STRUCTURAL WORKS SPECIFICATION For FIJI NATIONAL ... · structural works specification for fiji national university proposed three storey building ... 5 structural steelwork 26 5.1

STRUCTURAL WORKS SPECIFICATION

For

FIJI NATIONAL UNIVERSITY

PROPOSED THREE STOREY BUILDING

FOR FIJI MARITIME ACADEMY, SUVA

March 2018

(Issued for Tender)

FNU – Proposed Three Storey Building for Fiji Maritime Academy, Suva

Structural Works Specification

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1 Concrete 4

1.1 DESCRIPTION 4

1.2 MATERIALS 4

1.3 MIXING OF CONCRETE 5

1.4 SAMPLING AND TESTING 6

1.5 PLACING OF CONCRETE 7

1.6 COMPACTION OF CONCRETE 8

1.7 CONSTRUCTION JOINTS 9

1.8 CURING 9

1.9 REMOVAL OF FORMS 10

1.10 FINISH OF EXPOSED SURFACES 10

1.11 DEFECTIVE CONCRETE 11

2 Formwork 12

2.1 SCOPE 12

2.2 GENERAL 12

2.3 SECTIONS 12

2.4 RIGID SHEETS 13

2.5 RELEASE AGENTS AND SURFACE RETARDERS 13

2.6 WORKMANSHIP 13

2.7 DESIGN 14

2.8 JOINTS 14

2.9 TREATMENT OF FORM FACES 15

2.10 ERECTION 15

2.11 EMBEDDED ITEMS 16

2.12 STRIKING 17

3 Reinforcement 18

3.1 GENERAL 18

3.2 MATERIALS 19

3.3 ACCESSORIES 19

3.4 WORKMANSHIP 19

3.5 CUTTING AND BENDING 20

3.6 FIXING 20

3.7 COVER 21

4 Concrete Masonry 22

4.1 COMPLIANCE 22

4.2 STANDARD 22

4.3 MATERIALS 22

4.4 CONSTRUCTION 23

4.5 GROUTING FRAMES 25



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4.6 COMPLETION 25

5 Structural Steelwork 26

5.1 GENERAL 26

5.2 SCOPE 26

5.3 MATERIALS 27

5.4 FABRICATION 27

5.5 ERECTION 28

5.6 WORKMANSHIP 28

5.7 DRAWINGS 28

5.8 QUALITY ASSURANCE 29

5.9 SURFACE TREATMENTS 30

6 Timber 32

6.1 EXTENT 32

6.2 TIMBER GRADES 32

6.3 TIMBER MOISTURE CONTENT 32

6.4 TIMBER SIZE TOLERANCES 34

6.5 PLYWOOD GRADES 34

6.6 WORKMANSHIP 34

6.7 PRIMING 34

6.8 FIXINGS 34

6.9 DEFECTIVE WORK OR MATERIALS 35

6.10 PROTECTION OF WORK 35



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1 CONCRETE

1.1 DESCRIPTION

This section covers the requirements for the manufacture, supply, placing and curing of concrete.

The requirements relate to the quality of materials manufacture, supply and placing in conformity

with the lines, grades and dimensions shown on the drawings or specified or directed by the

Engineer.

1.2 MATERIALS

Unless otherwise specified the Contractor shall make his own arrangements to obtain all materials

required to complete the work covered by this section.

CONCRETE MATERIALS

Concrete materials shall comply with the requirements of the following Standards as applicable.

NZS 3104 Concrete production - High grade and special grade

NZS 3108 Concrete production - ordinary grade

NZS 3109 Concrete Construction

NZS 3111 Methods of Tests for Water and Aggregate for Concrete

NZS 3112 Methods of test for concrete

Part 1: Tests relating to fresh concrete

Part 2: Tests relating to the determination of strength of concrete

NZS 3113 Chemical admixtures for concrete

NZS 3114 Concrete Surface finishes

NZS 3121 Water and aggregate for concrete

NZS 3122 Portland and blended cements (General and special purpose)

Documents listed above and cited in clauses which follow are deemed to form part of this

specification and are to be the latest edition, including amendments at the time of the tender.

However, this specification takes precedence in the event of it being at variance with the cited

documents.

WATER

The water used shall be free from all substances harmful to concrete and its reinforcement.

CONCRETE

Concrete shall be supplied from an approved ready-mix plant at a standard crushing strength as

shown on the drawings. If the strength is not shown on the drawing specifically, then the strength

shall be:

Foundations 30 MPa 28 day

Slabs on ground 30 MPa 28 day



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Elevated slabs 30 MPa 28 day

Concrete used in kerb extrusion machines will not be subject to these compressive strength

requirements but shall have a minimum cement content of 280kg per m3 of finished concrete.

CEMENT

Cement shall be standard Portland cement manufacture delivered to the batching plant in sealed

bags as provided by the manufacturer. No cement showing signs of lumping shall be used; no re-

bagged cement shall be delivered to the batching plant. Cement shall be stored off the ground in a

clean, dry, weather-proof construction specifically constructed for and exclusively used for this

purpose. Cement shall be used as nearly as practicable in the order in which it is delivered to the

batching plant.

SAND

Sand shall be clean coarse grained sand, free from mud, salt and deleterious or carbonaceous matter

and where requested by the Engineer shall be washed in fresh water. Sources of sand shall be

inspected and approved by the Engineer before transportation to the batching plant and sands shall

be mixed if so required by the Engineer to obtain acceptable gradings.

COARSE AGGREGATES

Coarse Aggregates shall be sieved to specified grades and stock – piled separately with samples of

each grade taken from time to time by the Engineer and the mix to suit quality and grading of these

aggregates.

passing 38mm sieve and retained on 19mm sieve.

passing 19mm sieve and retained on 6mm sieve.

passing 6mm sieve and retained on No.14 sieve.

DPC

DPC shall be MOISTSTOP 737 or similar approved taped at all joints, penetrations, and junctions

with perimeter walls strictly in accordance with manufacturers recommendations.

1.3 MIXING OF CONCRETE

Concrete shall be mixed with mechanically operated mixers in sound mechanical condition which

discharge concrete with such degree of uniformity that when samples taken at the one-quarter and

three-quarter points of the batch volume to be tested, the difference between the two slumps shall

not exceed 25mm.

The volume of concrete mixed in any mixer shall not exceed the manufacturers rated capacity of

that mixer.

The interior of the drum and the mixer blade shall be kept clean and free of hardened concrete or

mortar by cleaning at frequent intervals. The first batch mixed in a cleaned mixer shall contain as



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excess of cement, sand and water over the nominal batch volume sufficient to coat the inside of the

mixer without adversely affecting the properties of the batch.

Each batch shall be completely discharged from the mixer before any material are placed therein

for the next batch.

