gisborne district council contract nº … · 5.0 appendices. gisborne district ... t-ces 101 (nz):...

GISBORNE DISTRICT COUNCIL

CONTRACT Nº EW13/20

CONTRACT FOR: ALFRED COX PARK/AWAPUNI SCHOOOL CYCLE AND WALKWAY

5.0 APPENDICES



CONTRACT FOR: ALFRED COX PARK/AWAPUNI SCHOOOL CYCLE AND

WALKWAY

5.1 T-CES 101 (NZ): Specification for Normal Concrete in General Civil

Engineering Works Materials, Plant, Mixing and Placing

T-CES 101 (NZ): Specification for Normal Concrete in General Civil Engineering Works

T-CES 101 (NZ)

October 2009 1

T-CES 101 (NZ): SPECIFICATION FOR NORMAL CONCRETE IN

GENERAL

CIVIL ENGINEERING WORKS

MATERIALS, PLANT, MIXING AND PLACING

Contents

1 SCOPE

2 CONCRETE PLANT

3 MATERIALS

4 CONCRETE

5 REJECTION OF CONCRETE

6 FORMWORK

7 REINFORCEMENT

8 CONCRETING

9 SURFACE FINISHES

10 CURING

11 DEFECTS

12 REPAIR OF DEFECTS

13 TOLERANCES ON DIMENSIONS


T-CES 101 (NZ)

October 2009 2

Related Documents

Reference is made in this specification to the following…

T-CES 517 Specification for falsework in general civil engineering works

NZS 3101:2006 Concrete Structures Standard

NZS 3104:2003 Specification for concrete production

NZS 3109:1997 Specification for concrete construction

NZS 3111:1986 Methods of test for water and aggregate for concrete

NZS 3112:1986 Methods of test for concrete (Parts 1, 2 and 4)

NZS 3114:1987 Concrete surface finishes

NZS 3121:1986 Water and aggregate for concrete

AS/NZS 4671:2001 Steel reinforcing materials

Revision History

Revision 2/89: Altered to suit current New Zealand Standards. Plant Grading

requirements amended. Defects section added.

Revision 1990: Minor changes to plant grading clauses. Clause 5.1 amended to make

Contractor responsible for testing.

Revision 1992: Change of reference number from CD 101:1990 to CES 101:1992.

Document reformatted.

Revision 1995: Temperature matched curing added to 5.2. Other minor editorial changes.

Revision 4/97: Company name change.

Revision 12/04 CES 105 merged. Document updated for revisions to NZS 3104,

NZS 3109, and ASTM C1074. Requirements for reinforcement, reference

to AS/NZS 4671, and schedules for project specific requirements added.

Revision 11/05 Font change. Change of reference number from CES 101 to T-CES 101.

Revision 10/09 T-CES 101 divided into two documents; T-CES 101 (NZ) Normal (this

document) for Normal concrete and T-CES 102 (NZ) Special for Special

concrete. Appendix C updated in T-CES 102 (NZ) Special to include

specification options for marine concrete and wastewater concrete.

Addendum 1 to Notes incorporated into Notes.


T-CES 101 (NZ)

October 2009 3

1 SCOPE

1.1 Scope

This specification covers the materials, plant, mixing, placing and testing of Normal

concrete, as defined by NZS 3104; the materials, design, fabrication, erection and striking

of formwork for concrete; and the materials, handling fabrication placing and fixing of

reinforcement for civil engineering works. The basic requirements are set out in NZS

3109, Concrete Construction, and are modified by the requirements of this document.

The requirements for formwork are to be read in conjunction with the specification for

falsework, T-CES 517. Except as used for blinding concrete, Prescribed Mix concrete is

not covered by this specification. Special concrete is not covered by this specification.

1.2 General Requirements

1.2.1 The requirements of NZS 3109 Concrete Construction shall apply unless modified below

or elsewhere in the contract documents.

