277-spec

Intended for Meraas

Document type Specifications

Date 2014-07-08

Project Number: 134101012

Document No.: 007-134101012-STR-SPE-C1

CITY WALK, THE CLINIC DIVISION 03 SPECIFICATION FOR CONCRETE WORKS

INDEX

DIVISION 03 – CONCRETE

SECTION ITEM

03 00 00 Concrete General

03 11 13 Structural Cast-in place Concrete Forming

03 15 13 Waterstops

03 21 00 Reinforcing Steel

03 30 00 Cast-in Place Concrete

03 39 00 Concrete Curing

CITY WALK - THE CLINIC SPECIFICATION FOR CONCRETE WORKS 1

Document No: 007-13410101-STR-SPE Rev:C1 Project Name: City Walk – The Clinic Date: 08-07-2014

SECTION 03 00 00 – CONCRETE GENERAL

PART 1 - GENERAL

1.1 Summary

1. This Section specifies cast-in place concrete, reinforcement, concrete materials, mixture design, placement procedures, and finishes for the following structural elements:

1. Piles 2. Footings and foundations 3. Slabs-on-grade 4. Suspended slabs 5. Concrete toppings 6. Building frame members. 7. Building walls.

2. Concrete work shall consist of furnishing all materials and constructing structures of the forms, shapes and dimensions shown on the Drawings or as directed in accordance with the details shown on the Drawings and these Specifications.

3. Cast-in-place concrete shall be ready mixed concrete, batched off the site, generally as defined in BS 5328 but as amended in these Specifications.

1.2 Reference Documents

American Standards AASHTO T 277 Rapid determination of chloride permeability of concrete ACI 305R-91 Hot weather concreting ASTM C 40 Test for organic impurities in sands for concrete ASTM C 88 Test for soundness of aggregates by use of sodium sulphate or

magnesium sulphate ASTM C 94 Ready-mixed concrete ASTM C 123 Test for lightweight pieces in aggregate ASTM C 127 Specific gravity and absorption of coarse aggregate ASTM C 128 Specific gravity and absorption of fine aggregate ASTM C 131 Method of resistance to degradation of small size coarse

aggregates by abrasion and impact in the Los Angeles machine ASTM C 142 Clay lumps and friable particles in aggregates ASTM C 150 Portland cement ASTM C 186 Test for heat of hydration of hydraulic cements ASTM C 227 Test for potential alkali reactivity of cement-aggregate

combination (mortar bar method) ASTM C 231 Test for air content of freshly mixed concrete by pressure

method ASTM C 232 Test for bleeding of concrete ASTM C 295 Petrographic examination of aggregates for concrete ASTM C 289 Test for potential reactivity of aggregates (chemical method) ASTM C 494 Standard Specification for Chemical Admixtures for Concrete



ASTM C 535 Resistance to degradation of larger size coarse aggregate by abrasion and impact in the Los Angeles machine

ASTM C 586 Test for potential alkali reactivity of carbonate rocks for concrete aggregate (rock cylinder method)

ASTM C 1260 Potential Alkali reactivity of cement-aggregate combinations (NBRI method)

British Standards BS EN 196 Methods of testing cement. BS EN 197-1 Cement. Composition, specifications and conformity criteria for

common cements BS EN 206-1 Concrete. Specification, performance, production and conformity BS EN 480 Admixtures for concrete, mortar and grout. Test methods BS EN 932 Tests for general properties of aggregates BS EN 934 Admixtures for concrete, mortar and grout. Concrete admixtures BS EN 1008 Mixing water for concrete. Specification for sampling, testing

and assessing the suitability of water, including water recovered from processes in the concrete industry, as mixing water for concrete

BS EN 1011 Welding. Recommendations for welding of metallic materials BS EN 1097 Tests for mechanical and physical properties of aggregates.

Methods for the determination of resistance to fragmentation BS EN 1367-4 Tests for thermal and weathering properties of aggregates.

Determination of drying shrinkage BS EN 12620 Aggregates for concrete BS EN ISO 4066 Construction drawings. Bar scheduling BS12 Specification for Portland cement** BS146 Specification for blastfurnace cements with strength properties

outside the scope of BS EN 197-1 BS812 Testing aggregates*** BS1305 Specification for batch type concrete mixers* BS1377 Method of test for soils for civil engineering purposes BS1881 Testing concrete BS3892 Pulverised fuel ash BS4027 Sulphate-resisting Portland cement BS4248 Specification for supersulphated cement BS4449 Carbon steel bars for the reinforcement of concrete BS4550 Methods of testing cement BS5328: Part 1 Guide to specifying concrete Part 2 Method for specifying concrete mixes Part 3 Specification for the procedures to be used in producing and

transporting concrete Part 4 Specification for the procedures to be used in sampling, testing

and assessing compliances of concrete BS5606 Accuracy in building BS6100 Glossary of building and civil Engineering terms BS6610 Pozzolanic pulverised fuel ash cement BS6699 Ground granulated blast furnace slag for use with Portland

cement BS7542 Method of test of curing compounds for concrete BS8004 Code of Practice for foundations BS8007 Design of concrete structures for retaining aqueous liquids



BS8110 The structural use of concrete BS8500-1 Concrete. Complementary British Standard to BS EN 206-1.

Method of specifying and guidance for the specifier BS8666 Specification for scheduling, dimensioning, bending and cutting

of steel reinforcement for concrete *BS1305 is obsolescent but are referred to in other references. **BS12 is no longer current, but still cited in building regulations. ***BS812 is superseded, but remains still current

Other References DIN 1048 Testing of concrete: Testing of hardened concrete NS 3045 Silica Fume for Concrete BRE Special Digest 1 Concrete in aggressive ground, 2005 BRE Digest 357 Shrinkage of Natural Aggregates in Concrete BRE Digest 330 Alkali Aggregate Reactions in Concrete CIRIA publication 163 CIRIA publication 577

Guide to the Design of Concrete Structures in the Arabian Peninsula Guide to the construction of reinforced concrete in the Arabian Peninsula

CIRIA special publication SP31

Guide to Concrete construction in the Middle East

CIRIA special publication SP118

Steel reinforcement

CIRIA Report R 135 Concreting deep lifts and large volume pours CIRIA report R165 Concrete mixes - planning and design for transporting, concrete

placing and finishing Concrete Society Technical Report 30

Alkali Silica Reaction - minimising the risk of damage to concrete

Institution of Structural Engineers/Concrete Society

Standard Method of Detailing Structural Concrete

US Army Corps of Engineers CRD-C 39-81

Test Method for the Coefficient of Linear Expansion of Concrete

This specification shall be read in conjunction the Dubai municipality Building Codes for any amendments to the ACI standards. In cases of discrepancy between this specification and the building code, the most onerous requirement shall apply unless alternative is prior approved by the Engineer.

PART 2 - PRODUCTS (not used)

PART 3 - EXECUTION (not used)

END OF SECTION 03 00 00



SECTION 33 11 13 – STRUCTURAL CAST-IN PLACE CONCRETE FORMING

PART 1 - GENERAL 1.1 Summary

A. Section Includes: 1. Form fabrication 2. Form placement, shoring, bracing, and anchorage 3. Form accessories 4. Form removal

B. Referenced Sections:

This document shall be read in conjunction with the following sections 1. Section 03 00 00 Concrete General 2. Section 03 20 00 Concrete Reinforcement 3. Section 03 30 00 Cast-In-Place Concrete

1.2 Reference Documents

Refer clause 1.02 of section 03 00 00

This specification shall be read in conjunction the Dubai Municipality Building Codes for any amendments to the ACI standards. In cases of discrepancy between this specification and the building code, the most onerous requirement shall apply unless alternative is prior approved by the Engineer.

1.3 System Description

A. Design Requirements:

1. Design, engineer, and construct formwork, shoring, and bracing to conform to design and code requirements; resultant concrete to conform to shape indicated, line and dimensions.

2. Structural adequacy of forms, ties, shoring and bracing shall be solely responsibility of Contractor. Requirements stated herein shall be considered minimum requirements for appearance purposes only, and shall not be considered as structural design.

1.4 Submittals

A. Product Data: 1. Submit manufacturer’s literature describing products to be provided, such as

metal forming systems, form liners, etc.

B. Design Calculation Engage an experienced and certified independent agency for checking the design calculation of the works in this specification. The agency shall provide certificate of approval

C. Shop Drawings:

1. Formwork Shop Drawings: Prepared by specialist formwork supplier detailing fabrication, assembly, and support of form work



2. Submit scaled shop drawings showing general layout of shores and re-shores, anchoring sizes and types, shapes, thickness, and other similar detailed information. Indicate pertinent dimensions, materials, bracing, and arrangement of joints and ties.

3. Show adjacent or related portions of Work in a complete manner. 4. Shop drawings submittal shall be coordinated with shop drawings submission of related

portions of Work, such as:

a. Reinforcing Steel; refer to Section 03 21 00 b. Cast-in-place concrete; refer to Section 03 30 00

5. Shop drawings shall be prepared under supervision and bear seal of a registered professional engineer. Professional engineer shall be licensed in construction jurisdiction.

D. Quality Assurance Submittals: 1. Certificates:

a. Provide certification, prepared by registered professional engineer that shop drawings have been prepared under his/her supervision.

2. Qualification Data: For specialist installer, material supplier, formwork installer

and testing agency.

3. Material Certificate :For each of the following,signed by manufacturers: a. Form materials and form-release agents b. Bonding agents c. Repair materials

1.5 Quality Assurance

A. Manufacturer Qualifications: A firm having adequate experience in manufacturing formwork products and that complies with ISO 9000 series of requirements for production facilities and equipment.

B. Testing Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction, and with a proven track record with ISO certification

C. Preinstallation Conference: Conduct conference at Project site to comply with requirements specified in the Volume 01.

D. Regulatory Requirements: 1. Perform work in compliance with BS 5975, BD 36/90, and CS 030. 2. Conform to applicable codes and ordinances for design, fabrication, erection and

removal of formwork.

3. Inspection and Reviews- Minimum inspections and reviews must be conducted on site for forms and form removal limitations

1.6 Delivery, Storage and Handling

A. Packing, Shipping, Handling, and Unloading: 1. Forms shall be piled flat, face to face and back to back, for hauling. 2. Forms shall be cleaned immediately after stripping and shall be stacked in small

piles with faces together.

B. Storage and Protection: 1. Store materials in a clean, well-drained area.



2. Stack materials so that water cannot accumulate on or within materials, using wood blocking to provide drainage and air circulation under stacks of materials.

3. Cover materials with tarpaulins or plastic in a manner to provide air circulation and to protect from damage. Damaged or deteriorated materials shall be removed from Site.

1.7 Inspection and Testing

1. Carry out all inspection and testing in accordance with this section and the relevant standards.

2. In the event that materials or workmanship fail to comply with the requirements specified herein, carry out further inspection and testing to satisfy the engineer. Testing laboratories shall be to the approval of the Engineer.

3. Carry out any additional inspection and testing required by the Engineer at Contractor cost. 4. Demonstrate to the Engineer that full records are maintained through all stages of the work.

Make these records freely available for inspection by the Engineer at any time.

1.8 Acceptance of the Engineer

1. Obtain acceptance of the Engineer wherever required, in writing before the work is undertaken.

2. If any deviation is required from any part of this Specification, obtain such approvals in writing before proceeding with any such deviation.

3. Coordinate work with all trades so as not to interfere with the work of other trades. Bring interferences between trades to Engineer's attention and resolve before any concrete is placed.



PART 2 PRODUCTS

2.1 Manufacturers

In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection:

1. Available Products: Subject to compliance with requirements, products that may be

incorporated into the Work include, but are not limited to, products specified. 2. Products: Subject to compliance with requirements, provide one of the products specified. 3. Available Manufacturers: Subject to compliance with requirements, manufacturers offering

products that may be incorporated into the Work include, but are not limited to, manufacturers specified.

4. Manufacturers: Subject to compliance with requirements, provide products by one of the manufacturers specified.

2.2 Materials

A. Smooth-Formed Finished Concrete: Form-facing panels that will provide continuous, true, and smooth concrete surfaces. Furnish in largest practicable sizes to minimize number of joints.

1. Plywood, metal or other approved panel materials. 2. Exterior-grade plywood panels, suitable for concrete forms, generally conforming to

concrete society special report CS 030 B. Rough-Formed Finished Concrete: Plywood, lumber, metal, or another approved material.

Provide lumber dressed on at least two edges and one side for tight fit. C. Forms for Cylindrical Columns, Pedestals, and Supports: Metal, glass-fiber-reinforced plastic,

paper, or fiber tubes that will produce surfaces with gradual or abrupt irregularities not exceeding specified formwork surface class. Provide units with sufficient wall thickness to resist plastic concrete loads without detrimental deformation.

D. Pan-Type Forms: Glass-fiber-reinforced plastic or formed steel, stiffened to resist plastic concrete loads without detrimental deformation.

E. Void Forms: Expanded polystyrene conforming BS3837 Part 1 – Extra Heavy duty type, structurally sufficient to support weight of plastic concrete, other construction stage superimposed loads. For the areas where the void formers also support the superimposed dead load and in service live loads use Extruded Polystyrene conforming to BS3837 Part 2 Grade E3.

F. Chamfer Strips: Wood, metal, PVC, or rubber strips, 25 by 25 mm, minimum. G. Rustication Strips: Wood, metal, PVC, or rubber strips, kerfed for ease of form removal. H. Form-Release Agent: Commercially formulated form-release agent that will not bond with,

stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces. 1. Description: Colorless, non-staining, mineral oil that will not absorb moisture or

adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces

2. Use of substances as form release agents that have not been specifically manufactured for that purpose shall be prohibited.

3. Formulate form-release agent with rust inhibitor for steel form-facing materials.

I. Form Ties: Factory-fabricated, removable or snap-off metal or glass-fiber-reinforced plastic form ties designed to resist lateral pressure of fresh concrete on forms and to prevent spalling of concrete on removal.



1. Furnish units that will leave no corrodible metal closer than 25mm to the plane of exposed concrete surface.

2. Furnish ties that, when removed, will leave holes no larger than 25mm in diameter in concrete surface.

3. Furnish ties with integral water-barrier plates to walls indicated to receive damp proofing or waterproofing.

PART 3 EXECUTION 3.1 Preparation

A. Design, erect, shore, brace, and maintain formwork, according to BS 5975, to support vertical, lateral, static, and dynamic loads, and construction loads that might be applied, until structure can support such loads. Formwork shall include all temporary or permanent forms required for forming the concrete, together with all temporary constructions required for their support.

B. The Contractor shall propose methods of formwork for all elements of the project for approval by the Engineer.

C. The Contractor will engage an approved 3rd party to design and produce shop drawings for the formwork and falsework. All formwork must be design and checked by an approved independent third party and third party review and design calculation shall be submitted to the Engineer for approvals.

D. Construct formwork so concrete members and structures are of size, shape, alignment, elevation, and position indicated, within tolerance limits of BS 5975.

E. All formwork shall be of such quality and strength as will ensure rigidity throughout the placing, ramming, vibration and setting of the concrete without visible deflection.

F. All formwork shall be so constructed that there shall be no loss of material from the concrete. After setting, the concrete shall be in the position and of the shape and dimensions prescribed. The finished surface of exposed concrete shall be of a quality specified on the drawings and approved by the Engineer.

G. Unless otherwise provided on the drawings or directed by the Engineer, all exposed edges shall be bevelled by using dressed, mill-cut hardwood metal or plastic, triangular moulding, having twenty (20) millimetres sides. Details of the bevels are to be submitted to the Engineer for approval prior to their use in the Works.

H. All curved surfaces shall be formed with approved plywood or steel. I. The Contractor shall in all cases request the approval of the formwork by the Engineer in

sufficient time to allow an inspection to be made and shall not commence concreting until such approval is obtained. The period between the Contractor's request for approval and his intention to commence concreting shall be not less than one clear normal working day and the Engineer's representative may require a longer period if, in his opinion, the formwork is of such complexity as to require it.

J. Such approval shall not absolve the Contractor of his responsibilities under the Contract. K. Where internal metal ties are permitted, they or their removable parts shall be extracted

without damage to the concrete and the remaining holes fully filled with a low shrink mortar approved by the Engineer. No permanently embedded metal part shall have less than 40 mm cover to the finished concrete surface or the specified cover to the reinforcement whichever is the greater.

L. The Contractor shall submit to the Engineer for his approval strength and deflection calculations and drawings of the formwork he proposes to use. The Contractor shall ensure that adequate time is given to enable the Engineer to examine the calculations and drawings and also to inspect the formwork before concrete is placed within it.

M. Construct forms tight enough to prevent loss of concrete mortar. N. Fabricate forms for easy removal without hammering or prying against concrete surfaces.

Provide crush or wrecking plates where stripping may damage cast concrete surfaces. Provide top forms for inclined surfaces steeper than 1.5 horizontal to 1 vertical. 1. Install keyways, reglets, recesses, and the like, for easy removal. 2. Do not use rust-stained steel form-facing material.



O. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required

elevations and slopes in finished concrete surfaces. Provide and secure units to support screed strips; use strike-off templates or compacting-type screeds.

P. Provide temporary openings for cleanouts and inspection ports where interior area of formwork is inaccessible. Close openings with panels tightly fitted to forms and securely braced to prevent loss of concrete mortar. Locate temporary openings in forms at inconspicuous locations.

Q. Provide chamfers for exterior corners and edges of permanently exposed concrete as agreed with the Engineer.

R. Form openings, chases, offsets, sinkages, keyways, reglets, blocking, screeds, and bulkheads required in the Work. Determine sizes and locations from trades providing such items.

S. Clean forms and adjacent surfaces to receive concrete. Remove chips, wood, sawdust, dirt, and other debris just before placing concrete.

T. Retighten forms and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper alignment.

U. Coat contact surfaces of forms with form-release agent, according to manufacturer's written instructions, before placing reinforcement.

3.2 Falsework

A. Detailed drawings for falsework shall be prepared by the Contractor and submitted to the

Engineer for approval. The drawings must be approved by the Engineer before the work is started.

B. The Contractor shall submit to the Engineer for approval at least one (1) month before commencing work, complete and full details of his proposed system of falsework, including detailed drawings and calculations. Falsework shall be capable of accommodating temperature changes without causing damage to the concrete.

C. Falsework shall be designed and constructed to provide the necessary rigidity to support all loads placed upon it without appreciable settlement or deformation. Falsework columns shall be supported on wood or metal bases to support all falsework that cannot be founded on rock, shale or thick deposits of other compact material in their natural beds. Falsework shall not be supported on any part of the structure, except the footings, without the written permission of the Engineer. The number and spacing of falsework columns, the adequacy of sills, caps and stringers and the amount of bracing in the falsework framing shall be subject to approval of the Engineer.

D. All timber shall be of sound wood, in good condition and free from defects that might impair its strength. If the vertical members are of insufficient length to cap at the desired elevation for the horizontal members, they shall preferably be capped and frames constructed to the proper elevation. Ends of the vertical members shall be cut square for full bearing to preclude the use of wedges. If vertical splices are necessary, the abutting members shall be of the same approximate size, the ends shall be cut square for full bearing, and the splices shall be scabbled in a manner approved by the Engineer.

E. All steel members shall be in good condition, free from damage, kinks, corrosion or any other defect that might impair their strength.

F. The Contractor shall make allowance for any deflection that is likely to arise during construction, so that the hardened concrete conforms to the specified line and level and is in accordance with the following requirements: a. All slabs and beams more than 5 metres in span shall be laid to a camber. The Contractor

shall be responsible for determining the magnitude of the camber. The following formula may be used subject to the Contractor verifying its applicability:

Camber = (Span)2 /(7200 x depth) (all values in mm)



b. The Contractor’s shop drawings shall clearly identify the camber applied to the formwork of each element.

G. All falsework must be design and checked by independent third party and third party review

and design calculation shall be submitted to the Engineer for approval. Long, tapered hardwood wedges or screw jacks shall be used in all falsework construction and shall be so placed that they can be adjusted to give proper form alignment. The Contractor shall, if required by the Engineer, provide means for adjusting forms to offset any excessive settlement, if screw jacks are used, they shall be adequately braced and secured in such a manner that will prevent tipping of the jacks in any direction. Anchoring of the falsework to the Permanent Works shall only be allowed by prior approval of the Engineer.

H. The Contractor shall provide means for accurately measuring settlement in falsework during placement of concrete, and shall provide a competent observer to observe and correct the settlement.

I. In designing forms and centring, concrete shall be regarded as a liquid. In computing vertical loads, a weight of two thousand five hundred and fifty (2,550) kilograms per cubic metre shall be assumed, and not less than thirteen hundred and sixty (1,360) kilograms per cubic metre shall be assumed in computing horizontal pressure for all types of concrete.

J. The Engineer may refuse permission to proceed with other phases of the work if he deems the falsework unsafe or inadequate to support properly the loads to which it will be subjected.