1.4 SAMPLING AND TESTING

TESTING FREQUENCY

The minimum frequency for sampling concrete shall be in accordance with the frequency specified

in AS 1379-1973 and shall be distributed evenly over the number of truckloads being delivered,

namely:

One truck – one sample

2-5 trucks – two samples

6-10 trucks – three samples

11-20 trucks - four samples

COMPRESSION TEST

The Contractor shall allow the taking of minimum three concrete test cylinders for 7days and 28

days, either per concrete pour, or as directed by the Engineer. These cylinders shall be taken form

any random delivery of concrete for the test or as directed by the Engineer and shall be cured on

site in conditions as near as possible to those under which the pour were taken when being cured.

The cylinders shall be prepared from a representative sample of the delivery.

CONSISTENCY

Concrete shall be of such consistency that it can readily be placed and compacted in the form

without segregation of the materials and without excess free water collection on the surface.

The consistency of the concrete shall be determined by a slump test. Slump tests, in accordance

with AS1012 part 3 or relevant British Standard Specification shall be made by the Contractor at

least once a day at the commencement of work and at such other times as the Engineer may require.

The Contractor shall provide all materials, labour and facilities required for this purpose, including

the necessary standard mould. The consistency of the concrete shall be such as to produce slump,

under test, within the following ranges:

Footings, retaining and other walls - 50 to 75 mm

Floor slabs – suspended and on ground - 25 to 75 mm

Beams and columns - 50 to 75 mm

Concrete for use in kerb extrusion machines shall contain the maximum amount of water which

will produce such consistency that after extrusion the shape of the kerb will be maintained.



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1.5 PLACING OF CONCRETE

GENERAL

Concrete shall be not be placed until the Engineer has examined both the formwork and

reinforcement in place and given his consent to proceed. Consent to proceed will not be given when

the shade temperature is below 5 degrees C or above 40 degrees C or when the temperature of the

concrete is less than 10 degrees C or more than 30 degrees C.

The Contractor is to remove and make good to the approval of the Engineer and without cost to the

Employer all concrete damaged by frost, dry and wet conditions

After mixing concrete shall be placed in the forms without delay and in the case of ready mixed

concrete or concrete mixed at a central mixing plant within 1 ½ hours of the addition of cement to

the aggregates. The methods of transport handling and placing of concrete shall be such as to

minimise segregation or loss of ingredients.

Concrete shall not be placed under water or dropped through a distance greater than 1.5m without

the consent of the Engineer. Depositing a large quantity of concrete at any point and moving it or

working it along the forms will not be permitted. Concrete which has developed its initial set or

which has not been placed in the forms and compacted within 20 minutes after discharge from the

agitator or on-site mixer shall not be used.

Concrete shall be placed in one continuous operation between the ends of members and

construction joints and within such intervals of time that the contact surface of the preceeding

concrete is still in a plastic condition.

The Contractor shall protect all formwork, reinforcement, “built-in” items and fresh concrete from

damage as the concrete is poured. The Contractor shall stop any concrete pour if any damage occurs

and make good before proceeding.

Concrete is not to be placed in layers more than 500mm thick and is to be compacted and vibrated.

RECORDS TO BE KEPT

The Contractor shall make of mix, time, date and location of each pour and together with delivery

documents, make available to the Engineer on request.

TESTS

Carry out sampling and concrete acceptance tests during construction to NZS 3109.

Concrete may be rejected due to the following:

(a) non-compliance with this specification,

(b) non-compliance with NZS 3109, Clause 9,

(c) showing by appearance when in place it does not comply with this specification, especially in

respect of surface finish, segregation or low density and, in the opinion of the Engineer, cannot

be made good.



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Allow to conduct 7 day strength tests. A 7 day test result of less than 60% of the design strength

may require the Engineer to stop concrete placement until it is shown the suspect concrete complies

with this specification.

If the Contractor disagrees with the test results forming the basis for reject of concrete by the

Engineer, the Contractor can arrange, at own expense for tests to be made within 7 days, of cores

of approved shape and size cut from the rejected concrete. If these tests, made by an approved

authority, show that the specified strength of concrete has been attained, the concrete will be

accepted, provided the 28 day test result also meets the specified strength.

Make all test records available to the Engineer.

No extension of time will be granted as a result of delays caused to the progress of work due to

unsatisfactory test results, stop work orders by the Engineer or the need to do additional testing.

DEFECTS

Concrete with structural defects may be rejected.

Immediately after stripping formwork, refer all defects in the concrete to the Engineer. Do not

carry out any repair work until authorised by the Engineer and then only in accordance with the

Engineer’s specification. Repair all defects by cutting out, making good and replacing or otherwise

to the Engineer’s direction and satisfaction.

EXISTING WORKS

Protect existing work from damage and make junctions to existing work as detailed.

1.6 COMPACTION OF CONCRETE

During and immediately after the placing operation concrete shall be thoroughly compacted by

tamping vibration or other means approved by the Engineer.

During compaction, neither reinforcement nor formwork shall be displaced. Care shall be taken to

fill every part of the forms to force the concrete under and around the reinforcement to work coarse

aggregate back from surfaces and to eliminate voids. Vibration shall be supplemented by such hand

tamping as is necessary to achieve these aims.

Vibrators shall be of type and design approved by the Engineer and shall have a minimum

frequency of vibration of 100Hz. The intensity shall be such as to visibly affect a mass of concrete

having a slump between 20 and 30mm over radius of at least 0.5m.

Vibration shall be applied to freshly deposited concrete. The vibrators shall be inserted into and

withdrawn from the concrete slowly. The vibration shall be of sufficient duration and intensity to

thoroughly compact the concrete but shall not be continued so as to cause segregation or produce

localised areas of grout. Application of vibrators shall be at points uniformly spaced and not farther

apart than twice the radius over which the vibration is visibly effected.



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Vibration shall not be applied directly or through to sections or layers of concrete which have

hardened to the degree that the concrete ceases to be plastic under vibration. It shall not be used to

make concrete flow in the forms over the distances so great as to cause segregation.

1.7 CONSTRUCTION JOINTS

Construction joints shall be constructed where shown on the plans. Joints are to be to NZS 3109

Clause 5.6.3 Type B unless approved or shown otherwise. Where it is necessary to construct such

a joint in a position not shown on the plans it shall be constructed at a location and in a manner

approved or directed by the Engineer. Joints in the concrete due to stopping work shall be avoided

as far as possible.

Before placing new concrete against concrete which has set, the forms shall be re-tightened if

necessary and the surface of the set concrete shall be roughened and cleaned for foreign matter

laitance and loose material. Immediately prior to placing further concrete the contact surface shall

be covered uniformly with a thin coat of cement-water paste of creamy consistency. This surface

preparation shall be completed to the satisfaction of the Engineer before concreting proceeds.

