e. concrete · design the formwork so that the forms and falsework shall permit the occurrence of...

TIVOLI CARPARK SITE DEVELOPMENT, 218 - 242 LITTLE COLLINS ST 1E

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E. CONCRETE E1. GENERAL E1.1 ENVIRONMENTAL MANAGEMENT Refer to the approved Environmental Management Plan submitted in accordance with the requirements of Section 6, ENVIRONMENTAL MANAGEMENT, and ensure the mitigation and waste management processes to counter any environmental impact are established and in place. All materials intended for use in this project shall, as applicable, conform to the requirements of Section 6, ENVIRONMENTAL MANAGEMENT, Part 7 “SELECTION AND SUPPLY OF PRODUCTS AND MATERIALS”. E1.2 CONCRETE SPECIFICATIONS E1.2.1 Architectural Quality Architectural standard of finish and detail requirements to achieve the standard are embodied in this Section E of the specifications. Further Technical Engineering requirements are contained in the Engineering Specifications for: �� Concrete In-situ �� Concrete Reinforcement �� Concrete Formwork �� Precast Concrete �� Concrete Finishes Technical requirements for manufacture, transport and placement of concrete shall be in accordance with the Engineering Specifications. Architectural quality requirements specified in Section E shall supersede the Engineering Specifications. E1.2.2 Scope The extent of the concrete work shall be as described on the drawings and shall include but not be limited to the following: �� Design, supply, erection and removal of all formwork. �� Supply and fixing of inserts, anchor bolts, embedded fixings, water bars, etc. �� Penetrations and embedded services. �� Joints and jointing materials. �� Supply and placing of reinforcement and concrete. �� Sampling and testing of concrete. E1.2.3 Responsibility Be wholly responsible for carrying out all the concrete works in accordance with the requirements of the specification and the associated contract documents, under the supervision of an experienced foreman.


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E1.3 DIMENSIONS AND DISCREPANCIES Dimensions indicated on the contract drawings are NET concrete sizes and do not include any finishes. Where dimensions are not shown on the structural drawings they shall be derived from the relevant drawings and details. Any discrepancies in the documents must be referred to the Superintendent for a decision before proceeding. Levels shown on drawings are finished levels unless noted otherwise. Contractor is to allow for all necessary set downs in concrete levels to ensure flush even transition between all thresholds. E1.4 STANDARDS All concrete work shall conform to the materials and construction requirements of the current Codes and Standards listed in the appropriate section of this specification, except where modified by this specification. Ensure that all supervisory personnel are conversant with the relevant Codes and with any amendment, as may be issued, to such Codes. The Contractor shall be familiar with the following Australian Standards: AS 3600 Concrete Structures AS 1302 Steel Reinforcing Bars for Concrete AS 1303 Hard Drawn Steel Reinforcing Wire for Concrete AS 1304 Welded Wire Reinforcing Fabric for Concrete AS 1379 Specification and Supply of Concrete AS 3610 Formwork for Concrete AS 1012 Methods of Testing Concrete Part 1 - Method of Sampling Fresh Concrete Part 8 - Method for Making and Curing Concrete Compression, Indirect Tensile and Flexure Test Specimens in the Laboratory or in the Field Copies of AS 3600, AS 3610 and AS 1012 Parts 1 and 8 shall be kept on site for reference purposes. Ensure that records of the concrete work are maintained and that the requirements in this regard of the various sections of this specification are met. AS 3582.2-2001 supplementary cementitious materials for use with portland and blended cement-stage-ground granulated iron blast-furnace. E1.5 RECORDS These records shall include: �� dates of reinforcement and formwork inspections and by whom �� site instructions �� date of concrete placement �� concrete delivery docket numbers �� locations and elements to which concrete is placed


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E1.6 CONSTRUCTION PROCEDURE Be responsible for the construction procedure and ensure that no part of the structure is overstressed as a result of this procedure or because of the construction loads which are applied. Construction Joints / Sawcuts / Dowels etc - where the structural drawings show the location of joints in the concrete, these must be observed. Pour breaks must be agreed with the Superintendent prior to commencing work. Provide drawings with all joints types shown for approval. E1.7 INSPECTIONS Allow for and give notice of all inspections required by the Superintendent and all relevant authorities. The Contractor shall provide 24 hours notice to the Superintendent for an inspection prior to the proposed concrete placement. Concrete shall not be placed until the inspection has been made and any adjustments that are required to formwork or reinforcement are carried to the satisfaction of the inspector. E1.8 QUALITY ASSURANCE The suppliers of all materials and services, manufactured products, fabricated steel and reinforcement, precast concrete units, etc. shall provide to the Superintendent proof of the quality of the above items and the method of assuring that the required quality is obtained and maintained.


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E2. FORMWORK E2.1 GENERAL Requirements Design and construct formwork to produce concrete members which will conform within the specified tolerances to the shapes, lines, levels and dimensions and quality of surface finish required by the Contract Documents. Responsibility Be entirely responsible for the sufficiency of the formwork. Codes and Standards Formwork shall conform to the current requirements of the following Codes and Standards except where modified by this specification. AS 3600 Concrete Structures and AS 3610 Formwork for Concrete Where applicable, technical terms in this specification shall have the meanings assigned to them in AS 3610. Inspections Give a minimum of 24 hours notice to the Superintendent when the formwork is completed and ready for inspection. E2.2 DIMENSIONAL TOLERANCES The design and construction of the formwork shall be such that the concrete produced from the forms shall conform to the dimensional requirements of the Contract Documents within the dimensional tolerances specified in AS 3610 and AS 3600 as appropriate. Check the dimensions, lines, levels and grades of the formwork immediately prior to the placing of the concrete and again immediately after placement of concrete. E2.3 FORMWORK DESIGN AND CONSTRUCTION General Design and construct the formwork in accordance with AS 3610 and in particular with the relevant sections of this specification. Prepare and submit all certificates and computations required by the authorities having jurisdiction over the works. Loads Design and construct the formwork to withstand all static and dynamic forces both vertical and horizontal resulting from dead, superimposed, wind and any other loads which could occur simultaneously during the period the formwork is used. The magnitude and duration of all such forces shall be taken into account in the design.


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E2.3 FORMWORK DESIGN AND CONSTRUCTION (Continued) Strength Design and construct the formwork to safely carry the applied loads by using either the method of Permissible Stress or that of Ultimate Strength. The properties of the materials shall be those derived from the appropriate standards defined in Table 5.3.2 of AS 3610 and the load factors to be used shall be those defined in Table 4.5.1 of AS 3610. Stability Design and construct the formwork to be stable and provide with diagonal bracing or shoring as required. The design shall consider the stability of the forms particularly under the action of horizontal loads arising from wind, lateral pressure of plastic concrete, external and internal vibration of concrete, concrete dumping and stopping and starting of equipment. Deflection The formwork shall be designed and constructed to withstand the applied loads so that the sum of: �� its deflection under all loads, �� the falsework settlement, including foundation settlement and, �� its initial inaccuracy in position will not exceed the absolute or relative deviations from correct position permitted under AS 3600 or AS 3610 as appropriate. This control may be achieved by pre-cambering. Falsework Settlement Foundations of sufficient capacity to carry the maximum loads imposed by formwork during construction shall be provided on ground, soleplates, or spread footings. Account shall be taken of long term settlements of footings in clay soils or filled material. In determining the magnitude of likely settlements in falsework account shall also be taken of such movement within the falsework as elastic and long term shortening, joint "take-up" and sidegrain compression in timber members at horizontal joints. Erection of Falsework on Finished Concrete Surfaces Do not erect falsework on finished concrete surfaces until surfaces have attained sufficient strength to support the falsework without damage and not before 3 days after placement of the concrete. Suitable protective materials shall be placed between falsework bases and monolithically finished surfaces as directed. Provision For Lateral or Longitudinal Movements Design the formwork so that the forms and falsework shall permit the occurrence of elastic shortening, deflections and cambers, resulting from application of any prestressing force. Cambering of Formwork Construct the formwork to produce the camber if any in a concrete element which is shown on the Contract Drawings.


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E2.3 FORMWORK DESIGN AND CONSTRUCTION (Continued) Adjustment of Falsework Design the falsework to allow vertical adjustment to be made to facilitate erection and stripping of forms and to compensate for any movements which may occur. E2.4 TYPES OF FORMWORK General The materials to be used shall conform to the appropriate Australian Standards. Unless shown otherwise on the drawings, forms shall not be chamfered for re-entrant angles and shall be filleted for corners. The face of the bevel for fillets shall be 15mm unless otherwise noted. Spiral bound formwork for columns is not acceptable. Void Formers Refer to Structural Engineer’s Formwork Specification. Ground Formwork Refer to Structural Engineer’s Formwork Specification. E2.5 TREATMENT OF FORMS Form Linings and Facings Select the form lining or facing necessary to produce the required quality of finished concrete surface and limit colour variation. Provide sufficient evidence to ensure that no reaction which will adversely affect the concrete surface will occur between the form lining, form facing, the release agent, the plastic concrete, any concrete material, admixture, sealant or curing compound. The selection of a suitable lining or facing shall also take into account any effect it may have on subsequent finishes to the concrete such as paint, adhesives and the like. Fixings through the formwork to be carefully filled and sealed so as to be invisible on the struck work. Release Agents Form linings or form facings shall be coated prior to placing of concrete with a suitable release agent which also satisfies the requirements of this specification. Ensure that the release agent does not "puddle" due to excessive application and so cause staining or retardation of the concrete surface. No part of the reinforcement or construction joints shall be coated with the release agent. Where colour control of a concrete surface is required by this specification then prior to the first use of a form lining or facing (and subsequent to the application of the release agent) it shall be coated with a cement wash which, after drying, shall be removed and the lining or facing then made ready for use by again coating with the release agent. In the case of absorbent form linings or facings this process shall be repeated until even absorbency is obtained. In the case of steel linings or facings a rust inhibiting release agent shall be used.