K. The review or approval of falsework drawings by the Engineer or permission to proceed with the work shall not relieve the Contractor of the responsibility for successful erection or satisfactory results.

3.3 Preparation Of Formwork Before Concreting

A. The inside surfaces of forms shall, except for permanent formwork, or unless otherwise agreed

by the Engineer, be coated with a release agent approved by the Engineer. Release agents shall be applied strictly in accordance with the manufacturer's instructions and shall not come into contact with the reinforcement. Different release agents shall not be used in formwork to concrete that will be visible in the finished Works. A panel shall be constructed utilising the proposed release agent for the Engineer's approval. The surface of the panel shall not exhibit discoloration. Surface retarding agents shall not be used.

B. Immediately before concreting all forms shall be thoroughly cleaned out. All formwork shall be inspected and approved by the Engineer before any concrete is placed in it but such approval shall not relieve the Contractor of his responsibilities for the safety, accuracy or efficiency of the work.

C. Consideration will be given to the use of controlled permeability formwork to assist in achieving the durability requirements.

3.4 Removal Of Formwork

A. The Engineer shall be informed in advance when the Contractor intends to strike any

formwork. At the time of striking any formwork, the concrete shall be of sufficient age and strength for it to withstand the effects of striking, including the effect of thermal shock or the loss of surface durability upon premature exposure, and to be able to withstand the resulting stresses without adverse effects.

B. Where accurate determination of the striking time is required then temperature matched curing of test cubes shall be used.

C. When formwork is removed during the curing period the provision of approved curing methods in accordance with section 3.13 shall immediately follow the removal of the formwork.

D. The time at which the formwork is struck shall be the Contractor's responsibility but the minimum periods between completion of placing concrete in a section of the Works and the removal of forms shall be as follows:



a. Vertical sides of beams, walls and columns 24 hours b. Soffits of slabs (props left in) 4 days c. Removal of props to slabs 11 days d. Soffits of beams (props left in) 8 days e. Removal of props to beams 15 days

E. Formwork shall be constructed so that the side forms of members can be removed without disturbing the soffit forms and, if props are to be left in place when the soffits forms are removed, these props shall not be disturbed during the striking.

F. Formwork shall be removed without damage to the concrete. G. Where it is intended to re-use formwork it shall be thoroughly cleaned and made good to the

satisfaction of the Engineer. H. Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or

otherwise damaged form-facing material will not be acceptable for exposed surfaces. Apply new form-release agent.

I. When forms are reused, clean surfaces, remove fins and laitance, and tighten to close joints. Align and secure joints to avoid offsets. Do not use patched forms for exposed concrete surfaces unless approved by Engineer.

3.5 Field Quality Control

A. Testing and Inspecting: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports.

B. Inspect erected formwork, shoring, and bracing to ensure that work is in compliance with formwork design, and that supports, fastenings, wedges, ties, and items are secure.

C. Correct deficiencies in the Work that test reports and inspections indicate dos not comply with the Contract Documents.

D. The action to be taken in the event of non-compliance of test results with the Specification, shall be determined by the Engineer and may range from qualified acceptance to rejection and removal of all or part of the affected works as described in Field Quality Control

3.6 Tolerances

Formwork and False work shall be designed and installed to achieve the specified tolerances as per the clause 3.18 of section 03 30 00

END OF SECTION



SECTION 03 15 13 WATERSTOPS

PART 1 GENERAL

1.9 Section Includes

A. Contractor shall furnish and securely install PVC waterstops where shown or specified in the Drawings. The work includes cleaning of concrete surfaces and installation of PVC waterstop.

1.10 Related Sections

A. The following is a list of SPECIFICATIONS which may be related to this section:

1. Section 03 11 13, Structural Cast-in-Place Concrete Forming.

2. Section 03 30 00, Cast In Place Concrete

1.11 References Refer clause 1.02 of section 03 00 00

This specification shall be read in conjunction the Dubai Municipality Building Codes for any amendments to the ACI standards. In cases of discrepancy between this specification and the building code, the most onerous requirement shall apply unless alternative is prior approved by the Engineer.

1.12 Submittals

The Contractor shall submit the following documents for Engineer’s approval prior to the commencement of the works.

A. Product Data: For each type of product indicated B. Details of the proposed sources of all materials, together with full documentary evidence that

the materials will comply with the specification C. Samples: For waterstops, and other specified products as requested by the Engineer. D. Material Certificate for Water bars, Water stops and Adhesives

1.13 Delivery, Storage, And Handling

A. Deliver the waterstop materials to the Project site in the manufacturer’s unpacked containers with all labels intact and legible at time of use. Materials shall be stored in a secure, indoor, dry area. Maintain the waterstops in a dry condition during delivery, storage, handling, installation, and concealment.

B. Follow manufacturers’ current written instructions for storage and handling. C. Deliver all the waterstops accessories to the Project site as per manufacturers current

specification

1.14 Inspection And Testing

1. Carry out all inspection and testing in accordance with this section and the relevant standards. 2. In the event that materials or workmanship fail to comply with the requirements specified

herein, carry out further inspection and testing to satisfy the engineer. Testing laboratories shall be to the approval of the Engineer.




Make these records freely available for inspection by the Engineer at any time. 1.15 Acceptance Of The Engineer






PART 2 PRODUCTS

2.1 Materials

A. PVC (polyvinyl chloride) waterstop shall conform to

a. The PVC waterstop shall be extruded from an elastomeric plastic material of which the

basic resin is prime virgin polyvinyl chloride. The PVC compound shall not contain any scrapped or reclaimed material or pigment whatsoever.

b. Performance Requirements as follows

Property Test Method Required Limits Water absorption ASTM D 570 0.15% max Tear Resistance ASTM D 624 40 N/mm min.

Ultimate Elongation BS 2782 Method 320 A 350% min.

Tensile Strength BS 2782 Method 320 A 15 Mpa min.

Stiffness in flexure ASTM D 747 5 Mpa Specific gravity ASTM D 792 1.3 min

Elastic modulus BS 2782 Method 320A 9 Mpa min

Softness Number BS 2782 Method 365A 46 E3 (E4)

Plasticizer Loss on Heating BS 2782 Method 465B 0.50% E1

Flash point ASTM D 92 3500 F min Fire Point ASTM D 92 3750 F min

c. All intersection shall be factory fabricated d. Unless specified on drawings all waterstops shall be minimum 200 mm wide strip with

minimum 4 ribs

2.2 Accessories

a. Provide Primer Adhesive to secure water stop to concrete b. Provide double headed concrete nails as required to secure waterstops in vertical

application

PART 3 EXECUTIONS 3.1 General

A. Coordinate as required with other trades and Specification to ensure proper execution of the waterstop installation.

B. The components and installation procedures shall be in accordance with the manufacturer’s printed and current specifications and recommendations. Installation shall be performed by skilled workers who are trained in procedures and methods required for proper performance of the waterstop.

C. Flexible Waterstops: Install in construction joints and at other joints indicated to form a continuous diaphragm. Install in longest lengths practicable. Support and protect exposed



waterstops during progress of the Work. Use factory fabricated joints as much as practically possible. Field fabricate joints in waterstops shall be according to manufacturer's written instructions and shall be heat welded butt joints.

D. Self-Expanding Strip Waterstops: Install in construction joints and at other locations indicated, according to manufacturer's written instructions, adhesive bonding, mechanically fastening, and firmly pressing into place. Install in longest lengths practicable.

E. Selection of the type of the water bar and installation of water bar shall be prior approved by the Engineer and shall be compatible to the approved water proofing system.

3.2 Examination

A. Examine the concrete surface and correct any surface imperfections which may prevent proper installation and performance of the waterstop. The finished concrete surface, prior to surface preparation, shall be equal to a steel trowel finish.

B. Any Waterstops punctured or damaged shall be repaired or replaced C. Suitable guards shall be provided to protect exposed projecting edges and ends of partially

embedded waterstops from damage when concrete placement has been discontinued D. Prior to placement of concrete notify Engineer for field inspection and approval E. Upon inspection of waterstop installation, replace any damaged or unacceptable waterstop

and dispose of defective materials

3.3 Surface Preparation

A. Concrete surfaces shall be clean and free of dirt, saw dust, laitance, grease, form oils, form release agent, or other contamination to ensure proper adhesion of the waterstop to the concrete surface. Use a wire brush to lightly roughen the surface. Remove all concrete dust with a soft brush.

3.4 Waterstop Placement (Surface Application)

A. Uncoil Waterstops 24 hours prior to installation for ease of handling and fabrication B. Position Waterstops to ensure proper distance from steel reinforcing bars to prevent rock

pockets and honeycomb C. Measure and cut an exact length of waterstop. Splices are not permitted in the waterstop in

vertical wall joints of structures. Splices in horizontal joints are acceptable, however, only one (1) splice is permitted in seven meters. Splice of waterstops in horizontal joints shall be made by butting and gluing the ends of the waterstop with an approved adhesive.

D. Refer to the manufacturer’s recommendations for minimum clearance to a concrete face. Unless a greater clearance is recommended by the manufacturer, the minimum clearance shall be 50 millimeter. Use the greater clearance if the recommended clearance is more than fifty millimeters.

E. Using a brush, apply a uniform coat of adhesive to the concrete surface along the line of placement. Apply a uniform coat of adhesive to the waterstop. Gaps in the glue application shall not be permitted.

F. After the adhesive has dried to a tacky condition (about fifteen [15] minutes in the summer and thirty [30] minutes in the winter), firmly press the waterstop to the concrete surface. When installing the waterstop on curved surfaces such as pipes, temporary bands (for example, wire or rope) may be used to assist in securing the waterstop to the surface. Any temporary means of securing the waterstop shall be prior approved by the Engineer shall be removed prior to placing concrete or grout.

G. Concrete placement within twelve (12) hours is required. The waterstop shall be protected from water moisture, dirt, oil and sun light and from displacement prior to concrete placement. During concrete placement, Contractor shall visually observe the waterstop to ensure proper placement and alignment.

H. Remove separation paper from waterstop just prior to second pour of concrete



3.5 Waterstop Placement (Internal Application)

A. Position waterstop in joint as indicated on drawings. B. Center waterstop on joint, with approximately one-half of waterstop width to be embedded

in concrete on each side of the joint. C. Allow clearance between waterstop and reinforcing steel of a minimum two times the largest

aggregate size. Prevent rock pockets and air voids caused by aggregate bridging. D. Ensure centerbulb is not embedded at expansion joints. E. Secure waterstop in correct position using optional factory-installed brass eyelets (or JPS

hog rings crimped between last two ribs on 12 inch maximum centers), and wire tie to adjacent reinforcing steel. Center-to-center spacing may be increased upon written request and approval from ENGINEER.

F. Carefully place concrete without displacing waterstop from proper position. G. Thoroughly and systematically vibrate concrete in the vicinity of the joint, and to maximized

intimate contact between concrete and waterstop. H. After first pour, clean unembedded waterstop leg to ensure full contact of second concrete

pour. Remove laitance, spillage, form oil and dirt.

3.6 Field Quality

Edge welding will not be permitted. Centerbulbs shall be compressed or closed when welding to non-centerbulb type. Waterstop splicing defects which are unacceptable include, but are not limited to the following: A. Tensile strength not less than 60 percent of parent sections. B. Free lap joints. C. Misalignment of centerbulb, ribs, and end bulbs greater than 1.5 mm. D. Misalignment which reduces waterstop cross section ore than 15 percent. E. Bond failure at joint deeper than 1.5 mm or 15 percent of material thickness. F. Misalignment of waterstop splice resulting in misalignment of waterstop in excess of 10mm in

3 meter. G. Visible porosity in the weld. H. Charred or burnt material. I. Bubbles or inadequate bonding. J. Visible signs of splice separation when cooled splice (24 hours or greater) is bent by hand at

sharp angle.

END OF SECTION



SECTION 03 21 00 REINFORCING STEEL

PART 1 - GENERAL

1.1 Description Of Work

A. The work included under this section consists of furnishing all material, supplies, equipment, tools, transportation, and facilities, and performing all labor and services necessary for, required in connection with or properly incidental to furnishing and installing all reinforcing bars, ties, spacing devices, inserts, and all other material required to complete installation, as described in this Section of the Specifications, shown on the accompanying Drawings, or reasonably implied there from.

B. Work Included:

1. Fabricating and installing all reinforcing steel for cast in place concrete piling works.

C. Referenced Sections: This document shall be read in conjunction with the following sections

1. Section 03 00 00: Concrete General

2. Section 03 30 00: Cast In Place Concrete

1.2 Reference/ Standards Refer clause 1.02 of section 03 00 00

This specification shall be read in conjunction the Dubai Municipality Building Codes 2011 for any amendments to the ACI standards. In cases of discrepancy between this specification and the building code, the most onerous requirement shall apply unless alternative is prior approved by the Engineer.

1.3 Submittals The Contractor shall submit the following documents for Engineer’s approval prior to the commencement of the works.

A. Product Data: Manufacturer's catalog sheets including instructions for use and description of application shall be provided on each of items intended for use on project:

B. Details of the proposed sources of all materials, together with full documentary evidence that the materials will comply with the specification.

C. Steel Reinforcement Shop Drawings: Placing drawings that detail fabrication, bending, and placement. Include bar sizes, lengths, material, grade, bar bending schedules, stirrup spacing, bent bar diagrams, bar arrangement, splices and laps, mechanical couplers, tie spacing, hoop spacing, and supports for concrete reinforcement. Special details shall be provided for the beam to column connections.

D. Welding certificates if applicable. E. Qualification Data: For specialist installer, material supplier and testing agency. F. Mill Certificates:

1. Steel Mill Test Certificates

2. The Contractor shall provide, Mill Certificates for each size of bar for each heat to be used on



the project. 3. Mill Certificates shall include name of mill, date of rolling, date of shipping to fabricator and

shall be signed by fabricator certifying that each material complies with or exceeds the specified requirements. A Mill Certificate shall be furnished with each lot of material delivered to the project and the lot shall be clearly identified in the Certificate.

G. Material Certificates: For Steel reinforcement and accessories, signed by manufacturers: H. Field quality-control test and inspection reports. I. Minutes of preinstallation conference. J. Further submissions shall be made for any change of material quality or source and the

Engineer's approval obtained before the new materials are used. K. Shop Drawings: Shop Drawings shall be submitted that show diagrammatic elevations of all

walls, footings, columns, beams, slabs, etc., at a scale sufficiently large to show clearly the positions and erection marks of reinforcing bars, their dowels, and splices. Shop drawings shall also show details for congested areas and connections. Shop Drawings used in field must be reviewed copies.

L. As Built drawings shall be prepared by the Contractor giving reinforcement disposition as stipulated by this specification.


A. Codes and Standards: Comply with all applicable authority regulations and Safety Regulations. In addition, comply with the provisions of the codes, specifications, and standards, except where more stringent requirements are shown or specified:

B. Manufacturer Qualifications: A firm having adequate local experience in manufacturing reinforcement products and that complies with ISO 9000 series of requirements for production facilities and equipment.

C. Testing Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction, and with a proven track record with ISO certification.

D. Source Limitations: Obtain each type material of the same brand from the same manufacturer's plant. Pre qualification documents with CARES (or equivalent) certification shall be provided for each source

E. Mill Certificates: The Contractor shall provide Mill Certificates for reinforcing steel in accordance with the requirements of Part 1.05, "Submittals" of this specification section.

F. Testing Service: Engage a qualified independent testing agency to perform material evaluation tests.

G. All materials and work shall be subject to inspection at the mill, the fabrication shop, and at the building site. Material or workmanship not complying fully with the drawings, and/or specifications will be rejected.

H. In addition to the requirements of this specification, the Contractor shall perform tests as required by the Local Authority and or the Engineer

I. Preinstallation Conference: Conduct conference at Project site to comply with requirements specified in the Volume 01.

J. Inspections and Reviews – Following minimum inspections and reviews must be conducted on the site: a. special inspection and testing and inspecting agency procedures for field quality control b. anchor rod and anchorage device installation tolerances c. steel reinforcement installation

1.5 Delivery, Storage And Handling

A. Deliver, store, and handle steel reinforcement to prevent bending and damage. Avoid damaging coatings on steel reinforcement where applicable.

B. All the steel delivered and stored on site shall be covered and protected from direct exposure to the environment.

C. Steel shall be stored on firm platforms which are well ventilated and free from water, moisture, dust etc.



D. The Contractor shall provide a detailed method statement for the Engineer’s approval describing the storage arrangements on site.

E. The Contractor must specify the maximum delivery weight of bundles at the time of placing the order to avoid potential problems during unloading on site.

F. All the delivered bundles shall be correctly labeled. Entries on the labels shall agree with information in the bar bending schedule.

G. Epoxy coated and galvanized bars if used, shall be treated carefully at all stages from receipt on the site to the concrete placement and protection of starter bars.


A. Carry out all inspection and testing in accordance with this section and the relevant standards. B. In the event that materials or workmanship fail to comply with the requirements specified


C. Carry out any additional inspection and testing required by the Engineer at Contractor cost. D. Demonstrate to the Engineer that full records are maintained through all stages of the work.

Make these records freely available for inspection by the Engineer at any time. 1.7 Acceptance Of The Engineer




PART 2 - PRODUCTS

2.1 REINFORCING BARS

A. Recycled Content of Steel Products: Not applicable. B. Reinforcing Bars: All steel reinforcement shall conform to the requirements of the

Specifications for Deformed High Yield Steel Bars grade 460 Type 2 to BS 4449, unless otherwise shown on the Drawings or specified by the Engineer.

C. Steel Bar Mats: Conforming to BS6744, wherever specified. D. Plain-Steel Wire: Conforming to BS6744, wherever specified. E. Deformed-Steel Wire: Conforming to Type 2 of BS4482, wherever specified. F. Plain-Steel Welded Wire Reinforcement: Conforming to BS4483, wherever specified. G. Deformed-Steel Welded Wire Reinforcement: Welded wire fabric to be used for the

reinforcement of concrete shall conform to the following requirements: 1. Dimensions: Welded steel wire fabric shall conform to the size and dimensions shown on

the Drawings. 2. Properties: Wire fabric furnished under this specification shall conform to BS 4483.

H. All the reinforcing steel provided shall be CARES certified. I. The mill test report for three different samples shall be furnished to the Engineer for each

consignment of steel reinforcement bars proposed for use on the project. J. The bars in each consignment shall be legibly tagged by the manufacturer and/or fabricator

before being offered for inspection. The tag shall show the manufacturer's test number and consignment number and other applicable data that will identify the material with the mill certificate issued for that consignment of steel by CARE or equivalent approved laboratory.



K. The fabricator shall furnish 3 (three) copies of a certification which shows the heat number or numbers from which each size of bar in the shipment was fabricated.

L. The Engineer reserves the right to sample and inspect all reinforcement steel upon its arrival at the work site. The Contractor shall provide a certificate confirming that samples taken from the bars delivered to the Works pass the rebend test. The frequency of sampling and the method of quality control shall be in accordance with Table E3 and Clause 8.2.2 of BS 4449.

M. All reinforcement bars shall be free from detrimental dirt, mill scale, loose rust, paint, grease, oil or other foreign substance, fins, or tears. There shall be no evidence of visual flaws in the bars, test specimens or on the sheared ends of the bars.

N. All reinforcement shall be cleaned before use to remove rust, oil, grease, salt and other deleterious materials and where pitting has occurred the causes and products thereof. Blasting may be required when the reinforcement is in position, or partially cast in. Partially set concrete adhering to exposed bars during concreting operations shall be removed.

O. Water cleaning of reinforcement to remove chloride contamination shall be carried out prior to pouring of concrete. Cleaning water shall be the same quality as mixing water for concrete.

P. The minimum thickness of concrete cover to reinforcement shall be as shown on the drawings. Only concrete spacers approved by the Engineer shall be used. The concrete for spacer blocks shall be of similar grade and durability characteristics to the main concrete and shall have non-metallic ties.

Q. Certificates

The Contractor shall provide certificates confirming that samples taken from the bars delivered to the Works pass all the tests required in BS4449. The frequency of sampling and the method of quality control shall be in accordance with Annex E of BS 4449. The Engineer reserves the right to inspect, sample and instruct testing of all reinforcement steel upon its arrival at the work site, in accordance with clause E.3 of BS 4449. All such sampling and associated testing costs shall be borne by the Contractor.

R. Mechanical connectors for bars – 1. Where the reinforcement in a section is congested or where specified on drawings,

mechanical connectors shall be used to improve constructability. 2. The connectors shall comply with the provisions of Type 1 & Type 4 couplers of clause 9.0

of CIRIA 92. Type 1 shall be used for pre-concrete installation whereas Type 4 shall be used for post concrete installation wherever agreed by the Engineer.

