force 10 international design manual new zealand · 2018. 7. 10. · design manual new zealand...

Force 10 InternationalDesign ManualNew Zealand

Note: This document is subject to revision and updates are available onrequest from Force 10 International Pty Ltd.

Ver: 1.4 Issue Date: June 2015

Document Reference: F10 04 Design Manual New Zealand Ver 1.4.docx Page 2

Contents1 INTRODUCTION........................................................................................................................................................................ 4

O CODEMARK –NEW ZEALAND AND AUSTRALIA ......................................................................................................................... 4

2 DESIGN SCOPE.......................................................................................................................................................................... 5

PRODUCT DESCRIPTION ...................................................................................................................................................................... 6O DISCLAIMER .............................................................................................................................................................................. 7

3 REFERENCES............................................................................................................................................................................. 9

O FORCE 10 DESIGN CALCULATIONS MANUAL............................................................................................................................. 9O FORCE 10 SPECIFICATION MANUAL........................................................................................................................................... 9O FORCE 10 TEST REPORT MANUAL ............................................................................................................................................. 9O FORCE 10 CM-NZ DRAWINGS................................................................................................................................................... 9O FORCE 10 DT-NZ DRAWINGS.................................................................................................................................................... 9

4. B1 STRUCTURE ....................................................................................................................................................................... 11

FOUNDATIONS .................................................................................................................................................................................. 11O GENERAL................................................................................................................................................................................. 11O PILED FOUNDATIONS ............................................................................................................................................................... 11O PILED FOUNDATION REQUIREMENTS....................................................................................................................................... 11O PILE SPECIFICATION TABLE..................................................................................................................................................... 11O PILE FOOTING SIZE FOR BEARING: ........................................................................................................................................... 12O PILE FOOTING DEPTH FOR UPLIFT: ........................................................................................................................................... 12O K VALUES TABLE .................................................................................................................................................................... 12O CONTINUOUS REINFORCED CONCRETE OR MASONRY FOUNDATION WALLS ............................................................................. 13O CONCRETE SLAB-ON-GROUND. ................................................................................................................................................ 13O OVERTURNING RESISTANCE:.................................................................................................................................................... 13O BRACING RESISTANCE:............................................................................................................................................................ 13

1.1.1 Bracing resistance table.................................................................................................................................................. 13O ANCHOR PILES ........................................................................................................................................................................ 13

1.1.2 Anchor pile resistance table ........................................................................................................................................... 14B1 STRUCTURE - FLOORING DESIGN CRITERIA................................................................................................................................. 14O FLOOR DESIGN AND LAYOUT .................................................................................................................................................. 14O FLOOR FRAME SPECIFICATION AND ALLOWABLE SPANS......................................................................................................... 14O SUB FLOOR COLUMNS ............................................................................................................................................................. 15B1 STRUCTURE BRACING PORTAL AND PFC DESIGN CRITERIA ....................................................................................................... 16B1 WALL PANEL DESIGN CRITERIA ................................................................................................................................................. 17O TEST RESULTS – PANELS ......................................................................................................................................................... 17O PHYSICAL PROPERTIES – PANELS ............................................................................................................................................ 19O EQUIVALENT MODULUS OF ELASTICITY.................................................................................................................................. 19O SECTION CAPACITIES (ULTIMATE DESIGN) ............................................................................................................................. 19O COMBINED LOADING (ULTIMATE DESIGN).............................................................................................................................. 19O ULTIMATE RACKING VALUE ................................................................................................................................................... 20B1 ROOF SYSTEM DESIGN CRITERIA ................................................................................................................................................ 21O GEOMETRIC PROPERTIES ......................................................................................................................................................... 21O MEMBER PROPERTIES.............................................................................................................................................................. 21O DESIGN .................................................................................................................................................................................... 21O CONNECTIONS ......................................................................................................................................................................... 22O ROOF SHEETING ....................................................................................................................................................................... 22O DESIGN .................................................................................................................................................................................... 22ANALYSIS ......................................................................................................................................................................................... 22B1 CEILINGS DESIGN CRITERIA ........................................................................................................................................................ 23O CEILING LINING SUPPORTS....................................................................................................................................................... 23


O STRUCTURAL CEILING DIAPHRAGMS........................................................................................................................................ 23B1 FIXINGS DESIGN CRITERIA .......................................................................................................................................................... 24 STEEL COLUMNS /BEARERS..................................................................................................................................................... 24O WALL BRACKETS .................................................................................................................................................................... 24O TRUSS BRACKETS .................................................................................................................................................................... 24O FLOOR /WALL BRACKETS........................................................................................................................................................ 24O WALL PANEL BOLTS ............................................................................................................................................................... 24

6 B2 DURABILITY ...................................................................................................................................................................... 25

7 C1- C6 FIRE RESISTANCE .................................................................................................................................................... 27

O WALL PANELS ......................................................................................................................................................................... 27O PANEL EARLY FIRE HAZARD PROPERTIES ............................................................................................................................... 27O GENERAL................................................................................................................................................................................. 27

8 E2 EXTERNAL MOISTURE ................................................................................................................................................... 28

9 G6 AIRBORNE AND IMPACT SOUND COMPLIANCE.................................................................................................... 28

7 H1 ENERGY EFFICIENCY..................................................................................................................................................... 29

O PROPERTIES AND CALCULATIONS............................................................................................................................................ 30

10 CODES AND STANDARDS................................................................................................................................................ 31

O INTERNATIONAL COMPLIANCE ................................................................................................................................................ 32O AUSTRALIAN COMPLIANCE ..................................................................................................................................................... 33O NEW ZEALAND COMPLIANCE .................................................................................................................................................. 33

FiguresFigure 1 Joist and Bearer Specifications............................................................................................................................................ 14Figure 2 Truss Design ......................................................................................................................................................................... 22

Document Control

Revision Date Prepared By Approved By1.0 February 2014 Peter Lehrke WJ Dalton1.1 2 April 2014 – Update after CertMark review 30/3/14 Peter Lehrke WJ Dalton1.2 8/5/14 – CodeMark Certification NZ issue Peter Lehrke WJ Dalton1.3 Jan 2015 – layout and update NZ CodeMark Rev2 Peter Lehrke WJ Dalton1.4 June 2015 Section 7 layout and bullet points

corrected, added section on E2VM1/E2AS1conformance after CSIRO Test

Peter Lehrke WJ Dalton


1 Introduction

The Force 10 Engineered Building System is a modular system using cold formed steel floor framingand roof framing, and prefabricated wall panel units. Elements of the system, such as the foundation,wall panel lengths, spans etc. are based on multiples of the 1 metre module.

This Design Manual is intended for use by architects, engineers, builders and territorial authorities forassessing the components of the home required to meet the relevant performance requirements of theNew Zealand Building Regulations and the relevant clauses from the New Zealand Building Code.

While most of the design information is non-specific, some aspects require specific design. Specificdesign will be required for roof trusses, piled foundations and may be required for other foundationtypes where the information in this document is not followed. Specific design will also be required forother elements such as strong backs, columns, beams, verandas etc. Specific design calculations willneed to be prepared by appropriately qualified designers and a Design Certificate provided to covereach project.

This manual refers to building elements which are constructed in accordance with NZS 3604:2011 andAS/NZS 1170 (parts) and AS/NZS 4600. Where indicated, this manual must therefore be read inconjunction with that standard.

The design information presented in the manual has been derived from engineering calculations orfrom testing.