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E2.5 TREATMENT OF FORMS (Continued) Cleaning of Forms Thoroughly clean forms and remove dust, debris and rust or other stains prior to application of form release agents and again before concrete placement. Free water shall also be removed from the forms. In order to facilitate the removal of major debris from within the forms and to allow inspection immediately before the placing of concrete certain of the forms shall be readily removable. Minor debris, dust etc. shall be removed by vacuum cleaning, compressed air or the equivalent. Repair of Formwork Formwork or forms which have become damaged shall not be used unless repaired to produce the concrete surface finish required by the specification for the concrete element concerned. Re-Use of Forms Commence job with new forms to all areas and classes of finish. The number of re-uses and the conditions of faces and edges of forms shall be consistent with the concrete surface finish specified. The re-use of formwork shall be subject to inspection and written approval by the Superintendent. E2.6 FINISHES FROM FORMS Classification of Form Finishes The surface finishes required from forms in the various concrete elements of the structure and the criteria to be used to determine acceptance are listed below. The classifications are generally in accordance with the categories of Surface Finish and Colour Uniformity listed in Section 3 of AS 3610, but where they are modified this specification shall prevail. Location Class of Surface Finish Type of Colour Control All exposed concrete Class 2A Controlled board marks and bolt holes Drawings to be issued by architect Note: All concrete noted to have an applied finish to have clear sealer only, unless noted otherwise. Critical Face of Elements �� Basement lift core external faces. �� All exposed concrete slab soffits. �� All exposed columns. �� All pigmented elements, which shall be as specified. Rebate Profile �� Width on face 5mm, depth 15mm. �� Dummy joints to have same profile width gap width to match that proposed between

separate panels. �� Sealant at joints to be recessed to rear of precast rebate. Colour to be agreed and

match panel colour. �� Edge profiles and waterproofing details/rebates etc to be detailed by subcontractor to

suit building type and exposure. Provide details prior to installation.


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E2.6 FINISHES FROM FORMS (Continued) Test Panels In accordance with AS 3610 – clause 3.6. Requirements as clause 3.6.2 (b). For each quality of concrete class provide minimum size 1200 x 1200mm. Panels to show perimeter joints, dummy joints and waterproof jointing profiles. Colour Control In accordance with AS 3610 tonal range to be at the lightest grey end of scale possible with the concrete mix currently in use. �� OF1 (refer to materials schedule) �� OF2 (refer to materials schedule) �� OF3 (refer to materials schedule) �� OF4 (refer to materials schedule) Surface Pattern Details �� Where board mark and bolt hole locations are critical refer to drawings for set out. �� Board set out based on maximising use of 2400 x 1200 timber forms. �� Tie Bolts set out based on either 250 or 300mm offset from board edge, horizontally

900mm maximum spacings, vertically 750mm maximum spacings. �� Form dummy holes and joints as appropriate to achieve pattern. �� Consistency between floors columns and exposed beams of board mark set out is

critical. Bolt hole filing �� Grout fill to form recess 6mm deep generally to all exposed class 2 / 2C / 2CX areas. Construction/Expansion joints �� Subcontractor to confirm setout proposals and provide section details for comment prior

to installation. �� Confirm any differences where joints are located in trafficable and non-trafficable areas. Protection to Critical Faces �� Adequate to prevent surface damage and repair. Making Good for Applied Finishes Surfaces to receive applied render, paint etc., shall have arrises at formwork joints ground down to a flat surface. Blowholes etc., in surfaces to be painted shall be filled before painting. No patching, filling or making good shall be permitted prior to inspection and written approval from the Superintendent. Patching and or making good carried out without express written approval of the superintendent, and the satisfaction of the architect, will be deemed defective and subject to immediate demolition, without cause for variation or delay to the works.


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E2.7 TESTS OF FORMWORK Tests of Proprietary Formwork When proprietary prefabricated forms, shoring or components are to be used submit Test Reports to the Superintendent from an approved N.A.T.A. Laboratory indicating compliance with the requirements of Appendix A of AS 3610. E2.8 FORMWORK TEMPERATURE Cold Conditions When the likelihood of an ambient air temperature of less than 5 degrees Celsius may occur during placement of concrete the forms shall be covered for at least 12 hours prior to concreting and the enclosed space shall be heated so that the temperatures of the form faces are not below 5 degrees Celsius at the time of concrete placement. Hot Conditions When the likelihood of an ambient air temperature greater than 32 degrees Celsius may occur during placement of concrete the forms shall be adequately shaded or sprayed with water so as to prevent the temperature of the form faces rising above 32 degrees Celsius. E2.9 REMOVAL OF FORMS AND FALSEWORK Stripping Times Refer to Structural Engineer’s Formwork Specification. Suspended Work Refer to Structural Engineer’s Formwork Specification. Reshoring or Back Propping Refer to Structural Engineer’s Formwork Specification.


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E3. REINFORCEMENT SUPPLY E3.1 GENERAL Responsibility and Supply Be responsible for the supply of the recycled reinforcement together with all tie wire, support chairs etc. necessary for the fixing of the reinforcement in accordance with this specification and the associated contract documents. Codes The reinforcement shall conform to the current requirements of the following SAA Codes except where modified by this specification. AS 3600 Concrete Structures Code AS 1302 Steel Reinforcing Bars for Concrete AS 1303 Hard-drawn Steel Reinforcing Wire for Concrete AS 1304 Hard-drawn Steel Wire Reinforcing Fabric for Concrete Schedules Be responsible for the production of such reinforcement schedules that may be necessary for the fabrication of the reinforcement. E3.2 BENDING, SPLICING AND WELDING Bending Refer to Structural Engineer’s Reinforcement Specification. Splicing Refer to Structural Engineer’s Reinforcement Specification. Welding Refer to Structural Engineer’s Reinforcement Specification. E3.3 SURFACE CONDITION OF REINFORCEMENT Refer to Structural Engineer’s Reinforcement Specification. E3.4 FABRICATION TOLERANCES Refer to Structural Engineer’s Reinforcement Specification. E3.5 IDENTIFICATION, TEST CERTIFICATES AND TESTS Identification Refer to Structural Engineer’s Reinforcement Specification. Test Certificates and Tests Refer to Structural Engineer’s Reinforcement Specification.


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E3.6 GALVANISED REINFORCEMENT General Refer to Structural Engineer’s Reinforcement Specification. Extent of Protective Coatings Unless shown otherwise on the Contract Drawings, those concrete elements which have been specified to contain coated reinforcement shall have all their reinforcement including metal stools, tie wires, spacers, stirrups and the like similarly coated. Plates, ferrules and other metal items embedded in the same elements shall be similarly coated or otherwise protected by an approved coating. Cleaning of Reinforcement Prior to Galvanising Prior to galvanising or zinc coating clean the steel surfaces of all dirt, grease, oil, paint, rust or other deleterious material. Chemically descale surfaces in accordance with AS 1627 Clause 5. Zinc Coating The zinc coating shall consist of a uniform layer of commercial pure zinc free from abrasion, cracks, blisters, chemical spots or other imperfections and shall adhere firmly to the surface of the steel. The zinc coating shall be a minimum of 700 grams per square metre when tested in accordance with AS / NZS 4534, AS / NZS 4880 and AS / NZS 4792. After galvanising, passivate the coating by immersion in a bath of 0.2% sodium dichromate. Damage to Coating Any damage to the protective coating shall be repaired by painting with an approved inorganic zinc or zinc epoxy coating. Coating of Bent Reinforcement Bent reinforcement shall not be hot-dip galvanised or chemically de-scaled by pickling but shall be grit blasted and zinc coated with approved inorganic zinc or zinc epoxy coating conforming to the requirements of this clause.


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E4. REINFORCEMENT FIXING

E4.1 GENERAL Codes Fix and maintain reinforcement in position in accordance with the requirements of AS 3600 SAA Concrete Structures Code except where modified by this specification. Inspections Give not less than 24 hours notice to the Superintendent of the completion of fixing of the reinforcement. The site foreman shall provide written confirmation that the reinforcement has been inspected and accepted by the Contractor prior to the Superintendent’s inspection. E4.2 SURFACE CONDITION OF REINFORCEMENT Generally Until the concrete is cast reinforcement shall be maintained in a clean condition. Where reinforcement is partially encased and its un-encased portion is to be directly exposed to the weather, it shall be protected by coating with a cement wash or the equivalent. Protection to Special Finishes Ensure that any galvanised or zinc rich coating to the reinforcement is protected from damage. If damage occurs the particular reinforcement shall be removed from its position and replaced or the damaged coating shall be repaired by the application of approved zinc or zinc-epoxy coating. E4.3 PLACING AND FIXING OF REINFORCEMENT Placing Tolerances Refer to Structural Engineer’s Reinforcement Specification. Support for Reinforcement Refer to Structural Engineer’s Reinforcement Specification. Integrity of Reinforcement Refer to Structural Engineer’s Reinforcement Specification. E4.4 PROTECTION IN HOT WEATHER Where there is the likelihood of an ambient air temperature greater than 32 degrees celsius occurring during the placement of the concrete then the reinforcement shall be adequately shaded or sprayed with water so as to prevent its temperature rising above 32 degrees celsius. E4.5 PROTECTION IN COLD WEATHER Where there is a coating of frost on the reinforcement the frost shall be removed by water washing and excess water shall be removed from the forms prior to the placement of the concrete.


