supabeam 2015 e1

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Edition12015

SupaBeamTM

GluLam18Design Guide

STRAIGHTAN

DTRUE

S

TRONG

ENG

INEEREDULTRAS

OUND

SCANNED

BONDED

ADHE

SIVE

GL18

SupaBeam

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Scope of this publication

This Design Guide and Load Tables assist in the selecon of Supa-

beam for some of the common structural arrangements met in

domesc construcon.

Methods of developing lateral restraint and providing adequate sup-

port, adequate anchorage against wind upli, and overall structural

stability are outside the scope of this publicaon.

Informaon on the above maers can be obtained from AS 1684

Residenal mber-framed construcon or from a structural engineer

experienced in mber construcon.

Tilling Timber Pty Ltd have structural engineers within the Smart-

Frame Design Centre who can be contacted for advice on maers

concerning the use of its SmartFrame engineered mber products in

mber construcon via the SmartData Customer HelpLine on 1300

668 690 or e-mail at [email protected]

Substuon of other products

All load tables in this document are designed using the characteriscproperes of GL18 dened in table 7.1 of AS 1720.1, manufactured

to AS/NZS 1328 by quality producers and distributed by Tilling Timber

Pty Ltd.

Copyright

Copyright of this publicaon remains the property of Tilling Timber

Pty Ltd, and reproducon of the whole or part of this publicaon

without wrien permission from Tilling Timber Pty Ltd is prohibited.

Supabeam is a trademark Australian Sustainable Hardwoods of

Weir Road, Heyeld Victoria

Certification

As a professional engineer, qualied and experienced in mber

engineering, I cerfy that the use of the Supabeam members as

shown in these tables, and installed in accordance with the provisions

of this Design Guide, complies to the Building Code of Australia.

These Span Tables have been prepared in accordance with standard

engineering principles, the relevant test reports and Australian

standards, ie:

AS 1684.1Residenal mber-framed construcon

AS 1170.1 Structural design acons permanent imposed

and other acons

AS 1720.1 Timber structures -design methods

AS 4055 wind loads for houses

AS/NZS 4063 Characterisaon of structural mber

AS/NZS 1328 Glue laminated structural tmber -performance

requirements and minimum producon requirements.

GLTAA Unied design criteria

CRAIG KAY PEng, RPEQ-5100, EC-1961,PB0730, CC56335 C NPER

Engineering Manager

SmartFrame Product Warranty*

Tilling Timber warrants that its SmartFrame Engineered Wood products

will be free from manufacturing defects in workmanship and material.

In addion, provided the product is correctly installed and used, Tilling

Timber warrants the adequacy of its design for the normal and expected

life of the structure.

This warranty is backed by the full resources of Tilling Timber and by

underwrien product liability insurance.

Tilling Timber Pty Ltd

31-45 Orchard Street

Kilsyth Vic 3137

Ph: +61 (0)3 9725 0222 Fax: +61 (0)3 9725 6569

Email: [email protected]

Table of contentsIntroducon 1

GLTAA deecon limits

1

Ordering Supabeam 2

Installaon

-

Preparatory work

2

-Deecon 2

-Vercality 2

-Notches 2

-Holes for services 2

-Birdsmouthing 3

-Eaves overhang 3

- Mulple Supabeam secon beams

-Top loaded beams 3

-Side loaded beams 3

-Steel and mber post xing 4

Storage and handling 4

Supabeam design/eecve span

5

Durability and weather exposed applicaon 5

Protecon systems

-During construcon 6

-Exterior applicaons 6

-Painted Supabeams 6

-Design and construcon detailing ps 7

Fire rang (resistance) 7

Checking of Supabeam 8

Designing with Supabeam

-Product specicaon 9

-Limit state design characterisc

9

-Strength reducon factors 9

-Duraon of load 9

-Paral seasoning factor 9

-Length and posion of bearing 9

-Load sharing 9

-Stability 9

-Temperature 9

-Beam secon properes 10

Safety precauons

10

Span tables 11-19

The informaon contained in this product brochure is current as at October 2015 and is based on data available to Tilling Timber Pty Ltd at the me of going to print. Tilling Timber Pty

Ltd has used its reasonable endeavours to ensure the accuracy and reliability of the informaon contained in this document and, to the extent permied by law, will not be liable for

any inaccuracies, omissions or errors in this informaon nor for any acons taken in reliance on this informaon. Tilling Timber Pty Ltd reserves the right to change the informaon

contained in this document without prior noce. It is important that you call the smartdata customer Helpline on 1300 668 690 to conrm that you have the most up to date infor-

maon available.

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Supabeam Design Guide 1

Introduction

Supabeam beams are manufactured exclusively for Tilling Timber

by Australian Sustainable Hardwoods of Weir Road, Heyeld Victo-

ria to AS/NZS 1328. Supabeam Glulam beams are engineered m-

ber products with high strength, dimensional stability, great load

carrying capacity, superior re resistance, and are manufactured

from select quality Vic Ash mber.

All mber used for laminang is care-

fully selected from producon andgraded according to specicaon. Aer

trimming to the desired size, all stock is

kiln dried to 12% average moisture

content, to ensure ecient bonding in

the gluing operaons. The laminaons

are nger jointed by machine, with

glue being cured by cold press system

and controlled temperature.

Benefits of Supabeam

Cost Eecveness -Supabeam beams

high strength to weight rao allows

you to design for maximum loads over

large spans with the smallest possible

end secons.

Product Quality - All Supabeam beams are manufactures in ac-

cordance with AS 1328 Glue Laminated Structural Timber and the

Glued Laminated Timber Associaon (GLTAA) Industry standard

GLTAA-4-91.

Fire safety -Extensive re test data shows that large end secon

mber performs well in re situaons due to the formaon of a

protecve layer of char which usually occurs at a temperature

around 250oC. This charred area inhibits the eects of the re on

the inner poron of the mber component, hence it maintains

structural load support for measurable periods of me as the re

progresses.

Conversely, steel loses its strength rapidly as the temperature is

raised. At about 550oC, it has lost about

50% of its original bending strength, and

by 750oC it has lost 90% Timber does

not loose strength in the same way,

with the loss of secon size through

charring the major reason for any

strength reducon.

Fast easy erecon - Timber is a user

friendly building material, requiring no

special tools other than those a normal

builder would use, and with Supabeam

beams, installaon is fast, easy and

ecient.

Environmental responsibility - Supa-

beam beams carry a PEFC Chain of Cus-tody cercaon that they are made

from mber from sustainable managed forests, a natural resource

that is friendly to the environment.

Low maintenance - In most applicaons, Supabeam beams will

require lile or no maintenance other than that which you would

ordinarily carry out to any structural material.

Natural beauty -The natural beauty of mber is desired and highly

appropriate in many architectural applicaons. Appearance Grade

B Supabeam beams allow you to build mber's natural warmth and

beauty into your designs.

Serviceability Criteria

The deecon limits (serviceability ) applied in these tables and

reproduced in Table 1 below, are in accordance the Glued Lami-

nated Timber Associaon of Australia (GLTAA) Unied Design

Criteria and in some circumstances, dier for those listed in AS

1681.1-1999.

Long term Short termMember type

j2x DL j2x (DL+0.5 kPa) LL Serviceability WL

Bearers (oor loads only)

L/300 or 12 mm

L/360 or 18 mm

Bearers (with roof loads)

L/300or 12 mm L/360 or 18 mm

L/150

Joists L/300 or 15 mm L/360 or 9 mm

Lintels (with roof loads only) L/300 or 9 mm L/250 or 9 mm L/150

Lintels (with roof and oor) L/300 or 9 mm L/360 or 9 mm L/200

Strung, hanging, and counter beams L/300 or 15 mm L/270 or 15 mm L/150

Hanging/Strung, Counter/Strung beams L/300 or 12 mm L/300 or 12 mm L/150

Roof beams, raers, hips

L/300 or 20 mm

L/250

L/150

Pao or verandah beams L/400 or 10 mm L/250 or 12 mm L/200

Where:

1. DL = Dead load, LL = Live load, WL = Wind load,

2. j2 = Creep modicaon factor Clause 2.4.1.2 AS 1720.1

Table 1: GLTAA Serviceability Criteria

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Ordering Supabeam

Stock Supabeam will be supplied non-cambered dressed (DAR)

equivalent to AS/NZS 1328.2 B grade nish or beer, unless other-

wise specically requested.

It is available in 3.6, 4.2, 6.0 and 7.2 metre lengths

Protection and handling

Care should be taken during delivery to avoid marking and to avoiddamage. Unloading of trucks should be done by hand or with a

crane, do not drop or dump members. During unloading with liing

equipment, use fabric or plasc belts or other slings which will not

mark the wood. If chains or cables are used, provide protecve

blocking or padding. Guard against soiling, dirt, footprints, abra-

sions, or injury to sharp edges or corners.