Standard plans and layout are available for use however non-standard designs may be achieved byusing the guidance and Tables in this Manual. All designs when submitted for approval to the territorialauthority must meet all the relevant performance requirements of the New Zealand Building Code.

o CodeMark –New Zealand and Australia

Force 10 International Pty Ltd has achieved New Zealand CodeMark CERTIFICATE OFCONFORMITY CMA CM40031 Issued 28/04/2014 for the Force 10 Building System which consists ofprefabricated, ready to be assembled housing structures which are normally constructed for one andtwo storey construction on stumps pad footings or concrete slab-on-ground. Copy is available fromthe web site.

Force 10 International Pty Ltd has achieved Australian CodeMark CERTIFICATE OFCONFORMITY CMA CM40123 the Force 10 Building System which consists of prefabricated, readyto be assembled housing structures which are normally constructed for one and two storeyconstruction on stumps pad footings or concrete slab-on-ground.


2 Design Scope

This Design Manual outlines key design and construction requirements that are required to be addressed forthe design of a building to comply with the New Zealand Building Code and the relevant compliancedocuments. The Force 10 Building System is suitable for Importance Level 2 buildings as defined in clauseA3.

To determine the design parameters for this Design Manual the data and reference documents must be readin conjunction with the New Zealand Building Code Clauses, CodeMark certification and this Design Manual– a copy of the CodeMark Certificate is available from the Force 10 web site and the CertMark web site..

Complies with the New Zealand Building Code:1. NZBC Clause B1 Structure- B1.3.1, B1.3.2, B1.3.3 (excluding (f) & (k)) & B1.3.4 (a), (b), (c), (d) & (e)

for floor framing, external walls & roof framing.2. NZBC Clause B2 Durability- B2.3.1 (b) internal SIP panel insulation1. 3 NZBC Clause B2.Durability B2.3.1 (a) for floor framing, external walls & roof framing2. 3 NZBC Clause B2.Durability B2.3.2 (a) for floor framing, external walls & roof framing.3. NZBC Clause C6 Structural Stability- C6.2 for walls.4. NZBC Clause E2 External Moisture- E2.3.2, E2.3.3, E2.3.6 & E2.3.7 (b) for floor framing, external

walls & roof framing. Compliance with E2/VM1 or E2/AS15. NZBC Clause F2 Hazardous Building Materials- F2.3.1.6. NZBC Clause G6 Airborne and Impact Sound- G6.3.1 (g) & G6.3.27. NZBC Clause H1 Energy Efficiency- H1.3.1 (b) for external walls.

Subject to the following Conditions & Limitations:a. This Certificate of conformityb. Construction must be in accordance with F10 Design Manual New Zealand V1.4 and Construction

Manual 8.2.c. Maximum panel height 3000mm. For wind speeds of 65m/s and above max wall height 2400mm.d. Maximum building height including roof 10m.e. Roof pitch of 20 degrees. Variation from this requires individual engineering certification.f. Steel frame must be constructed in accordance with AS/NZS 4600:2005- Cold-formed steel

structures.g. To meet Rw55 sound insulation criteria the Force 10 Wall System must be constructed in accordance

with one of the acceptable configurations outlined in Ron Rumble engineering report 7476tst3b orQ7476-02F01 (rev 0).

h. Applicable only to specific construction of 16mm Supaboard, 5mm impact mat, 22mm particle board,Gyprock resilient mount, 16mm + 13mm Fyrchek MR as detailed in Force 10 Drawing “Impact FloorResistance” dated 23/02/11.

i. This certification relates only to the NZBC Clauses as contained herein. Consequently any clause notincluded on this certificate are outside the scope of this Certificate.

j. This certification relates only to the product that is described above, and has to be read, consideredand used as a whole document — it may be considered misleading and will be incomplete to beselective.

k. For further information contact the certificate holder.


Product Description

The Force 10 Building System consists of a floor system, a wall panel system and a roof trusssystem. Each part of the system consists of interlocking steel elements. The floor, roof and wallsystems are integrated for one to three storey construction on stump or pad footings or for use withconcrete slabs.

The Force 10 building system designs are suitable for all areas and is used for housing, commercialbuildings, hospitals, school buildings and classrooms and mining accommodation (refer to theCodeMark CM-NZ series of drawings).

1. Footings and Stumps:Metal stumps, Duragal finish with a steel plate, or with a 2 x 300mm long x 16mm diameterrods is welded to the bottom of the stump. The stump is positioned in a concrete pad; thebottom of the stump being at least 100 mm above the bottom of the stump hole and theconcrete falling away from the steel at the top of the footing. The design of the footing isdependent on soil classification and loading. The typical design of the footings and stumpfixing is shown in drawing CM-NZ-01.

2. Floor System:The floor uses 2.0mm Galvaspan G450 Z350 steel bearers and 1.2mmTrucore G500 AZ150joists. Floor bearers are provided with pre-punched holes for ease of on-site assembly. Thesteel floor joists nest securely inside the structural bearers. Both bearers and joists areavailable in lengths of 1, 2 and 3 metres.

The bearers are 2mm 179 x 106 mm ‘Eye’ or ɪ section and the joists are 1.2mm 179 x 50 mm‘Z’ section. Maximum load is 1.5 kPa for 4000 mm joist span (domestic loading) and 3.0 kPafor 3000 mm joist span (commercial loading). The Type 1 building maximum joist span is 3metres and for other types it is 2 metres. The typical design of the floor system fixing andloading is shown in drawing CM-NZ-01.

Floor sheeting is magnesium oxide sheeting, compressed fibre cement sheeting or StructaFloror TermiFlor (or similar) particleboard flooring. It is glued to all joists and bearers as well asbeing screwed.

3. Wall Panel System:The Force 10 wall panel system consists of two steel components that tab-lock together toform a rectangular frame. The steel frame consists of two steel studs made from1.2mmTrucore G500 AZ150 bridged to the top and bottom with interlocking steel nogsmanufactured from Zincalume F300. Cellulose fibre cement sheets of 6 mm thickness arebonded to the frame and non-toxic fire retardant polyurethane foam is injected into the cavity.Full height PVC conduit ducts are fitted to be used for electrical services.

Panel widths are based on a modular width of 1000 mm and heights of 2435, 2700 and 3000mm are available in a thickness of 76 mm. Panel weights are 58, 64 and 71 kg, respectively.The wall panels are fixed to the either the floor system or the concrete slab as shown inDrawing CM-NZ-01. Once installed, wall wrap, 20mm battens (vertical), minimum 9mm thickexternal cladding or Colorbond sheeting exterior wall panels are ready to apply the surfacemoisture sealing system for the joints. Texture coating or acrylic exterior paint are among therange of exterior finishes.


4. Roof System:The roofing system consists of two lightweight steel sections. All sections nest together toallow mechanical fixing. The trusses are fixed to the wall panels as shown in Drawing CM-02.

The trusses are cold-formed site manufactured from 1.2mmTrucore G500 AZ150 coil steelwith a zinc coating of 300 g/m² minimum or AZ150 (in accordance with AS 2551-1982). Roofwidths are based on 1000 mm modules up to 20 metres (depending on the wind classification)and come in a standard 20° pitch truss design.

The trusses fold flat for ease of transport. Roof Purlins are fixed by screws onto the top of thetrusses and allow for the use of a variety of conventional roof sheeting.

o Disclaimer

Every effort has been made and all reasonable care taken to ensure the accuracy of thematerial contained in this Design Manual. However, to the extent permitted by law, theAuthors, Editors and Publishers of this publication:

will not be held liable or responsible in any way; and expressly disclaim any liability or responsibility for any loss or damage costs or

expenses incurred in connection with this Design Manual by any person, whether thatperson is the purchaser of this Design Manual or not.