3. The cover provided for couplers shall be that specified for the reinforcement. 4. The connectors shall be tested in approved laboratory in presence of the Engineer. 5. The mechanical connection using the connectors shall develop 125% of the yield strength

of the connected bars. 6. Slip during the test shall not exceed following: a) 0.1mm for 70% of ultimate force; b) 0.5mm for 95% of ultimate force. 7. Couplers shall be supplied by a company holding a valid third party technical approval.

Couplers, coupler threads and threaded reinforcement shall be protected during construction works so that the intended and specified characteristics are maintained.

8. Sufficient working space must be available around the bars to enable the hydraulic press to swage onto the bars. In addition, swaging equipment for large diameter bars (T40 and greater) shall be provided separate mechanical support for safe operation.

9. The contractor shall take this into account in likely construction sequencing and detailing reinforcement in confined areas.

2.2 Reinforcement Accessories

A. Bar Supports: Chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire reinforcement shall conform to BS 7973.



1. Spacers as approved by the Engineer shall be of such material and design as will be durable, not lead to corrosion of the reinforcement and not cause spalling of the concrete cover.

2. Spacer blocks made from cement, sand and small aggregate shall match the mix proportions of the surrounding concrete to be comparable in strength, durability and appearance of surrounding concrete

3. All spacer blocks shall be formed to allow an effective aggregate interlock within the concrete matrix. The surface of spacer blocks should be roughened or retarded if necessary.

B. Pocket Formers: Capable of completely sealing wedge cavity; sized to provide the required cover over the anchorage and allow access for cutting strand tail.

C. Available Products: Subject to compliance with requirements, products that may be incorporated into the Work shall be approved by the Employer’s Representative

2.3 Reinforcing Tendons

A. Prestressing Strand:

B. Prestressing tendons to comply with BS 5896, BS EN 15630 and any other relevant references into this specification.

C. The Contractor shall obtain from the manufacturer and furnish a certificate of compliance with the relevant standard’s requirements for tensile strength and load extension.

D. Tendons types and sizes shall be as noted on the drawings by the Post Tensioned Concrete Sub-Contractor

E. All high tensile steel shall be stress relieved in the manufacturing mill by thermal and mechanical means. No other heat treatment shall be permitted after leaving the shop.

F. Tendons shall be clean, free from rust, scale, pitting and any lubricant or oil that would affect their bond with cement grout or corrosion.

G. It is the Contractor’s responsibility to ensure that all tendons are adequately protected against corrosion throughout construction. The tendons shall be stored above the ground on racks and protected with tarpaulins or other approved methods until used. Tenders may be inspected by the Employer’s Representative prior to installation. Any tendons with signs of corrosion shall be rejected.

H. Tendons shall not be subject to heat, welding or ground currents. No welding shall be conducted within the vicinity of tendons. Superfluous extension of tendons 150 mm beyond anchorages or jack grips shall be cut in accordance with manufacturer’s instructions.

a. Post-Tensioning Coating: NOT USED b. Tendon Sheathing and Prestressing Ducts

I. All prestress tendon ducts, duct formers, sheathing and the like shall confirm to British Standards indicated in the references.

J. Where ducts are formed with sheaths, provide sheathing material strong enough to transfer the tendon stresses into the body of the concrete.

K. Prestressing Anchorage Device and Coupler Assembly:

a. All anchorages and couplings shall comply with BS 4447 and other references in this Specification.

b. All anchorage devices shall be capable of withstanding a static force corresponding to the specified minimum ultimate tensile strength of the tendon being anchored, when such force is applied in a manner similar to the one in which the tendon imposes load on the anchorage in practice. All anchorages proposed must comply with BS 4447.



c. Tensile Reinforcement at Anchorage. The term anchorages used in this clause shall be taken to mean all anchorages whether wholly or partly embedded in concrete and all anchorages formed from embedded tendons or other device. The maximum force at working load to be developed at the anchorage shall be taken to be that force corresponding to the minimum specified ultimate strength of the tendon.

d. Retain paragraph and subparagraphs below if an encapsulated system is specified. See Evaluations for discussion of encapsulated systems for aggressive environments.

L. Encapsulation System: Watertight encapsulation of prestressing strand consisting of the following: 1. Wedge-Cavity Caps: Attached to anchorages with a positive mechanical connection and

completely filled with post-tensioning coating. a. Caps for Fixed and Stressing-End Anchorages Devices: Designed to provide watertight

encapsulation of wedge cavity. Sized to allow required extension of strand past the wedges.

b. Attach cap for fixed-end anchorage device in fabricating plant. c. Caps at Intermediate Anchorages: Open to allow passage of strand.

2. Sleeves: Attached to anchorage device with positive mechanical connection; overlapped

a minimum of 100 mm with sheathing and completely filled with post-tensioning coating.

2.4 Wire

A. All wire for concrete reinforcement shall conform with "Specifications for Cold-Drawn Steel Wire for Concrete Reinforcement," ASTM A 82 and BS 4482

PART 3 - EXECUTION:

3.1 Existing Conditions

A. Prior to all work of the section, carefully inspect the installed work of other trades and verify that all work is sufficiently complete to permit the start of work under this section and that the completed work of this section will be in complete accordance with the original design and the reviewed shop drawings. In the event of discrepancy, immediately notify the Engineer in writing.

B. In the event conduits, pipes, inserts, sleeves, or any other items interfere with placing the reinforcement as indicated on the drawings or approved shop drawings, or as otherwise required, immediately notify the Engineer and obtain approval on procedure before placement of reinforcement is started.

3.2 Scheduling And Bending

A. The Contractor shall schedule the reinforcement in accordance with BS 8110 and BS 8666 and the information on the Drawings, this Specification and subsequent instructions.

B. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete.

C. Clean reinforcement of loose rust and mill scale, earth, ice, and other foreign materials that would reduce bond to concrete.

D. Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcement with bar supports to maintain minimum concrete cover. Do not tack weld crossing reinforcing bars.

E. Set wire ties with ends directed into concrete, not toward exposed concrete surfaces. F. Install welded wire reinforcement in longest practicable lengths on bar supports spaced to

minimize sagging. Lap edges and ends of adjoining sheets at least one mesh spacing. Offset



laps of adjoining sheet widths to prevent continuous laps in either direction. Lace overlaps with wire.

G. Bar Schedules and Shop Drawings 1. The Contractor shall include for all necessary chairs and spacers, and his price and rates

for steel thus shown shall include for these. 2. The Contractor shall prepare reinforcement detail drawings and other relevant shop

drawings on reproducible negatives at a scale of 1:10 3. Reinforcement details drawings shall be in accordance with the Standard Method of

Detailing Structural Concrete published by the Institution of Structural Engineers/Concrete Society.

4. Sketches will not be acceptable. 5. Bending schedules and reinforcement detail drawings shall be submitted for the Engineer's

approval. Twenty-one (21) days shall be allowed for the Engineer’s consideration of this initial submission.

6. The Contractor shall correct these schedules incorporating the Engineer’s comments and resubmit as reasonably required to ensure a high standard of work. He shall programme his work and submit schedules for approval allowing time for such verification, rectification and resubmission as necessary. Such approval shall not relieve the Contractor of his responsibility for the accuracy of such schedules.

7. No concreting shall be allowed to proceed until such a time that the drawings and bending schedules for that particular section of works are approved. Any delay incurred in obtaining approval shall be the Contractor's responsibility.

H. Bar Cutting and Bending

1. Reinforcement shall be cut and bent in accordance with BS 8666. Cutting or bending by the application of heat is not permitted. Welding of reinforcement shall only be permitted when approved in writing by the Engineer. If such approval is given then the workmanship shall be in accordance with BS EN 1011. The Contractor shall submit full technical details of his proposed procedures prior to seeking approval.

2. Hot rolled high yield bars shall not be straightened or bent again, having once been bent. If the Engineer gives approval to bend mild steel reinforcement projecting from the concrete, the internal radius of bend shall not be less than four times the nominal size of the bar.

I. Placing and Fixing Reinforcement

1. Reinforcement shall be placed and maintained in the position shown in the Contract Drawings. Unless otherwise permitted by the Engineer, all bar intersections shall be tied together using 1.2mm diameter steel wire and the ends of the tying wire shall be turned into the main body of the concrete. a. Spacer blocks or other supports approved by the Engineer, shall be provided and used

to retain the reinforcement at proper distances from the forms. Supports under horizontal bars at the bottom of base slabs shall be spaced at not more than eighty (80) diameters of the bar. All reinforcement shall be so rigidly supported and fastened that displacement will not occur during construction. Reinforcing steel shall be inspected in place and must be approved by the Engineer before any concrete is deposited.

2. No splices shall be made in the reinforcement except where described in the Contract Drawings or where approved by the Engineer.

3. Reinforcement temporarily left projecting from the concrete at construction or other joints shall not be bent out of position during the periods in which concreting is suspended, except with the approval of the Engineer.

4. Bars shall not be cut by gas torch.



3.3 CLEANING REINFORCEMENT

A. Take all means necessary to ensure that steel reinforcement, at the time concrete is placed around it, is completely free from rust, dirt, loose mill scale, oil, paint and all unspecified coatings which will destroy or reduce the bond between steel and concrete.


A. Testing and Inspecting: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports.

B. Correct deficiencies in the Work that test reports and inspections indicate dos not comply with the Contract Documents.

C. The action to be taken in the event of non-compliance of test results with the Specification, shall be determined by the Engineer and may range from qualified acceptance to rejection and removal of all or part of the affected works as described in Field Quality Control.

D. The Contractor shall provide at his own expense all records, samples, tests and their results as may be required by the Engineer, whether the material be finally accepted or not.

3.5 Tolerances

Reinforcement work shall be designed and installed to achieve the specified tolerances as per the clause 3.18 of section 03 30 00

END OF SECTION



SECTION 03 30 00 CAST-IN PLACE CONCRETE

PART 1 – GENERAL

A. This section includes Specification for Cast-In-Place Concrete works

1.1 Referenced Sections:

This document shall be read in conjunction with the following sections 1. Section 03 00 00: Concrete General 2. Section 03 11 13: Structural Cast-in-Place Concrete Forming 3. Section 03 39 00: Concrete Curing

1.2 Reference/ Standards


1.3 Definitions Definition in paragraph below refers to those materials that make up the cementitious component of the water-cementitious materials ratio. A. Cementitious Materials: Portland cement alone or in combination with one or more of the

following subject to compliance with requirements:

1. Blended hydraulic cement, 2. Fly ash and other pozzolans, 3. Ground granulated blast-furnace slag, and silica fume, 4. Sulphate resisting Portland Cement (SRPC) and 5. Moderate sulphate resisting Portland Cement (MSRPC)

1.4 Submittals The Contractor shall submit the following documents for Engineer’s approval prior to the commencement of the works.

A. Product Data: For each type of product indicated B. Details of the proposed sources of all materials, together with full documentary evidence that

the materials will comply with the specification. C. Design Mixes: For each concrete mix. Submit alternate design mixes when characteristics of

materials, Project conditions, weather, test results, or other circumstances warrant adjustments.

D. Qualification Data: For specialist installer, material supplier, formwork installer and testing agency.

E. Material Test Reports: For the following, from a qualified testing agency, indicating compliance with requirements:

Aggregates - Include service record data indicating absence of deleterious expansion of concrete due to alkali aggregate reactivity.



F. Material Certificates: For each of the following, signed by manufacturers: 1. Cementitious materials 2. Cement replacement materials such as GGBS, PFA, SF, MS etc. 3. Aggregates 4. Water 5. Admixtures 6. Form materials and form-release agents 7. Bonding agents. 8. Adhesives. 9. Repair materials.

G. Floor surface flatness and levelness measurements to determine compliance with specified

tolerances. H. Field quality-control test and inspection reports. I. Minutes of preinstallation conference. J. Further submissions shall be made for any change of material quality or source and the

Engineer's approval obtained before the new materials are used.


A. Manufacturer Qualifications: A firm having adequate local experience in manufacturing ready-mixed concrete products and that complies with ISO 9000 series of requirements for production facilities and equipment.

B. Testing Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction, and with a proven track record with ISO certification.

C. Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, obtain aggregate from one source, and obtain admixtures through one source from a single manufacturer.

D. Concrete Testing Service: Engage a qualified independent testing agency to perform material evaluation tests and to design concrete mixtures.

E. In addition to the requirements of this specification, the Contractor shall perform tests as required by the Local Authorities

F. Preinstallation Conference: Conduct conference at Project site to comply with requirements

specified in the Volume 01. 1. Before submitting design mixtures, review concrete design mixture and examine

procedures for ensuring quality of concrete materials. Following representatives of each entity directly concerned with cast-in-place concrete are required to attend, including the following: a. Contractor's superintendent. b. Independent testing agency responsible for concrete design mixtures. c. Ready-mix concrete manufacturer. d. Concrete subcontractor.

2. Inspections and Reviews – Following minimum inspections and reviews must be conducted

on the site: a. special inspection and testing and inspecting agency procedures for field quality

control b. concrete finishing c. hot-weather concreting procedures d. construction contraction and isolation joints



e. joint-filler strips f. semirigid joint fillers g. forms and form removal limitations h. vapor-retarder installation i. steel reinforcement installation j. floor and slab flatness and levelness measurement k. concrete repair procedures l. concrete protection

1.6 Delivery, Storage, and Handling

A. Cement: 1. Bulk cement shall be stored in weatherproof purpose built silos that shall bear a clear

indication of the type of cement contained in them. Different types of cement shall not be mixed in the same silo. Cement stored in silos shall be adequately protected against rain, humidity and dewfall. Silo charging and discharging points shall be properly sealed. Silo aeration equipment shall, if necessary, incorporate de-humidifiers. Cement silo charging pipes shall be clearly marked with the cement type. Precautions shall be taken to reduce the effect of solar radiation on the temperature of the silos.

2. The Contractor shall provide sufficient storage capacity to ensure that his anticipated programme of work is not interrupted due to lack of cement.

3. The temperature of cement shall not exceed 55 degree C at the time of incorporation within the mix.

4. Each consignment of cement shall bear manufacturer's name and identification number. Type of cement shall be the same as mentioned in the approved analysis report. Each separate consignment of cement shall be tested by the manufacturer before delivery and certified copies of such tests shall be supplied to the Engineer before any part of the consignment is used in the Works. The Engineer reserves the right to order a re-test of cement at any time. Approval of cement does not relieve the Contractor of the responsibility to produce concrete of the specified strength.

5. Cement shall be delivered in bulk, or with the Engineer's approval, may be supplied in sealed bags that shall bear the manufacturer's name and the date of manufacture. Each consignment shall be accompanied by a copy of the manufacturer's test certificate and certificate of guarantee.

6. Each consignment of cement shall be identified and used in order of delivery. 7. Any consignment not used within 2 months from the date of manufacture will not be

allowed to be used in the Works. 8. Only one brand of cement as approved by the Engineer shall be used throughout the

Works unless otherwise authorised by the Engineer in writing.

B. Aggregates 1. Aggregates shall be stocked in such quantities that sufficient material approved by the

Engineer is available to complete any continuous pour necessary for any element. The batching plant shall be of adequate size to permit the stockpiling of sufficient, unsegregated materials as per the approved mix design, having proper and uniform moisture content, to ensure continuous and uniform operation. Aggregates shall enter the mixer in a manner approved by the Engineer and in such a manner to ensure that no foreign matter to the concrete or matter capable of changing the desired proportions is included. In the event two (2) or more sizes or types of coarse or fine aggregates are used on the same project, only one (1) size or type of each aggregate may be used in one continuous concrete pour unless otherwise approved by the Engineer.



2. All aggregates shall be stockpiled before use in order to prevent segregation of material, to ensure uniform moisture content and to provide uniform conditions for proportioning plant control. Variations in moisture content shall be controlled and compensated for by continuous read-out moisture meters in either the aggregate storage bins or the weigh hoppers.

3. The use of equipment or methods of handling aggregates that result in the degradation and contamination of the aggregates is strictly prohibited. Bulldozers with metal tracks shall not be used on coarse aggregate stockpiles. All equipment used for handling aggregates shall be approved by the Engineer.

4. Stockpiling of aggregates shall be in the manner approved by the Engineer, and in addition, every precaution shall be taken to prevent segregation. Segregation shall be prevented by making no layer higher than one and one-half (1.5) metres and if two (2) or more layers are required, each successive layer shall not be allowed to "cone" down over the next lower layer.

5. Aggregates shall not be stockpiled against the supports of proportioning hoppers and weighing devices.

6. Segregated aggregates shall not be used until they have been thoroughly remixed and the resultant pile is of uniform and acceptable gradation as per the approved mix design at any point from which a representative sample is taken. The Contractor shall re-mix aggregate piles when ordered by the Engineer.

7. Aggregates shall be delivered in clean and suitable vehicles. Different types or sizes of aggregates shall not be delivered in one vehicle.

8. Aggregates shall be stored on a hard, dust-free surface and shielded from dust and the direct rays of the sun. If dust-free environment cannot be achieved re-screening and washing of aggregates shall be carried out prior to their use.

9. Aggregates of each grade and type of material shall be kept separate until batched. Segregation in each stockpile shall be prevented. Stockpiles shall be protected against contamination from soil, evaporate salts, vegetable matter or other deleterious material. The floors of bins shall be 75mm thick mass concrete (or similar and approved) and shall be laid to fall to the outer edge or provide a free draining apron.


1. Carry out all inspection and testing in accordance with this section and the relevant standards. 2. In the event that materials or workmanship fail to comply with the requirements specified



Make these records freely available for inspection by the Engineer at any time.

1.8 Acceptance of the Engineer






2. PRODUCTS

2.1 Manufacturers

A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Products: Subject to compliance with requirements, products that may be

incorporated into the Work include, but are not limited to, products specified. 2. Products: Subject to compliance with requirements, provide one of the products specified. 3. Available Manufacturers: Subject to compliance with requirements, manufacturers

offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified.


2.2 Concrete Materials

A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source, throughout Project: 1. Portland Cement:

a. The cement to be used throughout the Works shall be Portland Cement obtained from manufacturers approved in writing and shall be as described under one of the following headings.

b. Ordinary Portland Cement (OPC): Cement complying with either BS EN 197-1 or ASTM C150 Type I but containing not less than 7% and not more than 12% by weight of tricalcium aluminate (C3A).

c. Moderate Sulphate Resisting Portland Cement (MSRPC): Cement complying with BS EN 197-1 or ASTM C150 Type II but containing not less than 5% and not more than 9% by weight of tricalcium aluminate (C3A). In either case the cement shall not contain more than 2.7% by weight of sulphur trioxide (SO3).

d. Sulphate Resisting Portland Cement (SRPC): Cement complying with either BS 4027 or ASTM C150 Type V, but containing not more than 4% by weight of tricalcium aluminate (C3A).

e. The acid soluble alkali level measured as (Na2O + 0.658 K2O) shall not exceed 0.6% by weight. Also the heat of hydration at 7 days in accordance with ASTM C186 shall not exceed 290 kJ/kg and the fineness (specific) in accordance with BS EN 196 or BS 4550 shall not be less than 280 m2/kg.

f. Cement shall be free flowing and free of lumps. It shall be supplied in the manufacturer's sealed and unbroken bags or in bulk.

g. Cement that has become hardened or lumpy or fails to comply with this Specification in any way shall be removed from the site.

h. High alumina cement shall not be used. 2. Blended Hydraulic Cement: Combinations of Cement with Ground Granulated Blastfurnace

Slag (GGBS) or Pulverised Fuel Ash (PFA) a. Where specified by the Engineer, GGBS or PFA may be combined in the concrete mixer

with Portland cement complying with BS EN 197-1 as an alternative to the use of factory combinations. GGBS and PFA shall not both be added to the same concrete mix. The procedure given in Clause 4.4.3 of BS 5328 Part 1 shall be followed.

b. The alumina (Al2O3) content of the GGBS shall not exceed 14% as per BS 6699 and BRE Digest 363.

c. No GGBS shall be added to any mix containing cements to BS EN 197-1 or BS 6610, or any other cement combinations containing PFA.



d. No PFA shall be added to any mix containing Portland Blast Furnace cements to BS 146 or BS 4248 or any other cement combination containing GGBS.

e. Combination of cement with GGBS or PFA shall be carried out under controlled conditions and the proportions used shall be within the limits prescribed in BS 146, BS 4248, BS EN 197-1 or BS 6610 as appropriate.

f. No GGBS, PFA or cement combination including either of them shall be included in concrete mixes containing sulphate-resisting cement to BS 4027.

g. Super sulphated cement to BS 4248 shall not be combined with any other type of cement.

3. Combinations of Cement with Silica Fume (SF)

a. Where specified by the Engineer the concrete mix may contain an approved silica fume.

