140 C5s 120 C5s 50,00 90 C3s 100 C3s 100 C3s 120 C3s 60,00 120 C5s 10,00 60 C3s 120 C3s 100 C5s 100 C3s 20,00 80 C3s 90 C3s 90 C3s 100 C5s 100 C5s 30,00 140 C5s 60,00 80 C3s 140 C5s 120 C5s 40,00 80 C3s 140 C5s 120 C5s 50,00 90 C3s 100 C3s 100 C3s 120 C3s 120 C5s 60,00 160 C5s

* 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)

Load-bearing capacity: Fire resistance a) Verification as a column (compression in accordance w ith equivalent member method) v1,i = 0.63 mm/min b) Shearing stresses v1,a = 0.86 mm/min

kmod = 0.8 R0 R30 R60 R90

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

SINGLE SPAN BEAM - VIBRATION 04/2012

In accordance w ith approval Z 9.1-559 Single-span beam_Vibration DIN 1052 (2008) and/or EN 1995-1-1 (2006) Dead Imposed Span of single-span beam weight 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 140 L5s 160 L5s – 2 2,00 80 L3s 120 L3s 120 L3s 90 L3s 100 L3s 200 L5s 220 L7s – 2 2,80 1,00 180 L5s 3,50 90 L3s 120 L3s 140 L5s 80 L3s 120 L3s 160 L5s – 2 4,00 100 L3s 220 L7s – 2 140 L5s 200 L5s 240 L7s – 2 5,00 90 L3s 120 L3s 120 L3s 160 L5s – 2 1,00 80 L3s 100 L3s 200 L5s 90 L3s 120 L3s 180 L5s 220 L7s – 2 2,00 140 L5s 2,80 80 L3s 120 L3s 120 L3s 160 L5s – 2 1,50 3,50 100 L3s 200 L5s 220 L7s – 2 240 L7s – 2 4,00 90 L3s 140 L5s 120 L3s 160 L5s – 2 5,00 90 L3s 120 L3s 180 L5s 220 L7s – 2 1,00 120 L3s 80 L3s 140 L5s 160 L5s – 2 2,00 100 L3s 120 L3s 200 L5s 2,80 90 L3s 220 L7s – 2 240 L7s – 2 2,00 3,50 140 L5s 180 L5s 160 L5s – 2 4,00 90 L3s 120 L3s 120 L3s 220 L7s – 2 5,00 200 L5s 240 L7s – 2 260 L7s – 2 1,00 100 L3s 120 L3s 160 L5s – 2 200 L5s 90 L3s 2,00 220 L7s – 2 240 L7s – 2 180 L5s 2,80 120 L3s 140 L5s 2,50 120 L3s 160 L5s – 2 3,50 90 L3s 220 L7s – 2 4,00 200 L5s 240 L7s – 2 260 L7s – 2 140 L5s 5,00 100 L3s 120 L3s 160 L5s – 2 1,00 90 L3s 120 L3s 180 L5s 220 L7s – 2 240 L7s – 2 140 L5s 2,00 90 L3s 120 L3s 2,80 160 L5s – 2 3,00 220 L7s – 2 260 L7s – 2 3,50 140 L5s 200 L5s 240 L7s – 2 100 L3s 160 L5s – 2 4,00 120 L3s 5,00 180 L5s 280 L7s – 2

* The CLT self-weight is already taken into account in the table at ρ = 500 kg/m³! Service class 1, imposed load category A (ψ 0 = 0.7; ψ1 = 0.5; ψ2 = 0.3)

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

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.