Without limitation, this includes loss, damage, costs and expenses incurred as a result of thenegligence of the Authors, Editors or Publishers. Should expert assistance be required, theservices of a competent professional person should be sought. For further information pleasecontact Force 10 International Pty Ltd.


3 References

o Force 10 Design Calculations Manual

Force 10 has prepared and maintains a Structural Design Calculations Manual that contains evidenceof calculations to validate compliance. A copy of this Design Calculations Manual is available onrequest – refer to F10 05 STRUCTURAL DESIGN CALCULATIONS MANUAL

o Force 10 Specification Manual

Force 10 has prepared and maintains a Specification Manual that contains evidence of complianceand details of product standards used. A copy of this Specification Manual is available on request –refer to F10 06 SPECIFICATION MANUAL

o Force 10 Test Report Manual

The Force 10 Building System has been extensively tested by JCU-CTSD, QUT, CSIRO, BRANZ andby USA based testing organisations to ensure that the system meets the relevant codes and standards.

A copy of the Test Report Manual or a listing of testing that has been completed and referencedstandards is available on request – refer to TEST MANUAL_Register.

o Force 10 CM-NZ Drawings

These drawings are attached as an appendix to detail specific design requirements and to providedetails of the Acceptable Solutions and Verification Methods to meet the clauses of the NZ BuildingCode.

o Force 10 DT-NZ Drawings

These drawings are details of specific design or construction requirements and are available onrequest – and are not limited to:

DTNZ-000 E2/VM1 TYPICAL SLAB DETAILSE2/VM1DTNZ-000 TYPICAL SLAB DETAILSDTNZ-000A TYPICAL INTERNAL LOAD BEARING WALL SLAB THICKENINGDTNZ-000B EDGE BEAM DETAILSDTNZ-000-2 TYPICAL SLAB DETAILS – GENERAL SPECSDTNZ-001 FOOTING, POST AND FLOOR DETAILSDTNZ-002 PANEL DETAILS – SHEET 1DTNZ003 PANEL DETAILS – SHEET 2DTNZ-003 E2/VM1 PANEL DETAILS – SHEET 2DTNZ-003-F PANEL DETAILS – SHEET 2ADTNZ-004 E2/VM1 PANEL DETAILS – SHEET 3DTNZ-004 PANEL DETAILS – SHEETDTNZ-005 PANEL DETAILS – SHEET 4DTNZ-005-A PANEL DETAILS – SHEET 4ADTNZ-006 PANEL DETAILS – SHEET 5DTNZ-007 PANEL DETAILS – SHEET 6DTNZ-008 E2/VM1 TRUSS DETAILS E2/VM1DTNZ-008 TRUSS DETAILS


DTNZ-009 TRUSS SECTION BROKEN ROOFDTNZ-009 E2/VM1 TRUSS SECTION BROKEN ROOFDTNZ-010 TYPICAL SECTIONDTNZ-010A TYPICAL SECTIONDTNZ-011 TYPICAL SINGLE STOREY STUMPSDTNZ-011 E2/VM1 TYPICAL SINGLE STOREY STUMPSDTNZ-012 TYPICAL DOUBLE STOREY STUMPSDTNZ-012 E2/VM1 TYPICAL DOUBLE STOREY STUMPSDTNZ-012-2 TYPICAL SINGLE STOREY DROP CEILING TO BATHROOMDTNZ-013 TYPICAL SINGLE STOREY SLABDTNZ-014 TYPICAL SECTION DOUBLE STOREY ON SLABDTNZ-015 TYPICAL SECTION SINGLE STOREY HIGHSETDTNZ-017 TYPICAL SECTION BROKEN ROOF VERANDADTNZ-018 TYPICAL SECTION BROKEN ROOF CARPORT 3M WIDEDTNZ-019 TYPICAL SECTION BROKEN ROOF ON SLAB 3M WIDEDTNZ-020 BEARER CONNECTION DETAILSDTNZ-021 FLASHING AND SET DETAILSDTNZ-021 E2/VM1 FLASHING AND SET DETAILSDTNZ-035 125MM X75MM RHS BEAM CONNECTION TO COLUMN AND PANELSDTNZ-036 TYPICAL FIRE WALLDTNZ-036-2 TYPICAL FIRE WALL OPTIONS A&BDTNZ-050 NP TRUSS PROFILEDTNZ-053 SPLIT ROOFDTNZ-055 OFF GRID PANEL BRACEDTNZ-056 EXPLODED COMPONENTRY DETAILSDTNZ-057 STANDARD AX PANEL 3DTNZ-058 2X16MM FYRECHECK HORIZONTAL FIXINGDTNZ-059 DISCONTINIOUS 2X16MM FYRECHECK HORIZONTAL FIXINGDTNZ-060 16MM FYRECHECK HORIZONTAL FIXINGDTNZ-060-1 BASE PANEL DESIGNDTNZ-060 - 2 16MM FYRECHECK HORIZONTAL FIXINGDTNZ-060-3 6MM FIBREC EMENT VERTICAL FIXINGDTNZ-060 CENTRE STUD DETAILDTNZ-060-1 CENTRE STUD DETAILDTNZ-062 BEARER STUMPDTNZ-063 METAL SKIRTING BLOCKDTNZ-064 VINYL BACKING BLOCKDTNZ-065 SLIDING DOOR JAMB DETAILDTNZ-066 CORNER CAP WATERPROOF FLASHINGDTNZ-067 STEP DOWN FIXING BRACKETDTNZ-068 TYPICAL WINDOW HEAD, SILL AND JAMB DETAILDTNZ-069 2 STOREY BEARER FLASHING DETAILDTNZ-070 WALL WRAP & CAVITY BATTEN FIXINGDTNZ-070A WALL WRAP & CAVITY BATTEN CORNER FIXINGDTNZ-070B SLAB EDGE DETAIL SCYON LINEADTNZ-071 TYPICAL DOOR HEAD, SILL AND JAMB DETAILDTNZ-072 BACKER ROD AND SIKAFLEX BETWEEN PANEL JOINSDTNZ-073-1 IPL4 IMPACT PANELSDTNZ-073-2 IPL4 IMPACT PANELSDTNZ-073-3 IPL4 IMPACT PANELS COMPONENTSDTNZ-073-4 IPL4 IMPACT PANELS


4. B1 Structure

Foundations

o General

Foundations shall comprise one of the following:

Steel square hollow section (SHS) ordinary braced or anchor piles Continuous perimeter reinforced concrete or masonry foundation walls in conjunction with an

internal piled foundation Concrete slab-on-ground.

Note: A combination of the above is permissible.

All foundations must be designed for the loads given in AS/NZS1170 Part 0 as amended by sectionB1/VM1. The design of the foundations must be designed by a person who on the basis of experienceor qualifications is competent to design them.

o Piled Foundations

The Force 10 braced or anchor steel pile system for resisting lateral loads is suitable for one and twostorey housing in all Building Wind Zones up to and including Very High and in all Earthquake Zones.The exception is where the building height exceeds 1.7 times its width, in which case the building mustbe attached to a continuous foundation wall around its entire perimeter.

o Piled Foundation Requirements

All piled foundations must be subject to a specific design using the design information below.