The silica fume shall originate from production of silicon from Ferro-silicon alloys and shall have silicon dioxide content not less than 90%.

b. The Contractor shall submit proposals for the supply of silica fume to the Engineer for approval.

c. Chemical and physical analysis shall be provided for the following:

Parameter Criteria Specific gravity 2,200 kg/m3 minimum Bulk density (densified powder) 500-650 kg/m3 Specific surface 18m2/gram minimum CaO 2.0% maximum SiO2 90% minimum Al2O3 1.0% maximum Fe2O3 1.5% maximum MgO 2.0% maximum SO3 1.5% maximum Alkali as Na2O (includes K2O) 4.5% maximum Parameter Criteria Activity Index Minimum 95% after 28 days Loss of ignition Maximum 4% Percentage of particles greater than 44µm Maximum 2% Moisture content Maximum 2% Chloride content Maximum 0.1%

d. Methods of test shall be in accordance with Norsk Standard NS 3045 or BS EN 196,

where applicable. e. Certification shall be provided for each consignment of silica fume delivered. f. The silica fume supplied shall be from a single furnace and shall not be sub-supplied.

The process of production of silica fume, i.e. the furnace product of which the silica fume is a by-product, shall not vary.

g. The method of incorporation of the silica fume into the mix shall be subject to the approval of the Engineer. The Contractor shall submit a method statement describing the plant and equipment proposed for batching and mixing and the timing of addition of the silica fume to the mix. The method statement shall be supported by a letter from the silica fume supplier approving the methodology.

h. Silica fume shall be used in conjunction with a superplasticising admixture specially formulated to aid dispersion of the silica fume throughout the mix. Details of the proposed admixture shall be submitted to the Engineer for approval.



i. The Contractor shall require that the silica fume supplier provides periodic on-site monitoring of batching, mixing, placing and curing of the concrete and reports on the above shall be submitted to the Engineer for inspection. The representative of the silica fume supplier shall have the necessary technical expertise and local experience.

B. Normal-Weight Aggregates: a. Except as may be modified hereunder the aggregate (fine and coarse) for all types of

concrete shall comply in all respects with BS EN 12620 and BS 882. b. The aggregates used in the permanent works shall be naturally occurring crushed

materials obtained only from approved sources. Aggregates subject to high drying shrinkage such as quartz shall not be used. Aggregates shall be clean, hard, and durable and shall not contain iron pyrites, iron oxides, mica, shale, coal or other laminar, soft or porous materials or hollow shells.

c. Before any material from a particular source is used, the Contractor shall obtain representative samples of fine and coarse aggregates and carry out the necessary tests and analyses to show that the samples comply with the Specification. During the progress of the Works, the grading and chemical characteristics shall be checked at frequent intervals.

d. The results of these tests shall be submitted to the Engineer and his approval shall be obtained before any of the material is used in the Works. Part of each sample will be required for concrete trial mixes and part shall be retained for comparison with subsequent deliveries.

e. Sampling for testing and analysis shall be carried out, where applicable, in accordance with BS EN 932-1 or BS 812 Part 102 as appropriate.

f. The maximum size of the aggregate shall not be larger than: a) 20% of the narrowest dimension between sides of the member for which the concrete

is to be used. b) 75% of the maximum clear distance between reinforcing bars or the side form. c) The nominal aggregate size specified for the mix.Unless otherwise authorised by the

Engineer coarse aggregate shall be delivered to the batching plant in separate sizes according to the maximum specified aggregate size for each grade of concrete.

4. Coarse aggregate shall be prepared as single sized aggregate and blended to produce normal size grading. The combined grading shall be within the appropriate grading limits given in BS EN 12620.

5. Coarse aggregate shall be crushed aggregate obtained from a quarry approved by the Engineer.

6. Fine Aggregate shall be clean sharp natural and/or crushed sand and shall be within BS882 Table 4 zones C and M only.

7. Beach sand shall not be used in concrete mixes. 8. The Contractor may mechanically wash aggregate to remove salts and other impurities in

order to meet the requirement specified. 9. No part of the aggregates shall contain any mineral known to have a potential to cause

alkali silica, alkali silicate, alkali carbonate, or any other damaging chemical reaction between alkalis and aggregates. The Contractor shall demonstrate to the Engineer's satisfaction that the cement-aggregate combination will be stable and not liable to excessive internal expansion due to alkali-aggregate reaction. The Contractor's proposals for demonstrating this shall be submitted and shall take account of the time necessary for any testing. Under exceptional circumstances, the demonstration may be based on previous long-term experience of the materials. Otherwise, the Contractor shall undertake a programme of tests using an independent testing laboratory in accordance with the following requirements: a. Aggregates shall comply with the requirements of Table 1 below.



b. Aggregates shall be initially assessed for reactivity in accordance with ASTM C289 and C1260 and if potential reactivity is indicated, then tests in accordance with ASTM C227 and C586 shall be carried out.

10. The Contractor shall carry out routine testing of aggregates for compliance with the

Specification during the period in which concrete is being produced for the Permanent Works. The tests set out below shall be performed on aggregates from each separate source. The frequency of testing of aggregates shall be in accordance with Table 2.

Sr. No

Requirement Test Methods

Permissible Limits

BS812 ASTM Fines Coarse 1. Grading Part 103 (dry) Standard Standard 2. Material finer than 0.075mm

Natural, uncrushed/crushed Crushed rock

Part 103 (wet) C136 max 3% max 7%

max 1% max 1%

3. Clay lumps and friable particles C142 max 1% max.1% 4. Light weight pieces C123 max 0.5% max 0.5% 5. Organic impurities BS 1377 C40 The colour of

the Supernatant liquid shall be lighter than standard colour solution

6. Water absorption BS EN 1097-6 C128/C127

max 2.3% max 2%

7. Specific gravity (apparent) BS EN 1097-6 C128/C127

min 2.6 min 2.6

8. Shell content in aggregates: - Coarser than 10mm - Between 5mm & 10mm - Between 2.36mm & 5mm - Finer than 2.36mm - Hollow shells

Part 106 none none max. 10% none none

max. 5% max. 15% none none none

9. Particle shape : - Flakiness index - Elongation index - Elongation/flakiness factor

Part 105.1 Part 105.2 See Note 1

max 25% max 25%

10. Acid soluble chlorides, Cl: For reinforced concrete made with (1) SRPC cement (2) OPC & MSRPC cements For mass concrete made with (1) SRPC cement (2) OPC & MSRPC cements

Part 117 App C

(1) max. 0.03% (2) max. 0.03% (1) max. 0.03% (2) max.

(1) max 0.01% (2) max 0.02% (1) max 0.02% (2) max



0.05% 0.04% For prestressed concrete &

steam cured structural concrete

max. 0.01%

max. 0.01%

11. Acid soluble sulphates, SO3 Part 118 max. 0.3% max. 0.3% 12. Soundness,

MgSO4 (5 cycles) Sodium sulphate Na2SO4

C88 C88

max. 12% max. 10%

max. 12% max. 10%

13. Mechanical strength 10% fines value or Impact value Los Angeles abrasion

[BS EN 1097-2] Part 111 Part 112

C131/C535

min. 100KN max. 30% max. 30%

14. Drying shrinkage [BS EN 1367-4] Part 120

max. 0.05% max. 0.05%

15. Potential reactivity Aggregates, chemical method Cement-aggregate combination

C289 C227, C1260

Innocuous 6 month expansion 0.10% max.

Innocuous

Table 1 Limits for Physical, Chemical and Mechanical Properties of Aggregates for Concrete Note 1: Not more than 5% of particles shall have ratios (w:b:l) greater than 1:2:3 (flakey) and 1:1:3

(elongate) when tested by visual inspection of 100g of sand under a microscope where the ratio w:b:l represents width : breadth : length.

Sr. No.

Property Test Method Test Frequency Rate

1. Grading BS 812 Part 103 Each 2 weeks or per 100m³ which ever is more frequent

2. Material finer than 0.075 mm BS 812 Part 103 - ditto - 3. Clay lumps and Friable Particles ASTM C142 - ditto - 4. Lightweight pieces C123 More frequent of monthly or per

200 m3 5. Organic impurities BS 1377, ASTM C40 More frequent of monthly or per

200 m3 6. Water absorption ASTM C128/C127 Twice weekly 7. Specific gravity ASTM C128/C127 - ditto - 8. Shell content BS 812 Part 106 Each 2 months or per 100 m3

whichever is more frequent. 9. Particle shape BS 812 Part 105.1 - ditto - & 105.2 10 Acid soluble chlorides, Cl(2): Qualitative BS 812 Part 117 On each delivery of aggregate Appendices A/B Quantitative BS 812 Part 117 Each 6 concrete days if result is

100% of the limit and each month if result is less than 75% of the limit.

Appendix C

11. Acid soluble sulphates S03 BS 812 Part 118 Each 12 concrete days if result is



Table 2 Frequency of Routine Tests on Aggregates

Note 1. Drying shrinkage and Potential Reactivity of aggregates shall be determined initially at the start of the project or whenever there is a change in the source of supply or where in the opinion of the Engineer the material is deemed to be changed.

Note 2. The Contractor shall take account of the fact that when the chloride content is variable it may be

necessary to test every load in order to prevent excessive amounts of chloride contaminating the concrete. For this purpose the Contractor shall use the rapid field test (Quantab test). In the event of disagreement regarding the results of the field test, the chloride content of the aggregate shall be determined in the laboratory as described in BS 196 or BS 812 as appropriate (the Volhard test). a. Water for concrete:

1. Water shall be clean, potable and free from salt and other impurities to the satisfaction of the Engineer. It shall be tested in accordance with BS EN 1008 or ASTM C94.

2. Water used for mixing and curing of concrete shall have a pH value in the basic range of 7 to 9 and the soluble solids shall not exceed the following limits:

Total dissolved solids 2000 mg/l Chlorides (NaCl) 600 mg/l Sulphate (SO3) 500 mg/l Alkali Carbonates & Bicarbonates 1000 mg/l

3. The temperature of water for concrete shall not be less than 5oC nor more than 25oC at

the time of mixing. Water may be cooled by the gradual addition of chilled water or flaked ice but no ice particles shall be present when the water is added to the mix. The ice to be used shall be the product of water that complies with the above acceptance criteria.

2.3 Admixtures

more than 75% of the limit & each 2 months if result is less than 75% of the limit

12. Soundness, Mg S04 (5 cycles) ASTM C88 Each 48 concrete days 13. Mechanical strength 10% Fines or impact value [BS EN 1097-2]

BS 812 Parts 111, 112

Each 72 concrete days

Los Angeles abrasion ASTM C 131/C 535 - ditto - 14. Drying shrinkage (1) [BS EN 1367-4]

BS812 Part 120 At the start of the project and whenever there is a change in the source of supply

15 Potential reactivity of aggregates (1):

ASTM C295, C289 At the start of the project of aggregates and wherever there is a change in the source of supply

- of carbonate ASTM C586 - of cement/aggregate

combination C227, C1260

16. Moisture variation by moisture meters

In accordance with the Specification but not less than twice daily



A. The Contractor shall obtain the Engineer's approval prior to the use of admixtures in each mix. The suitability of the admixture shall be verified by trial mixes.

B. Admixtures shall be stored to avoid deterioration and segregation. C. Admixtures shall be used strictly in accordance with the manufacturer's instructions unless

directed otherwise by the Engineer. D. Neither calcium chloride nor any admixture containing chlorides shall be used. The supplier

shall satisfy the Engineer that any admixture or ingredient used, or their combination, does not detrimentally affect the strength or other properties of the concrete.

E. Both the amount of admixture to be added and the method of use require the approval of the Engineer for whom the following data shall be provided: 1. The chemical name(s) of the main active ingredient(s) in the admixture; 2. Whether or not the admixture contains chlorides; 3. The typical dosage and detrimental effects of under-dosage and over-dosage; 4. Whether or not the admixture leads to the entrainment of air when used at the

manufacturers recommended dosage; 5. Long-term and short-term effects of the admixture on concrete and the effect of different

types of cement and aggregate; 6. Storage life and any special storage requirements; 7. Safety precautions in handling; 8. Availability of on-site technical service.

F. Admixtures from different manufacturers shall not be used in the same concrete mix. Two or

more admixtures from the same supplier may be used subject to successful trial mixes and approval from the manufacturer and the Engineer.

G. Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete.

H. Wherever used the admixtures shall comply with one of the following British Standards: BS EN 480 or BS EN 934 as appropriate.

I. Air-Entraining Admixture: Air entrainment agents shall be such that the air content can be maintained within the limits specified even if the mixing time is extended to 30 minutes.

J. Set-Accelerating Corrosion-Inhibiting Admixture: Commercially formulated, anodic inhibitor or mixed cathodic and anodic inhibitor; capable of forming a protective barrier and minimizing chloride reactions with steel reinforcement in concrete and complying with ASTM C 494M, Type C.

K. Non-Set-Accelerating Corrosion-Inhibiting Admixture: Commercially formulated, non-set-accelerating, anodic inhibitor or mixed cathodic and anodic inhibitor; capable of forming a protective barrier and minimizing chloride reactions with steel reinforcement in concrete.

L. Color Pigment: NOT USED.

2.4 Repair Materials

Strength and durability of the repair material shall not be lesser that the parent material.

2.5 Concrete Mixes

A. Prepare design mixtures for each type and strength of concrete, proportioned on the basis of laboratory trial mixture or field test data.

B. Use a qualified independent testing agency for preparing and reporting proposed mixture designs based on laboratory trial mixtures.

C. Admixtures: Use admixtures according to manufacturer's written instructions.



D. Concrete mix for the building elements shall be as specified on the drawings and Table 3 of this specification. Any discrepancy between Table 3 and the drawing shall be brought to the notice of the Engineer. The Engineer’s instruction must be followed on site.

2.6 Concrete Mixing

A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to Design or Prescribed or Designated Mix specified in BS 8500.

B. Project-Site Mixing: Not accepted for Piling Works

2.7 Water For Concrete

Water shall be clean and free from salt and other impurities to the satisfaction of the Consultant. I shall be tested in accordance with BS EN 1008 or ASTM C94.

A. Water used for mixing and curing of concrete shall have a pH value in the basic range of 7 to 9 and the soluble solids shall not exceed the following limits:

Total dissolved solids 2000 mg/l

Chlorides (NaCl) 600 mg/l Sulphate (SO3) 500 mg/l Alkali Carbonates & Bicarbonates 1000 mg/l

B. The temperature of water for concrete shall not be less than 5oC nor more than 25oC at the time of mixing. Water may be by the gradual addition of chilled water or flaked ice but no ice particles shall be present when the water is added to the mix. The ice to be used shall be the product of water that complies with the above acceptance criteria.

3. EXECUTION

3.1 Emnedded Items

A. Place and secure anchorage devices and other embedded items required for adjoining work that is attached to or supported by cast-in-place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.

1. Install anchor rods, accurately located, to elevations required and complying with

tolerances 2. Install reglets to receive waterproofing and to receive through-wall flashings in outer face

of concrete frame at exterior walls, where flashing is shown at lintels, shelf angles, and other conditions.

3. Install dovetail anchor slots in concrete structures as indicated. 3.2 Joints

A. Coordinate joint types, description, and location with Drawings. Joint types have been consolidated in this Article for consistency rather than for strict sequence of installation.

B. General: Construct joints true to line with faces perpendicular to surface plane of concrete. C. Construction Joints: Install so strength and appearance of concrete are not impaired. The

position and detail of any construction joints not described in the Contract shall be subject to



the approval of the Engineer and shall be so arranged to minimise the formation of shrinkage cracks. 1. Place joints perpendicular to main reinforcement. Continue reinforcement across

construction joints, unless otherwise indicated. Do not continue reinforcement through sides of strip placements of floors and slabs.

2. Form keyed joints as indicated. Embed keys at least 40mm into concrete. 3. Locate joints for beams, slabs, joists, and girders at the 1/3 span from nearest support.

Offset joints in girders a minimum distance of twice the beam width from a beam-girder intersection.

4. Locate horizontal joints in walls and columns at underside of floors, slabs, beams, and girders and at the top of footings or floor slabs.

5. Space vertical joints in walls every 8m unless agreed otherwise. Locate joints beside piers integral with walls, near corners, and in concealed locations where possible.

6. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

7. Use epoxy-bonding adhesive at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces.

8. The timetable for the depositing of concrete between construction joints should be so arranged that no face of concrete shall be left for more than 30 minutes before fresh concrete is deposited against it. Pauses for meals, servicing of machines, changes of shift, etc. and the distribution of concrete among the positions where work may be proceeding simultaneously must be carefully organised to ensure that the above-mentioned interval shall not be exceeded.

9. When the continuous placement of concrete in any structural member is interrupted or delayed, for any reason, for a period longer than 30 minutes, the Engineer shall declare such joint a cold joint and the Contractor shall immediately remove the previously partially placed concrete from the forms. No extra payment will be made for the initial placement or the removal of concrete that is wasted because of a cold joint. The Engineer may suspend all or any part of subsequent concrete work until he deems the Contractor has corrected the cause for the cold joint occurrence.

10. Where dowels, reinforcing bars or other adequate ties are not required by the drawings, keys shall be as made by embedding water soaked bevelled timbers in soft concrete. The key shall be sized as shown on the details, or as directed by the Engineer, which shall be removed when the concrete has set. In resuming work the surface of the concrete previously placed shall be thoroughly cleaned of dirt, scum, laitance or other soft material with stiff wire brushes, and if deemed necessary by the Engineer, shall be grit blasted followed by pre-wetting for a period of at least 12 hours after which concreting of the next pour may proceed. Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt coat one-half of dowel length to prevent concrete bonding to one side of joint.

11. The upper surface of lifts of concrete walls and columns shall be horizontal and if the formwork extends above the joint on the exposed face, it shall be cleaned of adhering concrete before the next lift is placed. The concrete placed immediately above a horizontal construction joint shall be a modified mix with the same properties as the regular mix but with a lower coarse aggregate content. It shall be thoroughly compacted and worked against the existing concrete.

12. Where sections of the work are carried out in lifts the reinforcement projecting above the lift being cast shall be adequately supported to prevent movement of the bars during the casting and setting of the concrete.



D. Contraction Joints in Slabs-on-Grade: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-fourth of concrete thickness as follows: 1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing each

edge of joint to a radius of 3.5mm. Repeat grooving of contraction joints after applying surface finishes. Eliminate groover tool marks on concrete surfaces.

2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof abrasive or diamond-rimmed blades. Cut 3.5mm wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks.

E. Isolation Joints in Slabs-on-Grade: After removing formwork, install joint-filler strips at slab

junctions with vertical surfaces, such as column pedestals, foundation walls, grade beams, and other locations, as indicated. 1. Extend joint-filler strips full width and depth of joint, terminating flush with finished

concrete surface, unless otherwise indicated. 2. Terminate full-width joint-filler strips not less than 15 mm or more than 25mm below

finished concrete surface where joint sealants. 3. Install joint-filler strips in lengths as long as practicable. Where more than one length is

required, lace or clip sections together.

F. Pour Strips: NOT used.

3.3 Concrete Mix Specification

A. The Contractor shall provide concrete that is described by the Engineer by reference to a combination of characteristic properties. These shall include but are not limited to the performance requirements described in Table 3.

B. Concrete Mix Design 1. Mixes for structural concrete shall be designed by the Contractor to meet the performance

requirements specified in clause A above. 2. The Contractor is responsible to the Engineer for demonstrating that the proposed mix

meets with the performance requirements. 3. Concrete shall comply with BS 8110 except where BS 8007 or this specification differs.

Sampling for test purposes shall comply with BS 1881 Part 101 (on site) & Part 125 (in laboratory).

4. If air-entrainment is specified the average air content at the time of placing measured in accordance with either Method A or Method B of BS 1881 Part 106 shall be 5% ± 1% for concrete containing 20mm maximum size aggregate.

5. Concrete for water-retaining elements shall be watertight and shall comply with the recommendations of BS 8007.

6. Concrete for paving or precast units shall be tested to BS 1881 Part 118. 7. If concrete specimens are cured at higher temperatures or for longer periods than BS

1881 Part 111 requires, the adjusted Characteristic Compressive Strength (CCS) shall be calculated as follows:

100f'/f = A + B log {24D (T+12)/1000} where

f' = adjusted CCS

f = specified CCS



T = curing temperature in oC

D = age at testing in days

A&B = are coefficients given in the following table.

The above equation applies only to OPC, MSRPC and SRPC.

Recorded Cube Strength (N/mm2) A B Less than 15 10.0 67.5

15 to 35 20.0 60.0 Greater than 35 30.0 52.5

This calculation may be applied for curing at temperatures up to 27oC.

8. Before placing concrete the Contractor shall obtain approval of the mixes proposed for each class of concrete and the average target strengths. The mixes shall be designed to achieve the minimum workability for the Contractor to place and compact the concrete with the equipment proposed for use.

9. The design mean strength shall exceed the minimum CCS specified in the performance requirements by a margin of 1.64 times the standard deviation expected from the concreting plant, except that no standard deviation less than 3.5 N/mm2 shall be used as a basis for designing a mix.