Installation

Preparatory work

Carefully unload and handle the laminated members at job site to

prevent surface marking and damage. If laminated mber is to be

stored before erecon, place it on blocks well o the ground with

individual members separated by strips so that air may circulate

around all four sides. The top and the sides of storage pile shall be

covered with moisture resistant covering. Wrapping shall be le

intact, but individual wrappings shall be slit or punctured on the

lower side to permit the drainage of water that may have accumu-

lated. Before erecon, the assembly should be checked for any

damage from water or handling, prescribed camber, and accuracy

of anchorage connecons.

Laminated beams can be nailed into place in the same way as solid

mber beams. Alternavely, a range of plates are available for end

xing. For larger beams, special purpose, engineer designed end

xing should be used.

Deflection

All structural members deect downwards when dead loads are

applied, and therefore it is important to allow for this deecon

structurally and/or aesthecally in the selecon of the beam sizes.

The "Deecon Limits" table on page 1 details deecon limits for

various applicaons.

Verticality

Supabeam members must not be installed out of plumb more than

height/500.

Notches

Large notches and holes in Glulam beams should normally be

avoided as they cause abrupt changes in cross secon and disrupt

the stress ow in the structure. This gives rise to tension perpen-

dicular to the grain and shear stresses around the holes and notch-

es. For this reason, notches seriously reduce the strength of a

beam, parcularly if located in the tension zone of a beam. Unless

specic allowance has been made in the design, no notches shallbe made without rst obtaining the advice of an engineer. Design

rules are set out in AS 1720.1 Timber Engineering Code and should

be followed closely when considering notching anywhere in a Glu-

lam beam.

Holes for services

Horizontal Holes - Like notches, holes in a Glulam beam remove

wood bre, reduce the net area of the beam at the hole locaon,

and introduce stress concentraons. For this reason, horizontal

holes in Glulam beams are limited in size and locaon to maintain

the structural integrity of the beam. Figure 2 below shows the

zones of a uniformly loaded, simply supported beam where eld

drilling of holes may be considered.

Field drilled horizontal holes should be for access only and should

not be used as aachment points for brackets or other load bear-

ing hardware unless specically designed as such by the Engineer/

Designer.

Regardless of the hole locaon, the net secon of the beam re-

maining should be checked for exure and horizontal shear.

Vercal holes -As a rule of thumb, vercal holes drilled through the

depth of a Glulam beam cause a reducon in capacity at that loca-

on directly proporonal to the rao of 1 mes the diameter of

the hole. For example, a 25 mm hole drilled in a 150 mm wide

beam would reduce the capacity of the beam at that secon by .

For this reason, where it is necessary to drill vercal holes through

a Glulam member, the holes should be posioned in areas of the

member that are stressed to less than 50% of the design in bend-

ing.

Holes for support of heavy equipment -Heavy equipment or piping

suspended from Glulam should be aached so that the load is ap-

plied to the top of the member to avoid tension perpendicular to

the grain stresses. Any horizontal holes required for support of

signicant weight, such as suspended heang and cooling units or

main water lines, must be located above the neutral axis of the

member and in a zone stressed to less than 50% of the design ex-

ural stresses.

Figure 2 - Zones where horizontal holes are permitted in a uniformly loaded simply supported beam

L/8

Span = L

L/8L/2

L/8 L/8

D/4

D/4

D/2High shea r zone

Zones where horizontal holesfor load-bearing f asteners are permitted

Zones where horizontal holesare pe rmitted

Hig h flexure zone

Hig h flexure zone

Hig h shear zone

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Installation

IN-CORRECT

Can caus e splittingdue to induced

tension perpendicular

to the grain stresses,

reduces shear strength

and r apid dr ying due to

exposed end grainCORRECT

D

M10 galvanisedcoach scre ws

Overhang

40

50

Minimum dep th ofembedment = D/2

Birdsmouthing

Figure 3 -Birds mouthing details for Supabeam

Eaves overhang

Figure 4 -Eaves over hang details for Supabeam

Note:

Refer to AS 1684 Residenal mber-framed construcon code for

overhang member size.

Allowable Eaves overhangs

1. Non Cyclonic Areas

a. Beams for at or similar roofs -Not Birds

mouthed: Eaves overhang shall not exceed 40% of

the actual beam span.

b. Beams with convenonal pitched roofs -Birds

mouthed to one third their depth:

i. Sheet roof -20% of actual beam

span

ii. Tiled roof -30% of actual beam

span

2. Cyclonic Areas

Recommendaons as per above, but reduced as follows:

i. Non Birds mouthed -25% of actual beam span

ii. Birds mouthed-

iii. Sheet roof -10% of actual beam

span

iv. Tiled roof -20% of actual beam

span

Multiple Supabeam section beams

Vercal laminaons may be achieved by adopng the principle

described in clause 2.3 of AS 1684, however, due to the thickness

of Supabeam, nails are NOT suitable for combining Supabeam

beams.

Experience with Glulam beams indicates that mulple member

laminaons individual components may cup as a result of the

ingress of moisture between laminates during construcon. The

suggested method of vercal laminaon shown below provides a

greater level of xity between individual components, and com-

bined with the use of a temporary waterproof membrane and an

elastomeric adhesive prevents moisture penetraon between the

laminates.

Recommended during construcon protecon from weather

for mulple SmartLams

Top loaded beams(Symmetrical loading)

The edges of the individual secons must be carefully aligned to

each other so that the composite beam is at, allowing the ap-

plied loads to be equally shared. It is recommended that there be

2 rows of galvanised M12 bolts at 600 mm centres.

Side loaded beams(Non symmetrical loading)

When a load is applied to one side of a built -up Supabeam or an

unbalanced load is applied to both sides, the elements of the

built up beam shall be aached such that the applied load is dis-

Bead of

Elastomeric

adhesive

Bead of

Elastomeric

adhesive

Temporary

Waterproof

membrane

Stagger row of bolts50 mm Min

50 mm Min

55 mm diameterwasher as per table4.12 - AS 1720.1

Combination 1 Combination 2

2 pieces of45 or 65 mm 3 pieces of45 or 65 mm

Bolt spacing60 mm

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tributed equally to all elements. Like the minimum connecon

shown above, the connecon is made with bolts, with the allowa-

ble oor load width supported by either outside member shown in

the table below.

Maximum floor load width supported by either out-side member (mm)

Notes:

1. Table values are for 40 kg/m2oors.

2. Bolts are to be grade 4.6 commercial bolts conforming

to AS 1111. Bolt holes are to be a maximum of 13 mm

diameter and are to be located NOT less than 50 mm

from either edge.

3. All bolts shall be ed with a washer at each end, of a

size NOT less than that given in AS 1720.1 table 4.12.

How to use the maximum uniform side load table

Example: see diagram below

Beam of 2 Supabeams loaded on both side (Combinaon 1)

FLW 1 = 4800 mm, FLW 2 = 5300 mm

Total FLW = 4800 + 5300 = 10100 mm.

1. Use SmartFrame soware or these Supabeam safe

load tables to size the two member secon to

support the FLW of 5100 mm.

2. Choose the larger of the side FLW's carried by the

beam, in this case 5300 mm.

3. Enter the table at the "Combinaon 1" row and

scan across to a table value greater than 5300

mm. The rst value in the row at 10200 mm is

greater than the 5300 mm required.

4. Thus adopt 2 rows of 12 mm x bolts at 600 mm

centres

Steel and Timber fixing to Supabeam

Storage and handling of Supabeams

1. Store Supabeams at on a hard, dry surface

2. If surface isn't paved, the ground should be covered with a

polythene lm

3. Keep covered with waterproof material that allows bun-

dles to "breathe"

4. Use bearers (bolsters) between the ground and the rst

bundle (4 metre max spacing)

5. Use 100 x 50 mber at between bundles at same spacing

as bolsters

6. Take great care to rewrap remaining material aer open-

ing bundles

7. Timber "grows" in thickness and depth when allowed to

get wet....KEEP DRY!

8. Timber products with high MC has short term reducon in

Characterisc Strengths . KEEP DRY!

9. Under NO circumstances is stored Supabeam to be in

contact with the ground.

12 mm boltsCombinaon

(see details below)

2 rows at 600 ctrs

2 rows at 300 ctrs

Combinaon 1 7500 15000

Combinaon 2 5600 11000

Installation (contd)

Floor load width 2Floor load width 1

= 4800 mm = 5300 mm

Column cap

to provide required

bearing len gth (BL)

and fully suppo rt all

ply's of beams

Beam to be

late rally

restained to

pre vent it

twisting or

ro tating at

the support

Po st cap to

provide requiredbe aring len gth (BL)

and fully support all

plys of beam

BL

Use bearers to keep stacked material away from damp

surfaces. Align bearer vercally

Bearers at a max. of

4.0 m centre

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Supabeam Design /Effective span

span dierence eecve span resultant span descripon

10% Max main span connuous

10 30% 1.1 x main span connuous

Above 30% dierence main span single

span dierence = (major span -minor span) x 100

(major span + minor span)

The span to use in the case of unequal connuous spans is the "resultant span descripon " as shown in the table above.

(Note: It is recommended for the most accurate designs, that the SmartFrame soware be used.)

Normal structural analysis uses the centreline representaon of

the member. The term span can be dened in a number of ways

and these are dened as follows:

Clear span. This is the distance between the faces of any support.