1.2.2 The Engineer will assume the role of Construction Reviewer defined by NZS 3109.

1.3 Production Standards

Concrete used in construction, whether made on the site or supplied ready mixed or

supplied in the form of precast units, shall comply with the requirements of NZS 3109, and

shall be manufactured in accordance with the requirements of NZS 3104 for the specified*

concrete class as defined by NZS 3109 and NZS 3104.

* Refer to the attached schedule.

2 CONCRETE PLANT

All plants supplying Normal concrete to the project shall hold and maintain a current

quality Certificate of Audit in accordance with NZS 3104 throughout the duration of their

supply of concrete for the contract. A copy of each plant’s current Certificate of Audit shall

be submitted to the Engineer prior to their initial supply of concrete. Should the Certificate

of Audit expire within the duration of supply of concrete for the contract, a copy of the

revalidated certificate shall be supplied to the Engineer prior to expiry of the initial

certificate. Supply of concrete from the plant shall otherwise cease until a revalidated

certificate has been supplied.

For a plant that does not already hold a quality Certificate of Audit, the Contractor shall

arrange for a First Audit, in accordance with the requirements of clause 2.16.3 of NZS

3104, which shall be completed and only after issue of a Certificate of Audit may concrete

from the plant be used for the contract.


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3 MATERIALS

3.1 Cement

Consent shall be obtained from the Engineer for the particular brand and type of cement

to be used in each part of the work and no change shall then be made without the written

consent of the Engineer.

3.2 Aggregates

Consent shall be obtained for the aggregates proposed for use in each part of the work

and thereafter neither the quality nor the source shall be varied without the prior

agreement of the Engineer.

For most concrete work, the coarse aggregate shall contain particles of at least 19mm

nominal size. The use of pumps for concrete placement will not be accepted as

justification for a reduction in aggregate size.

3.3 Alkali-Silica Reaction (ASR)

If the aggregates used are potentially reactive with cement alkalis, the following

precautions shall be taken:

(a) The reactivity of the fine and coarse aggregates proposed for use in a particular concrete shall be determined by petrographic examination, accelerated laboratory

testing or field experience as described in section 6.1 of TR3 (2003)∗.

(b) If the aggregate supplier and/or concrete producer can confirm that the proposed aggregates are non-reactive as defined in clause 6.1 of TR3 (2003)* then no further precautions need be applied.

(c) If the aggregate supplier and/or concrete producer cannot confirm that the proposed aggregates are non-reactive as defined in clause 6.1 of TR3 (2003)* then the following precautions shall be taken:

(i) For Normal Concrete as defined by NZS 3104:2003 the concrete producer shall certify that the total alkali content in the concrete shall not exceed 2.5 kg/m

3

from all sources.

(ii) Where the concrete producer cannot certify that the total alkali content is less than 2.5 kg/m

3 then the concrete shall be designated as Special Concrete. The

Engineer shall be informed of the change in designation.

∗ CCANZ, (2003), “TR3 Alkali Silica Reaction”, Technical Report 3, Cement and Concrete Association of

New Zealand.


T-CES 101 (NZ)

October 2009 5

3.4 Reinforcement

Steel reinforcement bars and welded wire mesh shall conform to AS/NZS 4671 and shall

be of the grade or designation specified in the attached schedule of reinforcement

requirements.

4 CONCRETE

4.1 Concrete Grade

4.1.1 Concrete shall be Normal, as defined by NZS 3104, as specified in the attached Schedule

of Project Specific Concrete Requirements, and shall have a minimum 28 day

compression strength as also specified in the attached schedule.

4.1.1 Blinding concrete shall have a minimum 28 day compression strength of 10 MPa and

comply with the requirements for Prescribed Mix concrete specified by NZS 3104.

4.2 Concrete Production

4.2.1 Concrete shall be supplied from a plant satisfying the requirements of Section 2 above.

No concrete shall be manufactured for use in the contract until the consent of the

Engineer has been given. Final consent for concrete manufacture may be subject to a

site inspection of the plant in operation.

4.2.2 If at any time a plant supplying Normal concrete is unable to demonstrate to the Engineer

that it is maintaining the appropriate standard, then it shall cease supply of concrete to the

contract until test results show that corrective measures have proved adequate.