Class of

Conc-rete

Purpose Exposure Conditions - BRE Special Digest 1, 2005/ Arabian

Peninsula exposure clas

Method of

Placing

Min CCS at

28 Days

(MPa)

Indicative Concrete

Mix

Max Rapid Chloride

Permeability

to AASHTO T277

(Coulombs)

Max Water

Permeability to

DIN 1048

(mm)

Max Initial Surface

Absorption to BS 1881 Part 208

(ml/m2/s)

30 min Water

Absorption

to BS 1881

Part 122 (%)

Max Drying Shrink

age to BS 812

Part12 0 (%)

Min Cement Content

(kg/m3)

Max Water

/ Ceme

nt Ratio

Cover Min +

Tol

A Raft DC2/Extreme: External in contact

with ground

Crane or Pumping

60 OPC+ 60% (max) GGBS+SF Or OPC +

35% PFA + 5% SF

1000 10 0.15

1.5 0.04 400 0.35

55mm +

15mm

B Retaining Wall Extreme: External in contact with ground

Crane or Pumping

60

OPC+ 60% (max) GGBS+SF Or OPC +

35% PFA + 5% SF

1000 10 0.15

1.5 0.04 400 0.35

55mm +

15mm

C External Ground floor slab

Extreme: External surface subject to potential irrigation

leakage

Crane or Pumping


35% PFA + 5% SF

1000 10 0.15 1.5 0.04 400 0.35 TOP 55mm

+ 15mm BOT

30mm +

10mm D Ramp Wall/Slab Severe: External not

subject to leakage Crane or Pumping


35% PFA + 5% SF PFA

1000 10 0.15 1.5 0.04 400 0.35 55mm +

15mm



Table 3 Performance Requirements for Concrete

E Basement Columns

Moderate: External Exposure

Chute or Pumping

60 OPC 3800 20 0.3 2.0 0.04 380 0.4 30mm +

10mm

F Superstructure columns, pedestals

Mild: Internal controlled

environments

Chute or Pumping

50 OPC 3800 20 0.3 2.0 0.04 380 0.40 30mm +

10mm G Superstructure

walls Mild: Internal

controlled environments

Chute or Pumping

60 OPC 3800 20 0.3 2.0 0.04 380 0.4 30mm +

10mm H Superstructure

Slabs & beams inclu dry roof

Mild: External Exposure

Crane or Pumping

40 OPC 3800 20 0.3 2.0 0.04 380 0.4

30mm +

10mm

K Structural screed Severe: External Exposure

Crane or Pumping

40 OPC 3800 20 0.3 2.0 0.04 400 0.45 30mm +

10mm L Stair case Mild: Internal

controlled environments

Crane or Pumping

40 OPC 3800 20 0.3 2.0 0.04 380 0.45 30mm +

10mm

Notes: An asterisk * in the above table denotes that the pertinent provisions of Section 3.17 will prevail. The above concrete mix types and minimum cement content are suggested by the Engineer. Except for WPC, other mixes may be proposed by the Contractor and submitted for approval.

Abbreviations GGBS:Ground Granulated Blatefurnace Slag replacement of cement WPC: Waterproof Concrete OPC: Ordinary Protland Cement concrete (CEM1) SF: Concrete with not less than 4% Silica Fumes SRC: Sulphate Resisting Cement concrete



C. Trial Mixes 1. Preliminary laboratory trial tests shall be carried out to determine if the mixes satisfy

the specification with the approved materials. 2. Trial mixes shall be tested to determine the following properties of mixes proposed for

initial field tests: a. Bleeding in accordance with ASTM C232 (non-vibrating) shall not exceed 0.5%. b. Drying shrinkage in accordance with BS EN 1367-4 or BS 812 Part 120 as

appropriate. c. Air content if applicable BS 1881 Part 106. d. Free water/cement ratio. e. Workability tests BS 1881 Part 102, 103, 104 and 105. f. Fresh and hardened concrete densities BS 1881 Parts 107 and 114 respectively. g. Compressive strength BS 1881 Part 116. The CCS of the concrete shall be

determined on test specimens obtained and prepared in accordance with BS 1881 Part 108.

h. Tensile strength BS 1881 Part 118. i. Water Permeability DIN 1048 j. Water absorption BS 1881 Part 122. k. Initial surface absorption BS 1881 Part 5. l. Chloride Permeability to AASHTO T277. m. Chloride and sulphate levels to BS 1881 Part 124. n. Coefficient of linear expansion to US Army Corps of Engineers CRD-C 39-81. o. Other tests as dictated by concrete performance requirements or directed by the

Engineer. p. Heat of hydration test

3. Heat Of Hyderation Test

a. Heat of Hyderation tests shall be performed on the concrete used for the swimming pool, pile caps and transfer elements. Engineer may ask additional tests for these elements or other elements where deemed necessary.

b. The heat of hydration test sample shall comprise a 1.5m x 1.5m x 1.5m test cube, insulated with polystyrene. Temperature measurements shall be carried out in accordance with the specification clauses for controlling heat and shall determine the peak temperature generated within the test sample.

c. The heat of hydration test pour must mimic expected conditions during construction. If a low delivery temperature is adopted to limit peak heat of hydration temperatures, the actual maximum pour temperature upper bound threshold shall be reduced from 32oC at placing to the test temperature.

d. The heat of hydration test records the performance of the concrete trial mix at one specific ambient air temperature. The contractor shall apply a seasonal adjustment factor to cater for any rise in the ambient air temperature at placing.

4. If the values obtained do not comply with the Specification or are not to the full

satisfaction of the Engineer then the mixes shall be re-designed. 5. At least 35 days before commencement of concreting approved trial mixes shall be

prepared under full-scale site conditions and tested in accordance with the relevant standards.

6. Three trial batches of each mix shall be made and from each batch thirty-five cubes shall be made. Three cubes shall be tested at 7 days and three cubes at 28 days by a laboratory approved by the Engineer. Twelve cubes shall be used for the durability tests. Remaining cubes shall be preserved for additional or repeat tests. The results shall be submitted to the Engineer within 24 hours of testing.

7. Further trial mixes shall be made if the range (the maximum minus the minimum of the three cube results in any batch) exceeds 15% of the average of that batch, or if



the range of the three batch averages exceeds 20% of the overall average of the batches.

8. Actual Characteristic Strength a. The average 28 day cube strength achieved in the trials shall be designated as the

Target Mean Strength and from this the Actual Characteristic Strength shall be calculated for each mix.

b. The Actual Characteristic Strength equals the Target Mean Strength minus a margin of 1.64 times the standard deviation, except that the margin shall not be less than 4MPa.

c. In no case shall the Actual Characteristic Strength be less than the minimum CCS specified in the performance requirements.

d. The Actual Characteristic Strength so determined shall be used throughout the duration of the project as the primary indicator of control of mix proportions and water/cement ratio.

9. The Engineer will review the Contractor's trial-mixes and all test results. The Engineer

will then determine which of the trial mixes shall be used. If none of the trial mixes for a class of concrete meets the Specifications, the Engineer will direct the Contractor to prepare additional trial-mixes. No class of concrete shall be prepared or placed until its job-mix proportions have been approved by the Engineer.

10. The approval of the job-mix proportions by the Engineer in establishing those proportions, in no way relieves the Contractor of the responsibility of producing concrete which meets the requirements of these Specifications.

11. All costs connected with the preparations of trial-mixes and the design of the job-mixes shall be borne by the Contractor.

12. When the mix has been approved, no variations shall be made in the proportions, the source of the cement and aggregates, or in the type, size and grading zone of the latter without the consent of the Engineer who prior to giving such consent may require further tests to be made.

D. Tolerances in Proportioning the Materials

1. Cement and aggregates shall be measured to the tolerances stated in mixing concrete below.

2. The mixing water shall be measured by weight or by volume. In either case the measurement shall be accurate to within one (1) percent throughout the range of use.

3. Admixtures shall be dispensed by a system approved by the admixture supplier and the Engineer and shall be capable of dispensing the admixture to an accuracy of 1% by weight or by volume.

E. Mixing Concrete

1. Cast-in-place concrete shall be ready mixed concrete, batched off the site, generally as defined in BS 5328 but as amended in these Specifications.

2. The weighing and water-dispensing mechanisms shall be maintained in good order. Their accuracy shall be maintained within the tolerances described in BS 1305 and checked against accurate weights and volumes when required by the Engineer.

3. The mass of cement and of aggregate indicated by the mechanism employed shall be within a tolerance of 2% of the respective mass per batch agreed by the Engineer. The mass of the fine and coarse aggregates shall be adjusted to allow for the free water contained in them. The water to be added to the mix shall be reduced by the quantity of free water contained in the fine and coarse aggregates, which shall be determined by the Contractor by a method approved by the Engineer immediately before mixing begins and further as the Engineer requires.



4. Unless otherwise agreed by the Engineer, concrete shall be mixed in a batch type mixer manufactured in accordance with BS 1305. The mixing blades of pan mixers shall be maintained within the tolerances specified by the manufacturer of the mixer and the blades shall be replaced when it is no longer possible to maintain the tolerance by adjustment. The period of mixing, judged from the time that all the ingredients including water are in the mixing drum shall be as ordered by the Engineer's representative and shall be in accordance with the mixer manufacturer’s recommendations.

5. Mixers that have been out of use for more than 30 minutes shall be thoroughly cleaned before any fresh concrete is mixed.

6. The method of discharge from the mixer shall be such as to cause no segregation whether partial or otherwise of the concrete materials.

7. The Contractor shall ensure that the constituent materials of the concrete are sufficiently cool to prevent the concrete from stiffening in the interval between its discharge from the mixer and compaction in its final position. Precautions shall include the shading of aggregate stockpiles and the use of chilled water.

8. The concrete shall be carried in purpose-made agitators, operating continuously, or truck mixers. The concrete shall be compacted and in its final position within one (1) hour of the introduction of cement to the aggregates, unless a longer time is agreed by the Engineer. The time of such introduction shall be recorded on the delivery note together with the weight of the constituents of each mix.

9. Concrete shall only be mixed at a depot approved by the Engineer. 10. Unless specially authorised by the Engineer, the concrete shall be mixed and the water

added to the mixer at the depot. No additional water shall be added at any stage from batching to placing. When the Engineer is asked to authorise dry batching, he will require to be satisfied that appropriate steps will be taken to ensure the quality, consistency and strength of the concrete as placed and that the water will be added to the dry ingredients under properly controlled conditions.

11. Truck mixer units and their mixing and discharge performance shall be to the satisfaction of the Engineer. Mixing shall continue for the number and rate of revolutions recommended in the manufacturer's instructions, in the absence of which mixing shall continue for not less than 100 revolutions at a rate of not less than 7 revolutions per minute.

12. Pumping concrete through delivery pipes may be permitted but only with the prior approval of the Engineer.

13. Re-mixing of concrete that has commenced to set shall not be allowed and in no case shall such concrete be used in the Works.

F. Preparation and Permission to Concrete

1. Prior to the commencement of concrete works, the Contractor shall provide the

Engineer with fully detailed proposals of the method of placing, compacting, finishing and curing the concrete. The method statements, which shall be subject to the approval of the Engineer, shall cover all principle types of concrete elements, e.g. foundations, walls, columns, beams, slabs etc.

2. As a minimum requirement, preparations for concreting shall follow the guidelines given in ACI 305R-91 Section 4.

3. The concrete-mixing plant, mixers, pipelines, pumps chutes and transport equipment shall be shaded and/or painted white. Pump lines and other surfaces shall be kept cool by insulating them or by covering them with Hessian kept damp by spraying with water.

4. Surfaces on which concrete is to be placed shall be moist but free of standing water at the time of concreting. This shall be achieved by spraying the forms and reinforcement prior to placing concrete. Shading shall be provided to prevent solar heat gain of forms and reinforcement.



5. When daytime temperature and drying conditions are critical as defined in Section 3.11 the concreting shall be scheduled to begin during the late afternoon to prevent the occurrence of severe thermal effects. Consideration should also be given to night-time concreting.

6. The Contractor shall give the Engineer at least 24 hours written notice before concreting to allow time for final inspection and approval.

G. Transport And Placing 1. The method of transport and placing concrete shall be to the approval of the Engineer.

Concrete shall be so transported and placed that contamination, segregation or loss of the constituent materials does not occur.

2. All formwork and reinforcement shall be clean and free from standing water immediately before placing concrete.

3. Prior to placing any concrete on natural surfaces a blinding layer of concrete shall be laid to a minimum of 75 mm thickness unless otherwise specified on the drawings. This blinding shall be suitably cured prior to subsequent concrete placement. The blinding shall be clean and free from any dust or impurities prior to subsequent concrete placement.

4. No concrete shall be placed in a foundation until the extent of excavation and the character of bearing material have been approved and no concrete shall be placed in any structure until the placement of reinforcing steel and the adequacy of the forms and falsework have been approved.

5. Concrete shall not be placed in any part of the Works until the Engineer's approval has been given. If concrete has not started within 24 hours of such approval being given, approval shall again be requested. Concreting shall then proceed continuously over the area between construction joints. Fresh concrete shall not be placed against in-situ concrete that has been in position for more than 30 minutes unless a construction joint is formed in accordance with the Specification and drawings. When the concrete has been in place for 4 hours, or less as directed by the Engineer, further concrete shall not be placed against it for at least a further 20 hours.

6. Concreting in Hot Weather A. Hot weather is defined as any combination of the following conditions that tend to

impair the quality of the freshly mixed or hardened concrete: a. High ambient temperature. b. High concrete temperature. c. Low relative humidity. d. Wind velocity. e. Solar radiation.

7. When the rate of evaporation of surface moisture from concrete is expected to approach

1 kg/m²/hr (using Fig. 2.1.5 in ACI 305R-91) or when the shade air temperature is 35oC and rising, precautions shall be taken, including the following: a. Reducing the concrete temperature to the lowest practical level by procedures such

as: 1. Shading the aggregate. 2. Dampening the forms. 3. Cooling the mixing water before use. 4. Screening the mixing plant and transporting vehicles from wind, rain and sun. 5. Erecting wind breaks and sunshades at the concrete placing location. 6. Reducing the time between the placing of the concrete and the start of curing to

the minimum possible.



7. Minimising evaporation (particularly during the first few hours subsequent to placing the concrete) by suitable means such as applying moisture by fog spraying.

8. In the event that conditions become such that these requirements cannot be met,

concreting shall be suspended immediately and not resumed until the requirements can be met again. Under such circumstances, additional precautions shall be taken to avoid the hot weather concreting conditions being exceeded on future pours.

9. Control of Temperature

A. The temperature of the concrete when placed shall not exceed 32oC nor shall concrete be mixed or placed when the shade air temperature is 40oC or above, or is expected to reach such a level during concreting and 3 hours after placing, without special permission from the Engineer.

B. For all concrete sections the Contractor shall take precautions to limit the effects of heat of hydration.

C. For concrete sections greater than or equal to 1000 mm thick, the Contractor shall submit to the Engineer for approval detailed proposals of the measures to be taken. These measures shall include but are not limited to: control of concrete mix constituents; curing water; formwork type; surface insulation; and, cooling by embedded pipes. All submissions shall be based on measured values of heat of hydration generated by the proposed mix to meet the criteria set out below: I. Maximum temperature difference between the core and the surface of any pour.

Design target 15oC. Field maximum 20oC. II. Maximum temperature difference between a new pour and a previous pour.

Design target 12oC. Field maximum 15oC. III. Absolute maximum temperature anywhere in a pour. Design target 60oC. Field

maximum 70oC. IV. Instrumentation shall be installed in the Works to the approval of the engineer to

verify compliance with the above criteria. Temperature measurements shall be made by means of thermocouples positioned in a line perpendicular to the concrete faces. The thermocouples shall be fixed: at the concrete faces; at the centre of the section; and, at equal intervals of approximately 300mm.

V. Temperatures shall be measured and logged continuously from the start of the pour until instructed to stop by the Engineer. The Contractor shall submit to the Engineer for approval details of the proposed methods and equipment for the measuring and logging of temperatures.

VI. If temperature measurements exceed any of the criteria above then action shall be taken in accordance with the sub-section on defective concrete.

10. Concrete shall be compacted in its final position within 30 minutes of discharge from the

mixer unless carried in purpose made agitators operating continuously, when the time shall be within 1 hour of the introduction of cement to the mix and within 30 minutes of discharge from the agitator.

11. Precautions shall be taken to ensure that the loss of slump due to temperature rise during transport, pumping and placing does not exceed 25mm.

12. Unless otherwise agreed by the Engineer, concrete shall not be dropped into place from a height exceeding 2m. When trunking or chutes are used they shall be kept clean and used in such a way as to avoid segregation.

13. Underwater concrete shall be placed in position by tremie or by pipeline from the mixer. 14. Full details of the method proposed shall be submitted in advance to the Engineer and

his approval obtained before placing begins. Where the concrete is placed by the tremie, its size and method of operation shall be in accordance with BS 8004. During and after concreting under water, pumping or dewatering operations in the immediate vicinity shall be suspended until the Engineer permits them to be continued.



15. Approved measures shall be taken to avoid premature stiffening of concrete placed in contact with hot, dry surfaces. Surfaces including reinforcement against which concrete is to be placed shall be shielded against the direct rays of the sun and shall be sprayed with water to prevent excessive absorption by the surfaces of water from the fresh concrete.

16. A complete record shall be kept of the date, time, temperature and conditions of placing the concrete in each portion of the work and shall be available for inspection by the Engineer at any time.

17. Do not add water to concrete during delivery, at Project site, or during placement unless approved by Engineer.

18. Deposit concrete continuously in one layer or in horizontal layers of such thickness that no new concrete will be placed on concrete that has hardened enough to cause seams or planes of weakness. Deposit concrete to avoid segregation. a. Consolidate placed concrete with mechanical vibrating equipment according to ACI

301. b. Do not use vibrators to transport concrete inside forms. Insert and withdraw

vibrators vertically at uniformly spaced locations to rapidly penetrate placed layer and at least 150 mm into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to lose plasticity. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing mixture constituents to segregate.

19. Deposit and consolidate concrete for floors and slabs in a continuous operation, within limits of construction joints, until placement of a panel or section is complete. a. Consolidate concrete during placement operations so concrete is thoroughly worked

around reinforcement and other embedded items and into corners. b. Maintain reinforcement in position on chairs during concrete placement. c. Screed slab surfaces with a straightedge and strike off to correct elevations. d. Slope surfaces uniformly to drains where required. e. Begin initial floating using bull floats or darbies to form a uniform and open-textured

surface plane, before excess bleed water appears on the surface. Do not further disturb slab surfaces before starting finishing operations.

20. Extent of Pours

a. The limit of individual pours and the height of lifts shall be as approved by the Engineer. The sequence of pours shall be arranged to minimise thermal and shrinkage strains.

b. Where the Concrete Works have been designed as continuous construction in accordance with BS 8007, consideration should be given to maximising the size of pours and minimising the number of construction joints.

21. Compaction of Concrete a. All concrete shall be compacted to produce a dense homogeneous mass. Unless

otherwise agreed by the Engineer, it shall be compacted with the assistance of vibrators. Sufficient vibrators in serviceable condition shall be on site so that spare equipment is available in the event of breakdown. A 50mm diameter internal vibrator shall be deemed capable of compacting 20 m3/hr. Internal vibrators shall be capable of producing not less than 10,000 cycles per minute.

b. Vibration shall not be applied by way of the reinforcement. Where immersion vibrators are used, contact with reinforcement and all inserts shall be avoided.

c. Vibrators shall be so manipulated as to work the concrete thoroughly around the reinforcement and embedded fixtures and into corners and angles of the forms. Vibrators shall not be used as a means to cause concrete to flow to its position in lieu



of placing. The vibration at any point shall be of sufficient duration to accomplish compaction. After initial set of the concrete, the forms shall not be jarred and no strain shall be placed on the ends of projecting reinforcement. Excessive use of vibrator shall be prohibited to avoid segregation.

22. Early Loading

a. During the first 28 days after compaction, the concrete shall at no time be subject to loading, including its own weight, which will induce a compressive stress in it exceeding 0.25 of its compressive strength at the time of loading or of the specified 28 day strength whichever is lower. The strength of the concrete and the stresses produced by the loads shall be subject to the agreement of the Engineer.

b. No load shall be placed until the Engineer so permits, but in no case shall any load of any kind be placed until the curing has been completed. The Contractor shall not place any temporary loads or open any section of the Works to traffic or construction equipment until permitted by the Engineer.

c. In addition to the above, the Contractor is responsible for conforming to the performance requirements for concrete in general and for the creep requirements in particular.

3.4 Finishing Formed Surfaces

A. Formed Surfaces 1. Type A: Rough finish for buried or rendered work:

This finish is obtained by the use of properly designed formwork or moulds of closely jointed saw or wrought boards or other suitable material. The surfaces will be imprinted with the grain of the boards and their joints. In addition, small blemishes caused by entrapped air or water may be expected, but the surface should be free from voids, honeycombing or other large blemishes. The holes left for formwork bolts shall be filled. Fins and irregularities projecting more than 3mm shall be cleaned off.