The general design requirements for piled foundations are as follows:

All piles must directly support a bearer The minimum height of any pile above finished ground level shall be 300mm. Reinforcement is required in all footings wider than 275 mm.

o Pile Specification Table

Pile height (mm) Material0 to 1800 75 x75 x3.0 SHS C450

1800 to 3000 75 x75 x 5.0 SHS C350

Piles are hot dipped galvanised to AS1650. In addition one of the following systems must be factoryapplied to pile SHS surfaces, 100 mm above and 200 mm below the ground level.

Epoxy powder coating Hi build epoxy mastic zinc to 175 microns Zinc/aluminium spray and sealer.


Galvanised steel SHS piles must be ordered to the correct length for each project, with the abovetreatment applied over the appropriate pile height before the piles leave the factory. Where it becomesnecessary to cut the pile, this must only be done at the base where the pile will be buried in the concretefooting.

Pile footings must have a minimum concrete strength of 20MPa at 28days and be designed inaccordance with NZS3101 by an independent local engineer..

Pile footings must be sized to meet the requirements for soil bearing pressure, wind uplift and overturning,and pile bracing (for wind and earthquake loads).

Footing sizes for bearing and uplift can be determined either by using the following non-specific methods,or alternatively, economies can be made by carrying out a specific design:

o Pile Footing size for bearing:

Allowing for roof, wall and floor load support and to limit the bearing pressure, due to building gravityloads, to an ultimate value of 300kPa, the minimum square footing size in m is:

b = 0.0125 ( BS/2 + 0.75B + X ) where joists run parallel to trusses, orb = 0.0125 ( JS/2 + 0.75 J + X ) where bearers run parallel to trusses.

b is the length and breadth of the footing in m, B is the max bearer span, J is max joist span and S is theroof span.

X is BJ for one storey external piles2BJ for one storey internal piles and two storey external piles4BJ for two storey internal piles.Note: B,J and S are in metres and X is in m2

o Pile Footing depth for uplift:

The minimum volume of pile footing concrete required to resist uplift in a NZS3604 Building Wind Zoneis:

C = b2d = kA m3,

Where b is the length and breadth of the footing, d is the footing depth and k is taken from Table kValues below, A is the roof area in m2.

o k Values Table

NZS 3604 BuildingWind Zone

Single Storey Double Storey

Very High 0.068 0.049High 0.053 0.038

Medium 0.037 0.026Low 0.027 0.020


o Continuous reinforced concrete or masonry foundation walls

An external continuous reinforced concrete or masonry wall foundation may be used in all Building Windand Earthquake Zones and must be used where the building height exceeds 1.7 times the building width.

The requirements for reinforced concrete or masonry foundation walls are given in Clause 6.11 ofNZS3604, except that bearer connections are M10 “U” bolts at 1 m centres, to suit Force 10 steel bearers.M10 “U” bolts shall be cast-in and have a minimum embedment of 150 mm. A damp proof membrane(DPM) must be used between the steel bearer and the foundation wall.

o Concrete slab-on-ground.

Although the design of Concrete slabs-on-ground foundations are to be prepared by an external bodythey can be used in all Building Wind and Earthquake Zones. Concrete slabs must be subject to specificdesign based on a soil investigation and comply with of NZS3604:2011.

Where the soil investigation meets the criteria of Section 3 of NZS3604, the details may be those givenin Clause 7.5 and the requirements of 4.5.2 for strength, except that Force 10 wall panels shall be boltedto the slab at each end using the 85 x 50 x 8 mm thick galvanised steel slab brackets.

The brackets shall be fixed to the concrete slab with cast in M12 x 300 mm long cranked bolts, or M12bolts fixed in place with an epoxy resin based adhesive subject to a specific design.

o Overturning resistance:

Overturning resistance must be checked for all 2 storey buildings and for single storey buildings in VeryHigh Building Wind Zones. This shall be carried out in accordance with NZS4203:1992, Clause 2.5.3.4.

o Bracing Resistance:

Reinforced concrete or reinforced masonry walls in accordance with NZS3604: 1990 which are greaterthan 1.5m in length may be assumed to have the following bracing resistance

1.1.1 Bracing resistance table

Ratio of wall length/average wallheight

Bracing units per metre length forboth wind and earthquake

resistance1 Kn = 20 Bracing Units

4.5 300

o Anchor Piles

Anchor piles supporting floors up to 900 mm above ground and braced piles supporting floors between900 mm and 3 m above ground have the following bracing resistance.


1.1.2 Anchor pile resistance table

Pile Type Bracing units per metreEarthquake Wind

Anchor pile 120 160Braced piles 150 300

B1 Structure - Flooring Design Criteria

The Force 10 Engineered Building System flooring system consists of floor sheeting material fixedto an in-plane framework of cold rolled steel joists and bearers. Joists are at half module (0.5 m)spacing’s and nest into and are screw fixed to the bearers at each end of the span. Bearers requirescrew fixing through the flanges to the joists to resist wind loading. The bearers consist of 2 C channelsections back to back.

o Floor Design and LayoutThe orientation of bearers and floor joists are arranged to suit the project building floor plan. It isrecommended that shorter module joists or bearer spans be located under lounge and dining roomareas to limit floor vibration.

All exterior and interior load bearing and bracing walls must be directly supported by bearers. Bearersmust be supported by piles or a foundation wall.

Floor joist spacing must not exceed 500 mm (one half a module). Note that some floor sheeting joinswill need to be positioned to coincide with floor joists.

To meet insulation requirements, foil must be draped over floor joists and have a minimum mid-spansag dimension of 100 mm. See section on Thermal Resistance

o Floor Frame Specification and Allowable Spans.The joist and bearer spans and specification (Joists are 1.2mm G500 Trucore and Bearers are 2.0mmG450) are given below:

Figure 1 Joist and Bearer Specifications

Allowable spans 1.5 kPa LIVE LOAD

178

Material G450Z200Thickness 2.00mm178mm overall

Material1.2mm G500Thickness


Performance ValuesJoist Spacing 4000 3000 2000 1500Beam Span 2500 3000 3500 4000


Performance ValuesJoist Spacing 4000 3000 2000 1500Beam Span2mm

2500 3000 3500 4000


Performance ValuesJoist Spacing 4000 3000 2000 1500Beam Span 2000 2500 3500 3000

Circular holes for services are provided at mid-depth of joist and bearer webs 30 mm in diameter,bearers have 4 off 10mm holes for fitting of bearer washers – all holes are to be spaced at no closerthan 250 mm centres and not within 500 mm of any support. Any other holes shall be subject to specificdesign approval.

Cantilevered floor joists must be subject to a specific design in accordance with AS/NZS4600.

No in-span joist or bearer joints are permitted.

The minimum bearing for floor joists within bearers is 50 mm.

For openings in the floor, at least two opposite trimmers shall be bearers.

o Sub Floor ColumnsThe following column specifications are used for all Force 10 sub-floor designs:

Column Height (mm) – out ofthe ground dimension

Material

0 to 1800 75 x75 x 2.5 SHS C4501800 to 3000 75 x75 x 5.0 SHS C450


B1 Structure Bracing Portal and PFC Design Criteria


B1 Wall Panel Design Criteria

The Force 10 wall panel system comprises of 63x35 C section steel studs and a 60x73 C section topand bottom nog to give a steel perimeter channel frame that is then bonded on each face with a sheetof 6mm thick Fibre Cement board.