4.3 Concrete Mix Design for Normal Concrete

4.3.1 The concrete producer shall be entirely responsible for design of the concrete mix, within

the constraints given within this specification, to achieve the properties and durability

specified in the attached Schedule of Project Specific Concrete Requirements. Design of

the concrete mix for durability shall comply with the requirements of Appendix A and shall

be consistent with the concrete cover to the reinforcement adopted (refer to clause 7.2).

4.3.2 Prior to the commencement of concreting operations, the Contractor shall supply to the

Engineer the following details for each mix for acceptance.

(a) concrete grade;

(b) target mean strength;

(c) mix designation;

(d) batch weights of cementitious materials and aggregates (saturated and surface

dry);

(e) target slump;

(f) type and amount of admixture used including amount of air entrainment (if

applicable);

(g) yield;


T-CES 101 (NZ)

October 2009 6

(h) free water/cement ratio by weight; (i) free water content.

The Engineer, in addition, may require the provision of typical physical properties for each

separately batched component of aggregate and the batch weights of each in the mix for

the concrete being supplied.

During the course of concrete supply to the contract, any variation made to the mix design

shall be immediately notified to the Engineer.

Ready mixed concrete plants concerned to maintain the confidentiality of their mix designs

may supply the above information directly to the Engineer clearly marking their statement

"Confidential". This information will not be disclosed by the Engineer to other parties.

4.4 Surface Agents and Treatments

No surface agents shall be used on formwork or treatment applied to the surface of the

concrete without the prior written consent of the Engineer. Applications for such consent

shall give full details of the proposed compound including rate and method of application,

and the reason for its use.

4.5 Delivery Records for Ready Mixed Concrete

Delivery records shall be supplied to the Engineer’s site representative for all concrete

delivered for the contract, listing the following:

(a) mix designation or code (to enable the concrete to be identified with the mixing records)

(b) type of cementitious material (c) nominal maximum aggregate size (d) details of any admixtures (name and amount) (e) specified strength and delivery slump ordered (f) date and time of completion of mixing (g) quantity delivered (h) amount of any additional water added in transit from the batching plant or on site,

and the initial and re-measured slump values

4.6 Dry Pack Mortar

4.6.1 Dry pack mortar where specified on the drawings shall consist of a sand/cement mix in the

loose volume proportions of one part of cement to two parts of well drained Class A

(coarse) plastering sand or concrete sand complying with NZS 3103 and NZS 3121

respectively. The sand and cement shall be thoroughly dry mixed before the addition of

water. Sufficient water shall be added to produce a mortar which will retain its shape on

being moulded into a ball by slight pressure of the hands but will not exude free water.

4.6.2 The concrete against which the dry pack mortar is to be placed shall be saturated but

surface dry. The dry pack mortar shall be solidly compacted in layers by a hardwood

caulker and a hammer and shall be cured for seven days by moistening frequently or by

membrane curing (see clause 11.1), eg. plastic sheet secured in place.


T-CES 101 (NZ)

October 2009 7

4.6.3 Mortar for seating bearings shall have the same sand/cement proportions as above but

shall have sufficient water added to enable it to deform in a plastic manner under imposed

load.

5 REJECTION OF CONCRETE

If at any time the concrete does not satisfy the specification, delivery shall cease until

approved correction action has been taken. The cost of any mix alteration, including

increased cement content if required, necessary to make the concrete satisfactory, shall

be at the Contractor's expense.

5.1 Slump Tests

Concrete with a slump value immediately prior to placing that exceeds the tolerance limits

specified in NZS 3109 Clause 9.4.2 shall be liable to rejection at the discretion of the

Engineer.

5.2 Compression Tests

When concrete is liable to rejection based on the results of compression testing carried

out in accordance with NZS 3104, the Contractor may elect to take and test cores in

accordance with clause 9.5.3 of NZS 3109. Within one week of the rejection order and

before taking any action the Contractor shall notify the Engineer in writing of his intention

to cut cores. Cores shall be cut at the Contractor's expense, where agreed by the

Engineer, without damaging any reinforcement. Cores shall be as large as is practicable

up to a maximum of 100 mm diameter. The compression testing of cores shall be

undertaken by a testing authority acceptable to the Engineer.