2. Type B: Normal finish for exposed work:

This finish is obtained by the use of properly designed forms of closely jointed wrought boards, plastic, steel or other suitable material, provided that the surfaces shall be free from the imprint of the forms. Very minor blemishes caused by entrapped air or water may be expected, but the surface should be free from voids, honeycombing or other large blemishes. The holes left for formwork bolts shall be filled. Fins and other projections shall be removed and all blemishes filled with a cement and fine aggregate paste. Care shall be taken in the choice of any release agent used, to ensure that the finished concrete surface is not permanently stained or discoloured.

3. Type C: Superior finish for exposed work:

This finish can only be achieved by the use of high quality concrete and by using properly designed forms having a hard, smooth surface. The concrete surfaces should be smooth with true, clean arises. Only very minor surfaces blemishes should occur and there should be no staining or discoloration from the mould oil or curing agent. The surface shall be free from the imprint of wood grain. Unfaced wrought boarding or standard panels shall not be used. The material for the form shall be provided in large sheets and arranged in an approved uniform pattern: joints between sheets shall be arranged to coincide with architectural features, sills or heads of windows or changes in direction of the surface; all joints between sheets shall be accurately aligned in the plane of the sheets. Boltholes are not allowed.

4. Other types of finish



These shall include any finish different from A, B and C that requires the use of special forms or linings, the use of a different concrete mix near the surface, grinding, bush hammering or other treatment. If any of these special finishes is required it shall be as specified on the Drawings. The Contractor shall make trial samples for inspection and approval by the Engineer.

Whichever method the Contractor uses for obtaining each finish, the same method shall be used for the remainder of the work.

Remedial treatment to the finish of the concrete, additional to that specified above, requires the approval of the Engineer.

B. Unformed surfaces

The finish of unformed surfaces shall be tamped, floated, trowelled or brushed as defined below and shown on the drawings: 1. TF: Tamped surfaces shall be formed by levelling and tamping the concrete to produce

a uniform plain or ridged surface, surplus concrete being struck off by a straight edge immediately after compaction. It is also the first stage of the following finishes:

2. FF: Floated shall be uniform surface that has been worked no more than is necessary to remove screed marks by hand with a wood or steel float of a type approved by the Engineer. The surface shall not be floated until the concrete has hardened sufficiently.

3. ST: Steel trowelled shall be a hard, smooth finish free from trowel marks formed with a steel trowel under firm pressure. Trowelling shall not commence until the moisture film has disappeared and the concrete has hardened sufficiently to prevent excess laitance from being worked to the surface. If laitance is brought to the surface it shall be removed.

4. BR: Brushed shall be formed by first producing a floated finish and then, before the concrete has hardened, by drawing a wire broom over the concrete surface at right angles to the traffic flow to give an average texture depth of 1mm.

5. PF: Power Float shall be a uniform surface that has been worked no more than is necessary to remove screed marks with a power float of a type approved by the Engineer. The surface shall not be floated until the concrete has hardened sufficiently.

3.5 Finishing Floors and Slabs

1. General: Comply with ACI 302.1R recommendations for screeding, restraightening, and finishing operations for concrete surfaces. Do not wet concrete surfaces.

2. Scratch Finish: While still plastic, texture concrete surface that has been screeded and bull-floated or darbied. Use stiff brushes, brooms, or rakes to produce a profile amplitude of 5.0mm in 1 direction. Apply scratch finish to surfaces to receive concrete floor topping sand to receive mortar setting beds for bonded cementitious floor finishes.

3. Float Finish: Consolidate surface with power-driven floats or by hand floating if area is small or inaccessible to power driven floats. Restraighten, cut down high spots, and fill low spots. Repeat float passes and restraightening until surface is left with a uniform, smooth, granular texture. Apply float finish to surfaces to receive trowel finish and to be covered with fluid-applied or sheet waterproofing, built-up or membrane roofing, or sand-bed terrazzo.

4. Trowel Finish: After applying float finish, apply first troweling and consolidate concrete by hand or power-driven trowel. Continue troweling passes and restraighten until surface is free of trowel marks and uniform in texture and appearance. Grind smooth any surface defects that would telegraph through applied coatings or floor coverings.



a. Apply a trowel finish to surfaces exposed to view and to be covered with resilient flooring, carpet, and ceramic or quarry tile set over a cleavage membrane, paint, or another thin-film-finish coating system.

b. Finish surfaces to the following tolerances, according to ASTM E 1155M, for a randomly trafficked floor surface: I. Specified overall values of flatness, F(F) 25; and of levelness, F(L) 20; with

minimum local values of flatness, F(F) 17; and of levelness, F(L) 15 - for carpeted slabs

II. Specified overall values of flatness, F(F) 35; and of levelness, F(L) 25; with minimum local values of flatness, F(F) 24; and of levelness, F(L) 17 - for slabs-on-grade for thin floor coverings

III. Specified overall values of flatness, F(F) 45; and of levelness, F(L) 35; with minimum local values of flatness, F(F) 30; and of levelness, F(L) 24 - for very flat floors for high-speed forklifts, air pallets, and ice and roller rinks

5. Broom Finish: Apply a broom finish to exterior concrete platforms, steps, and ramps, and elsewhere as indicated. Immediately after float finishing, slightly roughen trafficked surface by brooming with fiber-bristle broom perpendicular to main traffic route. Coordinate required final finish with Engineer before application.

6. Slip-Resistive Finish: Not USED. I. Dry-Shake Floor Hardener Finish: NOT USED.

3.6 Miscellaneous Concrete Items

A. Filling In: Fill in holes and openings left in concrete structures, unless otherwise indicated, after work of other trades is in place. Mix, place, and cure concrete, as specified, to blend with in-place construction. Provide other miscellaneous concrete filling indicated or required to complete the Work.

B. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and by steel-troweling surfaces to a hard, dense finish with corners, intersections, and terminations slightly rounded.

C. Equipment Bases and Foundations: Provide machine and equipment bases and foundations as shown on Drawings. Set anchor bolts for machines and equipment at correct elevations, complying with diagrams or templates from manufacturer furnishing machines and equipment.

D. Steel Pan Stairs: Provide concrete fill for steel pan stair treads, landings, and associated items. Cast-in inserts and accessories as shown on Drawings. Screed, tamp, and trowel-finish concrete surfaces.

3.7 CONCRETE PROTECTING AND CURING

A. Refer specification section 03 39 00

3.8 Liquid Floor Treatments – Not Used.

3.9 Joint Filling

A. Prepare, clean, and install joint filler according to manufacturer's written instructions. B. Remove dirt, debris, saw cuttings, curing compounds, and sealers from joints; leave

contact faces of joint clean and dry. C. Install semi rigid joint filler full depth in saw-cut joints and at least50 mm deep in

formed joints. Overfill joint and trim joint filler flush with top of joint after hardening.



3.10 Concrete Surface Repairs

A. Defective Concrete: Repair and patch defective areas when approved by the Engineer. Remove and replace concrete that cannot be repaired and patched to Engineer's approval.

B. Patching Mortar: Mix dry-pack patching mortar, consisting of one part Portland cement to two and one-half parts fine aggregate passing a 1.18-mm sieve, using only enough water for handling and placing.

C. Repairing Formed Surfaces: Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycombs, rock pockets, fins and other projections on the surface, and stains and other discolorations that cannot be removed by cleaning.

1. Immediately after form removal, cut out honeycombs, rock pockets, and voids

more than 10 mm in any dimension in solid concrete, but not less than25 mm in depth. Make edges of cuts perpendicular to concrete surface. Clean, dampen with water, and brush-coat holes and voids with bonding agent. Fill and compact with patching mortar before bonding agent has dried. Fill form-tie voids with patching mortar or cone plugs secured in place with bonding agent.

2. Repair defects on surfaces exposed to view by blending white Portland cement and standard Portland cement so that, when dry, patching mortar will match surrounding color. Patch a test area at inconspicuous locations to verify mixture and color match before proceeding with patching. Compact mortar in place and strike off slightly higher than surrounding surface.

3. Repair defects on concealed formed surfaces that affect concrete's durability and structural performance as determined by the Engineer.

D. Repairing Unformed Surfaces: Test unformed surfaces, such as floors and slabs, for finish and verify surface tolerances specified for each surface. Correct low and high areas. Test surfaces sloped to drain for trueness of slope and smoothness; use a sloped template.

1. Repair finished surfaces containing defects. Surface defects include spalls, popouts, honeycombs, rock pockets, crazing and cracks in excess of 0.3mm wide or that penetrate to reinforcement or completely through unreinforced sections regardless of width, and other objectionable conditions.

2. After concrete has cured at least 14 days, correct high areas by grinding. 3. Correct localized low areas during or immediately after completing surface finishing

operations by cutting out low areas and replacing with patching mortar. Finish repaired areas to blend into adjacent concrete.

4. Correct other low areas scheduled to receive floor coverings with a repair underlayment. Prepare, mix, and apply repair underlayment and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface. Feather edges to match adjacent floor elevations.

5. Delete subparagraph above or first subparagraph below, or retain both if applicable. Above uses an underlayment; below, a topping.

6. Correct other low areas scheduled to remain exposed with a repair topping. Cut out low areas to ensure a minimum repair topping depth of 5 mm to match adjacent floor elevations. Prepare, mix, and apply repair topping and primer according to manufacturer's written instructions to produce a smooth, uniform, plane, and level surface.

7. Repair defective areas, except random cracks and single holes 25 mm or less in diameter, by cutting out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose steel reinforcement with at least a 20mm clearance all around. Dampen concrete surfaces in contact with patching concrete and apply bonding agent. Mix patching concrete of same materials and mixture as



original concrete except without coarse aggregate. Place, compact, and finish to blend with adjacent finished concrete. Cure in same manner as adjacent concrete.

8. Repair random cracks and single holes 1 inch 25 mm or less in diameter with patching mortar. Groove top of cracks and cut out holes to sound concrete and clean off dust, dirt, and loose particles. Dampen cleaned concrete surfaces and apply bonding agent. Place patching mortar before bonding agent has dried. Compact patching mortar and finish to match adjacent concrete. Keep patched area continuously moist for at least 72 hours.

9. Perform structural repairs of concrete, subject to Engineer's approval, using epoxy adhesive and patching mortar.

10. Repair materials and installation not specified above may be used, subject to Engineer's approval.


A. Testing and Inspecting: Engage a qualified testing and inspecting agency to perform tests and inspections and to submit reports. The independent material testing laboratory shall establish a site curing facility. Test cubes are not to be de-moulded at periods of less than 24 hours and not transported before 48 hours have elapsed.

B. Correct deficiencies in the Work that test reports and inspections indicate dos not comply with the Contract Documents.

C. The action to be taken in the event of non-compliance of test results with the Specification, including but not limited to cube strength results, shall be determined by the Engineer and may range from qualified acceptance to rejection and removal of all or part of the affected works as described in Field Quality Control - Cube Strength Results.

D. The Contractor shall provide at his own expense all records, samples, including core samples, tests and their results as may be required by the Engineer, whether the concrete be finally accepted or not.

E. Inspections: Steel reinforcement 1. Steel reinforcement placement. 2. Steel reinforcement welding. 3. Headed bolts and studs. 4. Verification of use of required design mixes. 5. Concrete placement, including conveying and depositing. 6. Curing procedures and maintenance of curing temperature. 7. Verification of concrete strength before removal of shores and forms from beams and

slabs.

F. Concrete Tests: 1. Samples shall be taken and 6 (six) cubes made for strength testing, 12 (twelve) cubes

made for durability testing and 6 (six) cubes for chemical (3 each for chlorides and sulphates) testing for each class of concrete and for each particular application at a frequency shown in Table 4.

2. The point of sampling of fresh concrete shall be at delivery into the Works unless otherwise directed by the Engineer.

3. Cement: One 2.0kg sample for quality testing to ensure compliance with Part 2 of the Specification shall be taken from each 1,500 bags or equivalent weight or one day’s output of the cement plant for each class of cement, whichever is the lesser.

4. Water: One 5.0litre sample shall be obtained prior to use from each source for quality testing in accordance with sub-section 2.3 of the Specification.

5. Samples of concrete, cement and water shall be taken and tested as described in the above sub-section at least once a week during concreting operations.



Type of Structure

Elements within Project

Sampling To Represent a Volume of Concrete (m3) Cube

Strength Tests

Durability Tests for Exposure Conditions to BS 8110 Part 1 Tables 3.2 and 6.1

Moderate: Internal

controlled environment

Severe: External and

internal uncontrolled environment

Very Severe: External

contact with the ground

Critical elements

Piles (NA) Per pile - - -

Columns, transfer

elements, bracing

10 100 50 50

Normal structural elements

Stability systems:

Core walls, shear walls

50 250 250 100

General: Beams,

Slabs, Wall panels

50 250 250 100

Foundations: Ground

beams, pile caps, pads

50 - 250 100

Heavy concrete

construction

Raft Foundations

100 - 500 250

Table 4 Rate of Sampling Concrete

6. Slump: One test for each truck, but not less than one test for each day's pour of each concrete mixture. Perform additional tests when concrete consistency appears to change.

7. Air Content: One test for each composite sample, but not less than one test for each day's pour of each concrete mixture.

8. Concrete Temperature: One test for each truck when air temperature is above 30oC and one test for each composite sample.

9. Unit Weight: One test for each composite sample, but not less than one test for each day's pour of each concrete mixture.

10. Samples shall be taken on site at the point of delivery. Test cubes shall be made, cured, stored, transported and tested to BS 1881 Parts 108, 111 and 116.

G. Sampling Cubes

1. A sample of concrete shall be taken at random on eight separate occasions during the first five days of using a mix, at least one sample being taken each day.

2. Thereafter one sample shall be taken at random for each class of concrete in accordance with Table 4 of the Specification.

3. In addition to the above requirements, at least one sample shall be taken from each individual structural unit, or part of a unit, when the latter is the product of a single pour.

4. From each sample, three cubes shall be made for testing at 28 days and one for testing at 7 days for control purposes.



5. The frequency of sampling may be required to be varied if directed by the Engineer. 6. The procedures shall be repeated when materials or design mixes are changed.

H. Sampling Cubes - Piles

7. The minimum number of samples taken should conform to all of the requirements as follows:

8. 1 sample per shift 9. Every 75m3 during the same shift 10. 1 sample per pile 11. 2 additional samples should be taken after an interruption of works in accordance with

BS12530/12390. 12. From each sample, three cubes shall be made for testing at 28 days and one for

testing at 7 days for control purposes. 13. The frequency of sampling may be required to be varied if directed by the Engineer. 14. The procedures shall be repeated when materials or design mixes are changed.

I. Cube Strength Results

1. The results will be acceptable only if both of the conditions below are met: a. The average strength determined at the age of 28 days from any sample exceeds

the Actual Characteristic Strength by 2N/mm2. b. No individual result of the sample is less than the Actual Characteristic Strength

minus 2N/mm2. 2. If the above criteria are not satisfied, the unit represented by the sample is

questionable and any or all of the following actions may be instructed by the Engineer at the Contractor’s expense: a. Changing the mix. b. Improving quality control. c. Cutting and testing cores from placed concrete. d. Non-destructive testing of placed concrete. e. Cutting-out and replacing defective concrete.

3. If any individual 28 day cube strength from a sample exceeds the Target Mean

Strength achieved in the trial mixes by more than 8N/mm2 then any or all of the actions listed above may be instructed by the Engineer at the Contractor’s expense.

4. In the event cutting and testing of cores are required, the Contractor shall cut cores from approved locations, and test them to BS1881 as modified by BS 6089.

5. Test results shall be reported in writing to Engineer, concrete manufacturer, and Contractor within 48 hours of testing. Reports of compressive-strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing and inspecting agency, location of concrete batch in Work, design compressive strength at 28 days, concrete mixture proportions and materials, compressive breaking strength, and type of break for both 7- and 28-day tests.

6. Non-destructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Engineer but will not be used as sole basis for approval or rejection of concrete.

7. Additional Tests: Testing and inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Engineer. Testing and inspecting agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42/C 42M or by other methods as directed by Engineer.

8. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work with specified requirements.

J. Other Tests



1. The Contractor shall submit to the Engineer for approval his proposed methods for complying with the creep strain criteria of the performance requirements of the Specification. These shall include, but are not limited to: a. Tests to establish the strength of the concrete and the static modulus of elasticity

of the concrete to BS 1881: Part 121 at 7 days, 28 days, 3 months and 6 months. b. Sufficient tests shall be undertaken to allow an accurate assessment of the creep

strain to be made prior to, and during, the concreting operations. These tests shall only cease when directed by the Engineer.

2. When instructed by the Engineer concrete shall be tested for drying shrinkage and

wetting expansion, for which 75x75mm prisms shall be prepared and tested in accordance with BS EN 1367-4 or BS 812 Part 120 as appropriate. The maximum acceptable limits shall be: a. Drying Shrinkage: 0.05% b. Wetting Expansion: 0.03%

3. Cubes may be required and trials carried out to determine stripping times for

formwork, the duration of curing and to check testing and sampling errors. 4. The air content of air-entrained concrete shall be determined in accordance with ASTM

C231 for each batch produced until consistency has been achieved, when one in five batches may be tested. The maximum value shall not exceed 2%.

5. Compaction factor, slump, Vebe or other workability tests shall be carried out as required during concreting of permanent Works to control workability at the batching plant and at the site of the pour. For each sample the temperature of the concrete shall be measured and recorded with the time the test was performed. The degree of workability shall be as for the trial mixes; permitted tolerances shall be in accordance with BS 5328.

6. Flexural Tensile Strength Tests a. Samples shall be taken and two beams cast to determine the tensile strength of

the concrete at 7 days and 28 days, as specified in BS 1881 Part 118. b. The samples shall be taken in accordance with the minimum test requirements for

concrete in the Specification and shall coincide with samples taken for test cubes. 7. Durability Tests

a. Samples shall be taken in accordance with the minimum test requirements for concrete in the following section and shall coincide with samples taken for test cubes. The concrete shall be tested for durability properties by undertaking absorption and permeability tests as directed below

TYPE OF CONCRETE

OP

C C

on

cret

e

Sil

ica

Fum

e C

on

cret

e (S

F)

GG

BS

Co

ncr

ete

PFA

Co

ncr

ete

Wat

erp

roo

f C

on

cret

e (W

PC

)

DESCRIPTION OF TEST Rapid Chloride Permeability (RCP) to AASHTO T277 Max Charge Pass (Coulombs) at 28 days

3,800 1,000 1,200 1,200 800

Water Permeability (DIN) to DIN 1048 Max Penetration (mm) at 28 days

20 10 10 10 8

Initial Surface Absorption Test 0.3 0.15 0.15 0.15 0.02



(ISAT) to BS 1881 Part 208: Maximum ISAT at 28 days: 10 minute test (ml/m²/s) 30 Minute Absorption (WA) to BS 1881 Part 122: 30 minute test (at 28 days unless noted otherwise)

2.0% 1.5% 1.5% 1.5% 1.0%

Table 5 Durability Tests

b. The durability test results will be deemed to be acceptable only if the following conditions are met:

I. The average value of all of the results, for each test over the project, on each type of concrete, is less than or equal to the pertinent value in the above table.

II. Each test shall be given a weighting and the overall score of the four durability test results on each set of samples shall be evaluated in accordance with the following formula:

Score = (RCP/800)+(DIN/8)+(ISAT/0.02)+(WA/1.0) Where,

RCP = measured value from the Rapid Chloride Permeability test

to AASHTO T277 in Coulombs DIN = measured value from the Water Permeability test to DIN

1048 in mm WA = measured value from the Water Absorption test to

BS1881 Part 122 expressed as a percentage ISAT = measured value from the Initial Surface Water Absorption

test to BS1881 Part 208 expressed in ml/(mm2*s)

III. A lower bound contribution factor for each individual test score shall be

applied to exceptionally good test results. Test results achieving less than 75% of the minimum test values listed in the table above shall be scored at the lower bound limit of 75% of the minimum test values listed in the table above.

IV. The score for each set of samples shall comply with the following values:

Type of Concrete Score to be less than or equal to OPC 20 SF 10

GGBS 12 PFA 12 WPC 4

c. For blended mixes, such as OPC/SF/GGBS or OPC/SF/PFA, the most onerous

test conditions shall apply.



d. The chloride and sulphate levels in the concrete mix to BS 1881 Part 124 shall be in accordance with the table below:

Type of Concrete Chlorides

as Cl (a) Sulphates as SO3

(a) For reinforced concrete - made with OPC/MSRPC 0.10 3.70 - made with SRPC 0.06 3.70 Prestressed concrete & heat-cured reinforced concrete.