It is generally the one easiest to measure and read from the draw-

ings

Nominal span/centre

line span. This is the distance between the

centre of the supports. This span is used to determine bending

moments and deecons for connuous spaning members

Design span/Eecve span. This is the span used for single span

members to determine the bending moment, the slenderness of

bending members and the deecons. In NZS 3603 this is the

dimension referred to as L, and is dened below.

Design span/Eecve span is the distance between -

The centre of the bearing at each end of a beam where

the bearing lengths have NOT been conservavely sized

The centre of noonal bearing that have been sized appro-

priately, where the size of the bearing IS conservave.

Clear span (Distance between face of supports)

Effective span (design span L)

Clear span (Distance between face of supports)

Centre-line span (distance betweeen centres of supports)

Length ofeffectivebearing

.

Length of

original

bearing

(oversized)

Area of supportrequired for

bearing

Effective span (design span) L

Diagram (a) shows beam where

bearings have been designed

appropriately. The eecve span

is taken as the distance between

the centre of each bearing area

Diagram (b) shows beam where

bearings at each end have been

oversized. (This is frequently the

case for beams that bear onto

brickwork or concrete walls

where the thickness of the wall is

in excess of the area required to

give the beam bearing capacity).

To nd the correct eecve

span:

1. Calculate the minimum

bearing required to carry

the loads sasfactorily

2. Add minimum bearing

length to clear span

distance

SmartLam durability and weather exposure

30

External,

above ground,

exposed

External,

above ground,

protected. *

Internal, fully

protected,

ventilated

AS 1684 denions of exposure zones

within a structure

*External mbers are regarded as protected in

AS 1684 if they are covered by a roof projecon

(or similar) at 30 to the vercal and they are

well detailed and maintained (painted and kept

well venlated).

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Supabeams are manufactured from kiln dried mber (MC less than

15%), and therefore need to be protected from moisture cycling

that can occur from:

Exposure to direct sun and rain (including during construc-

on)

Contact or close exposure with moisture laden porous

material (e.g. Concrete blocks)

Exposure to extreme environments such as dry heang

systems (e.g. slow combuson wood heaters), air condi-

oning, large north or west facing windows or moisture

laden environments such as pool enclosures.

Supabeam protection methods

1. During Construcon (pre-water proof roof)

Supabeams are supplied WITHOUT any short term construcon

sealer. However if Supabeams is expected to be exposed for an

extended period or become wet, it is recommended that the beam

be sealed with a construcon sealer that is compable with the

nal paint or varnish nish, or wrapped in plasc to provide protec-

on (plasc must allow for drainage and air circulaon to breath).

Examples:

i. If the Supabeam is installed inside a building without direct

exposure to air-condioning such as in wall cavity, NO pro-

tecon to the beam is required.

ii. If the Supabeam is installed inside a building with direct

exposure to air condioning or dry heat then a sealer is

required.

iii. If the Supabeam is under the eaves and protected from

direct rain and sun, it is recommended that the construc-on sealer be lightly sanded and a nish coat of compable

premium quality paint be applied. (In accordance with

paint manufacturers specicaons).

iv. If the Supabeam is exposed to the sun or weather refer to

Exterior Applicaons below.

Treatment options

Supabeam may be post producon treated to the H2 and H3 haz-

ard class for protecon against insect aack and biological decay

respecvely

Treatment for a service at a higher hazard class sases all require-ments for service at a lower hazard class. Products treated to H3

therefore meet or exceed the requirements for H1 and H2 applica-

ons.

Table 1 of Appendix A in AS/NZS 1604.5 is a guide to hazard classi-

caons for various end-use applicaons. This table is for guidance

only, and only lists limited applicaon.

Example applications

1.

Covered alfresco beams

Alfresco beams constructed to comply with the diagram adjacent

are technically classied in AS 1684 asxternal, above

ground, pro-

tected and can be an untreated Class 4 durability mber.

Notwithstanding this, Supabeam H3 beams are ideal for alfresco

beam applicaons above for the following reason:

1. H3 treatments provide signicantly more resistance to

biological aack the untreated wood

2. H3 provides protecon against termite aack

A SmartLam H3 in this applicaon must be correctly painted with a

premium quality protecve nish See 3. Painng treated Supa-

beambelow.

2. External, above ground, exposed

Untreated Supabeams beams must NOT be used in external, above

ground , exposed applicaonswithout the following:

i. H3 treated to AS/NZS 1604.5

ii. Correctly detailed (e.g. End caps, good drainage and ven-

laon). See Design & Construcon detailing ps below

iii. Correctly painted as per covered alfresco beam example

above

It is important that an inspecon and maintenance programme,

based on exposure level and the paint manufacturers recommen-

daons be prepared.

3. Painting treated Supabeam

(a) General

To provide the longest service life of the Supabeam, it is recom-

mended the Supabeams are painted with an exterior paint with a

Light Reectance Value (LRV) greater than 30%. Heat reducon

exterior paints should be used where the desired colour is dark or

has a LRV of less than 30% The heat reecve paints colours

should be limited to a Total Solar Reectance (TSR) value greater

than 29%.

Any paint or stain must be recommended by the manufacturer as

being suitable for the proposed applicaon and must be applied in

a manner in strict compliance to the manufacturer's recommenda-

ons

1. The wood must be dry and clean prior to applying any

nish coang. If inial cleaning of the treated wood is

needed, it is recommended that the project be cleaned

SmartLam durability and weather exposure

30

External,

above-ground,

protected*

External,

above-ground,exposed

* member must also be well detailed and maintained (painted or stained and kept well ventilated)

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with a deck cleaning product and allow to fully dry

2. At this me, a clear water repellent can be added to the

project. If applied, allow 8 weeks prior to the applicaon of

a semi-transparent stain or paint

3. If no water repellent is added, an oil based stain can be

applied to the clean, dry wood in 30-60 days from treat-

ment date.

4. A water based stain can be applied to the clean, dry wood

in 45-70 days from treatment date.

5. Depending on the treatment method used, if the wood is

le uncoated and without UV protecon:

i. The typical brown colour of the Copper Quat treat-

ed wood will naturally weather to a grey colour

over long-term exposure to the sun

ii. The Azole treated wood has no colouraon so it

will naturally weather to a grey colour over long-

term exposure to the sun

Users must always conduct their own tests on coangs in incon-

spicuous areas of the project to determine acceptability of colour,adhesion and appearance.

3. Design & Construction detailing tips

i. The use of building overhangs and other structures

which protect the beams from excessive moisture

movement and sun exposure.

ii. Shielding of the beam from free moisture or direct

sun. The use of metal, bro or plasc shields on the

exposed faces or ends of beams is highly recom-

mended to help maintain the beam in an un-

stressed dry condion.

iii. All beams should be provided with adequate ven-

laon so that moisture content within beams will

not exceed 15% and moisture gradients across the

beam will not occur.

iv. The use of arrised or round edges on beams to

reduce the likelihood of coang failures on sharp

edges.

v. The use of drip edges or other devices which pro-

vide a path for free moisture ow away from the

mber beam. Refer to detail below opposite.

vi. Joint detailing should, wherever possible, comply

with the following:

Keep horizontal contact areas to a mini-

mum, In favour of self draining vercal

surfaces.

Venlate joint surfaces by using spacers,wherever possible.

Always use compable fasteners which

have adequate corrosion protecon and do

not cause spling during installaon e.g.

Hot dipped galvanic coangs or stainless

steel.

Ensure any moisture entering a joint is not

trapped but can adequately drain away

from the joint.

vii. Allow for thermal expansion/contracon in the

joint design.

Fire ratings (resistance)

The Fire Resistance Level (FRL) of an object is expressed as the

number of minutes for which the specimen fulls the requirements

of each of the three criteria, being:

i. Structural adequacy

ii. Integrity; and

iii. Insulaon, and expressed in that order

under test condions.

In a re, Supabeam beams have an inherent re rang. As mber

burns, a layer of charcoal forms enclosing a core of mber which is

yet unaected by the re. This mber core maintains its structural

capacity. Hence, dependant upon the loss of material to the char-

coal layer, the Supabeam beam can carry the dead load of the

structure for a period of me.

The Structural Adequacy Resistance to re can be established byreference to AS 1720.4.

Noonal charring rate

Where d = mber density at a moisture content of 12%, in kg/m3.

.

For Supabeams, this equates to a char rate of 0.54 mm per minute.

The Structural Adequacy Fire resistance period can be determined

by performing a series of successive iteraons of me. The calcu-

lated value is reached when the eecve residual secon is no

longer capable of resisng the design loads.

NOTE: this calculaon is for the structural adequacy component of

the FRL ONLY. More informaon on the determinaon of the FRLgo to www.woodsoluons.com.au .