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E5. CORE HOLES, EMBEDDED SERVICES, INSERTS E5.1 GENERAL Requirements The Contractor shall be wholly responsible for co-ordinating cores, penetrations and cast-in fitments required by various trades. The Contractor shall prepare a drawing showing all of the penetrations and submit it to the Superintendent for acceptance, prior to erecting formwork. In general, penetrations through walls and slabs must have at least 150mm of concrete between the penetrations. Reinforcement bars shall not be left out or cut to accommodate penetrations without approval from the Superintendent. All welded members (eg. cast-in plates) and ferrules shall be available for inspection by the Superintendent. Provide sufficient notice for inspection such that should they be rejected, sufficient time is available for rectification prior to casting into the concrete. Inserts, fitments and anchor bolts shall be galvanised unless indicated otherwise. Projecting threads shall be greased in all embedded fixings and wrapped or covered to protect against damage. Location and Details Where the location and details of the core holes and embedded services are shown on the structural drawings then such shall be followed. Where such information is not shown on the structural drawings but is indicated on the architectural and services drawings, submit the requirements of the trades in this respect for approval. No core holes or embedded services shall be placed in concrete members unless they are detailed on the structural drawings or approved. Placing Blockouts shall be placed before reinforcement is placed. If this is not practicable the locations and sizes shall be marked on the formwork. The reinforcement shall then be placed as detailed. Embedded pipes and service placing shall be co-ordinated with reinforcement placing so that they are placed in proper sequence to comply with the drawings and Clause 14.2 of AS 3600. Integrity of Concrete and Reinforcement Reinforcement shall not be cut to provide space for penetrations or embedments. Extra trimming bars shall be provided as shown on the drawings. Hardened Concrete shall not be cut or cored without written permission from the Superintendent. Concrete Cover to the pipes, services or fitments shall at no place have less cover than the reinforcing bars.


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E5.2 SIZE AND SPACING OF EMBEDDED SERVICE PIPES, CONDUITS Generally Embedded pipes and conduits shall comply with Clause 14.2 of AS 3600, or the details shown on the structural drawings. E5.3 INSPECTIONS Give notice of the completion of the provision and fixing of all cores and embedments. E5.4 PLACING TOLERANCES Unless shown otherwise on the Contract Drawings, fix and maintain core holes, embedded services and inserts in their correct position within a tolerance of ±10mm. E5.5 PROTECTION Inserts, anchor bolts and embedded fixings shall be galvanised unless otherwise indicated on the Contract Drawings or specified under their particular trade. Threads shall be greased and all embedded items shall be covered and protected against damage.


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E6. CONCRETE SUPPLY E6.1 GENERAL Codes Concrete and its constituent materials shall comply with the current requirements of the following codes and standards except where modified by this specification: Code No. Title AS 1141 Methods for sampling and testing aggregates AS 1379 Ready-Mixed Concrete AS 2758.1 Concrete aggregates AS 1478 Chemical admixtures for use in concrete AS 3600 Concrete Structures Code AS 3972 Portland and blended cements Design Objectives The primary objectives to be satisfied in the selection, combination and use of concrete materials are: �� achievement of specified concrete strengths �� achievement of specified or implied durability requirements �� strict compliance with the specified shrinkage limitations through:

- selection of appropriate sound aggregates having proven low shrinkage characteristics - strict control of quality and cleanliness of all aggregates during production, supply

and use, to minimise the content of deleterious fine materials - appropriate combination of materials to achieve minimum water demand

�� achievement of appropriate workability and consistency to permit placement by traditional

and pumping methods. E6.2 MATERIALS Cement All cement shall comply with the requirements of the Australian Standards AS 3972 and AS 3974 and unless noted to the contrary all cement shall be "Type GP" Portland Cement conforming with AS 3972. Aggregates Obtain all aggregate from approved sources of sound material having proven characteristics of low shrinkage, durability, soundness and freedom from sulphate contamination. The soluble sulphate content of all aggregates, expressed as percentage SO3 by mass, shall not exceed 0.1% for concrete in contact with ground or exposed to weather, and not greater than 0.5% for other concrete. The source of aggregates shall not be changed unless approved.


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E6.2 MATERIALS (Continued) Dense coarse aggregate shall comply with AS 2758.1. Lightweight coarse aggregate shall be Scoria, from an approved source and complying with AS 2758.1. Aggregate Properties - the maximum permissible water absorption shall not exceed 2%. The Contractor shall advise, with the tender, the proposed method of durability assessment for the aggregate. This shall be selected from AS 2758.1, Clause 10.2. Provide a Certificate of Compliance in accordance with AS 2758.1, Appendix A. Non-conformance assessment shall be by the Referee Sample System described in AS 2758.1, Appendix A. Before concrete batching, lightweight aggregate shall be soaked or sprayed with water, and allowance made in the mix design for the water in this aggregate. The grading of the coarse aggregate when determined by the method described in Section 11 of AS 1141 shall conform with the requirements of AS 2758.1. Fine aggregate shall comply with AS 2758.1. Fine aggregate shall be obtained from an approved source having demonstrable ability to provide a consistent quality and grading of material for the duration of the project. Aggregates shall be tested in accordance with AS 1141 for compliance with AS 2758.1 and this specification. Testing shall be carried out in a NATA approved laboratory at the rate of 1 series of tests per 1000 m3 of the aggregate used. Water Water shall be free from matter which in kind and quantity is harmful to concrete or its reinforcement. Admixtures Admixtures if specified or approved for use shall comply with AS 1478 and their use in concrete shall be in accordance with AS 1478, and in accordance with the manufacturer's instructions. Admixtures shall NOT contain calcium chloride, nor shall they adversely affect the reinforcement or any protective coating thereon. Do not use admixtures in floor slabs where such admixtures are incompatible with the specified floor finishes. Where concrete is to be placed around galvanised reinforcement or on galvanised structural decking, chromium trioxide shall be added to the mix at the rate of 0.3gr. per litre of water in the mix. Fly Ash (FA) Fly ash, where approved for use shall comply with the relevant Codes and Standards. Only classified fly ashes of known performance and from known sources may be used. Demonstrate, by trial test panels, that the bleeding rates of the proposed mixes are such that undue surface deposition of un-reacted fly ash will not occur. More stringent curing methods and stripping times are specified when fly ash is used.


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E6.3 PERFORMANCE REQUIREMENTS Strength Refer to Structural Engineer’s Concrete Specification. Slump Refer to Structural Engineer’s Concrete Specification. Density Refer to Structural Engineer’s Concrete Specification. Colour For any particular part of the structure where the uniformity of colour of the concrete is specified as being required then the particular part shall be compared with approved test panels as specified. Finish When the finish for any particular part of the works is specified compliance shall be determined by comparing the finish with previously approved test panels as specified. Shrinkage Noted on the drawings are concrete elements of N normal class concrete and S special class concrete. Generally the low shrinkage concrete is required for the 50mm thick structural topping over the pre-cast double 'T' floors. Normal class concrete shall attain around the 800 micro strain shrinkage, and the special class concrete 650 micro strain. It is the Contractor's responsibility to organise the concrete supplier to provide a mix design that will attain this limit. A test certificate compliant to AS 1012.13 shall be supplied with the mix design to prove its compliance with 650 restrain. The certificates are to be supplied to the superintendent two weeks prior to pouring for approval. E6.4 CONCRETE MIXES AND PROPORTIONING Be responsible for the precise selection and proportioning of all materials for the various grades of concrete to ensure compliance with the requirements of this section. Submit to the Superintendent for information at least 2 weeks before the placement of concrete the following information: �� Source of all material. �� Grading envelope and expected normal grading of each aggregate. �� Gross apparent specific gravity of all aggregates. �� Mix proportions of all ingredients and maximum range of variation, including total water

content and water cement ratio.


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E6.4 CONCRETE MIXES AND PROPORTIONING (Continued) �� Mean target strengths at 7 and 28 days, and maximum range of variation. �� Test evidence to show compliance with the performance requirements of Clause 20.3 or

20.4 of AS 3600. �� Shrinkage characteristics and predicted 60 day shrinkage strain. E6.5 QUALITY CONTROL Implement Quality Control Testing throughout the supply of concrete to the works so as to establish that the performance requirements of this specification are being met. Details of the sampling and testing requirements and the acceptance and rejection criteria of the concrete being supplied shall be as specified. E6.6 READY-MIXED CONCRETE Concrete for every part of the works may be supplied as ready-mixed concrete manufactured in accordance with AS 1379 - Ready-Mixed Concrete, except where modified by this specification. Advise the ready-mixed concrete supplier of all requirements of this specification and require that each truck of ready-mixed concrete be accompanied by a sequentially numbered docket bearing the following information: �� Cement content in kg/m3. �� The specific part of the works for which the concrete was ordered. �� The quantity of concrete contained. �� The time of batching. �� The type of concrete supplied either by reference number or by listing of the performance

requirements and specified materials content. �� The type and quantity of admixture and fly ash. �� The total amount of added water. �� Truck number. �� The ordered slump. Retain these dockets as a record of the ready-mixed concrete delivered. The ready-mixed concrete supplier shall be responsible for ensuring that required water content has been added to the mix before trucks leave the plant, and for the delivery, on site, of the nominated slump of the concrete.