In place of NZS 3109 Clause 9.5.3.1, the test results shall be evaluated as follows:

The test results shall be corrected for the shape of the specimen by multiplying the

compressive strength obtained by the appropriate factor from the following table:

Ratio of Length of Core

to Diameter (L/D)

Shape Correction

Factor

2.00

1.75

1.50

1.25

1.00

1.00

0.98

0.96

0.93

0.87


T-CES 101 (NZ)

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Cores tested shall be of dimensions providing L/D values within the range of the table.

Intermediate values shall be obtained by interpolation.

The test results shall also be corrected for the orientation of the core axis relative to the

direction of concrete placement by multiplying the compressive strength obtained by the

appropriate factor from the following table:

Orientation of Core Axis

Relative to the Direction

of Concrete Placement

Loading Direction

Correction Factor

Tested perpendicular to

the layers of concrete as

placed

Tested parallel to the

layers of concrete as

placed

1.0

1.08

Apart from the L/D correction factor and the loading direction correction factor, no other

correction factors shall be applied to the compression strength test results from cores.

The test report shall note whether or not the reported test results have been corrected.

If the corrected compressive strength is in compliance with the following criteria, the

concrete will be deemed to be satisfactory and the structure will be accepted after the core

holes have been repaired in accordance with this specification:

(a) The average strength resulting from the test of the cored specimens is not less than 0.85f’c or f’c - 3.5 MPa, whichever is greater, and

(b) No single specimen test result is less than 0.80f’c or f’c - 4.5 MPa, whichever is greater.

6 FORMWORK

6.1 Definitions

For the purposes of this specification, the following definitions apply:

Formwork:

The portion of the temporary work which gives the concrete structure its required shape,

and contains it until the concrete has hardened. It includes the sheathing and its

immediate supporting framework or stiffeners.

Permanent Formwork:


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Formwork which remains in place and becomes part of the permanent structure. (Used

only where specified or consented to by the Engineer.)

Falsework:

The system of foundations, beams, struts, ties and bracing which supports the formwork,

associated accessways and the placed concrete, and any other part of the permanent

structure.

6.2 Design, Fabrication and Erection

6.2.1 Surface Quality Requirements

The joints between boards or panels shall form a regular pattern, consistent with the

general lines of the structure. The layout of form ties shall also be considered as part of

this pattern.

Provision shall be made for forms to be retightened against previously placed concrete

when concrete is placed in more than one lift or section.

6.2.2 Details of Formwork

Forms shall be filleted or chamfered at all sharp edges, unless detailed otherwise, and

shall be given a slight bevel at projections to ensure easy removal of the forms.

6.2.3 Permanent Formwork

All permanent formwork used in the construction shall comply with all relevant parts of this

specification. Its design shall ensure that it is permanently anchored to the concrete. The

surface where it is supported by the falsework shall be left undamaged after removal of

the falsework.

6.3 Dismantling of Formwork and Falsework

6.3.1 For prestressed concrete members, falsework and formwork shall not be removed from

the soffit until either the prestressing has been completed to a stage defined elsewhere in

the contract documents, or has been fully completed.

6.3.2 If the Contractor wishes to load any concrete member with plant or materials before the

concrete in that member, or in adjacent members continuous with it, has attained its

specified strength, prior consent shall be obtained from the Engineer. The request for

consent shall include calculations showing that no damage will be caused by the loading.

6.3.3 The sequence of dismantling shall be as shown on the drawings, or, if not shown, shall be

as consented to by the Engineer. For continuous slab, girder or arch spans, the falsework

shall not be removed until the required time has elapsed after the placing of the last

concrete in immediately adjacent spans.


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7 REINFORCEMENT

7.1 Handling, Fabrication, Placing and Fixing

The handling, fabrication, placing and fixing of reinforcement shall comply with Section 3

of NZS 3109 except as modified below.