Capping details

Glulambeam

25 mmMin

Metalcap

Spacer or discontinuouswood str ips

12 mm air space

Nails orscrews

Typical end protection

Column base to allow free drainage

Drainageholes

25 mmclear s pacing

Durability and weather exposure (Contd)

Beams

Columns

2

28040

.c

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Checking in Supabeam

One of the advantages of glued laminated mber construcon is

that while seasoning checks may occur for the same reasons that

they do in sawn members, checking in glued laminated mber will

generally occur to a much lesser degree because of careful control

of the moisture content of mber used for laminang. Checks in

wood are separaons along the bres normally occurring across

the rings of annual growth resulng from stresses developed dur-

ing changes in moisture content. Checks in glued laminate mbermay appear as openings parallel to the grain on the sides of mem-

bers.

As wood loses moisture to the surrounding atmosphere, the outer

bres of the member lose moisture at a more rapid rate than do

the inner bres. As outer bres try to shrink, they are restrained

by the inner poron of the member that has higher moisture con-

tent. The more rapid the rate of drying, the greater will be the

dierenal in shrinkage between the outer and inner bres re-

sulng in higher shrinkage stresses.

These resultant stresses perpendicular to the grain of the wood

can cause characterisc wood seasoning checks. The inuence of

checks on the structural performance of glued laminated mber

members is generally minor. Checking can be minimized by careful

installaon pracces that avoid prolonged exposure of the mem-

bers during construcon.

Identification of checking

Checks occur as transverse separaons or openings that are nearly

parallel to the grain direcon in glued laminated mber and gen-

erally follow the grain direcon around knots and along sloping

grain. Dierences in the shrinkage rate of individual laminaons

used is glued laminated mber tend to concentrate shrinkage

stresses at or near glue lines, resulng in checks.

Checks are oen confused with delaminaon that occurs whenthe glue bond is not adequate. The presence of wood bre separa-

on in these openings is the key disnguishing characterisc of

seasoning checks. Openings due to inadequate adhesive bonding

may appear as smooth wood surface separaons, possibly dark-

ened by the adhesive lm, or as glossy surface areas of adhesive

with an absence of torn wood bres.

Checking oen occurs along the rst glue line adjacent to the

outer laminaon that may dry more rapidly because a larger sur-

face area of that laminaon is exposed to the air. This condion is

somemes aggravated when the outer laminaon tends to cup,

creang tension perpendicular to grain stresses along or near the

rst glue line.

Significance of checking

In general, checks have lile eect on the strength of glued lami-

nated members. Glued laminated members are made from lami-

naons that are thin enough to season readily in kiln drying sched-

ules without developing checks. Checks usually appear on the

wide faces of the mber and do not materially aect the shear

strength of the laminaons. In cases where members are designedfor loading parallel to the wide face of the laminaons, checks

may aect the shear strength of the beam their eect may be

evaluated in the same manner as for sawn mber. Seasoning

checks in bending members aect only the horizontal shear ca-

pacity.

In establishing allowable horizontal shear values, normal checking

due to seasoning has been considered.

Checks are usually not of structural importance unless they are

signicant in depth, occur in the mid-height of the member near

the supports, and the design of the member is governed by shear.

If these condions exist, the reducon in shear strength is directly

proporonal to the rao of the depth of checks to the width of the

bending member. Checks in columns are not of structural im-

portance unless the check develops into a split, thereby increasing

the l/d rao of the column.

Additional information

While checking is not considered to be of structural signicance,

the reason for the checking and the means by which further

checking may be minimized should be determined.

If there is concern regarding structural adequacy, advice can be

obtained from engineers from the SmartFrame Design Centre or a

structural engineer experienced and qualied in glued laminatedmber technology should evaluate the signicance of the check-

ing.

The SmartFrame Technical Note Evaluaon of Checking in Glued

Laminated Timber (Glulam) gives detailed analysis of the modica-

on to structural capacity as a result of severe checking.

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The design informaon contained within this Design Guide is for

the properes of Supabeam only. Other manufacturers LVL may

have dierent properes and therefore cannot be designed using

this informaon.

1. Product Specification

2. Limit State Design Characteristic Properties

(1) Dry condions

3. Strength reduction factor

The strength reducon factor for calculang the design capacies

of structural members shall be taken from the table below, refer-

enced from AS 1720.1 2010

4. Duration of load

The duraon of load factor k1for strength is dened within clause

2.4 of AS 1720.1.

The duraon of load factor J2for deecon is dened below.

5. Partial seasoning factor

Supabeam is a seasoned mber product, generally k4 equals 1.

Where the glulam is subjected to condions in which the average

moisture content for a 12 month period is expected to exceed

15%, the characterisc capacity shall be decreased. The value of k4shall be the greater of:

a.

b.

Where EMC is the highest value of the annual moisture content

(percent) that the mber will aain in service.

6. Length and position of bearing

The k7bearing factor is dened is clause 2.4.4 of AS 1720.1

7. Load sharing

Because of the reduced variability of strength values of glulam

compared to solid mber , the load sharing factor k9 = 1.0 as

dened in clause 7.4.3 of AS 1720.1

8. Stability

The stability factor k12 is dened within secon 7 of AS 1720.1

beams. The methods for calculang k12 for solid wood in secon 3

of AS 1720.1 shall generally apply except that the material con-

stant (b or c) for beams and column shall be as given in Tables

7.2(A) and 7.2(B)

9. Temperature

For covered mber structures under ambient condions, no modi-

caon for strength need be made for the eect of temperature

(i.e., k6 equals 1.0) except that where seasoned mber is used in

structures erected in coastal regions of Queensland north of la-

tude 25S, and all other regions of Australia north of latude 16S,

the strength shall be modied by a factor k6 of 0.9.

Applicaon of Supabeam as a structural member

Category 1 Category 2 Category 3

Structural members

for houses for which

failure would be un-

likely to aect an area

greater than 25 m2;

OR

secondary members

in structures other

than houses

Primary structural

members in structures

other than houses;

OR

elements in houses for

which failure would be

likely to aect an area*

greater than 25 m2

Primary structural

members in struc-

tures intended to

full essenal

services or post

disaster funcon

Strength reducon factor *

0.95 0.85 0.75

* AS 1720.1:2010 Table 2.1

Designing with Supabeam

Timber Strength Properes:(1)

Bending f'b 45

MPa

Tension Parallel to grain f't 25 MPa

Tension Perpendicular to grain f'tp 0.6 MPa

Compression Parallel to grain f'c 45 MPa

Compression Perpendicular to grain -Edge f'p 17 MPa

Shear f's 5.0 MPa

Average Elasc Modulus E

18,500

MPa

Average Modulus of Rigidity G 1230 MPa

Average Density 650 kg/m3

Moisture Content 12-15%

:Lamella

Thickness: 30-45 mm

Species: Vic Ash

Strength Group SD4

Joints: Finger joint

Dimensional

tolerances:

Length: 10 mm

Depth:

100 mm 1 mm

100 302 mm 3 mm

301 600 mm 4 mm

601 6 mm

Thickness: -0, +4 mm at 12% moisture content

Adhesive:

Treatment:

oponsRaw, H2, and H3 treatment to AS 1604.5

Duraon

Service class /

exposure classicaon

1, 2 3Severe/

Adverse

Short term 12 months 1.5 2.0 3.0*

Notes:

1. * Any beams to be used in service class 3 are outside the scope of

these span tables, therefore specialist design advice should be sought

from an engineer.

2. In general, the size of this beam can conservavely be obtained by

the following method:

i. Obtain the beam size for service class 1 & 2

ii. Obtain the EIxxfrom the "Secon Properes" table for this

beam

iii. Obtain from the "Secon Properes" table a beam size with

an EIxx=> 2/1.5 x EIxxof the original beam

iv. Follow the recommendaons of the GLTAA Technical Data

Sheet No 2: Glulam in weather exposed applicaons"

3.

Service Classes 1,2 & 3 are dened in AS 1328

;10

153.01

4

EMC

k

7.04

k

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Supabeam section properties

Nominal size

DxB mm

Beam mass

kg/m

Nominal

secon area

103mm

2

Major axis Minor axis

Zxx10

3mm

3

Ixx10

6mm

4

EIxx10

9Nmm

2

Zyy10

3mm

2

Iyy10

6mm

4

240 x 45 7.0 10.8 432 52 959 81.0 1.8

300 x 45 8.8 13.5 675 101 1873 101.3 2.3

360

x

45

10.5

16.2

972

175

3237

121.5

2.7

240 x 65 10.1 15.6 624 75 1385 169.0 5.5

300 x 65 12.7 19.5 975 146 2706 211.3 6.9

360 x 65 15.2 23.4 1404 253 4675 253.5 8.2

WOOD DUST(For all wood dust, wood and wood products Not preservave treated)

CAUTION

WOOD DUST CAN BE PRODUCED BY SAWING, SANDING OR MACHINING WOOD AND WOOD PRODUCTS

FLAMMABLE -POSSIBLE EXPLOSION HAZARD

MAY CAUSE RESPIRATORY, EYE AND SKIN IRRITATION

SOME SPECIES MAY CAUSE DERMATITIS OR ALLERGIC RESPONSE

THE INTERNATIONAL AGENCY FOR RESEARCH ON CANCER (IARC) CLASSIFIES WOOD DUST AS A NASAL CARCINOGEN IN HU-

MANS

For Addional informaon, see the Material Data Sheet

Tilling Timber Pty LtdHead Oce and Manufacturing

Kilsyth, Victoria.