1.8 CURING

CURING METHOD

The contractor is to agree with the Engineer the curing method that is to be used for this work prior

to work starting. The following defines the type of curing that may be required:

SPRINKLING: Apply a fine spray of water continuously over the curing period through a system

of nozzles placed to cover the whole of the concrete to be cured.

WET COVERINGS: Cover the whole of the concrete work to be cured including edges, with

hessian, or similar, and keep continuously moist so that a film of water remains on the concrete

surface throughout the curing period.

PLASTIC SHEETS: Cover the whole of the concrete to be cured with a polyethylene or other

waterproof sheet material for the whole of the curing period. Fit closely, carry down over edges

and tape as necessary to contain moisture.

CURING COMPOUNDS

Cover the whole of the concrete, including edges to be cured with a liquid white pigmented

membrane which hardens to form a waterproof coating. Apply as soon as the surface has been

finished with spray equipment at the rate and using the method recommended by the manufacturer.

Allow to remove compound completely before application of subsequent finishes and coatings.

CURING PERIOD

Cure all concrete of normal cement type and mixing proportions for a period of 7 days. Keep time

between placing of concrete and the start of curing to an absolute minimum. Curing must be

continuous.



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FORMWORK

Formwork shall be left in place to be kept continuously moist by sprinkling with water over the

curing period. Continue sprinkling the exposed surface if formwork is removed before the end of

the curing period.

CONTINUITY

When covering with sheet materials, ensure that edges are well secured throughout the specified

curing period to prevent draughts passing over the surfaces of the concrete.

PLASTIC CONCRETE

Protect from indentation and surface marking.

HARDENED CONCRETE

Protect all significant surfaces of stripped concrete from damage, especially at arises.

EXPOSED SURFACES

Protect from rust marks and other surface disfigurements.

1.9 REMOVAL OF FORMS

Forms shall not be removed without the permission of the Engineer (see also other relevant sections

of the Specifications).

1.10 FINISH OF EXPOSED SURFACES

Exposed surfaces shall be true and free from depressions or projections. Rough or porous areas and

holes shall be filled with mortar. Bolts, wires and other items passing through the concrete to hold

the forms shall be cut off or set back 25mm below the surface and any resultant holes shall be filled

with mortar.

SLAB FINISHES

The surface of the slabs are to be immediately screeded after compaction, by straight-edge or

vibrating screed and to the tolerances in Table 4 of NZS 3109.

The finish of the slabs is to be U3 to Table 3 NZS 3114 except for those areas details to be tiled,

plastered or having special topping. Dry cement/sand or water is not to be applied while finishing.

The Contractor is to allow adequate time for trowelling and finishing.



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1.11 DEFECTIVE CONCRETE

The Contractor shall be fully responsible for the adequacy of forms, and for employing effective

methods of mixing, placing, protecting and curing concrete. Approval of any such work or methods

by the Engineer will not relieve the Contractor of this responsibility. Concrete not placed and

completed in accordance with this specification or which in the opinion of the Engineer, is

defective shall be removed within the limits assigned by the Engineer and replaced by the

Contractor at his expense.



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2 FORMWORK

2.1 SCOPE

This section deals with the design and construction of formwork necessary to support and confine

the concrete and shape it to the required dimensions.

2.2 GENERAL

NZ BUILDING CODE

Refer to the following NZ Building Code clauses and Approved Document paragraphs for the

criteria and/or methods that must be used in this section to establish compliance with the Code.

B1/AS1 Structure - general

F5/AS1 Construction and demolition hazards.

DOCUMENTS WHICH RELATE TO THIS SECTION

NZS 3109 Concrete Construction.

NZS 3114 Concrete surface finishes

NZS 3608 Resin bonded wooden chip board

NZS 3631 NZ Timber grading rules

AS/NZS 2269 Plywood - structural

BS 1142 Fibre building boards

BS 5669 Particle boards Pt 1: Methods of sampling condition and test.

Documents listed above and cited in the following clauses are part of this specification and are the

latest edition, including amendments, at the time of tender. However this specification takes

precedence when it is of a higher standard than the cited document.

QUALIFICATION

Ensure that only competent people skilled in the supervision and erection of formwork carry out

this work.

SURFACE FINISHES

Refer to the NZS 3114, Finishes and Tolerances for Concrete for the off-the-form surface finishes

to NZS 3114 and their locations.

2.3 SECTIONS

FRAMING - TIMBER

To NZS 3631 as required to construct the required formwork.



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BOARDS - TIMBER

To NZS 3631 for shutter face to obtain concrete finish specified.

2.4 RIGID SHEETS

PLYWOOD - STRUCTURAL

To AS/NZS 2269 for shutter face with plywood grade as necessary to obtain the concrete finish

specified.

BOARD - WOOD COMPOSITE

To NZS 3608, BS 5669 and BS 1142 for particle and fibre boards for shutter face as necessary to

obtain the concrete finish specified.

2.5 RELEASE AGENTS AND SURFACE RETARDERS

RELEASE AGENT

An approved type which will not stain or adhere to the concrete nor contaminate reinforcing steel

or construction joints.

SURFACE RETARDER

An approved type that will not have long term detrimental effects on the concrete.

2.6 WORKMANSHIP

GENERAL

FORMWORK

Provide all formwork necessary to support and confine the concrete and shape it to the required

dimensions.

ACCURACY

Unless stated otherwise on the drawings permissible deviations from established lines, grades,

dimensions and cambers to remain within the tolerances laid down in Table 4, NZS 3109.

Part 3 In-situ construction - foundations

TOLERANCES - CONCRETE SURFACE FINISHES

Unless stated otherwise on the drawings permissible abrupt/offset and gradual deviations for the

specified surface finish to remain within the tolerances laid down in Table 3 NZS 3114.



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2.7 DESIGN

LOADINGS

Design and construct formwork and falsework in accordance with sound engineering principles to

withstand the worst combination of:

Dead loads of formwork, reinforcement, concrete and precast elements such as floor

planks.

Construction loads including dynamic effects of placing, compacting and construction

traffic.

Wind and snow loads.

BEARINGS

Carry strutting down to construction sufficiently strong and stable to afford the required support

without permissible stress or deflections being exceeded. Prop through other floors if the

construction load on a particular floor exceeds the design load.

CAMBERS

Shown on the drawings or specified relate to the concrete immediately before formwork is struck.

Unless otherwise shown on drawings, construct forms to achieve the following:

Maximum deflection of face materials between strutting: 1/240 of span, but not exceeding

6mm or within the tolerances specified for surface finish in Section E42.

Maximum deflection of beams: 1/900 of span.

Maximum deflection of cantilevers supporting construction loads: 1/300 of cantilever

length.

2.8 JOINTS

CONSTRUCTION JOINTS

To be straight, vertical, horizontal, or as specially detailed. Form as necessary with rigid stop ends

designed to accommodate projecting reinforcement without temporary bending or displacement.