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E6.6 READY-MIXED CONCRETE (Continued) The maximum elapsed time from the charging of the mixer with all dry materials to the discharging of the ready-mixed concrete at the site shall be in accordance with the following table:- Concrete Temperature at Maximum Elapsed Time from Charging Time of Placement of the Mixer to Discharge ____________________________________________________________________________ Less than 19oC 2 hours 20oC - 24oC 1 hour 30 minutes 25oC - 30oC 1 hour 30oC - 32oC 45 minutes And greater than 32oC Not permitted under this specification unless requirements

of clause E6.10 are met ____________________________________________________________________________ These times may be extended in special circumstances but compliance of the concrete with the specified performance requirements including that of slump shall still be required. Addition of water after leaving the plant will NOT be permitted, except under the following conditions: �� The maximum quantity to be added is nominated by the concrete supplier when

submitting mix design details for approval. �� The addition of water is carried out under the supervision of an approved person. �� The added water is accurately measured, and recorded on the supply docket, which is to

be signed by the above supervisor. �� The water is placed into the back of the mixing drum which is then rotated at full speed

for at least 2 minutes.

�� The slump is then measured and complies with the specified value. �� A sample is taken for drying shrinkage and strength testing. �� The concrete supplier takes full responsibility for the addition of water. All concrete shall be ready mixed concrete transported in a mixer truck. Site mixing will only be allowed in an emergency and with the written permission of the Superintendent. Hand mixing will not be allowed. E6.7 PUMPED CONCRETE MIXES Submit for approval all the certificates, documentation and testing as specified to demonstrate that each pump mix will comply with the performance requirements of this specification. Where the addition of pumping aids, admixtures, or addition of a superplasticiser to an approved concrete mix is proposed to achieve pumpability, on-site trial pumping shall be conducted in non-critical areas of the work, to establish an optimum dosage rate such that segregation of the concrete does not occur and that consistent pumping is possible over the proposed pumping distances.


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E6.8 RE-TEMPERING Concrete which has commenced to harden and which is within the elapsed times from initial mixing to discharge required by this specification shall NOT be remixed. E6.9 MORTAR Mortar shall consist of cement, sand and water with or without the inclusion of admixtures or fly ash in a combination to produce a workable but not fluid material. The mortar shall have the strength and other properties specified and the consistency shall be such as to allow placing in the final position without voids, honeycombing or segregation. In the case of dry-packed mortar the water content shall be the minimum necessary to allow the mortar to be compacted by ramming without crumbling. Proprietary brands of prepacked mortar, shall be used in accordance with the manufacturers instructions. E6.10 MIXING IN HOT AND COLD WEATHER Hot Weather Mixing When the air temperature exceeds 32 degrees Celsius the concrete shall be supplied at a temperature not exceeding 32 degrees Celsius by employing one or more of the following procedures: �� the use of chilled mixing water. �� the addition of ice to the mixing water (no ice particles shall remain by the time of

discharge of the concrete). �� cooling of the coarse aggregate by shading and/or cold water spraying of the stockpiles. �� liquid nitrogen for cooling water and aggregates as necessary. Cold Weather Mixing When the air temperature is below 10 degrees Celsius the concrete shall be supplied at a temperature not less than 10 degrees Celsius. This may require the use of heated mixing water or warmed aggregate. Contact the superintendent for guidance for extreme temperatures - i.e. less than 5oC.


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E7. CONCRETE PLACING E7.1 GENERAL Qualification of Contractor's Concreting Team To ensure a quality set to poured concrete, the contractor shall ensure the team placing the concrete has suitable experience with 40Mpa superplasticised concrete. Inspection Give at least 24 hours notice of the placing of any concrete. E7.2 TRANSPORTING Transport the concrete from the mixing plant to its final position as rapidly as possible by means which will prevent segregation or loss of materials and contamination and in such a way that proper placing and compaction of the concrete will not be adversely affected. Pumping equipment and lines where approved shall be supported clear of the reinforcement to prevent displacement or damage to the reinforcement. Aluminium pump lines shall not be used. E7.3 PLACING Do not place the concrete if the slump, as measured in accordance with this specification, is not within the required limits. There shall be no addition of water or any other material to the concrete at the site without approval. Do not place the concrete at a time or under such conditions which will not permit the requirements of this specification to be met. Place the concrete in such a manner as to avoid segregation or loss of materials. For tall vertical elements the maximum fall of concrete shall be limited to 1.5 m/100 mm of member thickness. Otherwise deposit the concrete through enclosed chutes or where permitted under clause 2.7.2 through access hatches. These chutes shall be kept as vertical as possible and shall be kept as far as practicable full of concrete with their lower ends immersed in the newly placed concrete. The depositing of a large quantity of concrete at any point with the intention of moving it along the forms will not be permitted. The use of troughs, chutes and pipes to aid in depositing concrete to its final position shall be permitted provided that they are kept clean and free of any coating of hardened concrete. The use of water to facilitate the movement of concrete along the troughs, chutes or pipes will not be permitted. Carry out the concrete placing continuously between construction joints and in such a manner that a plastic concrete face is maintained. Where the location of construction joints are shown on the drawings they shall neither be relocated nor eliminated without approval. Where no construction joints are shown on the Contract Drawings and such are required, their location shall be to approval of the Superintendent. Before concrete is deposited against the hardened concrete at construction joints, the joint surfaces of the hardened concrete shall be thoroughly roughened and cleaned so that all loose or soft material, all foreign matter and all laitance are removed. The joint surface shall be dampened with clean water immediately prior to placing the fresh concrete.


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E7.3 PLACING (Continued) Place the concrete in horizontal layers not more than 300 mm thick and each layer shall be compacted before the preceding layer has taken its initial set. Concrete shall not be placed in wet trenches or running water or during heavy rain. The Contractor shall have adequate covers on site for the protection of fresh concrete. Shrinkage effect shall be minimised by pouring the sections of the work between construction joints in such a sequence to allow suitable delays between adjacent pours. E7.4 COMPACTION The concrete shall be thoroughly compacted by means of mechanical vibration and hand methods and shall be carefully worked into the corners of the formwork. Extreme care shall be exercised in thoroughly compacting concrete around any prestressing anchorages. Where concrete is placed in more than one layer the upper layer must be blended into the underlying layer by penetration of the vibrator into both layers. All air or stone pockets which may cause honeycombing, pitting or places of weakness shall be eliminated. Where specific off-form surfaces are specified, ensure uniform compaction procedures and times and implement high quality concreting techniques. Vibrators shall not be used to transport concrete within the forms and shall not be placed in contact with freshly hardened concrete or reinforcement which is embedded in it. Vibrators shall not be allowed to come into contact with formwork. Insert the vibrator into the concrete continuously and progressively along the pour for just sufficient time at each insertion to compact the concrete thoroughly. Over-vibration shall be avoided and vibrators shall not remain in any one position for more than fifteen (15) seconds. Vibration shall achieve uniform plasticity of the concrete but shall nowhere be continued to the extent that localised areas of mortar are formed. Where practicable and in addition to the vibrators, a suitable tool shall be worked up and down next to the forms until coarse materials are forced back and a mortar layer is brought next to the form. Where compaction by internal vibrators is impracticable as, for example, in walls less than 150 mm thick, approved form vibrators, assisted by tapping and hammering the formwork, shall be used. Vibrators shall be capable of transmitting vibration to the concrete at frequencies between 8,000 and 12,000 impulses per minute, and shall visibly affect the concrete at a radius of 300mm. All vibrators shall be of a suitable size for the work in hand. The minimum number of vibrators to be used for the work shall be one vibrator per 10 cubic metres of concrete placed per hour. Ensure that one vibrator shall be kept in reserve in full working order for every three vibrators in use at all times when concrete is placed.


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E7.5 CONCRETING IN HOT AND COLD WEATHER Hot Weather Placing When the air temperature exceeds 32 degrees Celsius the concrete shall not be placed if its temperature exceeds 32 degrees Celsius. For large mass concrete elements, i.e. 40Mpa concrete exceeding 600mm depth concrete is to be maintained at a temperature of 27oC. Cold Weather Placing When the air temperature is below 10 degrees Celsius the concrete shall have a temperature of not less than 10 degrees Celsius when placed in the forms. When the air temperature falls below 5 degrees Celsius the concrete shall be placed at a temperature not below 18 degrees Celsius and maintained for 48 hours. Concrete should be maintained at not less than 5o for seven days after the initial 48 hours set time. Salt or chemicals shall not be used for the prevention of freezing.


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E8. FINISHES TO UNFORMED SURFACES E8.1 GENERAL Finish the unformed surface of the concrete in accordance with Table 8.1, in which the concrete finish type shall be as described in the following section and the tolerances as specified in Clause 8.2. Type A - Scratched Finish After the concrete has been placed, struck off, consolidated and levelled to a Class 3 tolerance, the surface shall be roughened with stiff brushes or rakes before final set. Type B - Floated Finish After the concrete has been placed, struck off, consolidated and levelled, the concrete shall not be worked further until ready for floating. Begin floating when the water sheen has disappeared and/or when the mix has stiffened sufficiently to permit the proper operation of a power-driven float. The surface shall then be consolidated with power-driven floats. Hand floating with wood or corked-faced floats shall be used in locations inaccessible to the power-driven machine. Trueness of surface shall be re-checked at this stage with a 3 metre straight edge applied at not less than two different angles. All high spots shall be cut down and all low spots filled during this procedure to the required tolerance. The slab shall then be re-floated immediately to a uniform, smooth, granular texture. Type C - Steel Trowelled Finish Where a trowelled finish is specified, finish the surface first with power floats, as specified above, where applicable; then with power trowels and finally with hand trowels. The first trowelling after power floating shall be done by a power trowel and shall produce a smooth surface which is relatively free from defects, but which may still contain some trowel marks. Additional trowelling shall be done when a ringing sound is produced as the trowel is moved over the surface. The surface shall be thoroughly consolidated by the hand trowelling operations. The finished surface shall be free from any trowel marks, uniform in texture and appearance, and shall be placed to the required tolerance. Damage due to burnishing will not be accepted, and will be rejected. All rejected work shall be required to be demolished and reinstatement will be required. On surfaces intended to support floor coverings or membranes, any defects of sufficient magnitude to show through the floor coverings shall be removed by grinding. Type D - Broomed Finish Pavement slabs and slabs in locations so specified shall be given a coarse transverse scored texture by drawing a broom or hessian belt across the surface. This operation shall follow immediately after floating as outlined above. Type E - Non-Slip Finish Where a non-slip finish is required, the surface shall be given a "dry shake" application of a ceramically bonded crushed aluminium oxide, or other approved abrasive particles. The rate of application of such material shall be not less than 1 kg/square metre.