0.06 3.70

For mass concrete(b) 0.10 3.70

Notes (a) When silica fume is used it shall not be included as cement binder for the purpose of

chloride and sulphate limitations. (b) The OPC and MSRPC cements can also contain chlorides, the relevant standard BS 12

allows up to 0.1% Cl. Therefore any chloride content present in the cement has to be taken into account while computing total Cl in the mix.

3.12 Tolerances

A. The concrete work shall be constructed to an accuracy that shall permit the proper assembly of components and installations and shall be compatible with the finish.

B. The accuracy of the work shall be within the tolerances stated on the Drawings or specified elsewhere and in the absence of any other requirements, shall comply with the values provided in Table 6.

C. The values in Table 6 provide the permitted deviations and location of the Structure as defined on the drawings. The Engineer shall agree the location of the reference grids for the overall positioning of the Structure with the Contractor before the Structure is set out.

D. The tolerances given in this section are NOT cumulative. The Contractor shall carry out regular checks on the structure. If an accumulation of tolerances results in a position which is out of tolerance the Contractor shall propose remedial measures for agreement with the Engineer.

Table 6 Tolerances All setting out dimensions ±5mm Sections of concrete members ±5mm Foundations Surface against ground (underside) +20/-100mm Top surfaces of bases and piers +5/-10mm Slab Thickness Up to and including 150mm thickness ±5 mm Over 150mm up to and including 600mm thickness ±10 mm Over 600mm up to and including 1m thickness ±15 mm Over 1m thickness ±20 mm The thickness of a slab shall not be in any case less than 95% of the nominal thickness specified. Where stated on the drawings, slabs shall be laid to the specified falls. Columns (vertical and inclined) and walls (vertical) - Plumb over a height including beams or edges above each other will be accurate to within the following: Height ∆ mm



Plumb in storey height (3.5m typical)

±3mm Inclined columns shall not exceed 2.0mm tolerance measured along the length

Plumb in any 20m height

±10mm

Plumb in any height greater than 20m

1:2000

but not greater than ±50mm

Bulge in formwork Formwork for any structural element shall not bulge from its intended position for more than ±2mm during and after pouring and casting of the concrete Cross diagonal distortion in storey height (3.5m typical) between adjacent columns or walls ±7mm Dimensions and position of openings ±5mm Holding down bolt assemblies ±5mm Position of embedded items ±5mm Building vertical alignment (foundation to roof) ±50mm

Cover to reinforcement Members up to 500mm thick ±5mm Members between 500mm and 1m thick -5/+10mm Members between 1m and 2m thick -5/+15mm Members greater than 2m thick -5/+20mm Formed Elements The linear dimension of formed elements will be accurate to within the following (where L is length, height or width of element in the direction considered). L + ∆

L ∆ mm Up to and including 600 mm

5 mm

Over 600mm up to and including 1.5m

10 mm

Over 1.5m up to and including 8m

15 mm

Over 8m up to and including 15m

20 mm

Over 15m up to and including 30 m

30 mm

Over 30 m

30 mm + 1mm per metre or part over 30m

Twist of Elements The distance from any one corner to the plane containing the other three corners will be accurate to within the following L ∆ mm



Up to and including 600 mm

5 mm

Over 600mm up to and including 3.0m

10 mm

Over 3m up to and including 8m

15 mm

Over 8m 15 mm + 2mm per metre or part over 8m

Squareness of Elements

L ∆ mm Up to and including 600 mm 5 mm Over 600mm up to and including 2.0m

10 mm

Over 2m up to and including 4m 15 mm Over 4m 15 mm + 1mm per

metre or part over 4m Position on Plan Position on plan of any element of the

foundation relative to the intended position will be accurate to within ± 30 mm as illustrated.

Position on plan of any element above the foundation relative to the intended position will be accurate to within ± 5 mm measured at floor level as illustrated.

iii) Position on plan of slab edges relative to the intended position will be accurate to within ±5 mm measured at floor level. iv) Positions of slab edges, openings and embedded items are relative to a local grid established at a particular level. All other tolerances relate to main setting out lines. Level of Elements The following tolerances are for surfaces, which will receive, further levelling finishes and are “pre strike”.

i) Permissible deviation from intended level shall be ± 10 mm incorporating the pre-camber allowance as stated in clause 13.2. ii) The top surface of any foundation shall be within 10mm high and/or 20mm low of the intended level.

5

5

10mm



iii) Intersecting beams intended to be at the same level shall be accurate to within + 5 mm. iv) Deviation in level between two points 6 m apart shall be less than 10mm v) Deviation at any point under a 3m straight edge placed at any position on a floor shall be less than 5mm.

The following tolerances are for surfaces, which are ‘pre strike’ and won’t receive further levelling finishes or where higher tolerances are required, ie beneath sliding glazed doors.

i) Permissible deviation from intended level will be ± 5 mm incorporating the pre-camber allowance as stated clause 13.2 - typically L/500. ii) Intersecting beams intended to be at the same level will be accurate to within + 5 mm. iii) Deviation in level between two points 6 m apart will be less than 5mm. v) Deviation at any point under a 3m straight edge placed at any position on a floor will be less than 5mm.

Cast-in Fixings No fixing will be more than 5 mm from the

intended position, as illustrated.

Bow of Elements i) Unspecified bow as measured between extremities shall not exceed the following: Length ∆ mm Extremities up to

and including 1.5 m apart

± 5 mm

5

5

5 mm



Over 1.5 m up to and including 3.0 m apart

± 8 mm


± 10 mm


± 15 mm

Over 8m ± 15 mm + 1mm per metre or part over 8m (with a maximum of 25mm)

ii) Permitted deviation to specified pre-camber Specified ∆ Permitted deviation mm Up to and including 20mm ± 5 mm Over 20mm up to and including 40mm ± 10 mm Over 40mm ± 15 mm Abrupt changes of continuous surfaces where finish is not specified ∆ = Permitted up to 3 mm but at construction or

movement joints up to 5 mm as measured on the nominal surface of the finish face.

Cast-in Foundation Bolts Pre-set foundation bolt or bolt groups when not

prepared for adjustment. Deviation from specified position.

Pre-set foundation bolt or bolt groups when prepared for adjustment. Deviation from specified position.

Wall bolt or bolt groups when not prepared for adjustment. Deviation from specified position.

Prestressed Concrete



i) Anchorages shall be located within the following tolerances Horizontally: ± 25mm Vertically: ± 5mm ii) Tendons and sheathing shall be positioned in accordance with BS8110: 1997 Clause 8.6 and to the following tolerances:- Horizontally Vertically Beams ± 50mm ± 5mm

Except for slab thickness less than 200 thick where ± slab thickness/40 shall apply.

Slabs ± 150mm

Gaps and slots for sealant Gaps and slots for sealants shall satisfy the requirements the Specification for Joints and Sealants.

END OF SECTION



SECTION 03 38 19 BONDED POST TENSIONED CONCRETE

PART 1 - GENERAL

1.4 Work Included 1.4.1 Comply with Division 1, General Requirements and all documents referred to

therein. 1.4.2 Provide all labour, materials and equipment to complete the post-tensioned

concrete work indicated on the drawings and specified herein, including all confinement reinforcement in the anchorage zone, as required by the Post Tensioning contractor’s engineer’s design of the anchorage.

1.4.3 Provide the services of a fully qualified Professional Engineer who will prepare or directly supervise the design of the post-tensioning, including the anchorage zone reinforcement, and who will directly supervise the preparation of shop drawings.

1.4.4 This specification includes but is not limited to the supply and installation of a complete bonded strand post-tensioning system designed and constructed to give a long service life.

1.5 Reference Documents 1.5.1 Referenced Sections:

1. Concrete Formwork, Section 03 10 00. 2. Concrete Reinforcement, Section 03 20 00. 3. Cast-in-Place Concrete, Section 03 30 00.

1.5.2 Conform to Dubai Municipality Building Regulations and Guidelines for Structural

Design and any applicable acts of any authority having jurisdiction and the following:

Post Tensioning Institute Post-Tensioning Manual ACI 318 M Building Code Requirements for Structural Concrete

ACI 301 Standard Specification for Structural Concrete

ASTM A416/A416M Standard Specification for Steel Strand, Uncoated Seven-Wire for Prestressed Concrete. ACI 362 Guide for design of Durable Parking Structure 1.5.3 Where there are differences between the specifications and drawings and the

codes, standards or acts, the most stringent shall govern.

1.5.4 Standards and publications referenced by the Standards noted above are to apply even if they are not included in the list. Where such reference is made, it shall be to the latest edition and revision published.



1.6 Tolerances 1.6.1 Perform placing operations so that completed work will be within the tolerances

set out in ACI 117 and as listed below:

1.6.2 Variations in building lines which result in extension of the building over lot lines or restriction lines will not be permitted.

1.6.3 These tolerances are acceptable with regard to structural requirements. Interfacing tolerances may not be compatible with the above. Review and coordinate interfacing tolerance so that the various elements come together properly.

1.7 Qualifications 1.7.1 Contractor Qualifications

The post-tensioning work shall be performed by an organization with 10 years previous experience of a nature and magnitude similar to that shown on the drawings and is a member in good standing of the Post-Tensioning Institute. The post-tensioning contractor shall employ a fully qualified Professional Engineer responsible for the design of the post-tensioning and the production of shop drawings.

1.7.2 Field Personnel Qualifications

The installation of the post-tensioning shall be under the immediate control of a foreman with no less than 5 years experience in this type of work. The Foreman shall exercise close checks and rigid control of all operations to ensure full compliance with all requirements of this specification. This person shall be named and shall furnish such proof of experience as the Engineer may require.

The field foreman shall be under the direct control of the post-tensioning designer.

1.8 Submittals 1.8.1 Shop drawings, calculations, samples and technical data shall be submitted for

review by the Engineer at the start of the project.

1.8.2 Test results from an independent testing agency shall be submitted confirming the conformity of all materials to the contract documents.

1.8.3 Shop Drawings 1.8.4 Submit shop drawings and calculations for review by the Engineer. Work

proceeding prior to final review of shop drawings will be at the Contractor's risk. Allow a minimum of two weeks for the Engineer's review.

1.8.5 Shop drawings and calculations shall be prepared by or under the direct

supervision of a fully qualified engineer. This engineer shall verify, either by signing the shop drawings or submitting a signed letter, that the drawings were prepared under his/her supervision and that the post tensioning system meets the requirements of the drawings and specifications.



1.8.6 Submit calculations of initial and final prestressing forces and field data including elongations and anticipated gauge pressures, taking into account, in the case of plastic ducts, the possible effects of duct creep and resulting tendon relaxation.

1.8.7 Where there is a concentration of anchorages, or in any other condition including overlapping anchorage zones at element intersections, submit anchorage zone calculations and details of extra reinforcement necessary to resist splitting and spalling forces.

1.8.8 Provide details showing placement of post-tensioning ducts, crossing connecting beams, and columns. Co-ordinate post-tensioning duct and anchorage requirements with the mild steel placement. Do not submit uncoordinated details between mild steel and post-tensioning steel supplier.

1.8.9 Submit design and drawings which are fully coordinated for:

• Upstands and architectural requirements

• Junction with stairs

• Junction with columns and wall reinforcement

• Pour size, sequence and any crane openings or placing boom requirements etc.

• Tolerances and allowable deflections and allowable deflections adjacent to cladding and partitions

• Fixings for cladding (supplied by others)

• Structural steelwork (supplied by others)

• Service holes, risers and other penetrations

1.8.10 Shop drawings shall show a minimum of the following:

• Layout of tendons, including number of strands in each group and including detailed layout of all tendons which deviate in plan from a straight line.

• Tendon profiles.

• Fixing/ Layering sequence of tendons and reinforcement

• Jacking loads and stressing requirements

• Stressing sequence for the tendons (including any stage-stressing

requirements)

• Calculated theoretical extensions • Details of all supports and spacers. • Details of anchorages anchor set and required additional reinforcement.



• Details of initial and effective prestress forces along the tendon profiles. • Technical data on tendons, strands, anchorages, jacks, and wobble and

friction coefficients.

• Required concrete strength at time of tensioning. • Location of all slab openings, sleeves, pockets, recesses etc. and

embedded items. • Positions and details of shrinkage strips and stressing pockets (as

required) • Details of paint "benchmark" on tendons and strands for stressing record

purposes.

1.8.11 Prior to onset of construction contractor shall submit a method statement outlining their procedures for installation, stressing, protection of assembly from the elements including water, temperature control prior to grouting, grouting, capping, etc.

1.8.12 Provide details where live or dead end pockets interfere with columns, beams, or

slab reinforcement. Co-ordinate post-tensioning pockets requiring confinement reinforcement (supplied by post-tensioning trade) with the mild reinforcement in the structure. Do not submit un-coordinated details for review.

1.8.13 Technical Data and Samples 1.8.14 Provide sample stressing sheets for all tendons, showing computed tendon

extension, corresponding gauge pressure, identification of jacks to be used, and any special procedures that are required.

1.8.15 Provide detailed information for fabrication and use of temporary anchors, swaged

dead-end anchors, other dead-end anchors, couplers and splices. Looped dead-end anchors shall be detailed on shop drawings and show any additional mild reinforcing that is required.

1.8.16 Submit to the Engineer, no later than two weeks prior to onset of construction, all

technical data on the post-tensioning system. Information shall include test reports for all components, specifications for manufacturing, quality control of manufactured part, stress-strain diagrams and modulus of elasticity for each reel of strand by a recognized independent testing laboratory. Submit for approval quality assurance program that ensures approved quality components are supplied. Provide for approval a system of "marking" for different batches of components including reel number and heat numbers for strands. Each component shall be readily identifiable in the field from these markings.

1.8.17 As soon as the strands are received in the shop by the post-tensioning

subcontractor submit calibration certificates and anchorage slippage certificates from a recognized independent testing agency for each jack to be used.



1.8.18 Submit, no later than two weeks prior to onset of construction, sample of a

complete dead and live end anchorage system assembly, including 500 mm of strand.

1.8.19 Submit to the engineer, no later than two weeks prior to onset of construction, all technical data related to the post tensioning strands including specifications for manufacturing, quality control of manufactured parts, stress strain diagrams and modulus of elasticity for each reel of strand by a recognized independent testing laboratory. Submit for review by the Engineer, a quality assurance program that ensures approved quality components are supplied.

1.8.20 Submit, no later than two weeks prior to construction, a method statement

addressing waterproofing and transitioning between different duct sizes. Submit manufacturer information on the suitability of couplers in cold weather climates. Provide samples of couplers including transitions between ducts of different diameter and waterproofing joints. Transitions and waterproofing should be in accordance with the recommended practice of the manufacturer.

1.8.21 Submit to the engineer data pertaining to the relaxation and creep values related to the plastic ducts.

1.8.22 Prior to the onset of stressing submit to the engineer a copy of the stressing record sheet.

1.8.23 As-Built Drawings 1.8.24 Mark on a complete set of final reproducible drawings any changes, additions or

deletions that occur during construction as a result of the Contractor’s work, change orders, or for any other reasons.

1.8.25 For all shop drawings marked “Reviewed as Noted” or “Revise and Resubmit”,

update and submit a record set of these drawings at the completion of the structural work. Ensure that these drawings reflect the changes and are coordinated with the final reproducible drawings noted above.

1.8.26 Compliance with Estidama Pearl Rating System (PRS) Version 2.0 1.8.27 No materials, building products or components are to be used that contain the

hazardous substances attributed under EU Risk Phrases (R-Phrases) listed in Annex II of EU Directive 67/548/EEC

1.9 Supplementary Mild Steel 1.9.1 The structural drawings detail mild reinforcing steel required for non-prestressed

structural floor parts and also the additional reinforcing steel required for lateral system

1.9.2 Variations in mild reinforcement specified in 1.7.1 required due to use of a

different system, or required in anchorage zones or other areas, shall be designed and supplied by the post-tensioning Contractor under this Section at no additional cost.



1.9.3 The design and supply of anchorage zone reinforcement shall be the responsibility of the post-tensioning Contractor who shall consider the spacing and orientation of the anchorages and the concrete strength at stressing.

1.10 Design 1.10.1 General 1.10.2 Conform to ACI 318M.including compliance with section 18.4.1 for limitations on

stress in concrete after prestress transfer and section 18.4.2 for limitations on stress in concrete at service loads

1.10.3 Anchorages 1.10.4 The Contractor is responsible for the design and quality of the anchorages. 1.10.5 Anchorages shall include design features ensuring a watertight connection of the

sheathing to the anchorage, and watertight closing of the wedge cavity. The resulting assembly shall be watertight under a hydrostatic pressure of 8.6 kPa when tested over a 24 hour period.

1.11 Co-ordination 1.11.1 Construction sequences and tensioning procedures shall be agreed between the

Contractor and the Engineer. This agreement shall define: sequence of stressing, length of pour to be tensioned, stressing points, time of stressing including consideration of concrete strength, location of construction joints, slab joint details, details for dealing with restraint problems caused by stiff vertical elements, access to tensioning.

1.12 Examination 1.12.1 The Contractor shall examine all the drawings and specifications for items to be

included in this Section. Report discrepancies to the Engineer. Do not commence work until all discrepancies have been resolved.

1.13 Substitutions 1.13.1 Substitutions of different sizes of cables or any other element is permitted only

upon review and written acceptance of Engineer.



PART 2 - PRODUCTS

2.1 Materials 2.1.1 Prestressing Steel 2.1.1.1 Post-tensioning Steel shall be of the low relaxation type and shall conform to

ASTM A416/A416M. All prestressing steel shall be protected against corrosion through the application of a factory applied, manufacturer approved, water-soluble corrosion inhibitor. Prestressing steel shall also be protected from damage and shall be free of all dirt, rust, oil, grease and other deleterious substances when finally encased in concrete or grouted in the member.

2.1.1.2 Strand joints or splices will not be permitted in any reel or coil of strand. 2.1.2 Post-tensioning Steel: Minimum recycled content (by weight) of 90%

comprising of post consumer recycled products. 2.1.2.1 All strand from each manufactured reel to be shipped to the site shall be

assigned an individual lot number and shall be tagged in such a manner that each such lot be accurately identified at the job site. All unidentified prestressing steel received at the site will be rejected.

2.1.3 Anchorages 2.1.3.1 Anchor castings shall be non-porous and free from sand, blow holes, voids,

and other defects. 2.1.3.2 Anchorage assemblies shall be coated to reduce corrosion and shall be

approved as “aggressive environment anchorages”. Wedges and strand ends shall be encapsulated with permanent, water tight, mechanically fastened grease filled caps.

2.1.3.3 All prestressing strands shall be secured at the ends by means of approved 2

or 3 part wedges in the anchorage block. The wedges shall be of such nature that they will not kink, neck-down or otherwise damage of prestressing steel.

2.1.4 Fixed End Anchorages 2.1.4.1 Fixed end anchorages shall have the wedges seated with a load of not more

than 80 percent of the ultimate tensile strength of the strand. The seating load shall be sufficient to ensure adequate capacity.

2.1.4.2 End caps filled with corrosion preventative coating material shall be applied to

fixed end anchorages in the plant. 2.1.5 Tendon Ducts 2.1.5.1 Ducts for post-tensioning steel shall be grout-tight corrugated or rigid metal

tubes or corrugated flat ducts as applicable.



2.1.5.2 All ducts and anchorage assemblies shall be provided with pipes or other

suitable connections for the injection of grout after stressing and any necessary air vents and drain tubes at all lower points to allow free draining of water that could infiltrate into the duct.

2.1.5.3 Provide couplers at all duct joints, including transitions between ducts of

varying diameter, providing a water tight seal across the joint, using an assembly recommended by the duct supplier. Transition assembly shall be such as to prevent formation of voids in the grout at transition zones.

2.1.5.4 All ducts to be chemically stable, and non-reactive with concrete, steel, and

the tendon corrosion inhibiting agent. 2.1.5.5 All ducts to be of sufficient strength to resist damage during fabrication,

transportation, installation, concrete placing, and tensioning. 2.1.5.6 Duct material must not be subject to embrittlement deterioration, or softening

of the duct over the anticipated temperature exposure and service life of the structure.

2.1.5.7 Duct material must be able to withstand environmental degradation caused by

exposure to the elements (i.e. ultra-violet light, cold, rain,etc.) prior to concreting

2.2 Grout Mix Design 2.2.1 Design Of Mix 2.2.1.1 Design the mix in accordance with ACI 318M and the provisions included

herein. Grout for corrosion protection and bonding post-tensioning tendon (silica fume grout) shall consist of cement, silica fume, water and admixtures to ACI 318M.

2.2.1.2 Specified Strength: The compressive strength of the grout shall not be less

than 25 MPa at 7 days and 35 MPa at 28 days determined on 50 mm cubes stored and tested in accordance with ASTM C109 and not less than the strength of the beam.

2.2.1.3 Water Cement Ratio: The maximum water-cement ratio of the grout shall be

0.4. 2.2.1.4 When allowed to stand for 15 minutes, the grout shall not bleed or segregate.