7.2 Concrete Cover to Reinforcement

The minimum concrete cover to the reinforcement shall comply with Appendix A for the

design life and exposure classification specified in the attached Schedule of Project

Specific Reinforcement Requirements and for the cement binder type adopted by the

concrete producer.

7.3 Reinforcement Lap Lengths

Where the lap lengths of splicing deformed reinforcement are not explicitly shown on the

drawings, the lap lengths shall comply with those given in the attached schedule

(Appendix A, clause A4).

7.4 Welding of Reinforcement

Steel reinforcement shall not be welded except where specified on the drawings or where

consented to by the Engineer.

8 CONCRETING

8.1 Handling and Placing

8.1.1 The contractor shall submit the proposed handling and placing methods, sequence and

timing of pours and location on construction joints for the Engineer's consent before

concrete placing commences. Where a placing diagram, construction joint location

diagram or equivalent is included in the drawings, the requirements thereof shall be

followed unless changes are specifically agreed by the Engineer in writing.

8.1.2 Unless otherwise agreed, the Engineer shall be advised at least eight working hours

before the proposed time for concreting, that foundation, falsework, reinforcing steel

construction joints are ready for inspection. Concrete shall not be placed until consent by

the Engineer is given.

8.1.3 Concrete shall not be dropped through a free fall greater than two metres unless

otherwise agreed.

8.1.4 Equipment for rain and frost protection shall be available immediately when required.


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9 SURFACE FINISHES

9.1 Basic Finish

Except where a particular standard is shown on the drawings or specified in the attached

Schedule of Project Specific Concrete Requirements, the concrete surface finish on

general construction work shall comply with the requirements of NZS 3114, F3 finish for

formed surfaces and U1 finish for unformed surfaces.

9.2 Precast Concrete Units

9.2.1 For all precast concrete units all surfaces except those against which concrete will be

subsequently placed, shall have a concrete surface finish complying with the requirements

of NZS 3114, F4 finish for formed surfaces and U3 finish for unformed surfaces.

9.2.2 Surfaces of precast units against which concrete will be subsequently placed shall be

prepared as type B construction joints (refer NZS 3109, clause 5.6.3).

9.3 Special Finishes

9.3.1 Where special architecture formed finishes are shown on the drawings, these shall be

produced by casting the concrete against formwork complying with the consent procedure

specified in clause 9.3.3.

9.3.2 The colour and surface finish of the concrete for each type of special finish shall be

uniform throughout the whole job. Metal ties for formwork shall be placed in a regular

pattern as agreed with the Engineer.

9.3.3 Unless ordered otherwise by the Engineer, the Contractor shall construct sample panels of

each special finish shown on the drawings. The panels shall be cast using the

Contractor's proposed formwork, concrete mix and method of placing concrete. The

proposed time and method of stripping and method for any additional finishing shall also

be used. Additional sample panels may be required by the Engineer if the initial formwork

or methods do not produce the required standard of finish. When a finish has been

produced to the Engineer's satisfaction, that sample panel shall be the standard for the

whole of the work requiring that finish.

10 CURING

10.1 Membrane Curing

Only where the nature of the site or the shape of the concrete surface is such that water

curing will be difficult to effectively achieve, will consideration be given to the acceptance

of membrane curing compounds or the covering of the concrete with impermeable

sheeting. Where impermeable sheeting (eg, polythene sheet) is used, it must be

continuously secured in position at its edges.


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The use of membrane curing shall be subject to the written consent of the Engineer,

following the submission of full details of the method proposed (including details of the

curing compound where applicable) and the area of proposed use.

Should a curing compound fail to weather and strip off concrete surfaces leaving an

acceptable uniform appearance, then any additional work (eg. removal by mechanical

means) required to achieve this will be at the Contractor's expense and will not constitute

any extra to the contract.

10.2 Accelerated Curing

Where an accelerated curing process is to be used, the Contractor shall supply evidence

to the Engineer, for his acceptance, that the plant and process is capable of producing the

desired results. The Engineer’s acceptance shall be obtained prior to the application of

accelerated curing to any concrete elements manufactured for the work.