The total thickness of the panel is nominally 76.2mm. Each panel interior cavity formed by the studs,nogs and sheeting is filled with injected rigid polyurethane foam (PUR). The polyurethane foam actsas the insulation material as well as a bonding agent. The polyurethane has a design density of 45 Kg/m3.

The panel is attached to the floor system using a Force 10 floor /wall bracket. A special Force 10M16x40 reduced shank bolt is used to attach the bracket to the steel stud. Two M10x50 bolts are usedto clamp the bracket to the flange of the bearer.

The top of the panel is attached to the truss system using a 125mm truss fixing and the special Force10 BOLT, M16 x 40 KWIKSPAN, ZINC PLATED. Alternatively the top of the panel can be attached toa second floor using a “T” section bracket and a reduced shank bolt.

Panel Connections - Reference to Tensile Strength Test – Cyclone Testing Station TS837. Tensile test was apanel assembly which is roof bolt – to panel – to floor bearer to stump using the Force 10 proprietary brackets.From this testing, the nominal tensile load (uplift) of the assembly is 45.3kN. For a capacity reduction factor of0.65 tensile section capacity is 29.5kN.

The Force 10 system includes prefabricated single and double module solid wall panels and single anddouble wall panels with openings. The upper portion of panels with openings function as a lintel.

All load bearing and bracing walls must be set plumb and square and located only on module grid lines.Non-load bearing and non-bracing walls may be off grid lines.

Force 10 wall panels have been tested for face loading and bracing resistance at the James CookUniversity (CTS), Queensland University of Technology and at Auckland University.

Solid wall panels up to 3 m high in two storey buildings within the scope of application will resist gravityand face loads associated with earthquake and wind:

Single panels with openings may be used without specific design if they are bounded on bothsides by solid panels.

Any other configuration of panels with openings, e.g. a double panel with an opening next to asolid panel or two single or double panels with openings together, will require strongbacksupport and must be subject to a specific design.

o Test Results – Panels

The Force 10 Engineered Building System has been subjected to a through testing programme – toensure that the section capacities are correct and are in accordance with the Australian StandardCodes. Testing has been undertaken at the James Cook University Cyclone Testing Station in 2011.The test results were recorded and recommended Ultimate Limit State values were determined. Thedesign information presented has been derived from the F10 ENGINEERING DESIGNCALCULATIONS MANUAL and can be tabulated as follows:


Panel Type Wind ClassificationA6 – A7 W

Standard Panel(a) 2435(b) 2700(c) 3000

TC1TC1TC1

TC1TC1TC1

C4 Design(a) 2435(b) 2700(c) 3000

TC1TC1TC1

TC1TC1TC1

IPL4 Design(a) 2435(b) 2700(c) 3000

TC1TC1TC1

TC1TC1TC1

The series of tests were undertaken on the standard Force 10 Panels and for a panel developed forAustralian C4 Region D and the NCC Importance Level 4 (IPL4) in accordance with Standards AustraliaAS1170.2 – Wind Actions. This panel is referred to as the IPL4 panel and the same panel design isused as a C4 panel (all regions). The results are summarised as follows:

TEST REPORT STANDARDPANEL

C4PANEL

IPL4PANEL

Bending Capacity KpaTest Report - TS826(a) Non Cyclonic – Static Test 6.79 kPa 7.8 kPa 7.8 kPa(b) Cyclonic – Cyclic Test 6.79 kPa 9.7 kN 9.7 kPaImpact TestTest Report - TS829

-- Passed

Racking ResistanceTest Report - TS830 (3 panels)

- 21.4 kPa 21.4 kPa

Tensile StrengthTest Report - TS837

45.3 kPa 45.3 kPa 45.3 kPa

These values are ultimate section capacities and are to be reduced by the appropriate sectioncapacities reduction factors of AS/NZS4600 – Table 1.6. The test results were for 2435 mm high panelsand have been extrapolated to 2700 mm high by the ratio squared – and similarly for 3000 mm high.Based on assessments of this testing, the following ultimate design capacities for the Force 10 panelscan be summarized as follows:

DESIGN CAPACITY AllTC1

Racking Resistance (kN/Panel)(a) 2435 high(b) 2700 high(c) 3000 high

5.855.274.75

Bending kPa - Static(a) 2435 high 6.79


DESIGN CAPACITY AllTC1

(b) 2700 high(c) 3000 high

5.524.47

o Physical Properties – Panels

DIMENSIONS WEIGHT2435 x 995 58 kg2700 x 995 64 kg3000 x 995 71 kg

o Equivalent Modulus of Elasticity

2700 x 995 15,000 MPao Section Capacities (Ultimate Design)

The following capacities can be used to resist axial loads and ultimate bending loads. All values havebeen determined by testing.

WallHeight

Lateral BendingPressure

Racking kN/Panel(Ultimate)

Allowable AreaCompression kN

(Ultimate)Wind2435 6.79 5.70 622700 5.49 5.04 623000 4.44 4.54 57

o Combined Loading (Ultimate Design)

The following formulae can be used to determine combined bending and axial limits:

Wall Height Design Gravity Load (kN)*2435 N* + M*

52.7 7.19 (1 – N* ) < 1.0( 307 )

2700 N* + M*52.8 5.75 (1 – N* ) < 1.0

( 307 )

3000 N* + M*48.5 4.70 (1-N* ) < 1.0

( 285 )

Where: N* = Design Compressive Force (kN)M* = Design Bending Moment (kNm)


o Ultimate Racking Value

STANDARD PANEL ULTIMATE RACKING VALUE kN

Panel Heights (mm) 2435 2700 3000

WP1 Consecutive Panels fixed to bearer /slab 5.85 5.27 4.75WP2 Single Panel fixed to bearer /slab 5.85 5.27 4.75WP3 Panels fixed to flooring only 2.4 2.0 1.7

IPL4 /C4 PANEL ULTIMATE RACKING VALUE kN

Panel Heights (mm) 2435 2700 3000

WP1 Consecutive Panels fixed to bearer /slab 6.5 5.7 5.2WP2 Single Panel fixed to bearer /slab 6.5 5.7 5.2WP3 Panels fixed to flooring only 2.4 2.0 1.7

DT02 – Standard Force 10 Panel design DT NZ 073-4 – C4 /IPL4 panel design as defined inAustralian National Construction Code


B1 Roof System Design Criteria

All roofs must be subject to specific design subject to the following constraints:

o Geometric Properties

Base slope angle – Standard 200 (over this requires engineering certification) Span range - 3m to 10m in 1.0 m modules Truss spacing - 1.0 m (module spacing ) Location of truss joints/nodes - at module joint positions (i.e. multiples of 1.0 metre) Bottom chord - one single length Top chord - 2 continuous lengths joined at the apex Load bearing internal walls - to be connected to bottom chord of truss. A vertical strut shall be

inserted between the top and bottom truss chord if the wall does not coincide with a truss joint.

o Member Properties

ITEM SPECIFICATIONTop and bottom chords section: - top hat

thickness - 1.2 mmgrade - G 500, AZ150

Web members section - top hatthickness - 1.2 mmgrade - G 500, AZ150

Purlins section - top hatthickness - 1.2 mmgrade - G 500, AZ150spacing - 750 to 900 mm depending on wind

speed

Ceiling Battens section - top hatthickness - 0.42 mmgrade - G 300, Z275spacing - 500mm, but dependant on manufacturer’s

instructions.

o Design

Design shall be in accordance with AS/NZS 4600 (Cold-formed steel structures)


Figure 2 Truss Design

o Connections

Truss members - use 14-10 x 25 Hex Tek screws - shear capacity 5kN/screw fixing.Note: the first No. is gauge size, the second threads per inch and the third length in mm.