Ph. (03) 9725 0222, Fax (03) 9723 6569

SmartData Customer Helpline 1300 668 690

or at [email protected]

Safety Precautions

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Floor bearers supporting floor loads only

EXAMPLE:

single span Bearer = 4000 mm

oor load width = 5800 mm

Enter single span table at 6000 mm in oor load

width column, read down to a span equal to or great-

er than 4000 mm

DOPT:

Supabeam

-360x65

(With addional bearing length of 10 mm)

Loadings: permanent -self weight + 40 kg/m2

+0.5 kPa of the live load, live load -1.5 kPa or oor point load of 1.8 kN

Note: Not all sizes of Supabeam in this table are stocked in each state. Please check with your supplier before ordering.

Floor mass - 40 kg/m2

Bearer supporting joist loads only

Bearerspan

Floor loadwid th

Floor joists(floor loads only)

Floor load width (mm) 1200 1800 2400 3000 3600 4200 4800 5400 6000 6600

Maximum recommended bearer span (mm)Size DxB (mm)

Single span

240x45 4300 3800 3400 3100 3000 2800 2700 2500 2400 2400

300x45 5100 4600 4300 3900 3700 3500 3300 3200 3100 30005

360x45 5900 5300 4900 4700 4400 4200 4000 38005 370010 360015

240x65 4700 4200 3800 3600 3300 3200 3000 2900 2800 2700

300x65 5600 5100 4700 4500 4200 4000 3800 3600 3500 3400

360x65 6400 5800 5400 5100 4900 4700 4500 4300 4200 4000

Connuous span

240x45 5500 4700 4100 3700 3300 3100 29005 270010 250020 240020

300x45 6400 5800 5100 46005 420010 390020 360025 340035 320040 300045

360x45 7200 6700 610010 550020 500030 460040 430045 410055 380065 360070

240x65 6000 5400 4900 4400 4000 3700 3500 3300 3100 29005

300x65

7000

6400

5900

5500

5000

4600

430010 410015 390020 370025

360x65 7200 7200 6800 6400 600010 560020 520025 490035 460040 440045

NOTES:

1. D = member depth, B = member breadth, NS = not suitable.

2. The above table was based on a maximum DL of 40 (kg/m2), oor live load of 1.5 (kPa), oor point load of 1.8 (kN).

3.

End bearing lengths = 42 mm at end supports and 58 mm at internal supports for connuous members. Subscript values indicate the

minimum addional bearing length where required to be greater than 42 mm at end supports and 58 mm at internal supports

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Floor mass - 40 kg/m2

Floor bearers supporting single storey load bearing wall - sheet and tiled roof

EXAMPLE:

sheet roof -40 kg/m2

roof load width = 1950 mm

bearer span = 3000 mm (single span)


Enter single span table at 2400 mm in oor load width column, 4500

roof load width column, read down to a span equal to or greater than

3000 mm in the 40 kg/m2row.

DOPT:

Supabeam

-300 x 45


NOTES:


2. The above table was based on a maximum DL of 40 (kg/m2), total ground oor mass of 40 (kg/m

2), total wall mass of 37 (kg/m

2), oor live load of 1.5

(kPa), oor point load of 1.8 (kN).

3.

The above table was based on a wall height of 2700 mm

4. End bearing lengths = 42 mm at end supports and 58 mm at internal supports for connuous members. Subscript values indicate the minimum addi-

onal bearing length where required to be greater than 42 mm at end supports and 58 mm at internal supports

5. Restraint value for slenderness calculaons is 600 mm.

Roof load width

Bearer span Floor load width

Load

bearing

wall

Bottom plate Floor joists

Single or

Upper storey

bearer

Floor load width (mm) 1200 2400 4800

Roof load width (mm) 1500 4500 7500 1500 4500 7500 1500 4500 7500

Member size

DxB (mm)

Roof mass

(kg/m2)

Maximum recommended single span (mm)

240x45 40 3450 3100 2850 3000 2800 2600 2500 2400 23005

90 3200 2650 2400 2850 2500 2250 2450 22505 205010

300x45 40 4100 3800 3550 3700 3450 3250 315010 300015 290015

90 3900 3350 30005 3550 3100 285010 305010 280015 260020

360x45 40 4700 4350 4050 4250 4000 38505 370020 355025 340025

90 4450 39005 355015 4100 370010 340020 360020 330030 305035

2/240x45 40 4100 3800 3550 3700 3500 3300 3150 3000 2900

90 3900 3350 3000 3600 3150 2850 3050 2800 2600

2/300x45 40 4850 4450 4200 4400 4150 3950 3850 3700 3600

90 4600 4050 3700 4250 3850 3550 3750 3500 3250

2/360x45 40 5550 5100 4800 5050 4750 4550 4400 4250 4150

90 5250 4600 4250 4850 4400 4100 4300 4050 38505

240x65 40 3800 3450 3200 3400 3150 2950 2850 2700 2600

90 3600 3000 2700 3200 2800 2550 2750 2500 2350

300x65 40 4500 4150 3900 4050 3850 3650 3550 3400 32505

90

4250

3700

3350

3900

3500

3200

3450

31505 295010360x65 40 5100 4750 4450 4650 4400 4200 41005 395010 380010

90 4850 4250 39005 4500 4050 37505 400010 375015 350020

Maximum recommended connuous span (mm)

240x45 40 4400 3800 33505 3700 33005 300015 275025 265030 250035

90 4050 305015 255030 34505 280025 240040 270030 235040 210055

300x45 40 5200 475015 420030 460020 415030 375040 345050 330060 310065

90 49005 385040 320060 430025 350050 300070 335055 295075 265095

360x45 40 59505 545030 495045 540035 485050 440065 410075 390085 370095

90 560020 450060 380090 510045 410075 3550100 395080 3500105 3150125

2/240x45 40 5200 4800 4500 4700 4450 4250 4150 39505 37505

90 4900 4300 38505 4550 4100 360010 4050 355010 320025

2/300x45 40 6100 5650 5300 5550 5250 5000 490015 470020 455025

90

5800

5100

465025 5350

485010 450035 480020 445035 4000502/360x45 40 7000 6450 6100 6350 6000 575015 560030 540035 525045

90 6650 580010 535040 6150 555025 515050 550030 510050 470075

240x65 40 4800 4400 4000 4350 3950 3600 33005 315010 300015

90 4550 3700 310015 4150 33505 290020 320010 285020 255035

300x65 40 5650 5200 490010 5150 485010 450020 415030 395035 375040

90 5350 460020 385035 49505 415030 360045 400035 355045 320065

360x65 40 6500 59505 560020 590010 555025 530040 490050 465055 440060

90 6150 540035 455060 565020 490045 425070 475055 420070 375090

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EXAMPLE:

wind speed = N3


raer/truss spacing = 600 mm

lintel span = 3500 mm


Enter span table at 4500 roof load width column, raer/truss spacing 600

mm, and read down to a span equal to or greater than 3500 mm

DOPT:

Supabeam

-240 x 45


Roof load

width 'RL

Jamb studs

Normal

studs

Lintel

span

Single/Upper storey lintel

Single span lintels in single/upper storey wallsAS 4055 classification N1, N2 and N3

Roof load width (mm) 1500 3000 4500 6000 7500

Raer/truss spacing (mm) 600 1200 600 1200 600 1200 600 1200 600 1200

Member size

DxB (mm)

Maximum recommended Lintel span (mm)Roof mass

(kg/m2) Single span

240x45 40 4850 4850 4150 4150 3750 3750 3500 3450 3300 3200

90 4000 4000 3400 3350 3100 3050 2850 285010 26505 265015

300x45 40 5700 5700 4900 4850 4450 4400 4150 41505 39005 39005

90 4750 4700 4000 4000 3650 3600 3400 33505 320010 320015

360x45 40 6500 6500 5550 5550 5100 5050 47505 4700 45005 445010

90 5400 5400 4600 4600 41505 415010 390010 385010 370020 365015

2/240x45 40 5650 5600 4850 4850 4450 4400 4150 4150 3950 3900

90 4750 4700 4000 4000 3650 3600 3400 3350 3200 3200

2/300x45 40 6600 6600 5700 5700 5200 5200 4900 4850 4650 4600

90 5550 5550 4750 4700 4300 4300 4000 4000 3800 3800

2/360x45 40 7450 7450 6500 6500 5950 5950 5550 5550 5300 5300

90 6350 6300 5400 5400 4950 4900 4600 4600 4350 4350

240x65 40 5250 5250 4500 4500 4100 4100 3850 3800 3650 3600

90 4400 4400 3700 3700 3400 3350 3150 3100 2950 2950

300x65 40 6150 6150 5300 5300 4850 4800 4500 4500 4300 4300

90 5150 5200 4400 4400 4000 3950 3700 3700 35005 3500

360x65 40 7000 7000 6050 6050 5500 5500 5150 5150 4900 49005

90 5900 5900 5050 5000 4550 4550 4250 42505 40505 40005

NOTES :

1. D = member depth, B = member breadth, NS = not suitable

2. End bearing lengths = 35 mm at end supports

3. Subscript values indicate the minimum addional bearing length where required to be greater than 35 mm at end supports

4. Restraint value for slenderness calculaons is 600mm

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Single span lintels in lower storey wallsAS 4055 classification N1, N2, N3 and C1

EXAMPLE:

wind speed = N3



lintel span = 3400 mm



Enter span table at 4500 roof load width column, oor load width 1200 mm,

and read down to a span equal to or greater than 3400 mm

DOPT:

Supabeam

-300 x 45

(With addional 5 mm bearing length)

NOTES:


2. Total upper oor mass of 40 (kg/m2), oor live load of 1.5 (kPa), oor point load of 1.8 (kN).

3.