LOCATION OF CONSTRUCTION JOINTS

Unless otherwise shown on the drawings locate the joints at positions of low shear stress approved

by the Engineer and in accordance with the following criteria:

Beams:

Maximum length: 7.5m

Joints to be located near midspan of slab or beams.

Walls:

Maximum length: 10m



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Maximum lift: 4m

Joints may be placed more closely than the maximum stated.

Clean the face of construction joints of all laitance and contamination before placing the continuing

shutters and forms. Keep joints clean until placing concrete.

JOINTS IN FORMS

Construct joints to prevent loss of grout between joints in form linings, as well as between forms

and completed work. Column forms to have full height linings so that no horizontal joints occur

on exposed faces.

MOVEMENT CONTROL JOINTS

Construct rigid stop ends and formwork at movement control joints to permit separate construction

of the structurally separate parts of the work.

2.9 TREATMENT OF FORM FACES

RELEASE AGENTS

Use the same type and brand throughout the entire area of any one finish. Apply evenly to form

faces using the minimum amount necessary to obtain a clean release. Do not allow to come in

contact with reinforcement, hardened concrete or other materials not part of the formface. Ensure

compatibility with subsequent finishes to be applied to the concrete.

SURFACE RETARDERS

Use only with the approval of the Engineer to provide a key for other finishes or at construction

joints in accordance with manufacturer's instructions.

RESPONSIBILITY

All costs for rectifying failures of adhesion of applied finishes such as plaster or tiles that result

from the application of release agents and/or surface retarders are the responsibility of the

contractor.

2.10 ERECTION

FABRICATE

Formwork and falsework in a manner permitting its easy removal without damage to the concrete.

Provide positive means of adjustment to ensure formwork is secured in its correct position.

SECURELY FIX

Securely fix and brace to ensure sufficient strength and rigidity to support in safety all loads arising

during construction and to maintain the specified dimensional tolerances.



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NIBS

Cast monolithically with base. Approval may be given for separate upstands for wall where

horizontal shear is low.

WORK BELOW GROUND

Allow for formwork to vertical faces of walls below ground level. Faces may be cast against earth

without formwork only if prior approval is obtained, and adequate measures are taken to prevent

contamination of concrete and to provide additional cover to reinforcing steel.

METAL ACCESSORIES

Where used, locate to be wholly or partly removed without damage to the concrete. Terminate any

embedded portion not less than twice its minimum dimension from the concrete surface but no less

than 20mm. Fill cavities resulting with cement mortar and leave surface sound, smooth, even and

matching adjoining surface.

WIRE TIES

Do not use wire form ties.

2.11 EMBEDDED ITEMS

INSERTS, HOLES AND CHASES

Before placing of concrete, fix inserts or box out as required in correct positions. Form all holes

and chases. Do not cut hardened concrete without approval.

CONFIRM POSITIONS AND DETAILS OF ALL

permanent fixings

pipes and conduit

holes and chases.

With the Engineer to ensure that alterations do not occur without knowledge and approval.

CONDUITS AND PIPES

To be of such size and location to not impair the strength or fire resistance properties of the

construction. Subject to this requirement comply with the sub-clauses (a) to (d) of clause 5.5 NZS

3109.

CAST IN BOLTS

Set bolts not less than 100mm into concrete unless otherwise shown on the drawings.



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2.12 STRIKING

RESPONSIBILITY

Notwithstanding other clauses in this specification the responsibility for the safe removal of any

part of the formwork rests with the Contractor.

STRIKING

Remove formwork without shock or vibration or damage to the concrete and in such a manner to

take the imposed stresses gradually.

PARTIAL STRIKING

If this is required retain supports undisturbed as follows:

to soffit or beams where side form are struck.

MINIMUM PERIODS

For retaining formwork in position before striking to be:

Location Time

Side of beams/walls/columns 12 hours

INCREASE MINIMUM PERIODS

By ½ a day for each day in which the mean temperature falls below 10°C and by 1 day for each

day in which it falls below 2°C.

REUSE

Clean, make good and store so that it is not damaged or contaminated all formwork and falsework

that is to be re-used.

REMOVE

From the site as it is struck all formwork that is not to be reused.



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3 REINFORCEMENT

3.1 GENERAL

SCOPE

Reinforcement for all concrete work shown or implied by the drawings.

NZ BUILDING CODE

Refer to the following NZ Building Code clauses and Approved Document paragraphs for the

criteria and/or methods that must be used in this section to establish compliance with the Code.

B1/AS1 Structure - general

DOCUMENTS WHICH RELATE TO THIS SECTION

NZS 3101 Code of practice for the design of concrete structures

NZS 3109 Concrete construction

NZS 3402 Steel bars for the reinforcement of concrete

NZS 3421 Hard drawn mild steel wire for concrete reinforcement

NZS 3422 Welded fabric of drawn steel wire for concrete reinforcement

AS 1554 Structural steel welding - Part 3: Welding of reinforcing steel

BS 18 Method of tensile testing of metals – steel general

Reidbar Design Manual

Documents listed above and cited in the following clauses are part of this specification and are the

latest edition, including amendments, at the time of tender. However this specification takes

precedence when it is of a higher standard that the cited document.

1. Carry out this work with competent workers experienced in the placing and fixing of steel

reinforcement. Provide evidence of this experience.

2. Provide the name and address of the supplier before delivering any reinforcement to the

site.

3. Confirm that the steel reinforcing supplied complies with the grades specified on the

drawings by producing test results in accordance with NZS 3402 for Engineer approval.

4. Retain all delivery dockets and tags from bundles of reinforcing steel and submit with

materials certificates to the Engineer on request.



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3.2 MATERIALS

REINFORCING STEEL

GRADE 300 STEEL

To NZS 3402. Round bars are shown by symbol "R" and deformed bars by symbol "D", followed

by diameter in millimetres.

GRADE 430 STEEL

To NZS 3402. Round bars shown by symbol "R" and deformed bars by symbol "Y" followed by

diameter in millimetres.

REIDBAR

Hot rolled high strength threaded bar, grade 500 or similar approved.

STEEL MESH

WELDED WIRE FABRIC:

Hard drawn steel wire spot welded to NZS 3422 smooth or deformed and to dimensions shown on

the drawings.

TYING WIRE

Mild drawn steel wire not less than 1.2mm diameter.

3.3 ACCESSORIES

SPACERS AND CHAIRS

Precast concrete or purpose made moulded PVC to the approval of the Engineer.

REIDBAR COUPLER

Type RB-C to suit relevant Reidbar size.

3.4 WORKMANSHIP

GENERALLY

1. Handle and store all reinforcing steel and accessories without damage or contamination.

Store on timber fillets on hard ground in a secure area clear of any building operation. Lay

steel fabric flat. Deliver all bundles of steel to the site clearly marked/tagged with numbers

relating them to the bending schedule and drawings.