SINGLE- SPAN BEAM - DEFORMATION 04/2012

In accordance w ith approval Z 9.1-559 Single-span beam_deformation DIN 1052 (2008) and/or EN 1995-1-1 (2006) Dead Imposed Span of single-span beam weight 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 160 L5s – 2 2,00 80 L3s 120 L3s 120 L3s 140 L5s 90 L3s 100 L3s 200 L5s 2,80 160 L5s – 2 1,00 180 L5s 3,50 90 L3s 120 L3s 140 L5s 80 L3s 120 L3s 4,00 100 L3s 160 L5s – 2 220 L7s – 2 140 L5s 200 L5s 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 90 L3s 120 L3s 160 L5s – 2 2,00 140 L5s 2,80 80 L3s 120 L3s 120 L3s 1,50 200 L5s 3,50 100 L3s 160 L5s – 2 180 L5s 220 L7s – 2 4,00 90 L3s 140 L5s 120 L3s 160 L5s – 2 5,00 90 L3s 120 L3s 200 L5s 220 L7s – 2 1,00 120 L3s 80 L3s 140 L5s 180 L5s 200 L5s 2,00 100 L3s 120 L3s 160 L5s – 2 2,80 90 L3s 2,00 220 L7s – 2 3,50 140 L5s 160 L5s – 2 200 L5s 220 L7s – 2 4,00 90 L3s 120 L3s 120 L3s 180 L5s 5,00 1,00 100 L3s 120 L3s 180 L5s 90 L3s 160 L5s – 2 2,00 220 L7s – 2 2,80 120 L3s 140 L5s 2,50 120 L3s 160 L5s – 2 200 L5s 220 L7s – 2 3,50 90 L3s 180 L5s 4,00 240 L7s – 2 140 L5s 5,00 100 L3s 120 L3s 160 L5s – 2 200 L5s 220 L7s – 2 1,00 90 L3s 120 L3s 220 L7s – 2 140 L5s 200 L5s 2,00 90 L3s 120 L3s 180 L5s 2,80 160 L5s – 2 3,00 220 L7s – 2 3,50 140 L5s 240 L7s – 2 100 L3s 160 L5s – 2 220 L7s – 2 4,00 120 L3s 200 L5s 5,00 180 L5s

* The CLT self-weight is already taken into account in the table at ρ = 500 kg/m³! Service class 1, imposed load category A (ψ 0 = 0.7; ψ1 = 0.5; ψ2 = 0.3)

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.

TWO- SPAN BEAM - VIBRATION 04/2012

In accordance w ith approval Z 9.1-559 Two-span beam_Vibration DIN 1052 (2008) and/or EN 1995-1-1 (2006) Dead Imposed Span of single-span beam weight 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 160 L5s – 2 2,00 90 L3s 120 L3s 200 L5s 220 L7s – 2 80 L3s 90 L3s 120 L3s 2,80 1,00 80 L3s 180 L5s 3,50 160 L5s – 2 100 L3s 140 L5s 220 L7s – 2 4,00 80 L3s 90 L3s 120 L3s 240 L7s – 2 200 L5s 5,00 100 L3s 120 L3s 1,00 80 L3s 180 L5s 220 L7s – 2 90 L3s 120 L3s 2,00 80 L3s 140 L5s 160 L5s – 2 2,80 100 L3s 1,50 200 L5s 220 L7s – 2 3,50 80 L3s 100 L3s 120 L3s 240 L7s – 2 4,00 90 L3s 120 L3s 160 L5s – 2 180 L5s 5,00 100 L3s 140 L5s 220 L7s – 2 1,00 120 L3s 80 L3s 100 L3s 140 L5s 160 L5s – 2 200 L5s 2,00 120 L3s 2,80 80 L3s 120 L3s 220 L7s – 2 240 L7s – 2 2,00 80 L3s 3,50 180 L5s 90 L3s 140 L5s 160 L5s – 2 220 L7s – 2 4,00 120 L3s 5,00 100 L3s 200 L5s 240 L7s – 2 260 L7s – 2 1,00 80 L3s 120 L3s 180 L5s 220 L7s – 2 240 L7s – 2 2,00 90 L3s 2,80 80 L3s 2,50 140 L5s 160 L5s – 2 220 L7s – 2 3,50 90 L3s 120 L3s 200 L5s 240 L7s – 2 260 L7s – 2 4,00 5,00 80 L3s 100 L3s 1,00 90 L3s 240 L7s – 2 2,00 80 L3s 90 L3s 160 L5s – 2 2,80 140 L5s 200 L5s 260 L7s – 2 3,00 120 L3s 220 L7s – 2 240 L7s – 2 3,50 100 L3s 4,00 80 L3s 180 L5s 280 L7s – 2 5,00 160 L5s – 2 220 L7s – 2