Truss to wall - use standard 125 mm truss bolt with 200 truss washer Purlin to truss - use 2 No 14-10 x 25 Hex Tek screws per purlin flange Ceiling batten to truss - 2 No. 10 x 16 Hex Tek screws.

o Roof sheeting

Fixing of roof sheeting to purlins shall be in accordance with the roof manufacturer’s specifications

o Design

Snow load - 0.5 kPa

Analysis

Loadings shall be in accordance with NZS 4203:1992 GENERAL structural design and designloadings for buildings

Design shall be in accordance with AS/NZS 4600: 1996. Cold-formed steel structures - This Standardsets out minimum requirements for the design of structural members cold-formed to shape from carbonor low-alloy steel sheet, strip, plate or bar not more than 25 mm in thickness and used for load-carryingpurposes in buildings. It may also be used for structures other than buildings provided appropriateallowances are made for dynamic effects.


B1 Ceilings Design Criteria

o Ceiling lining supports

Ceiling battens consist of top hat sections which are spaced according to the requirements of the ceilinglining manufacturer (normally 500 mm centres) but at a maximum of 600 mm centres.

The battens are run continuously under the bottom chords of the trusses and fixed in place with 2 No. 10-16 x 16 Hex screws at each crossing.

Where a ceiling is designed to act as a structural diaphragm, the outside ceiling battens perpendicular tothe roof trusses shall be positioned within 100 mm of the centreline of the wall panel section supporting thetrusses.

Attachment of the ceiling lining to the supports must be carried out in accordance with the ceiling liningmanufacturer’s specifications.

Ceiling lining material shall comply with NZS 3604.

Openings in ceilings shall comply with NZS 3604

o Structural ceiling diaphragms

Where a ceiling acts as a structural diaphragm it shall meet the provisions of NZS 3604. The exceptionis that sheets must be fixed with No.6 - 20 x 25 bugle head Tek screws at 150 mm centres around thediaphragm boundary and each sheet perimeter; and at 300 mm centres to intermediate supports. Fixingsmust be a minimum 10mm from the edge of the sheets.


B1 Fixings Design Criteria

The following fixings are required to ensure that the Force 10 system performs to suit all conditions.The ultimate resistance value of the connection is also given.

Steel Columns /BearersConnection of bearers to steel columns will be by 4 x 10 mm mild steel bolts to column end plates inmost cases.

Ultimate resistance Uplift – 29.5 kNo Wall Brackets

Proprietary 86 x 49 x 8 mild steel plate with M12 mild steel threaded rod in all casesUltimate resistance Uplift – 29.5 kN

o Truss BracketsProprietary 86 x 49 x 8 mild steel plate with M12 mild steel threaded rod in all cases

Ultimate resistance Uplift – 29.5 kNo Floor /Wall Brackets

Proprietary 8mm thick “L” brackets fixed to the flooring system with 2 x M10 bolts and 1 x M12 threadedrod in concrete slab.

Ultimate resistance Uplift – 29.5 kNo Wall Panel Bolts

Panels to be bolted together top and bottom of panel with M16 mild steel boltsUltimate resistance Uplift – 29.5 kN per stud

(59 kN per module).

For a full listing of fixings used refer to F10 11 Construction Manual Screw Table and F10 12 ConstructionManual_Brackets.

For Chemical anchor values refer to F10 05 STRUCTURAL DESIGN CALCULATIONS MANUAL.


6 B2 Durability

Durability Requirements in the Approved Documents of the New Zealand Building Code, AcceptableSolution B2/AS1: Durability requires that roofing and wall cladding has a minimum durability of fifteenyears (with maintenance). In some situations, in particular when the material is performing a “structural”function, the minimum durability requirement is fifty years or some other nominated period – this appliesto the Force 10 wall panels (this is a structural insulated panel (or structural insulating panel), SIP, is acomposite building material. They consist of an insulating layer of rigid core sandwiched between twolayers of structural board).

Force 10 has been designing and constructing buildings since 1988 – demonstrating in excess of 25years in design and construction. The major components in the Force 10 Engineered Building Systemare steel, fibre cement sheet and injected polyurethane foam which are defined in F10 06SPECIFICATION MANUAL. These products as defined will satisfy the requirements of NZBCPerformance B2.3.1 (a) not less than 50 years, and B2.3.1 (b) 15 years. The specifications, details andmethods described in both the F10 06 SPECIFICATION MANUAL and F10 10 CONSTRUCTIONMANUAL shall be strictly observed to avoid building code non-compliance.

The steel floor framing, sub floor framing, steel roof trusses and connections have a zinc coatingwhich provides protection against corrosion resulting from wetting during construction and temporaryleakage associated with damaged cladding – when specified due to salt area hot dip galvanising isrequired.. The long term durability is dependent on the steel components being maintained in a drycondition. Where floor, wall and roof framing is protected from the exterior environment i.e. completelyencapsulated by weather tight linings, flashings and claddings, this requirement is met. Floor framing,used for decks, posts and beams for verandas must be completely enclosed.

In normal circumstances, this is sufficient to avoid corrosion provided the steel components aremaintained in a dry condition. In this regard, note that all wall and roof framing is protected from theexterior environment, i.e. completely encapsulated by weather tight linings, flashings and cladding.

For steel sub floor framing including steel piles to meet this condition the following requirements apply:

Sub floor framing must not be used within 300m of the sea, in areas where geothermal activityis known to be high or in heavy industrial areas. The appropriate territorial authority should beconsulted for advice about which areas are affected.

Between 300m and up to 10km from the sea the sub floor must be enclosed with ventilatorsinstalled to provide the required ventilation. For a piled foundation the steel pile sections, fittingsand bracing components must be coated with a high build epoxy mastic system to the region ofground content. Alternatively where the sub floor is left open or ventilation exceeds 4000mm2per m2 of floor area all subfloor steel framing must be coated with a high build epoxy masticsystem.

Fibre cement is used as SIP panel internal and external cladding – from a paper prepared by BuildingMaterials and Technology Pty Ltd. the composition and structure of CFRC is examined and related toits durability. Case studies of actual exposures are presented and compared to accelerated durabilitystudies. Rules of thumb for the production of durable fiber cement and its installation in long-lastingstructures are also suggested. The limited published studies of CFRC durability are reviewed andsummarized. The paper concludes that 50 years durability for CFRC is a reasonable expectationproviding that it is selected, installed and maintained in a manner appropriate for its anticipatedexposure.


James Hardie building products have a proven durability record. All products are exposed to extremeweather conditions they will face during their lifetime such as dry to wet, humid, hot and freezingtemperatures in order to evaluate their performance. Tests are carried out on James Hardie fibrecement products to test their real life durability performance. These tests are carried out in accordancewith AS/NZS 2908.2. Regularly maintained, James Hardie products will not only meet the minimumdurability requirements of NZBC, but will also meet the 50-year serviceable life requirement for a timber-framed building.

Alpine regions – in regions subject to freeze /thaw conditions Hardie Flex Sheet must not be in directcontact with snow or ice buildup e.g. walls in alpine regions must be protected where snow drifts overwinter are expected. Hardie flex sheet is tested in accordance with AS/NZS 2908.2 Cl 8.2.3

See more at http://www.fibrecementconsulting.com/publications/990925.durabilitypaper.pdf https://idealhousenz.files.wordpress.com/2012/12/smarter-products-for-sustainable-

building.pdf

Polyurethane Foam - The strength and stiffness of wall panels is related to the sandwich panel actionwhich in part relies on the durability of the polyurethane foam that fills the cavity. The polyurethanefoam is comprised of 2 components being Poly and Iso and is totally encapsulated in the SIP panelconfiguration. Polyurethanes have been used in building products in Europe since the mid 1930’s andby Force 10 since the late 1980’s this meeting the durability requirement.