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E8.1 GENERAL (Continued)

Table 8.1 - Unformed Surfaces ____________________________________________________________________________ Element Finish Tolerance Type Class ____________________________________________________________________________ Floor slabs to receive vinyl sheet or paint finish Type C T Class 1 Stair treads Type B T Class 2 Floor slabs to receive topping slab, mortar bed or the like Type A T Class 3 Floor slabs to receive carpet finish Type B T Class 2 Slabs to receive membrane or the like Type B T Class 2 Pavement slabs and ramps unless otherwise noted Type D T Class 2 ____________________________________________________________________________ E8.2 TOLERANCES Class 1: Planeness. When a straightedge 3 m long is placed on the surface at any position,

no part of the surface shall be more than 3 mm below the straightedge. Smoothness. When a straightedge 150 mm long is placed on the surface at any

position, no part of the surface shall be more than 1 mm below the straightedge. Class 2: When a straightedge 3 m long is placed on the surface at any position, no part of the

surface shall be more than 6 mm below the straightedge. Class 3: When a straightedge 1.2 mm long is placed on the surface at any position, no part of

the surface shall be more than 6 mm below the straightedge.

E8.3 CAMBER Where the soffit of the concrete element is either specified or noted on the Contract Drawings to be cambered, the unformed surface of the element shall be similarly cambered. In the event that the floor doesn't take up a flat surface subsequent to stripping of forms the contractor shall allow for a subsequent additional concrete topping pour where the floor has pre-camber specified in conjunction with a level top surface.


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E9. TESTING AND ASSESSMENT FOR COMPLIANCE E9.1 GENERAL The sampling and testing in this section is that required to satisfy the quality control requirements of Section E6.5 of this specification and to cover the various performance requirements of Section E6.3 of this specification. All aspects of sampling, site treatment and testing of concrete specimens shall be carried out by a N.A.T.A. registered laboratory and personnel. Ensure that such sampling and testing as is necessary to ensure compliance of the concrete with the performance requirements of this specification is carried out. Make all test results available to the Superintendent. The sampling and testing of concrete shall comply with AS 1012 and Section 20 of AS 3600. Where any section of concrete is rejected, carry out remedial measures to approval of the Superintendent. E9.2 ASSESSMENT Concrete of all strength grades shall be subject to project assessment for compliance with the specified strength grade. Carry out project assessment in accordance with the appropriate clauses of Section 20 of AS 3600. E9.3 MIX DESIGN The mix design(s) must be submitted to the Superintendent for acceptance for use on the project prior to any concrete being poured. This acceptance will be based upon compliance with the design intent. The mix shall not be varied without permission from the Superintendent. E9.4 SAMPLING Location of Sampling All concrete samples shall be taken at the point of delivery to crane or concrete pump and shall be taken at intervals which ensure a reasonable sampling spread over the scope and location of the daily concreting operations. Adequate records shall be kept to identify the insitu location of all concrete from which samples are taken. Method of Sampling Carry out sampling and identification in accordance with AS 1012.1. Sampling Procedures A random sampling procedure shall be adopted to ensure that each concrete batch shall have reasonable chance of being tested. Sampling shall be evenly distributed over each day's production. Frequency of Sampling The minimum frequency of sampling of the concrete of each type shall be in accordance with the requirements of Section 19 and 20 of AS 3600.


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E9.4 SAMPLING (Continued) The frequency of sampling shall provide at least one sample from each 50m3 of concrete used in the project. Take one additional sample from each 100m3 of concrete used in the project and keep the specimens of this sample on site to simulate site conditions. These specimens shall be tested at the same time as the laboratory stored specimens and the results compared for any variations. Records of both results to be submitted to the Superintendent for approval. Slump tests of each grade of concrete shall be taken as often as necessary to effectively control and maintain the slump of the concrete within the specified limits. Drying Shrinkage - Concrete Generally the maximum total drying shrinkage limit for the concrete shall be an average of 0.080% at 56 days and no single result shall exceed 0.085%. Drying shrinkage for each proposed concrete mix shall be measured by the Contractor in accordance with AS 1012, Part 13. Refer to E6.3 of this specification for specific performance requirements with respect to shrinkage. All Drying Shrinkage tests shall be performed by CRL Pty Ltd, or approved equivalent. Sufficient quantities of freshly mixed concrete shall be made available at a location nominated by the tester, to enable representative specimens of each mix to be tested. Three specimens of each concrete mix shall be tested soon after the concrete mix has been accepted for use by the Superintendent, and drying shrinkage readings shall be submitted after 14, 28, 56 and 90 days, for assessment of the drying shrinkage of the mix. During construction, three specimens shall be taken from the first pour of the mix. The concrete of each separate mix design shall be tested every three months. Concrete mixes suspected of not meeting this specified criteria shall be immediately adjusted as required. E9.5 TESTING Criteria The number of specimens to be prepared and tested from each sample and the criteria for acceptance is as Table 9.4.

____________________________________________________________________________ No. of Specimens Frequency Criteria for Test Per Sample of Sampling Test Method Compliance ____________________________________________________________________________ Strength 2 9.3 AS 1012 AS 3600 - 28 days Parts 9, 10 & 11 Strength 1 9.3 AS 1012 AS 3600 - 7 days Parts 9, 10 & 11 Slump 1 9.3 or as AS 1012 80 mm ± 15 mm directed Part 3 unless specified otherwise ____________________________________________________________________________


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E9.5 TESTING (Continued) Results Forward N.A.T.A. test certificates for approval immediately they are available. The results of these tests shall also be kept in tabulated form on the site. E9.6 REJECTION Unhardened Concrete Unhardened concrete shall be liable to rejection if: �� the slump is not within specified tolerances, or �� the consistency or colour varies materially from the previous batch, or �� the placement of concrete is so interrupted that a pour break cannot be formed in the

prescribed area Hardened Concrete Hardened concrete shall be liable to rejection if it fails to comply with the specified requirements as determined by the testing specified in Clause E9.4, or if: �� it fails to comply with the particular requirements of Clause 19.1 of AS 3600, or it is

porous, segregated, or honeycombed, or �� its placing has been so interrupted that there is a construction or like joint not in an

approved location

�� the reinforcing steel, waterstops, inserts, and other items have been displaced, or

�� construction tolerances have not been met, or �� the required surface finish has not been achieved, or �� the concrete is shown to be otherwise defective.


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E10. CONCRETE CURING AND PROTECTION E10.1 GENERAL Responsibility Be responsible for the provision of the curing and protection requirements of this section of the specification. It is imperative that the contractor cure the concrete in accordance with the clause E10.2 The superintendent will enforce that this be carried out. Should abnormal cracking occur after curing the contractor will be instructed to replace the section of the concrete. E10.2 CURING Generally Protect freshly cast concrete from premature drying and excessively hot or cold temperatures. In windy conditions erect wind breaks to shield the concrete surfaces during and after placement. Maintain the concrete at a reasonably constant temperature with minimum moisture loss for the curing period. Curing methods which do not conform to the requirements of this specification shall not be used unless approved. Curing Methods for Normal Conditions Commence initial curing as soon as the surface has hardened sufficiently to prevent damage, but in no case later than two hours or as approved after the finishing operation has been completed. Keep concrete continuously moist at least overnight by one of the following methods : �� ponding or continuous sprinkling with water. �� the use of an absorptive cover kept continuously wet. �� the use of an approved low pressure steam curing procedure. �� the use of an impermeable sheet membrane over a moistened surface so fixed and

lapped that no air circulation can occur at the concrete surface and held down with 20mm of clean sand.

�� the use of curing compounds shall be subject to the approval of the Superintendent. Immediately following the initial curing and before the concrete has dried, commence additional curing by one of the following methods: �� continuing the initial curing method above �� the use of waterproof paper �� the use of other approved moisture retaining covers. Curing Methods for Abnormal Conditions The requirements specified for curing under normal conditions shall apply except as follows: Precautions shall be taken to prevent the plastic concrete from freezing at any time. When the temperature of the surrounding air during curing is less than 3 degrees celsius, the temperature of the concrete shall be maintained at a temperature not below 5 degrees celsius for the required curing period. Salts or chemicals shall not be used for the prevention of freezing. When the temperature of the surrounding air during curing is higher than 32 degrees celsius the concrete shall be cured only by means of ponding, continuous sprinkling with water or the use of an absorptive cover kept continuously wet.