* The CLT self-weight is already taken into account in the table at ρ = 500 kg/m³! Service class 1, imposed load category A (ψ 0 = 0.7; ψ1 = 0.5; ψ2 = 0.3)

Load-bearing capacity: Serviceability: Fire resistance 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 kmod = 0.8 zul w q,inst = 300 R30 zul w fin - w g,inst = 200 R60 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 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.

TWO- SPAN BEAM - DEFORMATION 04/2012

In accordance w ith approval Z 9.1-559 Two-span beam_Deformation DIN 1052 (2008) and/or EN 1995-1-1 (2006) Dead Imposed Span of single-span beam weight 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 60 L3s 80 L3s 120 L3s 2,00 90 L3s 100 L3s 140 L5s 160 L5s – 2 120 L3s 2,80 80 L3s 80 L3s 90 L3s 100 L3s 1,00 140 L5s 160 L5s – 2 3,50 120 L3s 100 L3s 140 L5s 160 L5s – 2 4,00 80 L3s 90 L3s 120 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 – 2 140 L5s 2,00 90 L3s 120 L3s 80 L3s 100 L3s 2,80 90 L3s 140 L5s 160 L5s – 2 1,50 120 L3s 3,50 80 L3s 160 L5s – 2 100 L3s 140 L5s 4,00 90 L3s 120 L3s 180 L5s 160 L5s – 2 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 80 L3s 160 L5s – 2 2,00 90 L3s 140 L5s 2,80 120 L3s 2,00 80 L3s 80 L3s 140 L5s 160 L5s – 2 3,50 100 L3s 120 L3s 180 L5s 4,00 90 L3s 160 L5s – 2 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 120 L3s 160 L5s – 2 180 L5s 2,80 80 L3s 100 L3s 140 L5s 2,50 120 L3s 3,50 90 L3s 160 L5s – 2 4,00 140 L5s 200 L5s 120 L3s 180 L5s 5,00 80 L3s 100 L3s 160 L5s – 2 1,00 80 L3s 120 L3s 180 L5s 100 L3s 160 L5s – 2 2,00 80 L3s 140 L5s 2,80 3,00 90 L3s 120 L3s 160 L5s – 2 200 L5s 3,50 140 L5s 180 L5s 120 L3s 4,00 80 L3s 160 L5s – 2 5,00 100 L3s 200 L5s 220 L7s – 2 * 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.

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.