10.3 Curing Time

For unformed surfaces, curing of the concrete shall commence on completion of finishing

operations as specified in NZS 3109: 1997 clause 7.8.2.

For formed concrete surfaces, curing shall commence immediately on loosening or

removal of forms as specified in NZS 3109: 1997 clause 7.8.3.

Curing shall be continued for the period specified in NZS 3101: 2006 Section 3.

Where an accelerated curing process is used, (clause 7.8.5 of NZS 3109 refers) as soon

as the temperature of the concrete unit has returned to ambient, water curing shall be

applied and maintained for a period of at least three days, unless at the termination of the

accelerated curing process the concrete has achieved the strengths given in the following

table as determined from a statistical analysis of compression tests of a minimum of 3 test

cylinders cured alongside and under the same conditions as the concrete unit.

Specified Minimum

Characteristic Strength

Minimum Strength at

Completion of Curing by

Accelerated Methods

25

32

40

50

15

20

25

32


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11 DEFECTS

11.1 General

In the finished work concrete shall be sound dense and homogenous, free of any voids,

foreign matter or other defects except as permitted elsewhere in the contract documents.

11.2 Minor Surface Defects

Abrupt or gradual variations in surface evenness, blowholes, honeycombing and other

physical irregularities, which exceed the limits specified in NZS 3114 for the particular

class of surface finish required in section 10 of this specification, and plastic cracks up to

12mm depth shall not be permitted, unless agreed in writing by the Engineer and repaired

in accordance with clause 12.2.

11.3 Structural Defects

Structural defects as determined by the Engineer, including chipping, spalling,

honeycombing and cracking all deeper than 12mm, shall not be permitted unless agreed

in writing by the Engineer, and may constitute grounds for rejection of that component at

the discretion of the Engineer.

12 REPAIR OF DEFECTS

12.1 General

Where defective concrete is present the Contractor shall not undertake remedial

measures without the knowledge and consent of the Engineer.

All defective areas shall be thoroughly investigated to ascertain the extent to which the

defective work extends.

Surface plastering or cement washing to cover up poor workmanship is not permitted.

The colour and texture of repaired surfaces shall match that of the adjacent concrete.

12.2 Repair to Minor Surface Defects

Projecting defects shall be removed by grinding.

Dry pack mortar (Section 4.6) shall be packed into all formwork tie holes and holes of a

similar magnitude.

Other minor surface defects may be repaired by mortaring applied by ‘bagging in’ to a

method agreed with the Engineer.

Any excess mortar including that on adjacent surfaces shall be cleaned off immediately by

scraping with a steel float and/or by subsequent grinding.


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October 2009 14

12.3 Repair of Structural Defects

Structural defects may be repaired at the discretion of the Engineer, in accordance with a

method submitted by the Contractor that has received prior written acceptance from the

Engineer.

13 TOLERANCES ON DIMENSIONS

13.1 Accuracy of Dimensions

All shown dimensions of the concrete shall be established accurately within the tolerances

given in Table 5.1 of NZS 3109 for precast units, and given in Table 5.2 of NZS 3109 for

cast in situ concrete work, unless detailed otherwise on the drawings or as specified in the

following:

Departure from established alignment: 20mm

Variations from the level or from the grades indicated on the drawings:

(a) Overall 15 mm

(b) In beams, slabs, decks, floors, 10mm but not more than 5 mm variation

horizontal grooves, railings and from a 3 m template or straight edge.

similar:

Variations from the plumb or specified batter in the lines and surfaces of columns, piers,

walls and similar:

In dimensions up to

3 m 10 mm

in 6m 15 mm

in 12 m or more 25 mm

13.2 Standard of tolerance

In addition to the foregoing the standard of tolerance shall be such that attachments,

equipment etc, can be installed accurately in accordance with the drawings and

specifications. It is stressed that the acceptance of tolerances does not absolve the

Contractor from obligations to work within the boundaries of properties and to avoid

encroachment.

13.3 Reinforcing steel and concrete cover

For tolerances on reinforcing steel and concrete cover see Section 3.9 of NZS 3109.