Minimum bearing length = 35 mm at end supports. Subscript values indicate the minimum addional bearing length where required to be greater than

35 mm.

4. Restraint value for slenderness calculaons is 600 mm.


Roof load width

Upper Floor

load width

Lintel

span

Jamb stud

Stud

Lower

storey

lintel

Roof load width (mm) 1500 3000 4500 6000

Floor load width (mm) 1200 2400 3600 1200 2400 3600 1200 2400 3600 1200 2400 3600

Member size

DxB (mm)

Maximum recommended Lintel span (mm)Roof mass

(kg/m2) Single span

240x45 40 3200 2900 2650 3050 2800 26005 2950 2700 25005 2850 2600 24505

90 3050 2750 25505 2800 2600 24005 2600 2450 23005 2450 23505 220010

300x45 40 3750 3450 325010 3650 3350 315010 3500 33005 310010 3400 32005 305015

90 3600 3350 315010

3350 3150

5

300015

3200

5

305010

2900

15

305010

2900

15

275020

360x45 40 4300 39505 370015 4150 38505 360015 4000 375010 355020 3900 365010 350020

90 4100 38005 360020 38505 365010 345020 365010 350015 335025 350015 335020 325030

2/240x45 40 3800 3450 3250 3650 3350 3150 3500 3300 3100 3400 3200 3050

90 3600 3350 3150 3350 3200 3050 3200 3050 2900 3050 2900 2800

2/300x45 40 4450 4100 3850 4300 4000 3750 4150 3900 3700 4050 3800 3600

90 4250 3950 3750 4000 3750 3600 3800 3600 3450 3600 3500 3350

2/360x45 40 5100 4700 4400 4900 4550 4300 4750 4450 4200 4600 4350 4150

90 4850 4550 4250 4550 4300 4100 4350 4150 3950 4150 4000 38505

240x65

40

3500

3200

3000

3350

3100

2900

3250

3050

2850

3150

2950

2750

90 3350 3100 2900 3100 2900 2750 2950 2750 2600 2800 2650 2500

300x65 40 4100 3800 3550 3950 3700 3450 3850 3600 3400 3750 3500 33505

90 3950 3650 3450 3700 3450 33005 3500 3350 32005 3350 32005 310010

360x65 40 4700 4350 40505 4550 4200 39505 4400 4100 39005 4250 4000 380010

90 4500 4200 39505 4200 4000 380010 4000 38005 365010 38505 370010 355015

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Rafter span

(single span example)

Rafter/

roof beam

spacing

Rafter

Propped Ridgeboard

Overhang

Single/continuous span roof rafter -with ceiling attachedAS 4055 classification N1, N2 and N3

EXAMPLE:

wind speed = N3



raer span = 5800 mmEnter span table at raer spacing of 600 mm, and read down to

a span equal to or greater than 5800 mm

DOPT:

Supabeam -240 x 45


NOTES:1. D = member depth, B = member breadth, NS = not suitable.

2. The above table was based on a baen spacing of 900 mm

3. Maximum birds mouth depth = 30 % of raer depth



5. Construcon loads shall not be applied to overhangs unl a 190x19 (minimum) mber fascia or other fascia of equivalent sness is rigidly and perma-

nently aached to the end of raer overhangs

6. Raer spacing up to 1200 mm

Raer spacing (mm) 450 600 900 1200 450 600 900 1200

Member sizeDxB (mm)

RoofMass

(kg/m2)

Span

O/H

Span

O/H

Span

O/H

Span

O/H

Span

O/H

Span

O/H

Span

O/H

Span

O/H

Max. Allowable Single span & Overhang span (mm) Max. Allowable Connuous span & Overhang span (mm)

240x45

30 7750 2000 7400 2000 6850 2000 6450 2000 9750 2000 9300 2000 8600 2000 8100 2000

40 7400 2000 7000 2000 6450 2000 6050 1950 9300 2000 8800 2000 8100 2000 7650 2000

75 6550 2000 6150 2000 5500 1800 5050 1650 8200 2000 7750 2000 7100 2000 6650 2000

90 6300 2000 5900 1900 5200 1700 4750 1550 7900 2000 7450 2000 6800 2000 6350 1925

300x45

30 8950 2475 8600 2475 8000 2475 7550 2475 11300 2475 10800 2475 10050 2475 9500 2475

40 8600 2475 8150 2475 7550 2475 7100 2300 10800 2475 10250 2475 9500 2475 8950 2475

75 7650 2475 7200 2375 6600 2175 6200 2000 9600 2475 9050 2475 8300 2475 7800 2375

90 7350 2425 6950 2250 6350 2050 5950 1950 9250 2475 8750 2475 8000 2425 7500 2275

360x45

30 10100 2975 9650 2975 9050 2975 8550 2800 12000 2975 12000 2975 11350 2975 10800 2975

40 9650 2975 9250 2975 8550 2800 8100 2650 12000 2975 11600 2975 10800 2975 10200 2975

75 8700 2850 8200 2700 7550 2450 7100 2300 10900 2975 10300 2975 9500 2875 8900 2700

90 8400 2750 7900 2600 7250 2350 6800 2200 10550 2975 9950 2975 9100 2775 8550 2600

240x65

30 8200 2250 7850 2250 7350 2250 6950 2250 10300 2250 9850 2250 9200 2250 8750 2250

40 7850 2250 7500 2250 6950 2250 6550 2150 9850 2250 9400 2250 8750 2250 8250 2250

75 7050 2250 6650 2150 6100 2000 5650 1850 8850 2250 8350 2250 7700 2250 7200 2200

90 6800 2200 6400 2100 5800 1900 5350 1750 8550 2250 8050 2250 7400 2250 6900 2100

300x65

30 9450 2800 9100 2800 8500 2800 8100 2650 11850 2800 11400 2800 10700 2800 10200 2800

40 9100 2800 8700 2800 8100 2650 7650 2500 11400 2800 10950 2800 10200 2800 9650 2800

75 8200 2700 7750 2550 7150 2350 6750 2225 10300 2800 9750 2800 9000 2725 8450 2575

90 7950 2600 7500 2475 6900 2275 6450 2125 9950 2800 9400 2800 8650 2625 8150 2475

30 10550 3350 10200 3350 9600 3150 9150 3000 12000 3350 12000 3350 12000 3350 11550 3350

360x6540 10200 3350 9800 3225 9150 3000 8700 2850 12000 3350 12000 3350 11550 3350 10950 3325

75 9250 3050 8800 2900 8150 2650 7650 2500 11650 3350 11100 3350 10250 3100 9650 2925

90 9000 2950 8500 2800 7850 2550 7400 2400 11300 3350 10700 3250 9850 3000 9250 2825

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EXAMPLE:

wind speed = N3



raer span = 5800 mm

Enter span table at raer spacing of 600 mm, and read down to

a span equal to or greater than 5800 mm

DOPT:

Supabeam -240 x 45


NOTES:


2. The above table was based on a baen spacing of 900 mm

3.

Maximum birds mouth depth = 30 % of raer depth



5. Construcon loads shall not be applied to overhangs unl a 190x19 (minimum) mber fascia or other fascia of equivalent sness is rigidly and perma-

nently aached to the end of raer overhangs

6. Raer spacing up to 1200 mm

Rafter span

(single span example)

Rafter/

roof beam

spacing

Rafter

Propped Ridgeboard

Overhang

Single/continuous span roof rafter - without ceiling attachedAS 4055 classification N1, N2 and N3

Raer spacing (mm) 450 600 900 1200 450 600 900 1200

Member

size DxB

(mm)

Roof

mass

(kg/m2)

Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H Span O/H

Max. recommended Single span & Overhang span (mm) Max. recommended Connuous span & Overhang span (mm)

240x45

10 8650 2000 8500 2000 7900 2000 7350 1950 10500 2000 10500 2000 9900 2000 9250 1950

20 8250 2000 7900 2000 7400 2000 7000 2000 10350 2000 9950 2000 9300 2000 8800 2000

40 7400 2000 7000 2000 6450 2000 6050 1950 9300 2000 8800 2000 8100 2000 7650 2000

60 6850 2000 6450 2000 5900 1900 5400 1775 8600 2000 8100 2000 7450 2000 7000 2000

300x45

10 10200 2475 9900 2475 9350 2475 8700 2350 12000 2475 12000 2475 11750 2475 10900 2350