2. Cleanliness: All reinforcement to be clean and kept clean so that at time of placing concrete

it is free of all loose mill scale, loose rust and any other contamination that may reduce

bonding capacity.



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3. Rust staining: Protect projecting reinforcement from the weather where rust staining of

exposed concrete surfaces may occur.

4. Reinforcement: All to be deformed other than ties, stirrups and spirals unless shown

otherwise on the drawings.

5. Co-ordinate and sequence assembly and placing of the steel reinforcement with that of the

concrete formwork construction so that both are as specified and ready for the pouring of

concrete.

3.5 CUTTING AND BENDING

Cut and bend bars using proper bending tools to avoid notching and to the requirements of NZS

3109. Do not rebend bars without approval of the Engineer.

BEND DIAMETERS

Unless shown otherwise on the drawings bend main reinforcing bars, stirrups and ties to the former

pin diameters as given in Table 1, NZS 3109 for 300MPa and 430MPa steel.

ADJUSTMENTS

Provide on site facilities for hand bending to deal with minor adjustments.

BENDING TOLERANCES:

To be as follows

Cranks, stirrups and ties where member depth

is less than 200mm +0 - 5mm

is more than 200mm +0 - 10mm

Other steel +0 - 15mm

Length of straight bars +0 - 15mm

3.6 FIXING

Secure reinforcement adequately with tying wire and place accurately, supported adequately and

secured against displacement when concreting. Bend tying wire back well clear of formwork.

SPACING

To be as dimensioned on the drawings but if not shown then the clear distance between parallel

bars in a layer, or the distance between layers, or the spacing of other steel to be the minimums laid

down in clause 3.5, NZS 3109.

TOLERANCES ON SPACING

Main bar spacing in beams/columns ± 10mm

Distance between layers of main steel ± 5mm



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Distance between bars along wall/slab faces ± 20mm

Stirrups/ties spacing in beams/columns ± 20mm

LAPPED SPLICES

1. Length of laps where not dimensioned on the drawings to be in accordance with Table 2,

NZS 3109.

2. Increase laps of plain round steel by 100%. Increase required lengths by 30% if more than

50% of beam bars are lapped at any one location.

3. Provide laps only where indicated on the drawings.

4. Tie all lapping bars to each other.

WELDED SPLICES

To be carried out only with the approval of the Engineer and then to the requirements of NZS 4702

and/or AS1554 and clause 3.6.3 of NZS 3109 in respect of developed strength, location, bars

conforming to and bars not conforming to NZS 3402.

MECHANICAL SPLICES

To be approved by the Engineer before use and capable of developing 1.6 times the yield strength

of the larger bar. Use the appropriate sleeve size and length, all to manufacturer's instructions.

Notify Engineer when ready for inspection and carry out tests, at Contractor

expense, if required. Reidbar couplers are pre-approved for use of Reidbar reinforcing where

shown on the drawings.

STEEL SPACERS

Fix between wall reinforcement at 1.0m centres or as required to maintain position.

3.7 COVER

1. Minimum cover to all reinforcing bars, stirrups, ties and spirals to Table 3, NZS 3109

unless dimensioned otherwise on the drawings.

2. Tolerances on cover relative to the values in Table 3 or otherwise dimensioned:

In slabs/walls + 10 - 0mm

In beams/columns + 10 - 0mm

At ends of members + 25 - 0mm

3. Fix chairs for top reinforcement in slabs at 1.0m centres or to ensure adequate support.

4. Concrete spacer blocks: Where required in exposed concrete work to be made from same

materials and mix as surrounding concrete.



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4 CONCRETE MASONRY

4.1 COMPLIANCE

Read the “Conditions of Contract” and “Preliminaries” to this Specification and comply with the

clauses that apply to this Trade.

4.2 STANDARD

This specification shall be read in conjunction with NZS 4210 Code of Practice for Masonry

Buildings: Materials and Workmanship, which is deemed to form a part of this Specification. In

the event of this Specification being at variance with any provision of that standard, the

requirements of this specification shall take precedence over the provision of the standard.

Reference to any standard shall include any amendments thereto and any standard in substitution

therefore. All materials and workmanship shall comply with these standards unless expressly noted

otherwise. Further requirements below are in amplification of NZS 4201. In clause 1.3.1. the word

“should” is to be read “shall”.

4.3 MATERIALS

GENERAL

All relevant requirements of Concrete Work and Reinforcement of this Specification, shall apply

to this work.

BLOCKS

Blocks shall be of true and unblemished surfaces and arises. All blocks shall be from one

manufacturer only.

Open End Bond Beam blocks shall be used throughout. Where lintel reinforcement and webs of

blocks clash adjacent to jams, turn Open end Bond Beam blocks upside down.

Concrete blocks to top of course of fire walls shall have a certified 4 hours fire resistance rating.

Concrete blocks shall be delivered on pallets and stacked on the job preferably on the same pallets.

Handle and stack blocks carefully to preserve clean, sharp arises.

Blocks shall be kept dry at all times, by covering with tarpaulins during transport to site or when

stacked in the open. Stockpile on pallets clear of surface water. Protect from rain all work during

construction or stoppage of work.

MORTAR

The mortar properties shall approximate to 1 cement: 3-4 ½ sand (parts per volume)> Minimum

mortar compressions strength shall be 12.5 MPa at 28 days.

An approved plasticiser may be used strictly in accordance with the maker’s direction.



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REINFORCEMENT

Refer also the Reinforcement Section of this Specification. Reinforcement shall be deformed mild

or high tensile steel as shown on the drawings, except for ties, which are plain round mild or high

tensile steel. Laps shall be 40 diameters for mild steel or 54 diameters for high tensile steel unless

expressly noted otherwise on the drawings. It is preferred that reinforcement be held in position

by “Apt” ties, and located at least 6mm from a cell face.

GROUT FOR INFILLING

NZS 4210P : 1981 Clause 4 applies. The nominal mix shall be 1 cement: 2 sand, aggregate 5-12

mm (parts per volume) with water/cement ratio not exceeding 0.7. Minimum grout compression

strength shall be 17.5 MPa at 28 days.

The High Lift Grout method must be used. The first layer of Open End Bond Beam blocks shall

be placed upside down to allow flushing out of debris and removal of free water through the

cleanouts.

An approved expansive agent is to be used.

TESTING

Tests as Appendix B to NZS 4210P:1981 shall be carried out at the rate of one slump test at the

start of each day’s mixing and one of each of the compressions tests per day. all costs of testing

shall be borne by the Contractor, who is required to maintain on site the necessary equipment for

taking and preparing of samples for test and shall supply all results thereof to the Engineer.

OBSERVATION

The Engineer requires the Contractor to notify him, at least one full working day in advance, of

when any cell filling will be done, so that he may have the opportunity of observing prior to this

beginning, and of being in attendance. Such notification, observation or attendance shall in no way

relieve the Contractor of any of his responsibilities under the terms of the Contract.