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E10.2 CURING (Continued) Curing Period Continue curing until the cumulative number of days, or fractions thereof, not necessarily consecutive, during which the temperature of air in contact with the concrete is above 10 degrees celsius has totalled 170 hours for normal Portland Cement concrete. For concrete made with high early strength cement continue the curing for a further 3 days. Prevent rapid drying out at the end of the curing period. Concrete slabs to be screeded and finished with epoxy floor coating system as specified in clause P2.13 shall be cured as specified in clause E10.4 below. Curing Compound Submit full details of any curing compound for approval. PVA and resin type compounds will not be approved. Where the use of curing compounds is permitted they shall be applied in accordance with the relevant manufacturer’s instructions. No curing compound shall be used if it will adversely affect the adhesion of any finish to be applied to the concrete. E10.3 PROTECTION AGAINST DAMAGE Loads Protect the concrete from damage due to load overstresses, heavy shocks and excessive vibrations, particularly during the curing period. Construction loads shall not be placed on self-supporting structures if the loading will overstress them. Provide calculations to justify the adequacy of the structure to sustain any imposed construction loads. Surface Protection Generally Protect all finished concrete surfaces from damage from any cause such as construction equipment, materials or methods, and by rain, running water or wind. On slabs with a high quality finish allow 3 clear days minimum to avoid damage to the finish. Exposed reinforcement, timber and other materials shall be protected to prevent staining of completed surfaces. Timber debris, nails, pop-rivets and other metal shall be removed from finished surfaces to prevent staining. E10.4 CURING OF SLABS WITH EPOXY FLOOR FINISH Concrete slabs to be screeded and finished with resilient epoxy floor finish shall be cured for the following minimum periods:- �� Slabs on ground - 4 months min. before application of screed. �� Suspended slabs - 3 months min. before application of screed.


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E11. JOINTS E11.1 REQUIREMENTS Joints are generally as shown on the drawings. If the Contractor requires additional joints or different locations he shall obtain written permission from the Superintendent before proceeding. The Contractor shall be responsible for providing joints and jointing as specified. Construction joints shall comply with AS 3600 Clauses 14.1 and 19.4.1. The types and details of the various types of joints shall be as shown on the drawings. In the event of an unexpected interruption, the Contractor shall form an emergency joint using the construction joint detail. A decision will be made by the Superintendent whether the joint is satisfactory or the concrete should be broken back to a more satisfactory location. E11.2 PERIOD BETWEEN POURS In order to minimise shrinkage effects of the concrete, a delay between adjacent pours should be observed. In vertical joints in walls this should be not less than 7 days. Refer to the drawings for details of a “pour strip”, where this applies. E11.3 SAWCUTTING In slabs poured on the ground sawcuts shall be made as described on the drawings. The elapsed time from final set to commencement of cutting shall be as soon as practicable without damage to the concrete but not more than 24 hours. E11.4 JOINTING MATERIAL Joint fillers and sealers shall be as shown on the drawings or as specified. E11.5 WATER STOPS The water stops or water bars shall be installed where shown on the drawings. The types of water stops and water bars shall be as shown on the drawings. These shall be made from polyvinyl chloride unless noted otherwise. Specific product details shall be submitted for acceptance with respect to compliance with the design intent prior to installation. The water stops and water bars shall be installed to the manufacturer’s recommendations and be firmly located in position so as to allow compaction of concrete and prevent movement during concreting. Where possible the water stops and water bars should be prefabricated in the workshop. Where joints have to be made on site these shall be heat welded carried out with the correct equipment and by an experienced operator in the correct manner. E11.6 PRE-CAST SLAB JOINTS Vertical butt joints between Basement retaining wall slabs shall be formed with “Rall.thane 860” one – part elastomeric polyurethane sealant applied to both sides of the joint with “Expandafoam” back-up strips. Prime joints, and install sealant system to printed data sheet requirements supplied by Parbury Technologies P/L.


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E11.7 REGLET SEAL TO PRECAST CONCRETE – PP.05 To precast concrete covers forming riser shafts which have flashing reglets cast-in, supply and install flap seals full height bridging the gap to the adjacent structure, as shown on the details. Flap seal shall be ‘Granor’ serrated weather-strip seals of length and width required complete with wedging blocks to tightly house the seals into the reglet.


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E12. REPAIRS TO CONCRETE E12.1 GENERAL Surface defects, including tie holes, shall be repaired after receipt or written instructions, following inspection by the superintendent and the architect. Extensive patching of honeycombed concrete will not be permitted. No patching, filling or making good shall be permitted prior to inspection and written approval from the Superintendent. Patching and or making good carried out without express written approval of the superintendent, and the satisfaction of the architect, will be deemed defective and subject to immediate demolition, without cause for variation or delay. E12.2 TRIAL REPAIRS Conduct trial repairs in approved positions. Allow for the cost of all trial repair work. E12.3 REPAIR OF DEFECTIVE AREAS Honeycombed and Other Defective Concrete All honeycombed and other defective concrete shall be removed down to sound concrete. If chipping is necessary the edges shall be perpendicular to the surface or slightly undercut. No feather edges will be permitted. The area to be patched and an area at least 100mm wide surrounding it shall be dampened to prevent absorption of water from the patching mortar. A bonding grout shall be prepared using a mix of approximately 1 part cement to 1 part fine sand passing a 0.6mm sieve, mixed to the consistency of thick cream, and then well brushed into the surface. Patching Mixture The patching mixture shall be made of the same materials and of approximately the same proportions as used for the concrete, except that for shallow patches the coarse aggregate shall be omitted and the mortar shall consist of not more than 1 part cement to 2.5 parts sand by damp loose volume. White Portland Cement shall be substituted for a part of the grey Portland Cement on exposed concrete in order to produce a colour matching the colour of the surrounding concrete as determined by a trial patch. The quantity of mixing water shall be not more than necessary for handling and placing. The patching mortar shall be mixed in advance and allowed to stand with frequent manipulation with a trowel, without addition of water, until it has reached the stiffest consistency that will permit placing. Bond Coat After surface water has evaporated from the area to be patched the bond coat shall be well brushed into the surface. When the bond coat begins to lose the water sheen, the premixed patching mortar shall be applied. The mortar shall be thoroughly consolidated into place and struck off so as to leave the patch slightly higher than the surrounding surface. The patched area shall be left undisturbed for at least one hour before being finally finished. The patched area shall be kept damp for 7 days. Metal tools shall not be used in finishing a patch in a formed wall which will be exposed. Proprietary Materials Approved proprietary compounds for adhesion or as patching ingredients may be used in lieu of or in addition to the foregoing patching procedures. Such compounds shall be used in accordance with the manufacturer's recommendations.


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E13. SUBMISSIONS E13.1 SUMMARY OF SUBMISSIONS REQUIRED Item When Required Prototype of Surface Finishes 4 weeks prior to commencement Quality Assurance 4 weeks prior to commencement Concrete Supplier 3 weeks prior to commencement Concrete Shrinkage Tests Upon mix approval, then 3-monthly Concrete Mix Designs 14 days prior to commencement Source of Aggregates 3 weeks prior to commencement Pumped Concrete 3 weeks prior to commencement Details of Curing to be Adopted 14 days prior to erecting formwork Co-ordinated Embedments and Fixings Drawing 3 weeks prior to erecting for all Concrete Pours formwork Notice for Inspection/Testing of Cast-in Plates, Prior to installation Ferrules, etc. (allow approx. 5 days) Water Stop/Water Bar Product Information 14 days prior to installation Concrete placement team 2 weeks prior to pour track record with suspended concrete work Formwork shop drawings 3 weeks prior to commencement Joint location drawings 14 days prior pour Joint sealant types / samples / colours 3 weeks prior to installation


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E14. PRECAST CONCRETE CR1, CR2, CR3, CR4 E14.1 SCOPE The extent of the precast concrete work shall be as described on the drawings and this Specification and consists of the supply, manufacture, storage, testing, delivery to site, unloading, handling and placement on the building of precast concrete panels together with the supply and installation of accessory and ancillary items to the building. The work includes but is not necessarily limited to the following:- �� The supply of all raw materials, steelwork, fixings and accessories and stockpiling of

same. �� The production of comprehensively detailed and dimensioned shop drawings for every

panel type and accurate set out drawings showing all dowels, cast-in fixings, rebates, plates, angles, ferrules, etc. required for the concrete superstructure.

�� The manufacture of all precast concrete panels with all associated ancillary items,

penetrations, returns, rebates, dowel holes, attachments, inserts, ferrules, fixings, connectors, anchors, bolts, nuts, washers, studs, brackets, hooks, eyes, struts, strongbacks and lifting devices as necessary.

�� The storage and/or stockpiling of all panels both on and off the site. �� The handling, loading, delivery to site, off loading, holding, stacking and maneuvering

of all panels prior to lifting into final position and provision of plant and equipment for this purpose.

�� All setting, plumbing, levelling, bracing and permanent and temporary packers,

including supply and fixing of temporary bracing to the requirements of the Local Authority and the Superintendent.

�� Installation of all panels. �� All welding where required to reinforcing or fixing. �� All grouting, pointing and finishing required with associated grout stops, etc. �� All making good, cold galvanising as required and patching of panels strictly as

directed. �� The supply and application of fireproofing spray to steel support angles and brackets,

where required. �� The co-ordination of the cranage of all panels to assure that the maximum size of a

panel does not exceed the cranage capacity. E14.2 RESPONSIBILITY Be responsible for the manufacture and subsequent performance of all precast concrete units and items embedded therein and attached thereto, including but not limited to construction of formwork, placement of reinforcement, provision of all cast-in inserts, lifting eyes, ferrules, anchors, brackets, penetrations, blockouts, dowel holes, etc., storage, supply, placement, finishes and testing of concrete, delivery to site, unloading, handling and placement on the building.