20 9500 2475 9150 2475 8600 2475 8150 2450 11950 2475 11500 2475 10800 2475 10250 2450

40

8600

2475

8150

2475

7550

2475

7100

2300

10800

2475

10250

2475

9500

2475

8950

2475

60 8000 2475 7550 2475 6950 2250 6500 2100 10050 2475 9500 2475 8750 2475 8200 2475

360x45

10 11300 2975 11050 2975 10600 2975 9950 2725 12000 2975 12000 2975 12000 2975 12000 2725

20 10600 2975 10250 2975 9650 2975 9250 2850 12000 2975 12000 2975 12000 2975 11600 2850

40 9650 2975 9250 2975 8550 2800 8100 2650 12000 2975 11600 2975 10800 2975 10200 2975

60 9050 2975 8550 2800 7900 2600 7450 2450 11350 2975 10800 2975 9950 2975 9350 2850

240x65

10 9200 2250 9000 2250 8650 2250 8050 2250 11600 2250 11300 2250 10850 2250 10100 2250

20 8650 2250 8350 2250 7850 2250 7500 2250 10850 2250 10450 2250 9850 2250 9400 2250

40 7850 2250 7500 2250 6950 2250 6550 2150 9850 2250 9400 2250 8750 2250 8250 2250

60 7350 2250 6950 2250 6400 2100 6000 1975 9200 2250 8750 2250 8050 2250 7550 2250

300x65

10 10450 2800 10250 2800 9900 2800 9500 2800 12000 2800 12000 2800 12000 2800 11950 2800

20 9900 2800 9600 2800 9100 2800 8700 2800 12000 2800 12000 2800 11400 2800 10950 2800

40 9100 2800 8700 2800 8100 2650 7650 2500 11400 2800 10950 2800 10200 2800 9650 2800

60 8500 2800 8100 2650 7500 2475 7050 2325 10700 2800 10200 2800 9400 2800 8900 2700

10 11600 3350 11400 3350 11000 3350 10700 3350 12000 3350 12000 3350 12000 3350 12000 3350

360x6520 11000 3350 10700 3350 10200 3350 9800 3225 12000 3350 12000 3350 12000 3350 12000 3350

40 10200 3350 9800 3225 9150 3000 8700 2850 12000 3350 12000 3350 11550 3350 10950 3325

60 9600 3150 9150 3000 8500 2800 8050 2650 12000 3350 11550 3350 10700 3250 10100 3075

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Ridge beam

span

'X' = Rafter

Span1

'Y' = Rafter

Span2

Rafter

Roof beam

span

Roof load width

Rafter

Roof Load Width = (X+Y)/2Roof Load Width = (X+Y)/2

'X'

'Y'

INTERMEDIATE ROOF BEAM RIDGE BEAM

Ridge/intermediate roof beamAS 4055 classification N1, N2 and N3

EXAMPLE:

wind speed = N3


beam span = 4500 mm

X = 2000 mm Y = 3000 mm

roof load width = (X+Y)/2 = 2500 mm

Enter single span Table at 3000 roof load width with column

And read down to span equal to or greater than 4500 mm

DOPT:

Supabeam

-300 x 45 mm

NOTES:



onal bearing length where required to be greater than 35 mm at end supports and 70 mm at internal supports.3. Raer Spacing up to 1200 mm



Member size

DxB (mm)

Span O/H Span O/H Span O/H Span O/H Span O/HRoof mass

(kg/m2) Max. recommended single span (mm)

240x45 40 5600 1800 4400 1450 3800 1250 3400 1100 3100 1000

90 4400 1450 3500 1150 3000 950 2700 850 2500 825

300x4540

6700

2200

5500

1800

4750

1550

4250

1400

3850

1250

90 5500 1800 4350 1425 3750 1225 34005 11005 315010 100010

360x45 40 7600 2500 6400 2100 5650 1850 5050 1650 4650 1525

90 6400 2100 5200 1700 4500 1475 410010 135010 375020 122520

2/240x45 40 6600 2175 5450 1750 4750 1550 4250 1400 3900 1275

90 5450 1750 4350 1425 3800 1250 3400 1100 3150 1000

2/300x45 40 7700 2500 6600 2175 5900 1900 5300 1700 4850 1600

90 6550 2150 5400 1775 4700 1550 4250 1400 3950 1300

2/360x45 40 8750 2875 7500 2475 6750 2225 6250 2050 5800 1900

90

7500

2475

6350

2050

5650

1850

5100

1675

4700

1550

240x65 40 6150 2025 4950 1625 4250 1400 3800 1250 3500 1150

90 4950 1625 3950 1300 3400 1100 3050 1000 2850 900

300x65 40 7250 2350 6100 2000 5300 1700 4750 1550 4350 1425

90 6100 2000 4900 1600 4250 1400 3850 1250 3550 1150

360x65 40 8200 2700 7000 2300 6250 2050 5700 1875 5200 1700

90 6950 2250 5850 1925 5100 1675 4600 1500 425010 140010

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Ridge beam

span

'X' = Rafter

Span1

'Y' = Rafter

Span2

Rafter

Roof beam

span

Roof load width

Rafter

Roof Load Width = (X+Y)/2

Roof Load Width = (X+Y)/2

'X'

'Y'

INTERMEDIATE ROOF BEAM RIDGE BEAM

Ridge/intermediate roof beamAS 4055 classification N1, N2 and N3

EXAMPLE:

wind speed = N3


beam span = 4500, 4500 mm (Cont. span)

X = 2000 mm Y = 3000 mm

roof load width = (X+Y)/2 = 2500 mm

Enter single span Table at 3000 roof load width with column

And read down to span equal to or greater than 4500 mm

DOPT:

Supabeam -240 x 45 mm

NOTES:


2.

End bearing lengths = 35 mm at end supports and 70 mm at internal supports for connuous members. Subscript values indicate the minimumaddional bearing length where required to be greater than 35 mm at end supports and 70 mm at internal supports.

3. Raer Spacing up to 1200 mm



Member size

DxB (mm)

Span O/H Span O/H Span O/H Span O/H Span O/HRoof mass

(kg/m2)

Max. recommended Connuous span (mm)

240x45 40 7150 2000 5250 1725 4250 1400 3650 1200 3200 1050

90 5950 1825 4250 1400 3450 1100 2950 950 260015 85015

300x45

40

8400

2475

6600

2175

5300

1700

45505 1500

400015 1300

90 7050 2150 5300 1700 430010 1400 365020 120020 32505 10505

360x4540 9550 2925 7950 2475 62505 2050 535020 1750 47505 15505

90 8050 2450 63005 2075 505025 165025 435010 142510 380010 125010

2/240x45 40 8300 2500 7050 2150 6300 1950 5450 1775 4850 1600

90 7050 2125 5900 1800 5150 1625 4400 1450 3900 1275

2/300x45 40 9700 2950 8250 2525 7450 2275 6800 2100 6050 1975

90 8250 2500 7000 2125 6300 1925 5500 1775 485010 1600

2/360x4540 11000 3350 9450 2875 8500 2600 7850 2400 71005 2250

90

9400

2850

8000

2425

7200

2200

650015 2025

575025 185025

240x65 40 7750 2250 6300 2000 5050 1650 4350 1425 3850 1250

90 6500 1975 5100 1675 4100 1350 3500 1150 3100 1000

300x65 40 9100 2775 7700 2350 6350 2050 5450 1750 4800 1575

90 7700 2325 6400 1975 5150 1650 44005 1450 390020 127520

360x6540 10350 3150 8800 2675 7450 2400 6400 2100 570015 1875

90 8750 2650 7400 2250 60505 1950 520020 170020 46005 15005

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Verandahbeam span

Rafter or trusses

Roofloadwidth

Rafter/truss

spacingVerandah

Beam

Single span verandah beamAS 4055 classification N1, N2 and N3

EXAMPLE:

wind speed = N3

Sheet roof -40 kg/m2

Raer/truss spacing = 600 mm

Verandah span = 3500 mm (single span)


Enter span table at 4500 roof load width column, raer spacing of 600 mm,


DOPT:

Supabeam

-240x 45


NOTES:1)

D = member depth, B = member breadth, NS = not suitable.

2) End bearing lengths = 35 mm at end supports and 70 mm at internal supports for connuous members. Subscript

values indicate the minimum addional bearing length where required to be greater than 35 mm at end supports and 70 mm at internal supports.