4.4 CONSTRUCTION

LAYING

The Blocklayer shall be the holder of the current NZ Masonry Trades Registration Certificate or

approved equivalent.

Inspect the base of blockwork before starting to lay blocks to ensure that the work can be taken up

true and plum with 10 mm thick bed and perpendicular joints. Should any surface be considered

unsatisfactory, so notify the Contractor, failing which it will be deemed that the previous work of

others is in every way satisfactory for producing a perfect job.

Laying shall be consistent from start to finish, and in accordance with the block manufacturer’s

recommendations and the best modern trade practice. all masonry shall be laid true and plumb,

and to a plane surface, with the faced side of the wall true (where seen only from one side) or with



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selected even width blocks with even plane surfaces on both sides (where both sides are seen). A

3000 mm straight-edge shall disclose no deviation from the plane exceeding 3 mm.

On unplastered work, great care shall be taken to prevent dropping and mortar smears. Should any

occur, the blockwork shall be thoroughly cleaned before it sets. Damage shall be made good at no

extra cost.

CONTROL JOINTS

Control joints to the details given shall be provided where shown in the Drawings. If not shown,

a control joint shall be provided not less frequently than every 6000 mm and shall coincide with

floor joints.

Control joints exposed to the weather shall be sealed with an approved polysulphide sealant

Thioflex 600 or approved equal on approved backing strip strictly in accordance with the

manufacturer’s written instructions. Internal joints shall be sealed with Secomastic or approved

equal on approved backing strips in accordance with the manufacturer’s instructions.

Grouting of bond beams at control joint shall be discontinuous unless expressly noted otherwise in

the Drawings.

GROUTING OF CELLS

Any mortar protruding from the joints is to be removed, and the cells cleaned out before placing

the grout.

One face of the block at the bottom of each vertically reinforced cell shall be cut out, so that the

interiors of these cells may be properly cleaned out before infill concrete is placed.

Where such blocks will not be visible on completion of the work, the block side may be made good

with the infill concrete. Where such blocks will be visible on completion of the work, the block

side shall be closed with a capping (217) block (acting as boxing to the infill concrete) and

subsequently pointed to match the adjacent work. Vertically reinforced cells above a slab, beam

or bondbeam shall be treated similarly.

No cell filling shall take place above a bondbeam until that bondbeam and all cells below it have

been properly filled. The Contractor’s attention is drawn to the fact that reinforced walls will not

be stable under all conditions until the infill concrete in them has reached its design strength, and

that he should therefore allow to suitably strut walls until this strength has been achieved.

BUILDING IN

The Contractor shall check with all trades that all necessary bolts, dowels, lugs, ferrules, sleeves,

pipes, grounds, plugs, water-bars, ties, flashings etc., are firmly fixed where required.

The Contractor shall provide all necessary holes, pockets, chases etc., and shall cut blocks where

non-standard shapes are needed. Subsequent cutting away of concrete blockwork to form holes is

to be avoided. Where cut blocks are used, vertical joins in adjacent courses shall be no closer than

100mm.



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Any holes or chases in blockwork not shown on the Drawings are to be checked with the Engineer

to ensure that the structural design is not impaired.

BOND

Use stretcher bond throughout.

JOINTING

All bed joints shall be flushed up and all perpends well filled. Where scheduled to be fair face

work all joints shall be concave, struck with a special tool, except that in lift shafts, air conditioning

ducts and fire hydrant cupboards the joints shall be flush.

FILLER

Fill between the heads of fire rated concrete block walls and floor planks or beams and between

ends of walls and corners with two runs of ceramic rope and seal to external faces with Thioflex

600 polysulphide sealant to manufacturer’s directions.

DAMP-PROOF COURSES AND FLASHINGS

D.P.C.’S and flashings unless otherwise shown or specified are to be “Super Alcor” or similar

approved.

BUILDING IN FLASHINGS INTO BLOCK WALLS

(a) To toes of concrete beams and foot of external walls.

(b) Elsewhere as shown on Drawings or as required to prevent the penetration of water.

Pack around double-tees at junctions with fire rated block walls with ceramic rope.

Fill between heads of concrete block walls and concrete beams and between ends of walls and

corner of 12 mm thick softboard 12 mm less in width than concrete block wall. Seal to exposed

faces of alls with “Secomastic”.

4.5 GROUTING FRAMES

Grout behind steel door frames in concrete block walls, with fluid grout mixed in the proportion of

1 part cement to 5 parts sand with an approved plasticiser added.

4.6 COMPLETION

On completion of laying, all angles and corners shall be protected against impact and other damage.

On completion, clean down walls and remove all mortar projections and irregularities, (especially

all surplus mortar from beneath the overhanging edges of bottom courses). Make good around all

penetrations through concrete block walls. Make good any damaged corners, arrises or surfaces

of blockwork. Remove from the site all plant and debris pertaining to this trade.



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5 STRUCTURAL STEELWORK

5.1 GENERAL

Refer to the “Conditions of Contract” and “Preliminaries” to this specification and comply with

the clauses that apply to this trade.

5.2 SCOPE

The works covered in this section include the supply of all labour, materials, plant and equipment

for the fabrication, erection and treatment of all structural steelwork, including fixing and

attachments.

DOCUMENTS which relate to this section are:

NZS 3404 Steel structures code Pt 1 - NZ amendments to As 1250 - 1989

NZS 4701 Metal arc welding of steel structures

NZS 4711 Qualification tests for metal-arc welders

AS 1277 General requirements for the supply of hot-rolled steel plates, sections, piling and

bars for structural purposes

AS 1250 Steel structures doe - the use of steel in structures

AS 1252 High strength steel bolts with associated nuts and washers for structural

engineering

AS 1511 Use of high strength bolts in steel structures

AS 1538 Cold formed steel structures code

AS 2204 Zinc rich organic primary paint

SAA MA1.8 Manual on steel structures - fabrication

SAA MA1.9 Manual on steel structures - erection

AWRA Flame cutting of steels (Australian Welding)

BS 729 Hot dip galvanised coatings on iron and steel particles

SIS 05 59 00 Pictorial surface preparation standards for painting steel surfaces (Swedish)

HERA 17 Vol 2 Hera design guides - Fabrication and erection of structural steel

Documents listed above and cites in the clauses which follow are deemed to form part of this

specification.

However, this specification takes precedence in the event of it being of a higher standard than the

cited documents.

The latest edition of any such document (including amendments) in force at the date of tender,

applies to this section.



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5.3 MATERIALS

SECTIONS AND SHEET

STRUCTURAL STEEL: Comply with Australian, British and Japanese Standards for steel as

required by Clause 2.1.1 NZS 3404 Pt 1. Test and stress relieve for brittle fracture when required

by Clause 2.1.2 NZS 3404 Pt 2.