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E14.2 RESPONSIBILITY (Continued) Precast panels deemed not to comply shall be liable to rejection. Rejected panels shall not be used in the work or, where permitted, shall be repaired by the Contractor to the satisfaction of the Superintendent at the Contractor’s own expense. The Contractor will be responsible for ensuring a high level of quality control in the manufacture of the precast concrete panels in order that the durability criteria imposed by the nature of the environment to which the panels will be subjected might be met. In this regard the Contractor shall ensure that Specification clauses relating to cleaning of forms, location and support of reinforcement and supply, compaction and curing of concrete are strictly adhered to. E14.3 DESIGN Precast units shall conform to the dimensions, details and notes shown on the drawings, including rebates, chamfers, drip grooves, etc. The precast concrete panels as documented are designed and reinforced to their final in place position on the building. It will be the responsibility of the Contractor to ensure that the panels are designed and reinforced to meet the requirements of any fabrication, transport, unloading, handling or stacking, erection situation and to design, document and provide all lifting eyes, strongbacks and devices necessary for the handling of the panels. The maximum tensile stress in the concrete in the panels resulting from fabrication, handling, stacking or erection shall be 0.6 (F’c)½. F’c is defined as the concrete compressive strength at the time under consideration. At no time shall stresses be permitted to develop which will cause cracking in the concrete. Crack prevention remains, however, the responsibility of the Contractor. Any additional reinforcement required to meet these requirements shall be located strictly in accordance with the concrete cover controls noted in the documents and shall be subject to acceptance by the Superintendent and be included at the Contractor’s expense. The design work required for the precast panels and lifting eyes shall be carried out by a Chartered Engineer experienced in this work and such design work shall be submitted to the Superintendent for examination. Examination of such details shall not relieve the Contractor of the responsibility for the performance of the panels under all handling conditions. The temporary bracing/support of panels to the superstructure during construction shall be designed so as not to affect the long-term performance of the precast concrete panels. All ferrules, anchorages, etc. shall be in accordance with the location and concrete cover controls noted on the drawings and shall be subject to acceptance by the Superintendent. The Contractor will be responsible for co-ordinating and providing required penetrations and embedded items for all trades and shall have allowed in his Contract Sum for costs associated with this work. Coring of penetrations, drilling in of mechanical anchorages for bolts and fixings, and fixing of attachments by percussion nailing will not be permitted unless agreed to in writing by the Superintendent. E14.4 SHOP DRAWINGS Allow to provide for the production of comprehensively detailed and dimensioned shop drawings for every panel type and accurate set out drawings showing all dowels, cast-in fixings, rebates, plates, angles, ferrules, etc. required for the concrete superstructure. Shop drawings and superstructure setouts shall incorporate fully dimensioned locations of all cast-in elements and attachments related to precast work. The Contractor shall be responsible for co-ordinating with the Superintendent to ensure that such information is provided in ample time to allow for checking and correction of drawings. Shop drawings shall incorporate the Superintendent’s panel numbering system.


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E14.4 SHOP DRAWINGS (Continued) Finishes to Formed Surfaces �� Class of surface finish Class 2C, free from cracks, depressions, mould marks,

imperfections from the mould bed etc. �� Metal float face finishes to be consistent throughout the panels – to face inside of

buildings. �� Bed face to be on external side of panels. New beds required at commencement of

job. All to be approved during shop drawings review. Also refer to drawings for special cases.

�� CR1 - Refer to Materials Specification. �� CR2 - Refer to Materials Specification. �� CR3 - Refer to Materials Specification. �� CR4 - Refer to Materials Specification. Pigment where required to be Ability Building Chemicals, Abilox, Dose Rate 8.3% or equivalent. Final colour and texture to match samples available for viewing at DesignInc offices. Allow for pigmented grout to match precast panel colour, and to architects written approval. Critical Face of Elements �� External face of all vertical precast panels to facades. �� All typical floor ceiling panels, to ceiling face and vertical returns. Allow for epoxy mould

texture to exposed curved ceiling face. Test Panels �� In accordance with AS 3610 for wall panels minimum 2 no panels of size 1200 x 1200

for each colour of precast panel. Panel to show perimeter joints, dummy joints and waterproof joints profiles. For ceiling panels allow for one typical panel to be prototype panel installed in location for reference and comparison.

Rebate Profile �� Width on face 5mm, depth 15mm – refer typical details. �� Dummy joints to have same profile width gap width to match that proposed between

separate panels – refer Superintendentural details. �� Sealant at joints to be recessed. �� Edge profiles and waterproofing details/rebates etc to be detailed by subcontractor to

suit building type and exposure. Provide details prior to installation. �� Floor / ceiling panels as detailed on drawings. Surface Pattern Details �� Flat panels required. �� Dummy joints where noted on elevation drawings.


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E14.4 SHOP DRAWINGS (Continued) Shop Drawings �� Subcontractor to provide drawing list and program in advance of drawing issue. Allow to provide for the production of comprehensively detailed and dimensioned shop drawings for every panel type and accurate set out drawings showing all dowels, cast-in fixings, rebates, plates, angles, ferrules, etc. required for the concrete superstructure. Shop drawings and superstructure setouts shall incorporate fully dimensioned locations of all cast-in elements and attachments related to precast work. The Contractor shall be responsible for co-ordinating with the Superintendent to ensure that such information is provided in ample time to allow for checking and correction of drawings. Shop drawing mark numbers must incorporate the Superintendent panel numbering system. Protection to Critical Faces �� Adequate to prevent surface damage and repair. Particular care is to be taken with all

panels, as there are no applied finishes. Inspections During manufacture of the units give 48 hours notice to the Superintendent or its representative so that each of the following stages may be inspected for all components: a) Moulds and/or forms including flat bed surface quality, edge profiles, chamfer profiles,

blockouts etc. b) Reinforcement and fixings c) Concrete d) Finishes �� Such inspections shall not relieve the Contractor of its responsibility to ensure that the

work complies with the requirements of the Contract. �� Where the Superintendent or its representative does not achieve an inspection prior to

the concreting, or for any other reason, they reserve the right to measure the cover to reinforcement using a covermeter.

E14.5 MANUFACTURE Supervision During all stages of the precast concrete work the Contractor shall employ a full time Precast Supervisor, or Supervisors, for all aspects of the precast concrete work. This person(s) shall be: - �� subject to acceptance by the Superintendent and be responsible to the Superintendent. �� responsible for the co-ordination of all embedded items and penetrations required for

later trades. �� supervise the work to ensure that specific standards are maintained and best current

procedures are employed.


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E14.5 MANUFACTURE (Continued) �� inspect all stages of the manufacture and erection of each panel (refer Clause

“Inspections - Precast Concrete”). �� responsible for ensuring that the precast panels are in accordance with the Contract

Documents. �� maintain records as specified. �� ensure that all the Superintendent’s instructions relating to the precast concrete are

carried out correctly. �� the Contractor is responsible for carrying out his own inspections, supervising the

precast concrete work at the Precasting yard to ensure compliance with the Specification and drawings.

Standards The precast work shall comply with the requirements of AS 3600 in respect of materials and workmanship, and the Concrete Institute of Australia publication “Precast Concrete Recommended Practice”, with respect to quality assurance unless otherwise specified herein. All steelwork required to be of stainless steel shall conform with AISI (American Iron and Steel Institute) type 316 stainless steel, unless otherwise specified or agreed in writing by the Superintendent. Specialist Subcontractor Ensure that all precast concrete components are manufactured by an approved specialist Subcontractor experienced in the type of work required by this Contract. Materials Generally Except where otherwise noted, all material mixing, placing, testing etc., for precast work shall generally comply with the relevant requirements of the “Concrete” section included in this specification. Concrete shall have a minimum crushing strength of 40 MPa at 28 days unless otherwise noted in the documents. Columns to achieve a minimum strength of 50Mpa at 28 days. Programme Submit to the Superintendent detailed programme of precast unit manufacture showing mould construction, casting cycle, curing, storage and delivery of units. Ensure that this programme is co-ordinated with building works programme. A complete costing programme shall be submitted to the Superintendent for approval prior to the fabrication of any forms other than those required for prototype panels. Formwork The formwork shall conform to the shape, dimensions and tolerances set out in the drawings and this specification. The forms shall be free from mortar leaks and shall be sufficiently rigid to resist the effects of vibration without significant deflection and shall show no tendency to warp or strain after repeated use. Before placing concrete, the forms shall be coated with a suitable release agent. Ensure the release agent does not adversely affect the subsequent application of any specified surface finish to the concrete.


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E14.5 MANUFACTURE (Continued) Ensure that the release agent does not “puddle” and so cause staining or concrete cure retardation. Vibration Compaction of concrete shall be by means of table vibrators, or internal vibrators of a minimum frequency of 12000 cycles per minute, or form vibrators of an approved type. Continue vibration until full compaction and consolidation is attained. Protect hand carried vibrators to ensure that possible petrol spillage does not contaminate the concrete. Steam Curing Allow minimum pre-setting period of two hours before the application of steam. The temperature rise shall not exceed 1�F per minute. The minimum temperature of curing shall be 54�C and the maximum 76�C. After cessation of steaming, allow the product to cool gradually to air temperature. Steam curing shall be at the option of the supplier. Test cylinders representing the units poured shall be steam cured under identical conditions to ensure that they are truly representative. Marking Mark each unit with an identifying number and the date on which it was cast. Locate in a position so that markings are visible after site erection but concealed in the finished work. Immediately after a panel has been removed from its form, it shall be marked. Records The Contractor shall provide a duplicate log book in which he shall keep full records of all stages of manufacture of each panel. Information recorded with respect to each panel shall include the following: - �� Panel identification number. �� Date of casting. �� Weather conditions and temperature at time of casting. �� Method and duration of curing. �� Temperature graphs for steam curing (if applicable). �� Date of removal from forms. �� Concrete test results. �� All yard instructions given by the Superintendent including those relating to making

good damage or deficiencies in workmanship. �� Date of delivery to site. Tolerances Manufacturing tolerances shall comply with AS 3610, in particular Table 3.4.3.