3) Restraint value for slenderness calculaons is 1200 mm



Member size

DxB (mm)Max. recommended Single span (mm)

Roof mass

(kg/m2)

240x45 10 6400 6400 5600 5600 4700 4600 4000 3900 3600 3400

20

5600

5600

4800

4800

4400

4400

4100

4100

3700

3600

40 4800 4800 4100 4100 3700 3600 3300 3300 3100 3100

60 4400 4400 3700 3600 3200 3200 2900 2900 2700 2700590 4000 4000 3200 3200 2800 2800 2500 25005 2300 23005

300x45 10 7400 7400 6600 6600 5900 5800 5100 5000 4500 4500

20 6600 6600 5700 5700 5200 5200 4900 4800 4600 4600

40 5700 5700 4900 4800 4400 4400 4100 4100 3900 3800

60 5200 5200 4400 4400 4000 4000 3600 3600 3400 3300

90 4700 4700 4000 4000 3500 3500 3200 32005 290010 290020360x45 10 8400 8300 7500 7400 6900 6900 6000 5900 5400 5300

20 7500 7400 6500 6500 5900 5900 5600 5500 5300 5300

40 6500 6500 5600 5500 5100 5000 4700 4700 4500 4400

60 5900 5900 5100 5000 4600 4600 4300 43005 40005 4000590 5400 5400 4600 4600 41005 410010 380010 380010 360025 350015

2/240x45 10 7100 7100 6400 6400 5900 5900 5600 5600 5400 5400

20

6400

6400

5600

5600

5200

5200

4800

4800

4600

460040 5600 5600 4800 4800 4400 4400 4100 4100 3900 3800

60 5200 5200 4400 4400 4000 4000 3700 3600 3400 3400

90 4700 4700 4000 4000 3500 3500 3200 3200 3000 3000

2/300x45 10 8200 8100 7400 7400 6900 6900 6600 6600 6300 6300

20 7400 7400 6600 6600 6000 6000 5700 5700 5400 5400

40 6600 6600 5700 5700 5200 5200 4900 4800 4600 4600

60 6000 6000 5200 5200 4700 4700 4400 4400 4200 4200

90 5500 5500 4700 4700 4300 4300 4000 4000 3700 3700

2/360x45 10 9100 9100 8400 8300 7800 7800 7400 7400 7100 7100

20 8400 8300 7500 7400 6900 6900 6500 6500 6200 6200

40 7400 7400 6500 6500 5900 5900 5600 5500 5300 5300

60 6900 6900 5900 5900 5400 5400 5100 5000 4800 4800

90 6300 6300 5400 5400 4900 4900 4600 4600 4300 4300

240x65 10 6800 6800 6000 6000 5600 5600 4900 4800 4300 4300

20

6000

6000

5200

5200

4800

4800

4500

4500

4300

4200

40 5200 5200 4500 4500 4100 4100 3700 3700 3500 3400

60 4800 4800 4100 4100 3600 3600 3300 3200 3000 3000

90 4400 4300 3600 3600 3200 3100 2900 2900 2700 2700

300x65 10 7800 7800 7000 7000 6500 6500 6100 6000 5400 5400

20 7000 7000 6100 6100 5600 5600 5300 5300 5000 5000

40 6100 6100 5300 5300 4800 4800 4500 4500 4300 4200

60 5600 5600 4800 4800 4400 4400 4100 4100 3800 3800

90 5100 5200 4400 4400 4000 3900 3600 3600 3400 3300

360x65 10 8800 8800 7900 7900 7400 7400 7000 7000 6500 6400

20 7900 7900 7000 7000 6400 6400 6000 6000 5700 5700

40 7000 7000 6000 6000 5500 5500 5100 5100 4900 4900

60 6400 6400 5500 5500 5000 5000 4700 4600 4400 4400

90 5900 5900 5000 5000 4500 4500 4200 42005 40005 40005

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Verandahbeam span

Rafter or trusses

Roofloadwidth

Rafter/truss

spacingVerandah

Beam

Single span verandah beamAS 4055 classification N1, N2 and N3

EXAMPLE:

wind speed = N3

Sheet roof -40 kg/m2

Raer/truss spacing = 600 mm

Verandah span = 3500, 3500 mm (Cont. span)


Enter span table at 4500 roof load width column, raer spacing of 600 mm,


DOPT:

Supabeam

-240 x 45


NOTES:1)

D = member depth, B = member breadth, NS = not suitable.

2) End bearing lengths = 35 mm at end supports and 70 mm at internal supports for connuous members. Subscript

values indicate the minimum addional bearing length where required to be greater than 35 mm at end supports and 70 mm at internal supports.

3) Restraint value for slenderness calculaons is 1200 mm



Member size

DxB (mm)Max. recommended Connuous span (mm)

Roof mass

(kg/m2)

240x45 10 7700 8000 5800 5700 4700 4600 4000 4000 3600 3500

20 6900 7000 6000 5900 4900 4900 4200 4200 3800 3700

40 6000 6000 5100 5200 4700 4600 4300 4300 3900 3800

60 5500 5500 4700 4600 4200 4200 3800 3700 3400 3300

90 5000 5000 4200 4200 3600 3500 3100 3100 280015 280015300x45 10 8700 9200 7300 7200 5900 5800 5100 5100 4500 4500

20 7800 8200 7000 7100 6100 6100 5300 5300 4700 4600

40 7000 7100 6100 6100 5500 5500 5100 5200 4900 4800

60 6400 6500 5500 5500 5000 5000 47005 46005 420015 42001590 5900 5900 5000 5000 450010 440010 390025 380025 350040 340035

360x45 10 9700 10400 8600 8500 7000 6900 6000 6000 5400 5400

20 8700 9300 7700 8100 7200 7200 6300 6200 5600 5600

40 7700 8100 6800 6900 6300 6300 5900 5900 560015 56001560 7200 7400 6300 6300 5700 5700 530015 530015 500030 50003590 6700 6700 5700 5700 520025 520025 460045 450045 410060 410065

2/240x45 10 8400 8800 7700 8000 7200 7100 6200 6100 5500 5500

20

7700

8000

6900

7000

6400

6400

6000

6000

5700

5700

40 6900 7000 6000 6000 5500 5500 5100 5200 4900 4900

60 6400 6400 5500 5500 5000 5000 4700 4600 4400 4400

90 5900 5900 5000 5000 4500 4500 4200 4200 4000 4000

2/300x45 10 9600 10100 8700 9200 8200 8600 7700 7700 6900 6900

20 8700 9200 7800 8200 7300 7500 7000 7100 6700 6700

40 7800 8200 7000 7100 6400 6500 6100 6100 5800 5800

60 7300 7500 6400 6500 5900 5900 5500 5500 5200 5200

90 6800 6900 5900 5900 5300 5300 5000 5000 4700 4700

2/360x45 10 10700 11300 9700 10400 9100 9700 8700 9200 8200 8100

20 9700 10400 8700 9300 8100 8600 7700 8100 7500 7700

40 8700 9300 7700 8100 7200 7400 6800 6900 6500 6600

60 8100 8600 7200 7400 6700 6700 6300 6300 6000 6000

90 7600 7900 6700 6700 6100 6100 5700 5700 540010 540010240x65 10 8100 8500 7000 6900 5700 5600 4900 4900 4400 4400

20

7300

7500

6500

6500

5900

5800

5100

5100

4500

4500

40 6500 6500 5600 5600 5100 5100 4700 4700 4500 4500

60 6000 6000 5100 5100 4600 4600 4300 4300 4100 4000

90 5500 5500 4600 4600 4200 4200 3700 3600 3300 3300

300x65 10 9200 9800 8300 8700 7100 7100 6100 6100 5500 5500

20 8300 8700 7400 7700 6900 7000 6400 6400 5700 5700

40 7400 7700 6500 6600 6000 6000 5600 5600 5300 5300

60 6900 7000 6000 6000 5500 5500 5100 5100 4800 4800

90 6400 6400 5500 5500 4900 4900 46005 46005 410015 410015

360x65 10 10200 10900 9200 9900 8400 8400 7300 7200 6500 6500

20 9200 9900 8200 8700 7700 8000 7300 7500 6700 6700

40 8200 8700 7300 7500 6800 6800 6400 6400 6100 6100

60 7700 8000 6800 6800 6200 6200 5800 5900 55005 55005

90 7100 7300 6200 6200 5700 5700 530020 530020 490035 490035

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Design Compendium Contents Interactive Printable PC

Specication Software

Technical Support

Design Guides

Technical Illustrations

Fixing Details Fixing Details

Video Clips

Software Tutorial

Never before has so much user-friendly computer power you been unleashed into the hands of building industry professionals to allow the

design and detailing of engineered timber products. This software, in conjunction with the SmartFrame Design Centre and SmartFrame

engineered timber timber products themselves, combines to form the most sophisticated structural timber option ever available to the

Australian market.

The Smart Frame Engineered Timber Solution represents an entirely new and revolutionary concept in the delivery of the 21st century

technology and service to the building industry.

Available from:

DESIGN COMPENDIUM

New South Wales

109 Kurrajong Avenue,

Mt Druitt, NSW 2770

email: [email protected]

Phone +61 2 9677 2600

Fax +61 2 9677 2500

Queensland

84 Magnesium Drive,

Crestmead QLD 4132,


Phone +61 7 3440 5400

Fax +61 7 3440 5444

Western Australia

10 Cartwright Drive,

Forrestdale, WA 6112


Phone +61 8 9399 1609

Fax +61 8 9399 1065

South Australia

5-9 Woomera Ave

Edinburgh, SA 5111


Phone +61 8 8345 1966

Fax +61 8 8345 1977

Victoria

31-45 Orchard Street,

Kilsyth, Victoria 3137


Phone +61 3 9725 0222

Fax +61 3 9725 3045

Head Office

supabeam 2015 e1

Documents