ACCESSORIES

ELECTRODES: To comply with AS 1554 Pt 1 and selected for grade of steel being welded as

required by NZS 4701.

WIRE: Welding wire as recommended by manufacturer for materials to be joined and the welding

position.

FLUX: Welding flux must be dry and used from sealed containers.

STEEL STUDS: Material for arc stud welding to comply with AS 1554 Pt 2.

BOLTS, NUTS AND WASHERS: Grade 4.6 screws and bolts to comply with AS 1111. Grade

4.6 nuts to comply with AS 1112. Grade 8.8 bolts and washers (high strength structural quality

only) to comply with AS 1252. Hot dip galvanise to BS 729 bolts, nuts and washers forming a

permanent part of a structure.

All bolts to be grade 8.8, hot dip galvanised, unless noted otherwise.

5.4 FABRICATION

TOLERANCES: Structural components to comply, for straightness, length, full contact splices

and struts not prepared for full contact with Clause 11.2 AS 1250.

CUTTING: Hand cut only where machine cutting not possible. All cutting to comply with Clause

11.3.2 AS 1250 and Clause 5.2 Hera 17, Vol 2.

WELDING: Employ NZS 4711 qualified welders only on the construction. Comply with Clause

11.3.3 AS 1250 (as amended by NZS 3404), NZS 4701 and Clause 12.9 NZS 3404.

WELD FAILURE: Comply with NZS 4701 for detailed guidance on welding inspection and

quality control.

HOLDING: Comply with AS 1250 for sizes, alignment, finishing, punching and flame cutting of

holes in accordance with AS 1511. Comply also with Clause 12.9 NZS 3404.

BOLTING: High strength bolting to comply with AS 1511.



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5.5 ERECTION

GENERAL

Do not start erection until holding down bolts and anchorages have been cast-in-place long enough

to achieve sufficient strength.

TOLERANCES

Comply with Clause 11.4 AS 1250 for level and alignment of beams and alignment and plumbing

of struts.

BASE PLATES

Enlargement or cutting of holes is not permitted without approval of the engineer. Bending or

displacement of holding down bolts is also not permitted.

COLUMNS

Plumb columns using sawn steel packs and wedges not larger than necessary for the purpose.

Report to Engineer when column base is to be raised by more than 25 mm. Fill space beneath base

plate with cement-sand grout, containing an approved non-shrink additive, having a minimum

compressive strength of 30 Mpa at 28 days, or by the use of a dry pack of 1:2 cement : sand mortar

hammered in tight to ensure complete filling of space.

SAFETY DURING ERECTION

Comply with Clause 11.4.3 AS 1250 and Labour Department regulations during the erection of a

structure.

5.6 WORKMANSHIP

GENERAL

GENERALLY: Carry out all of the construction of a structure to As 1250, as amended by NZS

3404 Part 1 and to NZS 3404 Parts 1 and 2.

SUPPLY: Comply with AS 1227.

DEFECTS: Discard material showing visual defects that affect its structural integrity.

SURFACE FINISH: Grind off all burns and sharp arrises. Rust grade not to exceed “C” as in SIS

05.50.00.

IDENTIFY STEEL at all stages to Clause 11.1.4 AS 1250.

5.7 DRAWINGS

REFER to architectural, electrical and services drawings to ensure all details and all fixings they

require are provided for in the structural steel work.



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VERIFY DIMENSIONS against site measurements prior to fabrication.

SUPPLY shop erection drawings (2 sets) to the Contractor for review by Engineer prior to

fabrication.

SHOP DRAWING CONTENT: Shall be prepared by draughtsmen normally employed on shop

detailing and capable of uniform work of a high commercial standard.

The shop drawings shall consist of the following documents:

(1) A layout and marking plan describing the position of each item or sub assembly.

(2) A parts list of all items.

(3) Sub assembly drawings of fabricated items prepared with sufficient precision for others to

work from in the shop and during assembly.

(4) Details of materials, fabrication and assembly reflecting the engineer’s drawn or specified

requirements in sufficient detail for ordering by others.

Drawings shall be prepared by the draughtsmen and held by them as originals. All prints shall be

taken from the originals or amended originals. Shop drawings for checking by the Engineer shall

be at the latest amendment.

5.8 QUALITY ASSURANCE

GENERAL

Maintain Quality Assurance programmes for both fabrication and erection as necessary to assure

that all work is performed in accordance with this specification and the qualifying requirements of

the contract documents.

FASTENERS

Bolts, nuts and washers to comply with and to be installed to the requirements of AS 1511.

TOLERANCES

Comply with the tolerances laid down for holding down bolts, columns, beams and other members

in Hera 17 Vol. 2 and AS 1250.

Welded joints shall be free from defects that would impair the service performance of the

construction and should exhibit reasonable surface finish in consideration of the efficiency and

appearance of surface protection subsequently to be provided.

Defects of the following type shall be rectified at the Contractor’s expense:

(a) Any crack, suspected crack, lack of fusion, incomplete root penetration, overlap,

incompletely filled groove or excessive undercut.



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(b) Porosity shall be unacceptable where the total area of gas pores shown on any 625 mm2

of radiograph is greater than either 2% of the radiograph of plate up to 12 mm thickness of

3% of the radiograph of plate 12 mm and over in thickness, except that, where any defect

acceptable under the provisions of this specification occurs with porosity, the allowable

limit for porosity shall be reduced to 1%.

(c) Inclusive of blow holes shall be unacceptable.

WELDING INSPECTIONS

Contractor to allow for the use of an independent qualified welding inspector who may be

appointed and who will check qualification of welders and carry out visual, radiographic and other

methods of treating as may be considered necessary by the inspector. If further testing is required

because of defects found this shall be at the contractors expense.

The Contractor shall comply with all reasonable instructions from the Engineer to cut out in search

of defects and shall supply the plant necessary for this purpose. “Reasonable” shall mean the

cutting out of not more than 25 mm per 2.5 m of the total welding except that where a particular

weld is under suspicion after discovery of a defect, the Contractor shall cut out such additional

amounts as the Engineer may require.

The welding inspector to provide welding signoff to engineers upon completion of the project.

5.9 SURFACE TREATMENTS

All surfaces to be painted are to be prepared by sand blasting to Swedish standard 2 ½ to achieve

a blast profile of at least 40 microns.

Oil, grease and fine surface dust shall be removed immediately before the main application of the

paint. Surfaces to be surrounded by concrete shall remain unpainted from 30mm below the

concrete surface.

Apply coat 1 within 4 hours of blasting.

No paint shall be applied to any surface which is not clean (as above), or perfectly dry, or under

weather conditions which, in the opinion of the Engineer, are likely to be harmful to paint.

Sufficient time must be allowed between coats for the paint to harden and that time shall not be

less than two days.

