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STRUCTURAL WORKS SPECIFICATION
For
FIJI NATIONAL UNIVERSITY
PROPOSED THREE STOREY BUILDING
FOR FIJI MARITIME ACADEMY, SUVA
March 2018
(Issued for Tender)
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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 2 : 7.0 kg/m3 minimum retention/treatable volume.
Hazard 3A : 18.0 kg/m3 minimum retention/treatable volume.
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Hazard 3B : Not recemmended
Hazard 4 : 48.0 kg/m3 minimum retention/treatable volume.
SOFTWOODS – TANALITH NCA or CELCURE AN:
Hazard 1 : 3.5 kg/m3 minimum retention/treatable volume.
Hazard 2 : 7.0 kg/m3 minimum retention/treatable volume.
Hazard 3A : 12.0 kg/m3 minimum retention/treatable volume.
Hazard 4 : 48.0 kg/m3 minimum retention/treatable volume.
HARDWOODS – IMMUTAN F or CELLULAR PA:
Hazard 1 : 1.6 kg/m3 minimum retention/treatable volume.
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.