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E14.5 MANUFACTURE (Continued) Cast-In Elements Cast in all ferrules, bolts, dowels, etc., shown on the drawings. All fittings shall be hot dip galvanised steel or manufactured from approved non-corrosive material. Rebate cast-in fixings for lifting units 30mm from face of unit to allow patching of lifting points. Lifting eyes and bracing connections shall not be visible in the completed works. Design lift-up points to avoid cracking around inserts and correctly tie reinforcement. Fixings All structural steel used in the fabrication of components shall comply with AS 4100. All steelwork requiring a zinc coating shall be hot dip galvanised and passivated, unless otherwise agreed in writing by the Superintendent. The work of surface preparation and galvanising shall be carried out, for any one article, on the same working day. Prior to galvanising, the surfaces shall be cleaned of dirt, weld spatter, grease, slag, oil or other deleterious materials. Steel surfaces shall be chemically descaled or sand blasted to a class 2.5 in accordance with AS 1627 Part 4. Reinstatement of galvanising will only be permissible to areas which become damaged during erection. It will not be permissible to reinstate poor quality galvanising. Cleaning of the damaged area prior to reinstatement shall be to a Class 21/2 in accordance with AS 1627 Part 4. The paint shall be a zinc rich organic primer with a zinc content of 90% (+2%, -0%) of dry film weight. The number of coats shall be as necessary to build up the zinc protection to at least the equivalent thickness of the original hot dip galvanising. Each coat shall overlap the previous protection coating by a minimum of 50mm. Surface Finish Except where otherwise noted visible surfaces of precast concrete units shall have a smooth off-form finish not less than Class 2 in accordance with AS 3610. The surfaces shall be free from cracks, depressions, mould marks and fins and shall be of even texture. Prototypes The Contractor shall prepare three samples with the specified finish of each panel type. Each sample shall be a minimum size of 1200 x 1200 x thickness shown on the drawings. Mix designs used in preparing each set of samples shall be tested for characteristic strength in accordance with AS 1012 with at least 3 specimens being taken from each set of samples. One specimen shall be tested at 7 days and the others at 28 days. In the event of a failure of a set of samples to achieve the required characteristic strength, three further samples all identical to the first set of samples in texture and colour shall be produced and tested at the Contractor’s expense. This process shall be repeated until the requirements of the Specification are met. E14.6 INSPECTIONS During manufacture of the units give 48 hours notice to the Superintendent or its representative so that each of the following stages may be inspected for all components: (a) Moulds and/or forms (b) Reinforcement and fixings (c) Concrete (d) Finishes Such inspections shall not relieve the Contractor of its responsibility to ensure that the work complies with the requirements of the Contract.


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E14.6 INSPECTIONS (Continued) Where the Superintendent or his representative does not achieve an inspection prior to the concreting, or for any other reason, they reserve the right to measure the cover to reinforcement using a covermeter. E14.7 TRANSPORTATION Support units on padded wooden blocks at their bearing points and adequately tie down to ensure no damage during transit. Adequately protect corners damage from chains. E14.8 HANDLING AND STACKING Carefully handle panels by methods and appliances that will not injure the panels or connection by overstressing or deformation. Panels shall only be handled from the lift points shown on the shop drawings. Panels shall be stacked on the edge clear of the ground and supported only at approved bearing points over an adequate area. If panels are stacked in tiers, the packing blocks shall be placed directly over each other and the lower panel shall not be overstressed in bearing. Protect all precast units against damage from the local crushing and chafing effects of lifting and transporting equipment and storage racking. The Contractor shall allow for yard storage costs for all panels prior to their delivery on site. E14.9 ERECTION Ensure that all work is complete and checked, ready to receive precast concrete units and that seating blocks and flashings are in position. Place units accurately and fix progressively and ensure that “creep” does not occur. Do not damage surfaces during erection of precast units. Provide all necessary propping and bracing to precast units until they have been fully grouted, connected and tied to the main structure. Comply to the current Australian Standard and governing publications on temporary propping. Check all fixings and flashings, caulk joints as shown, clean off surfaces, protect during later works and clean off finally prior to handover. Rectify any surface defects or damage to approval. Welding to be completed by a suitably qualified welder. All certificates to be supplied to the Superintendent. Welds to be inspected by independent supervisor, refer Steel specification. E14.10 REPAIRS TO PRECAST CONCRETE UNITS All panels shall be inspected by the Superintendent prior to erection. Major repairs to damaged units e.g. chips larger than 50mm radius, will not be permitted and such panels shall be replaced. Minor damage to units may, if approved in writing by the Superintendent, be made good. Contractor shall be responsible for all costs involved. Perform patching using approved epoxy-based bonding agents in accordance with the manufacturer’s recommendations and ensure surfaces match existing.


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E14.10 REPAIRS TO PRECAST CONCRETE UNITS (Continued) The Superintendent shall be the sole arbiter as to whether damaged units may be repaired or whether the units shall be removed from site and replaced with new units. Any unit which fails to comply with the specified requirements shall be liable to rejection at either the casting yard or the site. Remove all rejected units from site and replace with new approved units as soon as possible. Rejection and replacement of any of the precast concrete components which do not comply with the requirements of the Contract shall in no way constitute a variation to the Contract Cost or an extension to the Contract Time. E14.11 TESTING AND ASSESSMENT All tests and testing prescribed in the Specification shall be arranged by and paid for by the Contractor who shall submit one copy of the test results or reports to the Superintendent. All tests shall be carried out by independent, recognised and NATA approved testing authorities and shall conform to the applicable standards or trade practice. The Superintendent may require further additional tests to those specified. Any test which fails to meet the specified standards shall be paid for by the Contractor. Test Certificate A test certificate shall be prepared for each set of test results and shall be forwarded to the Superintendent immediately upon completion of testing. The test certificates shall contain the following information:- �� Specimen number.

�� Number of concrete trucks from which samples were taken, where appropriate.

�� Delivery docket number for the concrete that samples were taken from where appropriate.

�� Concrete grade and mix identification.

�� Date and time that samples were taken.

�� Panel numbers for identification of the concrete from which samples were taken.

�� Slump result.

�� Method of compaction.

�� Date that specimens were received by laboratory.

�� Specimen dimensions.

�� Mass of specimen.

�� Number of days of moist curing of specimen.

�� Date of testing of specimen.

�� Compressive strength result.


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E14.11 TESTING AND ASSESSMENT (Continued) Acid Absorption Obtain the Superintendent’s acceptance for the use of acid to etch or wash the concrete surface where applicable. Hydrochloric acid shall not be used, phosphoric acid shall be used in lieu. Where acid has been accepted to etch/wash the concrete, tests shall be carried out to check the depth of penetration of acid into the panel. The tests shall be: - (a) Test for presence of chlorides at various depths from the surface of the concrete that

has been etched, as described below. (b) Test to determine the pH of the concrete at various depths from the surface of the

concrete that has been etched as described below. Tests shall be carried out by the chemical analysis. A sample panel shall be produced and acid washed in an identical manner to that proposed for the final building panels. The panel shall be a minimum of 75mm thick and shall be of sufficient size to permit the taking of samples in accordance with the requirements of the testing company. Samples for testing shall be taken at depths of 0, 5, 10, 15, 25, 35, 50 and 75mm from the surface which has been acid washed. The samples shall be taken directly one beneath the other and shall be repeated in two other locations (i.e. 3 sets of results). This shall be carried out for both chloride analysis and pH survey. The acid absorption tests described above shall be carried out by a NATA registered laboratory to the approval of the Superintendent. The test results shall be provided to the Superintendent before the manufacture of any panels commences. Tests as described above shall be carried out on two of the sample panels before commencement of the manufacture of any panel and tests on the third panel shall be carried out during the currency of the Contract at the direction of the Superintendent. The tests shall take place no earlier than 7 days after acid washing. The sample panels shall be retained and the location of the test samples clearly marked. An identical set of tests shall be carried out in one location only to be determined by the Superintendent, 3 months after acid washing. This sample shall be taken as close as practicable to an original sample location. The test shall be deemed to be acceptable provided that:- �� at distance 5mm from the surface of the sample:- i) pH exceeds 11.5 ii) chloride content is less than 150 ppm. �� at distance 10mm from the surface of the sample:- i) pH exceeds 11.8 ii) chloride content is less than 50 ppm. E14.12 PRECAST CONCRETE WHEEL STOPS In basement car park provide precast concrete wheel stops 2000 long to each car space. Wheel stops shall be approved proprietary manufacture and shall be dowelled into the floor slab to comply with manufacturer’s instructions.


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E14.13 SUMMARY OF SUBMISSIONS Item When Required Handling / Erection Procedures and Computations 4 weeks prior to commencement Supervision 2 weeks prior to commencement Shop Drawings 3 weeks prior to commencement Casting Programme 2 weeks prior to commencement Prototypes 4 weeks prior to commencement Acid Absorption 4 weeks prior to commencement Concrete Mix Design 14 days prior to commencement Joint waterproofing / flashing samples 3 weeks prior to installation Joint sealant types / samples / colours 3 weeks prior to installation