PREPARATION OF ENCASED STEELWORK

Clean steelwork that is to be encased in concrete to remove all loose mill scale, rust, dirt and other

matter that will affect bond with concrete. Achieve this by the use of wire brushing and suitable

solvents.



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COATINGS

1. Structural Steel - All steel to be Grit Blasted to SA 2.5 then hot dipped galvanised in

accordance with NZS 4680 with minimum zinc coating of 600gm/sqm.



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6 TIMBER

6.1 EXTENT

The extent shall include supply and fixing of all structural and timber in accordance with relevant

NZS codes and Fiji Building Code.

6.2 TIMBER GRADES

Unless otherwise specified all timber shall conform to the requirements of the “National Grading

Rules for Fijian Timbers”, viz:

No. 1 Framing : timber for high grade framing and general utility purposes for use in buildings of

first class construction.

-Fiji – F – Select

No.2 Framing : timber for general framing and utility purposes, but suitable in first class

construction for various members in non-bearing positions and other applications where the

unsupported length is not excessive.

- Fiji – C- Standard

The use of Fiji Pine (P. Caribaea) “shall be governed by the requirements of the “Provisional

National Grading Rules for Fiji Pine (P. Caribaea) “timbers and pine poles. Fiji Pine timber from

TROPIK WOODS LTD., to conform with that Company’s current grade Specifications.

The use of American, Australian and New Zealand timbers shall be governed by their respective

rules, regulations, gradings etc. but shall not be less than Fiji Standards.

The use of Fiji Mahogany for finishing applications should be governed by the provisions of the

Fiji Forestry Department’s draft “Mahogany Grading Rules”.

The use of other exotic timbers for structural members shall require the approval in writing of the

Structural Engineer.

6.3 TIMBER MOISTURE CONTENT

Wet Zone (e.g. Suva, Nausori, Lami) = 17% + / -3%

Intermediate Zone (e.g. Sigatoka, Labasa) = 15% + / -3%

Dry Zone (e.g. Nadi, Lautoka) = 14% + / -3

Unless otherwise specified, moisture content of framing timber at time of delivery shall not exceed

25%

HARDWOODS – TANALITH or CELCURE AN:

Hazard 1 : 3.5 kg/m3 minimum retention/treatable volume.


Hazard 3A : 18.0 kg/m3 minimum retention/treatable volume.



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Hazard 3B : Not recemmended


SOFTWOODS – TANALITH NCA or CELCURE AN:



Hazard 3A : 12.0 kg/m3 minimum retention/treatable volume.


HARDWOODS – IMMUTAN F or CELLULAR PA:


Hazard 2, 3A, 3B and 4 : Not approved.

NOTE: Retention’s quoted for “Softwoods” refer only to dakua, makadre, dakua salusalu, yaka,

Mauna, kuasi, Fiji and slash pines and to any coniferous imports. All other commercial species

(e.g. Kauvula, Kaudamu) are “Hardwoods” in the context of the above table.

The hazards 1-4 above are defined as follows:

Hazard 1 : Out of Ground Contact and Continuously Protected From The Weather.

Situations where timber is continuously protected from the weather, adequately ventilated, free of

contact with the ground, damp masonry, etc., e.g. furniture timbers, internal panelling, interior

framing and roofing timbers, etc.

Hazard 2 : Out Of Ground Contact Not Continuously Protected From The Weather

Situations where timber is not in ground contact but is not continuously protected from the weather,

or situations as in continuous contact with damp masonry in unventilated groundline floors, other

damp situations, exposed verandah floors, garden furniture, barge boards, etc.

Hazard 3 : In Ground Contact. Situations where timber is in continuous contact with the ground.

This end-use category is subdivided into two commodities based on the acceptable life of different

commodities and their relative values:

Low risk, low value items, e.g. fence posts.

High risk, high value items, e.g. house piles, poles for pole frame housing, transmission poles etc.

Hazard 5 : Marine Users

NOTE: Situations arise in which the timber end-use does not obviously fall into one hazard

category or the other. In such circumstances, for permanent structures of first class construction

the more severe hazard should be assumed and the higher level of treatment this implies adopted.

For example, weather-boarding, properly painted (primer, undercoat, finishing coat) and

maintained, theoretically would qualify as hazard 1 – ‘out of ground contact, continuously

protected’. In practice, however, this frequently could not be guaranteed and hazard 2 – ‘out of

ground contact, not continuously protected would be considered the appropriate one.



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6.4 TIMBER SIZE TOLERANCES

Size tolerances shall conform to the “Specifications for Metric Dimensions for Timber in Fiji”, as

detailed by the Timber Industry Sub-Committee of the Metrication Board.

6.5 PLYWOOD GRADES

Unless otherwise specified, all plywood shall conform with “Fiji Forest Industries Limited

Plywood Manufacturing Standards.”

Select, good in both faces, select, good in one face, or Standard Grade; interior, exterior, structural,

marine or formwork grade; and thickness; shall be used as specified in the drawings..

Select Grade includes “no joints in face veneer” for clear natural finish.

6.6 WORKMANSHIP

Frame all work together the best trade practice and workmanship including checking, housing,

halving, mitering, spiking, bolting, screwing as required for first class work. All framing shall be

square and plumb or level and set to required lines. Joints shall be close-fitting with an even

bearing over the entire contact surfaces. Provide all fillets, packing, moulds for proper completion

of work. Provide all nails, screws, bolts, coach screws, fastening and powder-powered fixings as

required.

6.7 PRIMING

Prime all end-grain 2-3 thick coats of primer before assembly.

Prime all joints before assembly and all faces of timbers and timber in contact with concrete

surfaces and metalwork with one thick coat of prepared primer of an approved brand and set on

D.P.C. before fixing timber. The Primer shall be of the same manufacture as the Undercoat and

Finishing Coats. Refer to Clause L09 PAINT TYPE.

6.8 FIXINGS

Generally, all screws, nails bolts and other fixings, incidental to, or necessary to complete this

Section of the work shall be allowed for and be of ample length and gauge necessary for secure

fixing. No joinery shall be fixed to concrete work until such concrete work have been thoroughly

cured and dried.

Nails: shall be hot dip galvanised for use in treated framing timbers and all timbers and all exterior

fixings, and bright steel for interior use. In framing timber nails shall penetrate the holding timber

at least half their length. Interior finishing timbers shall be fixed with brads. Drill for nails to

avoid splitting where ever necessary.

Flashings to larger penetrations than 00mm dia. and to columns shall be carried out in 0.61mm

thick, colorbond zincalume steel as shown on drawing strictly to Manufacturer’s Instructions



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6.9 DEFECTIVE WORK OR MATERIALS

All timber and plywood showing excessive shrinking or cracking or otherwise showing defects

structurally or visually shall be removed at the Contractor’s expense and the work replaced to

approval.

6.10 PROTECTION OF WORK

All finished or partly finished work shall be protected from water damage, discoloration and other

surface injury.