APPLICATION EXAMPLE - CEILING 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. nach Zulassung Z 9.1-559 Einfeldträger_Schwingung 4.) Defining criterion for evidence of serviceability DIN 1052 (2008) bzw . EN 1995-1-1 (2006) Eigen- Nutz la st Spannweite Einfeldträger - There are gewichttwo different criteria: evidence of deformation (see separate dimensioning table) and evidence of vibration propertiesgk*)  nkevidence3,00 of m vibration 3,50 mproperties 4,00 m is decisive 4,50 m in this 5,00 mcase. 5,50 m 6,00 m 6,50 m 7,00 m 1,00 80 L3s 90 L3s 120 L3s 180 L5s 140 L5s 160 L5s - 2 5.) Using a preliminary estimate2,00 table80 L3s 120 L3s 120 L3s 90 L3s 100 L3s 200 L5s 220 L7s - 2 2,80 - A CLT 120 L3s1,00 is proposed; this meets the R 30 specifications at the same time. 180 L5s 3,50 90 L3s 120 L3s 140 L5s 80 L3s 120 L3s 160 L5s - 2 4,00 100 L3s 220 L7s - 2 140 L5s 200 L5s 240 L7s - 2 5,00 90 L3s 120 L3s 120 L3s In160 accordance L5s - 2 w ith approval Z 9.1-559 Single-span beam_Vibration DIN 1052 (2008) and/or EN 1995-1-1 (2006) 1,00 80 L3s 100 L3s 200 L5s Dead Imposed 90 L3s 120 L3s 180 L5s 220 L7s - 2 2,00 Span of single-span beam weight load 140 L5s 2,80 80 L3s 120 L3s 120 L3s 160 L5s - 2 gk*) nk 1,503,00 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 3,50 100 L3s 200 L5s 220 L7s - 2 1,00 80 L3s 90 L3s 120 L3s 180 L5s 240 L7s - 2 4,00 90 L3s 140140 L5s L5s 160 L5s – 2 2,00 80 L3s 120 L3s 120120 L3s L3s 160 L5s - 2 5,0090 L3s 90100 L3s L3s 120 L3s 200 L5s180 L5s220 L7s220 – 2 L7s - 2 2,80 1,00 180 L5s 3,50 1,0090 L3s 120 L3s 140 L5s 120 L3s 80 L3s 80120 L3s L3s 160 L5s – 2 140 L5s 160 L5s - 2 4,00 2,00100 L3s 100 L3s 120 L3s 220 L7s – 2 200 L5s L7s – 2 2,80 90 L3s 140 L5s 200 L5s 240 220 L7s - 2 240 L7s - 2 5,00 2,0090 L3s 120 L3s 120 L3s 160 L5s – 2 1,00 80 L3s 3,50 100 L3s 140 L5s 200 L5s180 L5s 90 L3s 120 L3s 180160 L5s L5s - 2 220 L7s – 2 2,00 4,00 90 L3s 120 L3s 120 L3s 220 L7s - 2 140 L5s 2,80 80 L3s 5,00 120 L3s 120 L3s 160 L5s – 2 200 L5s 240 L7s - 2 260 L7s - 2 1,50 3,50 1,00100 L3s 100 L3s 120 L3s 200 L5s 220 L7s160 – 2L5s - 2 200 L5s 90 L3s 240 L7s – 2 4,00 90 L3s 2,00 140 L5s 220 L7s - 2 240 L7s - 2 120 L3s 160 L5s – 2 180 L5s 5,00 90 L3s 2,80120 L3s 120 L3s 180140 L5s L5s 220 L7s – 2 2,50 120 L3s 160 L5s - 2 1,00 3,50 90 L3s 120 L3s 220 L7s - 2 80 L3s 140 L5s 160 L5s – 2 2,00 4,00100 L3s 120 L3s 200 L5s 200 L5s 240 L7s - 2 260 L7s - 2 140 L5s 2,80 90 L3s 5,00 100 L3s 120 L3s 160 L5s - 2 220 L7s – 2 240 L7s – 2 2,00 3,50 1,00 90 L3s 140 L5s 120 L3s 180 L5s 180 L5s 220 L7s - 2 240 L7s - 2 160 L5s – 2 140 L5s 4,00 90 L3s 2,00120 L3s 90120 L3s L3s 120 L3s 220 L7s – 2 5,00 2,80 200 L5s 160 L5s -240 2 L7s – 2 260 L7s – 2 1,00 3,00 100 L3s 120 L3s 160 L5s – 2 200 L5s 220 L7s - 2 260 L7s - 2 90 L3s 3,50 140 L5s 200 L5s 240 L7s - 2 2,00 100 L3s 160 L5s - 2 220 L7s – 2 240 L7s – 2 4,00 120 L3s 180 L5s 2,80 120 L3s 140 L5s 2,50 5,00120 L3s 160 L5s – 2 180 L5s 280 L7s - 2 3,50 90 L3s 220 L7s – 2 * Das Eigengewicht von CLT ist mit ρ = 500 kg/m³ in der Tabelle bereits berücksichtigt! NKL 1, Nutzlast Kategorie A (ψ 0 = 0,7; ψ1 = 0,5; ψ2 = 0,3) 4,00 200 L5s 240 L7s – 2 260 L7s – 2 140 L5s 5,00 Tragfähigkeit:100 L3s 120 L3s Gebrauchstauglichkeit:160 L5s – 2 Brand: 1,00 a) Nachweis90 L3s der Biegespannungen 120 L3s a) Quasi-Ständige Bemessungssituation180 L5s 220 L7s – 2 240 L7s – 2 HFA 2011 140 L5s 2,00 b) Nachweis90 L3s der Schubspannungen120 L3s zul w fin = 250 v1 = 0,65 mm/min 2,80 b) Seltene Bemessungssituation160 L5s – 2 3,00 220 L7s – 2 260 L7s – 2 3,50 kmod = 0,8 140 L5s zul w q,inst = 300 200 L5s 240 L7s – 2 R0 100 L3s 160 L5s – 2 4,00 120 L3s zul w fin - w g,inst = 200 R30 5,00 c) Schwingung 180 L5s 280 L7s – 2 R60 * The CLT self-weight is already taken into account in the table at ρ = 500 kg/m³!Schwingung nach EN 1995-1-1 und Kreuzinger & Mohr R90 Service class 1, imposed load category A (ψ 0 = 0.7; ψ1 = 0.5; ψ2 = 0.3) (f1 > 8 Hz oder f1 > 5 Hz mit a = 0,4m/s², v < vgrenz , wEF < 1 mm) D = 2 %, 5 cm Zementestrich, b = 1,2 · ℓ