Sika Pro Sealant is used for compliance with E2 VM1/AS1. Sika NZ Ltd has been in New Zealand forover 50 years. Sika business is all about working with customers, in New Zealand, to help select arange of technology solutions that offer long-term durability and peace of mind; with the full backingand support of Sika AG, a 100 year old Swiss multinational.Sika (NZ) Ltd is a Telarc ISO 9001 Registered Supplier. This internationally recognised certification isindependent proof of our commitment to providing products and services of a consistently highquality. Sika (NZ) Ltd attained ISO 9001 certification in 1994.- See more at: http://nzl.sika.com/en/group/Aboutus/sika_country.html#sthash.qr0GtdMw.dpuf

Pest resistant

The Force 10 floor, wall panels and roof truss systems (the primary elements) are made fromsteel/fibre cement and are pest resistant. Because of this, the panels, floor framing and roof trussesdo not require additional chemical treatments to protect them from pest attack as they are not knownto present a potential risk of attack from pests

James Hardie building products are also resistant to pest attack and are suitable where non-combustible materials are required by the New Zealand Building Code (NZBC).


7 C1- C6 Fire Resistance

o Wall Panels

Fire resistant – The Force 10 wall panels are manufactured from fibre-cement and filled with fireretarded self-extinguishing polyurethane foam (PUR).

o Panel Early Fire Hazard Properties

IGNITABILITYINDEX

SPREAD OFFLAME INDEX

HEAT EVOLVEDINDEX

SMOKEDEVELOPED INDEX

0 0 0 5

o GeneralMaterials used in the Force 10 system are also non-combustible, so its use significantly reduces theamount of flammable material in a home.

The Fire Resistance Levels (FRLs) FRL of the Force 10 system for different classes of buildings is tobe determined at the design stage by use of the DT Drawings and advice of a certified fire engineer.

The FRL is expressed in the order (i.e. structural adequacy/integrity/insulation). For example, a wallthat is required to meet an FRL of 120/60/30 means that the wall must maintain structural adequacyfor 120 minutes, integrity for 60 minutes and insulation for 30 minutes, as tested to AS1530.4.

The design of FRL is integral to the acoustic design for the project. Further fire performancecompliance is defined on a job by job basis using existing designs and in conjunction with theacoustic performance requirements.


8 E2 External Moisture

In order to comply with E2 External Moisture (3.2, 3.3, 3.6 and 3.7 for floor framing, external walls androof framing) the specific details of design and construction for compliance with external moisture andwaterproofing requirements are detailed in the CM-NZ set of drawings attached to this Design Manual.The Acceptable solution 1 (AS1) covers the weather tightness of the building envelope with specificForce 10 design over cladding elements detailed on the CM-NZ drawings CM NZ 02, 03 and 04 andcompliance with E2 Verification Method .(VM1) is as detailed on the CM-NZ drawings CM NZ 06, 07 and08.

9 G6 Airborne and Impact Sound Compliance

In summary:

Rw + Ctr is used to describe the sound insulation performance Rw = The Weighted Sound Reduction Index and Ctr = A correction factor (and is a negative number) So if a building element has Rw of 60 and a Ctr of –10, its Rw + Ctr will equal 50.

The Force 10 system Rw + Ctr values are tested to:

1 A standard Force 10 panel = 32 Rw + Ctr2 A standard Force 10 panel with 2 layers of 16 mm sound-check applied each side = 40 Rw + Ctr3 A standard Force 10 discontinuous wall panel with 2 layer of 16 mm sound-check and 40 mm rock

wool applied to cavity = 57 Rw + Ctr.

Specific requirements for projects will be designed and verified on as project by project basis byexternal engineers.

DT57 Standard Panel

Measurement of airborne Sound Reduction Indices (R) of the Force 10 Standard AX Panel inaccordance with AS ISO 140.3-1995 Acoustics – Measurement of Sound Insulation in Buildingsand of Building Elements – Part 3: Laboratory Measurements of Airborne Sound Insulation ofBuilding Elements.

Determination of Weighted Sound Reduction Indices (RW) and Spectrum Adaptation Terms (C1,and Ctr) in accordance with AS/NZS ISO 717.1: 2004 Acoustics – Rating of Sound Insulation inBuildings and of Building Elements – Part 1: Airborne Sound Insulation.

Description : AX Panels Standard Acoustical Performance RW (C:Ctr)32 (-3,-5)

Test Reference: CN/09/7476.Tst Test Date: 26 August 2009

DT58 Standard Panel with 2x16 mm sound check each side

Measurement of airborne Sound Reduction Indices (R) of the Force 10 Standard AX Panel withfyrecheck in accordance with AS ISO 140.3-1995 Acoustics – Measurement of Sound Insulation inBuildings and of Building Elements – Part 3: Laboratory Measurements of Airborne SoundInsulation of Building Elements.Determination of Weighted Sound Reduction Indices (RW) and Spectrum Adaptation Terms (C1,and Ctr) in accordance with AS/NZS ISO 717.1: 2004 Acoustics – Rating of Sound Insulation inBuildings and of Building Elements – Part 1: Airborne Sound Insulation.Description : AX Panels with Fyrecheck Acoustical Performance RW (C:Ctr)


40 (0,-4)Test Reference: CN/09/7476.Tst2 Test Date: 26 August 2009

DT59 2 sets of AX Discontinuous Panels (with rockwool)

Measurement of airborne Sound Reduction Indices (R) of the Force 10 Discontinuous AX Panelwith Fyrchek in accordance with AS ISO 140.3-1995 Acoustics – Measurement of Sound Insulationin Buildings and of Building Elements – Part 3: Laboratory Measurements of Airborne SoundInsulation of Building Elements.

Determination of Weighted Sound Reduction Indices (RW) and Spectrum Adaptation Terms (C1,and Ctr) in accordance with AS/NZS ISO 717.1: 2004 Acoustics – Rating of Sound Insulation inBuildings and of Building Elements – Part 1: Airborne Sound Insulation.Description : Discontinuous AX Panel with

FyrchekAcoustical Performance RW (C:Ctr)

57 (-2,-5)Test Reference: CN/09/74763.Tst Test Date: 26 August 2009

Floor impact levels are prepared using the KNAUF KF 220-KF228 as shown and as described indrawing DT

Further acoustic performance compliance is to be defined on a job by job basis using existing designsand in conjunction with the following Fire performance requirements.

7 H1 Energy Efficiency

FORCE 10 buildings will meet the performance requirements of NZBC Clause H1 Energy Efficiency,Force 10 wall panels meet the thermal resistance performance requirements of NZBC E3 because theyhave a thermal resistance value of 1.57W/m20C (BRANZ test). To minimise the likelihood ofcondensation, thermal breaks are included in some components and expanding foam type insulation isrequired in voids.


For Climate Zones 1 and 2 the Schedule Method of H1 (Table 1) gives the requirements for wall, roofand floor. FORCE 10 walls will meet the wall requirement. NZBC Clause H1 can therefore be compliedwith by providing the minimum roof and floor insulation requirements in Table 1 and by meeting thefollowing two Table 1 conditions:

glazing must not exceed 30% of the wall area suspended floors must have a continuous enclosed perimeter with 100 mm drooped foil.