T-CES 101 (NZ)

October 2009 15

APPENDIX A

CONCRETE DURABILITY REQUIREMENTS

A1. General

This Appendix refers to the following documents in addition to those listed on page 1:

AS 3582.1-1998 Supplementary cementitious materials for use with Portland and

blended cement – fly ash

AS 3582.2-2001 Supplementary cementitious materials for use with Portland and

blended cement – slag – ground granulated iron blast furnace

AS/NZS 3582.3-2002 Supplementary cementitious materials for use with Portland and

blended cement – amorphous silica

AS/NZS 1170.0-2002. Structural Design Actions. General Principles

The durability of concrete structures and elements shall satisfy the requirements of the New

Zealand Building Code Clause B2.

For designs based on the use of concrete made with GP, GB or HE cement complying with NZS

3122 with or without supplementary cementitious materials complying with AS 3582, durability of

the reinforced or prestressed concrete shall be designed in accordance with New Zealand

standard NZS3101:2006 Concrete Structures Standard, Chapter 3, modified as follows:

“Several durability enhancing measures other than those specified in NZS 3101:2006 can

be taken to extend the life of concrete structures and provide the required durability. These

include concrete coatings, corrosion inhibiting admixtures, galvanized or stainless steel

reinforcement, controlled permeability formwork, GRC permanent formwork, and cathodic

protection. Life prediction models offer an alternative approach to use of Tables 3.6 and 3.7

in NZS 3101 for determination of covers and mix designs for the C and B2 zones. Adoption

of any of these or other alternative measures shall be the subject of a Special Study as

described in AS/NZS 1170.0, and shall be fully documented and submitted to the Engineer

for acceptance.”

In the event that the Contractor cannot obtain a copy of NZS 3101:2006, a copy will be made

available on request for viewing at the local office of Opus International Consultants Limited.


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A2 SCHEDULE OF PROJECT SPECIFIC REQUIREMENTS FOR NORMAL CONCRETE

PROJECT __________________________________________ Sheet _____ of _____

A2.1 Concrete Type and Properties (Clause 4.1.1 refers)

Location within the structure: _______________________________________________

Concrete class (as defined by NZS 3104 and NZS 3109): Normal / Special (delete one)

Concrete minimum 28 day compressive strength: __________ MPa

Nominal maximum coarse aggregate size: __________ mm

Slump: ________ mm

Method of Placement: _____________________________________________________

A2.2 Durability Requirements (Clause 4.3.1 refers)

Design Life: __________ years

Designed as the time to (complete):__________________________________________

Exposure classifications* for internal and external surfaces (delete the examples and add

rows to table as required):

Element Location Exposure classification*

e.g. prestressed beam type ### e.g. Span AB, outer beam e.g. B2

e.g. cast in situ concrete e.g. Soffit of ### e.g. U

* exposure classifications are in accordance with NZS 3101:2006.

A3 Concrete Surface Finishes (Clause 10.1 refers):


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A4 SCHEDULE OF PROJECT SPECIFIC REINFORCEMENT REQUIREMENTS

PROJECT __________________________________________ Sheet _____ of _____

A4.1 Reinforcement type

Steel reinforcement grade (Clause 3.4 refers): ___________

Welded mesh designation (Clause 3.4 refers): ___________

A4.2 Concrete cover to reinforcement (Clauses 8.2 and C2.2 refer)

A4.3 Reinforcement lap lengths (Clause 8.3 refers):

(Tabled values are for fy = 500 MPa, f’c = 30 MPa)

Bar Diameter (mm) A** B***

10 460 595

12 550 715

16 730 950

20 915 1190

25 1140 1485

32 1460 1900

** Lap lengths in column A apply to all reinforcement except those bars defined as

“top reinforcement”.

*** Lap lengths in column B apply to all reinforcement bars defined as “top

reinforcement”.

“Top reinforcement” are those bars where more than 300 mm of fresh concrete is cast in

the member below the bars.



CONTRACT FOR: ALFRED COX PARK/AWAPUNI SCHOOOL CYCLE AND

WALKWAY

5.2 Resource Consent