kdef = 0,6

APPLICATION EXAMPLE - WALL 04/2012

1.) Determining the effects on the external wall Effect on upper floor walls from roof Effect on upper floor walls from roof (parallelEinwirkung aufto Wändeeaves) OG aus Dach (längs zur Traufe) (parallelEinwirkung toauf eaves)Wände OG aus Dach (längs zur Traufe) gk =13 kN/m gk =13 kN/m sk = 27 kN/m sk = 27 kN/m - This requires information about the building location (altitude, snow zone, wind zone,

etc.) nach Zulassung Z 9.1-559 Einfeldträger_Schwingung - Since the outer wall usually bearsDIN 1052 the (2008) weight bzw . EN 1995-1-1 (2006) Eigen- Effect on upper floor walls from of the roof, information is required about the Nutzroof la (parallel st to eaves) Spannweite Einfeldträger

gewicht Einwirkung auf Wände EG aus Decke (längs zur Traufe) roof structure. gk = 17 kN/m (from (aus Decke) ceiling) gk*) DG nk (from ceiling)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 qk = 13 kN/m (aus Decke) Determination of the characteristic values is 1,00 80 L3s 90 L3s - 120 L3s 180 L5s sufficent to use the 140tables. L5s The160 L5sdesign - 2 val-

surekN/m² 0,8 = 2,00 80 L3s 120 L3s 120 L3s s 2,900090 L3s 100 L3s ues are automatically taken into account 200in L5s 220 L7s - 2 2,80 1,00 EG the tables. 180 L5s Winddruck wk = 0,8 kN/m² Winddruck wk Wind pre 3,50 90 L3s 120 L3s 140 L5s 80 L3s 120 L3s 160 L5s - 2 Effect on ground4,00 floor walls (lengthwise along100 the L3s eaves) 220 L7s - 2 Einwirkung auf Wände EG (längs zur Traufe) 140 L5s 200 L5s 240 L7s - 2 5,00 90 L3s 120 L3s 120 L3s 160 L5s - 2 gkgk = = 1313 kN/m (aus (from Dach) roof) + 17 + kN/m17 kN/m (aus (fromDecke) ceiling) = 30 kN/m = 30 kN/m sksk = = 27 kN/m (aus (from1,00 Dach) roof) 80 L3s 100 L3s 200 L5s qk = 13 kN/m (aus Decke) sk + qk =90 L3s 40 kN/m 120 L3s 180 L5s 220 L7s - 2 qk = 13 kN/m (from2,00 ceiling) sk + qk = 40 kN/m wk = 0,8 kN/m (aus Winddruck) 140 L5s wk = 0.8 kN/mi (from2,80 wind pressure80 L3s) 120 L3s 120 L3s 160 L5s - 2 1,50 3,50 100 L3s 200 L5s 220 L7s - 2 2.) Determining the buckling length of the wall 240 L7s - 2 4,00 90 L3s 140 L5s 120 L3s 160 L5s - 2 - In this case5,00 the buckling90 L3s length120 corresponds L3s to the wall height = 2.90 m ~180 3.00 L5s m 220 L7s - 2 1,00 120 L3s 3.) Determining criteria 80for L3s the fire load 140 L5s 160 L5s - 2 100 L3s 120 L3s 200 L5s - “Fire-retardant”2,00 = R 30 2,80 90 L3s 220 L7s - 2 240 L7s - 2 2,00 4.) Using a preliminary3,50 estimate table 140 L5s 180 L5s 160 L5s - 2 - A CLT 90 C3s4,00 is proposed90 L3s 120 L3s 120 L3s 220 L7s - 2 In accordance w ith approval Z 9.1-559 External walls (w = 1.00 kN/m²5,00 ) DIN 1052 (2008) and/or200 EN L5s 1995-1-1 (2006) 240 L7s - 2 260 L7s - 2 Dead Imposed 1,00 100 L3s Height120 (buckling L3s length) 160 L5s - 2 200 L5s weight load 90 L3s gk*) nk 2,00 2,50 m 3,00 m 4,00 m 220 L7s - 2 240 L7s - 2 R 0 R 30 R 60 R 90 R 0 R 30 R 60 R 90 R 0 R 30180 R 60 L5s R 90 10,00 80 C3s 60 C3s 120 C3s 2,80 120 L3s 140 L5s 80 C3s 100 C5s 2,50 20,00 120 L3s60 C3s 120 C3s 160 L5s - 2 30,00 60 C3s 80 C3s 90 C3s 10,00 3,50 80 C3s 90 L3s 120 C3s 100 C5s 80 C3s 220 L7s - 2 40,00 100 C5s 140 C5s 100 C3s 120 C5s 50,00 4,00 80 C3s 140 C5s 200 L5s 240 L7s - 2 260 L7s - 2 60,00 80 C3s 90140 C3s L5s 90 C3s 100 C5s 10,00 80 C3s 80 C3s 100 C5s 5,00 100 L3s 120 L3s60 C3s 160 120L5s C3s - 2 20,00 90 C3s 60 C3s 80 C3s 80 C3s 30,00 120 C3s 100 C5s 20,00 1,00 80 C3s 90 L3s 120 L3s 100 C3s 180 L5s 140 C5s 220 L7s - 2 240 L7s - 2 40,00 100 C5s 140 L5s 120 C5s 80 C3s 140 C5s 50,00 2,00 90 L3s 120 L3s 80 C3s 90 C3s 90 C3s 100 C5s 60,00 140 C5s 120 C5s 10,00 2,80 60 C3s 160 L5s90 - C3s 2 120 C3s 3,00 20,00 80 C3s 80 C3s 220 L7s - 2 260 L7s - 2 60 C3s 120 C3s 100 C5s 100 C3s 30,00 3,50 140 L5s 200 L5s 240 L7s - 2 30,00 80 C3s 100 C5s 120 C5s 140 C5s 40,00 100 L3s 80 C3s 160 L5s - 2 140 C5s 50,00 4,00 120 L3s 90 C3s 90 C3s 100 C5s 80 C3s 140 C5s 120 C5s 60,00 10,00 5,00 60 C3s 120 C3s 180 L5s90 C3s 280 L7s - 2 80 C3s 80 C3s * Das Eigengewicht von CLT ist mit ρ = 500 kg/m³ in der Tabelle bereits berücksichtigt!20,00 60 C3s 120 C3s 100 C5s 100 C3s NKL 1, Nutzlast Kategorie A (ψ = 0,7; ψ = 0,5; ψ 30,00 80 C3s 0 1 2 = 0,3) 40,00 100 C5s 120 C5s 140 C5s 40,00 80 C3s 90 C3s 140 C5s 90 C3s 100 C5s 50,00 80 C3s 140 C5s 120 C5s Tragfähigkeit:60,00 90 C3s Gebrauchstauglichkeit:100 C3s 100 C3s 120 C3s Brand: 10,00 80 C3s 80 C3s 60 C3s 120 C3s 100 C5s 100 C3s a) Nachweis20,00 der Biegespannungen a) Quasi-Ständige Bemessungssituation HFA 2011 80 C3s 30,00 100 C5s 90 C3s 90 C3s b)50,00 Nachweis der Schubspannungen zul w fin80 = C3s250 140 C5s 100 C5s 120 C5s 140 C5s v1 = 0,65 mm/min 40,00 80 C3s 140 C5s 120 C5s 50,00 90 C3s b) Seltene Bemessungssituation100 C3s 100 C3s 120 C3s 60,00 120 C5s kmod = 0,810,00 60 C3s 120zul C3s w q,inst = 300 100 C5s 100 C3s R0 20,00 80 C3s 90 C3s 90 C3s 100 C5s 100 C5s 30,00 zul w fin - w g,inst = 200 140 C5s R30 60,00 80 C3s 140 C5s 120 C5s 40,00 80 C3s 140 C5s 120 C5s 50,00 90 C3s c) Schwingung 100 C3s 100 C3s 120 C3s R60 120 C5s 60,00 160 C5s * The CLT self-weight is already taken into account in the table at ρ = 500 kg/m³! Schwingung nach EN 1995-1-1 und Kreuzinger & Mohr R90 Service class 1, imposed load category A (ψ0 = 0.7; ψ1 = 0.5; ψ2 = 0.3) (f1 > 8 Hz oder f1 > 5 Hz mit a = 0,4m/s², v < vgrenz , wEF < 1 mm) D = 2 %, 5 cm Zementestrich, b = 1,2 · ℓ