Where these conditions cannot be met the calculation method of NZS4218, Clause 3.2 must be used.

o Properties and Calculations

Thermal ResistanceR m2.K/W

Roof Up DownExternal air film 0.04 0.04Steel roof sheet 0.00 0.00Insulbreak R2.5 0.25 0.25Reflective ceiling space 0.75 1.12R3.5 ceiling insulation 3.50 3.5010 mm plasterboard 0.06 0.06Internal air film 0.11 0.16Total 4.71 5.13

WallsExternal air film 0.04External 9 mm fibre-cementsheeting 0.02Internal air gap 20mm 0.391Internal wall wrap 0.02External 6 mm fibre-cementsheeting 0.0264 mm polyurethane 2.00Internal 6 mm fibre-cement sheeting 0.02Internal air film 0.12Total 3.2

Floor Up DownInternal air film 0.11 0.1616 mm Supaboard sheeting 0.14 0.14Insulbreak R2.5 (drooped -air gap) 2.00 2.00External air film 0.04 0.04Total 2.29 2.34

Note the R Value of a cement slab is not included in this calculation and must be determined independently


10 Codes and Standards

When designed in accordance with the requirements of this Design Manual and constructed inaccordance with the Force 10 Construction Manual, the Force 10 Engineered Building System willmeet the relevant clauses of NZ building regulations.

The Force 10 Building System has been tested by James Cook University Cyclone Testing StationJCU-CTS, QUT, CSIRO, BRANZ and by USA based testing organisations to ensure that the systemmeets the relevant codes and standards.

AS/NZS 1170.0:2002 Structural design actions – General principlesThis Standard specifies general procedures and criteria for the structural design of a building orstructure in limit states format. It covers limit states design, actions, and combinations of actions,methods of analysis, robustness and confirmation of design. The Standard is applicable to thestructural design of whole buildings or structures and their elements. This Standard covers thefollowing actions:(a) Permanent action (dead load).(b) Imposed action (live load).(c) Wind.(d) Snow.(e) Earthquake.(f) Liquid pressure.(g) Ground water.(h) Rainwater ponding.(i) Earth pressure

AS/NZS 1170.1:2002 Structural design actions - Permanent, imposed and other actionsProvides design values of permanent, imposed and other actions to be used in the limit statedesign of structures and members. It is intended to be used in conjunction with AS/NZS 1170.0.Other actions covered include liquid pressure, ground water, rain water ponding and earthpressure.

AS/NZS 1170.2:2011 Structural design actions - Wind actionsThis Standard sets out procedures for determining wind speeds and resulting wind actions to beused in the structural design of structures subjected to wind actions other than those caused bytornadoes.The Standard covers structures within the following criteria:(a) Buildings less than or equal to 200 m high.(b) Structures with roof spans less than 100 m.(c) Structures other than offshore structures, bridges and transmission towers.NOTES:1 This Standard is a stand-alone document for structures within the above criteria. It may beused, in general, for all structures but other information may be necessary.2 Where structures have natural frequencies less than 1 Hz, Section 6 requires dynamic analysisto be carried out (see Section 6).3 In this document, the words ‘this Standard’ indicate AS/NZS 1170.2, which is regarded as Part2 of the AS/NZS 1170 series of Standards (see Preface).4 Further advice should be sought for geometries not described in this Standard, such as theroofs of podiums below tall buildings.

AS/NZS 1170.3:2003 Structural design actions - Snow and ice actionsThis Standard sets out procedures for determining snow actions on roofs and ice actions to beused in the structural design of structures. This Standard is to be read in conjunction withAS/NZS 1170.0. The principles given in this Standard are generally applicable to all structures.


AS/NZS 2312:2002 Guide to the protection of structural steel against atmospheric corrosion by useof protective coatingsThis Standard covers the protection of structural steel work against interior and exterioratmospheric corrosion and also the protection of items of equipment manufactured from steelwhich are exposed to exterior atmospheric conditions.The Standard also covers, to a limited extent, the protection of steel work which is completelyimmersed in water or buried in soil, or which is subject to atmospheres severely contaminatedwith acidic or other chemical vapours such as may be encountered in some chemicalmanufacturing plants, and also the protection of ships. The systems recommended in thisStandard can also be used on internal structures where wet or damp areas exist.

AS 4055: 2006 Wind Loads for HousingThis Standard specifies site wind speed classes for determining design wind speeds and windloads for housing within the geometric limits given in Clause 1.2. The classes are for use in thedesign of housing and for design, manufacturing and specifying of building products and systemsused for housing.

AS 4100:1998 Steel StructuresThis Standard sets out minimum requirements for the design, fabrication, erection, andmodification of steelwork in structures in accordance with the limit states design method.

AS/NZS 4600: 2005 Cold Formed Steel StructuresThis Standard sets out minimum requirements for the design of structural members cold-formedto shape from carbon or low-alloy steel sheet, strip, plate or bar not more than 25 mm in thicknessand used for load-carrying purposes in buildings. It is also applicable for structures other thanbuildings provided appropriate allowances are made for dynamic effects.

o International Compliance

The Force 10 Engineered Building System has been tested and complies with the followingstandards:

ASTM E 72 ASTM E 72, Method of Conducting Strength Tests of Panels for Building Construction:

Wall Panel Transverse Load Tests Wall Panel Axial Load Tests Wall Panel Racking Shear Tests.

ANSI/UL 1715-1997, Standard for Fire Test of Interior Finish Material.

Test specimens have been tested and evaluated in accordance with the following Miami Dade andFlorida Building Code Protocols:

TAS 201-94, Impact Test Procedures. TAS 202-94, Criteria for Testing Impact and Non Impact Resistant Building Envelope

Components Using Uniform Static Air Pressure Loading. TAS 203-94, Criteria for Testing Products Subject to Cyclic Wind Pressure Loading.

Test specimens have been tested and evaluated in accordance with the following USA BuildingCode Protocol by Queensland University of Technology (QUT) and North Carolina StateUniversity (NCSU) to:

ASTM E 72 ASTM E 72, Method of Conducting Strength Tests of Panels for BuildingConstruction:

Wall Panel Transverse Load Tests


Wall Panel Axial Load Tests Wall Panel Racking Shear Tests.

Test specimens have been tested and evaluated in accordance with the following FloridaBuilding Code Protocols by Architectural Testing Inc (AT) to:

TAS 201-94, Impact Test Procedures. TAS 202-94, Criteria for Testing Impact and Non-Impact Resistant Building Envelope

Components Using Uniform Static Air Pressure Loading. TAS 203-94, Criteria for Testing Products Subject to Cyclic Wind Pressure Loading.

o Australian ComplianceTest specimens have been tested and evaluated in accordance with the following AS1170.2requirements and NCC (National Construction Code Part 1 or 2) Protocols by JCU - CTS:

T826_FORT1101_Wind Load T829_FORT1101_Impact T830_FORT1101_Racking T837_FORT1101_Tensile Load.

o New Zealand Compliance

Test specimens have been tested and evaluated in accordance with the requirementsof Verification Method E2/VM1Cladding systems of buildings, including junctions withwindows, doors and other by CSIRO Report CSIRO Report DTF1031 - Force 10Engineered Building System watertightness testing to NZBC E2_VM1 - 28 May 2015.

…. END OF DOCUMENT …