kdef = 0,6

EARTHQUAKES 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 buildings written by the Chamber of Engineers in North Rhine Westphalia and Düsseldorf. (See: www.ikbaunrw.de)

Project management and transport CLT ORDER PROCESSING 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 downloaded 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”).

Project management & transport

INDIVIDUAL PART DRAWINGS 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 general, 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

Project management & transport

INDIVIDUAL PART DRAWINGS 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 unambiguous 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).

CHARGED DIMENSIONS 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

TRANSPORT 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 maximum 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 changes 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 20-22 t 16.00 m 2.95 m drive

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 unloading 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)

4 max. 2.6 m

max. Standard wooden skid for first panel layer Wooden skid for unloading by forklift on request 1.4 m Perforated strap

TRANSPORT 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 radius 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.

max. 13.6 m

max. 2.50 m

A-shaped frame

Chock max. 3 m

Non-slip mat

TERMS OF TRANSPORT 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 (depending 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.

Project management & transport TENDER TEXT 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 required. These texts relate to the cross-laminated timber shell and must be adapted to the particular building project. 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 (according to EN338). The finger jointing of the individual boards must be in the form of flat dovetailing. At least three board layers must ensure narrow side bonding for building physics and structural engineering reasons. Layers without narrow side bonding are not permitted for use as cover layers. In addition, test certificates documenting the product’s airtightness must also be available. Formaldehyde-free adhesives must be used for bonding the finger joints and single-layer panels (narrow side bonding of lamella strands) 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 maximum 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 Wood Products OY Ltd Kanavaranta 1 FI-00160 Helsinki

Project management & transport TENDER TEXT 04/2012

Manufacturing plants

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

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 considerations.

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 water. 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 unloading purposes, wall panels are generally provided with two attachment points, and ceiling panels with four attachment 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.

Project management & transport TENDER TEXT 04/2012

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 levelling 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).

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 ensure 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 increments). 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.

Project management & transport TENDER TEXT 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: Panel design from at least three single-layer panels

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 No. of openings < 1.5 m²: 3

Labour ………………….

Misc. ………………….

………. m² Unit price …………………. Total ………………….

Product offered: …………………………………………………….. Manufacturer: ……………………………………………………..

Project management & transport TENDER TEXT 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: Panel design from at least three single-layer panels

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: 2 No. of openings < 1.5 m²: 3

Labour ………………….

Misc. ………………….

………. m² Unit price …………………. Total ………………….

Product offered: ……………………………………………………... Manufacturer: ……………………………………………………...

Machining Machining

CLT - CROSS-LAMINATED TIMBER 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

No special edge working (e.g. rebates on underside, groove, horizontal bore) is possible. Panel 2

Panel 3

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.

Panel 4

Machining

CLT - CROSS-LAMINATED TIMBER 04/2012

a) Window and door cut-outs

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

b) Purlin/rafter/tie beam notches

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

CLT - CROSS-LAMINATED TIMBER 04/2012

c) Double mitre cuts

Tools used: Circular saw

Chainsaw

Finger-joint cutter

Note:

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

This should particularly be taken into account with VI panels.

d) Rebate and groove milling

Tools used:

Plain milling cutter with 3-axis assembly

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

d 1) Single rebates

Tools used:

Plain milling cutter Finger-joint cutter

Machining

CLT - CROSS-LAMINATED TIMBER 04/2012

d 2) Double rebates

Tools used: Plain milling cutter with 3-axis assembly

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.

d 3) Groove or slot milling

Tools used: Plain milling cutter with 3-axis assembly

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

d 4) Interlocking tiles

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

CLT - CROSS-LAMINATED TIMBER 04/2012

e) Birdsmouths

Tools used: Plain milling cutter with 5-axis assembly

f) Step machining or similar

Tools used: Finger-joint cutter Plain milling cutter

Note:

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

g) Circular holes

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

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.

Machining

CLT - CROSS-LAMINATED TIMBER 04/2012

h) Holes

Tools used: Drill bit; d = 8 / 10 / 20 / 22 / 30 / 35 mm

i) Electrical ducts

Tools used:

Finger-joint cutter; d = 40 / 80 mm

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

j) Horizontal holes (only possible on PBA 2)

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.

k) Free-form operations

Tools used:

Finger-joint cutter; d = 40 / 80 mm

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

Machining

CLT - CROSS-LAMINATED TIMBER 04/2012

l) Blind holes/pockets Tools used:

Finger-joint cutter; d = 40 / 80 mm

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

m) VI ceiling joints

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. n) Special ceiling joints

Tools used:

Circular saw Plain milling cutter

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

Reference buildings Reference buildings GEMEINLEBARN (A USTRIA ) . A P P R O X . 370 M ³ C L T 4/2012

Apartment building

Reference buildings

ST. THOMAS/BLASENSTEIN (AUSTRIA). APPROX. 110 M³ CLT 4/ 2012

Single family house

Reference buildings

VIENNA (AUSTRIA). APPROX. 40 M³ CLT. 4/2012

Single family house

Reference buildings

ÜBELBACH (AUSTRIA). APPROX. 163 M³ CLT 4/ 2012

Nursery school

Reference buildings

SISTRANS (AUSTRIA). APPROX. 150 M³ CLT 4/2012

Single family house

Reference buildings

JUNGLINSTER (LUXEMBOURG). APPROX. 405 M³ CLT. 4/2012

Single family house

Reference buildings

LONDON (UK). APPROX. 1 300 M³ CLT 4/2012

Apartment building

Londýn (UK). Cca 1 300 m³ CLT.

Reference buildings

YBBS (AUSTRIA). APPROX. 120 M³ CLT 4/2012

Primary school

Ybbs (A). Cca 120 m³ CLT.

Reference buildings

BAD ST. LEONHARD (AUSTRIA). APPROX. 150 M³ CLT 4/2012

Office building

Notes NotizenNotizenNotizen

CLT – CROSS LAMINATED TIMBER 04/2012

NotizenNotizenNotizen

CLT – CROSS LAMINATED TIMBER 04/2012

NotizenNotizenNotizen

CLT – CROSS LAMINATED TIMBER 04/2012