At the time of initial set, the grout shall exhibit an expansion of 8 percent, plus or minus 2 percent, of its original volume.

2.2.1.5 The use of calcium chloride on the post-tensioning elements or in any other

place where it could come in contact with post-tensioned tendons or accessories is strictly prohibited.

2.2.1.6 Grout mix for bonding post-tensioning tendons in Parking Structures shall

include a proven corrosion-inhibiting agent.



2.2.2 Grout 2.2.2.1 The grout shall be mixed in an approved mechanical high-speed mixer (1,200

to 2.000 rmp) with gauges measuring grout pressure and water quantity. The accuracy of the gauges shall be within plus or minus 2 percent. The mixer shall provide for straining and reagitating the grout, before it is to be used.

2.2.2.2 The grouting pump shall be fitted with an effective control against a buildup of

excessive pressure and be of sufficient capacity to ensure that the velocity of the grout is 9 m to 12 m per minute with a maximum pressure of 1.05 Mpa. The connection between the nozzle of the grouting pipe and the duct shall be positive so that air not be drawn in.

2.2.3 Anchor Pocket Grout 2.2.3.1 Resin bonding agent shall be used to coat the inside of cleaned pocket. 2.2.3.2 Stressing pockets shall be filled with an impermeable non-shrink grout that

includes a corrosion inhibiting agent. 2.2.4 Tendon Supports And Ties 2.2.4.1 All chairs supporting tendons shall be plastic coated. 2.2.4.2 All tie wires for fastening tendons shall be plastic coated. 2.2.5 Tendon Fabrication 2.2.5.1 The tendons shall be fabricated, coiled and assembled in a plant. 2.2.6 Concrete Strength 2.2.6.1 Conform to ACI 318 and as indicated on the drawings. 2.2.6.2 The time required from end of concrete pour for the specified concrete mix to

reach the strength required at time of tensioning shall be determined under site conditions, so that the speed of construction desired is not delayed.

2.2.7 Metallic Elements In Parking Structures 2.2.7.1 For post tensioned parking structures, the use of metallic elements including,

but not limited to, inserts, sleeves, hangers, nails, conduits, junction boxes, etc. are strictly forbidden. Metallic fire sprinkler hangers may be acceptable, however they must be installed prior to concrete being placed and shall be equally spaced between slab tendons with a minimum of 300 mm clear distance between the hanger and the tendon duct. Proposed Fire Sprinkler Hanger specifications and dimensions must be submitted to the Engineer for review, prior to installation.

2.2.7.2 Metallic floor drains shall be acceptable only if epoxy coated, and the locations

coordinated with the design of the post-tensioning strand layout. Proposed drain locations must be reviewed and accepted by the Engineer.



PART 3 - EXECUTION

2.3 General 2.3.1 All phases of the post-tensioning work shall be in accordance with the standard

unless otherwise specified herein or on the drawings. The work shall be done by workers who are skilled and experienced in their trade.

2.3.2 Fabrication, coiling, shipping, unwinding, threading, tying and concreting

equipment, materials and procedures shall be constructed so that damage and displacement of the system is prevented during installation and concreting.

2.4 Fabrication 2.4.1 The fabricator of the tendons shall be registered under the standards of the Post-

Tensioning Institute or shall provide a letter from a qualified Professional Engineer licensed in the stating that the fabrication of the tendons conform to the specifications and recommendations of the Post-Tensioning Institute for fabrication of tendons for usage in corrosive environments.

2.4.2 Rubber grommets shall be installed within pocket formers and anchor opening in

such a way as to prevent any intrusion of water from outside elements into the sheathing cavity.

2.4.3 The Engineer shall be permitted to visit the fabrication plant to verify that the

fabrication equipment, materials, and personnel are producing the quality of product specified.

2.5 Transportation of Tendons

2.5.1 Tendons shall be stored flat on trucks.

2.5.2 Tendons arriving on site either damaged or with damaged casing will not be

accepted. 2.6 Storage of Materials 2.6.1 Tendons, ducts, anchorages, and couplers shall be stored on site in an area

protected from the weather, on a dry clean surface. Tarping over the tendons in an exterior location is not considered sufficient protection, and shall not be allowed. When storage is to occur in a humid environment (avg. humidity >80%) material protection shall consist of a weather tight, heated enclosure.

2.6.2 Special consideration shall be given to protecting the ends of the strand prior to

prestressing operations. Prevent water from any source, including weather, from entering sheathing and/or anchorages.

2.6.3 Plastic ducts shall be stored in such a way to prevent direct, long-term exposure

to ultra-violet radiation, from sunlight. 2.7 Installation 2.7.1 Place and rigidly fix cable anchorages in their designated positions. Ducts,

strands, grout vents, drain tubes, anchorage reinforcement and other inserted



items shall be free of all dirt, rust, oil, grease or other deleterious substances. Prior to inserting of strands, remove water from the ducts and take necessary precautions to prevent its re-entry by sealing ends temporarily or other approved methods.

2.7.2 Sufficient space shall be left at ends of members to permit access for jacking. 2.7.3 Tendons shall be installed in smooth curves without undulations.

2.7.4 All components shall be securely fastened so they not be displaced after

installation by ongoing work by other trades and during placing of concrete. Maximum spacing of chairs along the tendons shall be 750 mm.

2.7.5 At the low points of all ducts, provide drain tubes. Before grouting, ensure tube

is clear. Cut back and make good all vents and drains in areas architecturally exposed as for tie holes.

2.7.6 Coordinate with electrical and mechanical contractors the routing of pipes,

conduits and other embedded services which might conflict with post-tensioning materials. The tendon locations take precedence over all other embedded items.

2.7.7 Exposed anchorages and strand ends shall be covered or capped to prevent water

entering the holes and gaining entry into the tendons at all times. The filling of recess pockets with a well bonded and high quality dense durable concrete grout as soon as possible after stressing, must be considered as part of and be included with the total protection system for the post-tensioning so that permanent protection against water penetration is provided.

2.7.8 Major damage, in the opinion of the Engineer, shall be cause for rejection and

replacement of the tendon at no cost to the Owner.

2.7.9 Notify Engineer 48 hours before placement of concrete so that work may be reviewed.

2.7.10 Tendons which deflect in the horizontal direction must have 25 mm clearance

between strands. 16M reinforcing steel hairpins shall be installed at all points where the curvature of the tendons is greater than 1:6.

2.7.11 The Contractor shall propose and implement an acceptable system of marking the

location of tendon lines and tendon intersections at the underside of the concrete slabs and wide beams, except when exempted in writing by the Engineer.

2.7.12 Grout tubes shall be plugged immediately upon installation and remain so until

grouting occurs to prevent the infiltration of water into the duct. 2.7.13 At all times prior to grouting the Contractor is to ensure that no water is allowed

to pond or collect near grout tubes or live ends. 2.7.14 All post-tensioning tendons and reinforcement must be completed and reviewed

before placement of concrete begins. 2.7.15 Stressing 2.7.15.1 Stressing shall be accomplished by means of hydraulic jacks fitted with

hydraulic pressure gauges not less than 150 mm diameter to permit the



stress to be computed at any time. The gauges shall be certified within six months prior to the start of stressing unless it has been used since then, in which case it shall be recertified since the last use. A certified calibration curve shall accompany each jack showing the relationship between gauge readings and stress in the ram for both ascending and descending movements of the ram.

2.7.15.2 The accuracy of each jack or jack pressure gauge shall be attested by an

authority acceptable to the Engineer before use and calibrated at intervals not exceeding six months or as required by the Engineer.

2.7.15.3 Load cells shall be accepted as an alternative means of assessing the force in

the tendon providing they be attached in a satisfactory manner. The accuracy of the load cell shall be attested by an authority acceptable to the Contractor before use and calibrated at intervals not exceeding 6 months or as required by the Engineer.

2.7.15.4 Prior to stressing Contractor must establish, and coordinate with the Engineer,

a benchmark stressing value from which elongation is to be measured. This benchmark values should be set at a level that ensures the elimination of any sag and/or resistant of the tendon within the duct.

2.7.16 Prior to stressing, all strands shall be marked with a clearly defined paint "bench

mark" at a designated distance from the face-of-concrete. 2.7.17 Confirm in-situ concrete strengths prior to stressing. Concrete to be at a

minimum of 70% of its specified strength prior to the onset of stressing, unless noted otherwise on drawings.

2.7.18 Tension forces shall be determined by calibrated pressure gauges on the jack and

by measured extension of the tendon.

2.7.19 Agreement within 5% between gauge readings and calculated anticipated elongation will be required. In case of variation in excess of 5% the jack gauge calibration and the loss calculations shall be verified.

2.7.20 Before the start of tensioning, an inspection and verification procedure of the

stressing shall be determined and reviewed by the Engineer to inspect and verify/reject the recorded anchored strand forces so that the uncut anchored strands are exposed to rain, snow etc. for a minimum period of time.

2.7.21 All strands in one tendon shall be stressed simultaneously with one multi-strand

jack except where noted otherwise on the drawings. 2.7.22 Data related to elongation and stress level shall be recorded at regular intervals

during the stressing of all tendons. A minimum of five (5) intermediate values shall be recorded for all tendons.

2.7.23 Tendons shall be stressed to required force and the strand extension shall be

checked against calculated value. Immediately after tensioning and acceptance from Engineer, strand shall be cut, the wedge cavity filled with grease and the grease filled end cap installed to ensure full grease protection to the end of the tendon immediately after tendon is cut.



2.7.24 De-stress and re-stress any cable in which the accuracy of the extension is doubted or questionable.

2.7.25 During the stressing of tendons should any unforeseen condition or result develop

or occur, stressing must immediately cease. Contractor must provide immediate notification to the Engineer and stressing shall not resume until Engineer reviews situation.

2.7.26 Strands may be cut by means of oxyacetylene cutting, abrasive wheel or

hydraulic shears. In case of flame cutting, care shall be taken to avoid directing the flame towards the wedges. The strands shall be cut between 20mm and 30mm from the anchorage wedges to suit size of end caps. Stressing and capping operations shall be performed on the same day.

2.7.27 Breakage: Wire breakage in strands in tendons shall not exceed 2 percent or

tendons are to be replaced.

2.7.28 Upon completion of stressing, submit completed stressing sheets, accompanied by strand test data for each reel used, to the Engineer.

2.7.29 Upon completion of stressing, if the live end and exposed dead end recess

pockets are not immediately filled, they must be capped and sealed immediately to prevent any infiltration of water into the post tensioning duct.

2.8 Grouting 2.8.1 On completion of tensioning, tendons shall be kept in such condition that they are

capable of being restressed until permission to grout is given in writing. 2.8.2 The use of calcium chloride on the post-tensioning elements or in any other place

where it could come in contact with post-tensioned tendons or accessories is strictly prohibited.

2.8.3 Post-tensioned steel shall be bonded to the concrete by pressure grouting the

ducts or openings. 2.8.4 Within 7 days of stressing the tendons, bond tendons to concrete by pressure

grouting. Check that ducts are completely filled with grout by allowing quality grout to flow out of vents at high points before closing vents.

2.8.5 All ducts or opening shall be clean and free of all foreign materials that would

impair bonding of the grout. 2.8.6 Each duct or opening shall be thoroughly flushed out with water and blown out

with oil free compressed air immediately prior to grouting. Steam shall not be used for this purpose.

2.8.7 Ensure that grout hoses are not cut off prematurely, before grouting is

completed. 2.8.8 The temperature of the grout at the time of injection shall be not less than 15oC

or more than 27oC. 2.8.9 Grouting equipment shall be capable of grouting to a pressure of at least 0.7 Mpa.



2.8.10 Grout shall be mixed in an approved mechanical mixer that provides for straining and re-agitating the grout before it is used. Time between mixing and pumping the grout shall not exceed 30 minutes.

2.9 Filling stressing pockets 2.9.1 Prior to grouting the pockets, laitance shall be removed from the sides, and the

concrete surfaces in the pocket shall be coated with a resin bonding agent.

2.9.2 Stressing pockets shall be filled with an approved impermeable non-shrink grout. Grout to be placed under pressure to ensure complete filling of pocket. Provide an air vent hole as necessary to let air escape during grouting of pockets..

2.9.3 Stressing pockets on vertical surfaces shall be filled with grout no later than 48

hours after the completion and approval of stressing. Stressing pockets on horizontal surfaces (top of slabs) shall be filled with grout no later than 24 hours after the completion and approval of stressing.

2.10 Marking of Tendons 2.10.1 Mark in a permanent manner the exact field location of the tendons in the slab

and wide beams. The marking system and procedure shall be submitted to the Engineer for approval.

2.10.2 Provide a reproducible set of Drawings, detailing the as built location and marking

of tendons, to the Engineer.

2.10.3 In structures where the marking of tendons is not required, obtain a letter to this effect from the Engineer, before shop drawings are reviewed or tendon placing starts.

2.11 Safety 2.11.1 Observe strict safety precautions at all times during stressing. The post-

tensioner must ensure that no person(s) is permitted to stand in line behind stressing jacks.

2.11.2 No materials shall be stored on post-tensioned slabs prior to tensioning. Post-

tensioned slabs are only safe to carry their design loading after the concrete has reached its specified 28 day strength. At no time shall material be place on the slab in excess of the slab design loading.

2.11.3 Obtain Engineer's written approval prior to cutting openings in post-tensioned

slabs. No penetrations into or through post-tensioned slabs shall be made after concrete placing, without this written approval.

2.12 Final Certification 2.12.1 Upon completion of the project, submit a letter signed by a qualified Professional

Engineer responsible for the post-tensioning shop drawings, certifying that the post-tensioning work has been satisfactorily completed in accordance with the reviewed shop drawings and contract documents.



2.13 Quality Control 2.13.1 Implement a system of quality control to ensure that the minimum standards

specified herein are attained.

2.13.2 Bring to the attention of the Engineer any defects in the work or departures from the Contract Documents which may occur during construction. The Engineer will decide upon corrective action and give recommendations in writing.

2.13.3 The Engineer's general review during construction and inspection and testing by

Independent Inspection and Testing Companies reporting to the Engineer are both undertaken to inform the Owner of the Contractor's performance and shall in no way augment the Contractor's quality control or relieve the Contractor of contractual responsibility.

2.14 Notification 2.14.1 Prior to commencing significant segments of the work, give the Engineer and

Independent Inspection and Testing Companies appropriate notification so as to afford them reasonable opportunity to review work previously completed. Failure to meet this requirement may be cause for the Engineer to classify the work as defective.


2.15.1 The Owner will appoint the Independent Inspection and Testing Companies to make inspections or perform tests as the Engineer directs. The Independent Inspection and Testing Company shall be responsible only to the Engineer, and shall make only such inspections or tests as the Engineer may direct.

2.15.2 When defects are revealed, the Engineer may request, at the Contractor's

expense, additional inspection or testing to ascertain the full extent of the defect. 2.16 Defective Materials and Work 2.16.1 Where evidence exists that defective work has occurred or that work has been carried out

incorporating defective materials, the Engineer may have tests, inspections or surveys performed, analytical calculations of structural strength made and the like in order to help determine whether the work must be replaced. Tests, inspections or surveys or calculations carried out under these circumstances will be made at the Contractor's expense, regardless of their results, which may be such that, in the Engineer's opinion, the work may be acceptable.

2.16.2 All testing shall be conducted in accordance with the requirements of the Post Tensioning Manual, except where this would, in the Engineer's opinion, cause undue delay or give results not representative of the rejected material in place. In this case, the tests shall be conducted in accordance with the standards given by the Engineer.

2.16.3 Materials or works which fail to meet specified requirements may be rejected by the Engineer whenever found at any time prior to final acceptance of the work regardless of previous inspection. If rejected, defective materials or work shall be promptly removed and replaced or repaired to the satisfaction of the Engineer, at no expense to the Owner.

END OF SECTION 03 38 19



SECTION 03 39 00 CONCRETE CURING

PART 1 - GENERAL

1.14 Related Documents

A. Drawings and general provisions of the Contract, including General and Supplementary apply to this Section.

1.15 Related Sections Documents affecting work of this Section include, but are not necessarily limited to:

1. 03 31 00 Structural Concrete 1.16 References


This specification shall be read in conjunction the Dubai Municipality Building Codes 2011 for any amendments to the ACI standards. In cases of discrepancy between this specification and the building code, the most onerous requirement shall apply unless alternative is prior approved by the Engineer.

1.17 Submittals

1. Manufacturers' data for the following products:

a. Vapour retarders.

b. Curing compound.-

Curing Compound: Manufacturer's Certificate of Compliance showing moisture retention requirements.

2. Curing methods proposed.

3. Samples: Curing compounds, vapor retarder and other specified products as requested by the Engineer.


A. Manufacturer Qualifications: A firm having adequate local experience in manufacturing ready-mixed concrete products and that complies with ISO 9000 series of requirements for production facilities and equipment.

B. Testing Agency Qualifications: An independent agency, acceptable to authorities having jurisdiction, and with a proven track record with ISO certification.

C. Source Limitations: Obtain each type or class of cementitious material of the same brand from the same manufacturer's plant, obtain aggregate from one source, and obtain admixtures through one source from a single manufacturer.

D. Inspections and Reviews – Following minimum inspections and reviews must be conducted on the site: a. special inspection and testing and inspecting agency procedures for field quality control



b. curing procedures c. vapor-retarder installation

1.19 Delivery, Storage, And Handling

1. Store under cover to protect from moisture, sunlight, dirt, oil, and other contaminants. 2. Follow manufacturers’ current written instructions for storage and handling.


1. Carry out all inspection and testing in accordance with this section and the relevant standards.

2. In the event that materials or workmanship fail to comply with the requirements specified herein, carry out further inspection and testing to satisfy the engineer. Testing laboratories shall be to the approval of the Engineer.

3. Carry out any additional inspection and testing required by the Engineer at Contractor's cost.

4. Demonstrate to the Engineer that full records are maintained through all stages of the work. Make these records freely available for inspection by the Engineer at any time.

1.21 Acceptance Of The Engineer






PART 2 – PRODUCTS

2.8 Manufacturers

A. In other Part 2 articles where titles below introduce lists, the following requirements apply to product selection: 1. Available Products: Subject to compliance with requirements, products that may be

incorporated into the Work include, but are not limited to, products specified. 2. Products: Subject to compliance with requirements, provide one of the products

specified. 3. Available Manufacturers: Subject to compliance with requirements, manufacturers

offering products that may be incorporated into the Work include, but are not limited to, manufacturers specified.


2.9 Materials

A. CURING MATERIALS

Following clauses are applicable for curing of vertical elements only. Curing for horizontal elements shall be done using water ponding method.

1. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for

application to fresh concrete. 2. Absorptive Cover: AASHTO M 182, Class 2, burlap cloth made from jute or kenaf,

weighing approximately 305 g/sq. m when dry. 3. Liquid membrane forming curing compound for water retention & dry time

requirements : ASTM C 309 4. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-

polyethylene sheet. 5. Water: Potable. 6. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class

B, dissipating. 7. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class

B, nondissipating [certified by curing compound manufacturer to not interfere with bonding of floor covering].

8. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B, 18 to 25 percent solids, non-dissipating, certified by curing compound manufacturer to not interfere with bonding of floor covering].

9. Clear, Solvent-Borne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.

10. Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class

B. Vapour Retarders:

1. Plastic Vapor Retarder: ASTM E 1745, Class A. Include manufacturer's recommended adhesive or pressure-sensitive tape.

2. Bituminous Vapor Retarder: NOT USED. 3. Granular Fill: Clean mixture of crushed stone or crushed or uncrushed gravel; ASTM D

448, Size 57, with 100 percent passing a 1-1/2-inch (37.5-mm) sieve and 0 to 5 percent passing a No. 8 (2.36-mm) sieve.



4. Fine-Graded Granular Material: Clean mixture of crushed stone, crushed gravel, and manufactured or natural sand; ASTM D 448, Size 10, with 100 percent passing a 3/8-inch (9.5-mm) sieve, 10 to 30 percent passing a No. 100 (0.15-mm) sieve, and at least 5 percent passing No. 200 (0.075-mm) sieve; complying with deleterious substance limits of ASTM C 33 for fine aggregates.

C. Water

Water shall be clean and free from salt and other impurities to the satisfaction of the Consultant. It shall be tested in accordance with BS EN 1008 or ASTM C94. 1. Water used for curing of concrete shall have a pH value in the basic range of 7 to 9

and the soluble solids shall not exceed the following limits:

Total dissolved solids 2000 mg/l Chlorides (NaCl) 600 mg/l Sulphate (SO3) 500 mg/l Alkali Carbonates & Bicarbonates 1000 mg/l

2. Temperature for water used for traditional ponding and method of curing shall not exceed 300C.

3. If steam curing is proposed for Precast elements, additional method statement supported with adequate test result shall be submitted to the Engineers review and approval.



PART 3 EXECUTIONS

3.13 General:

A. Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.

B. Immediately after compaction and for 14 days thereafter, concrete shall be protected from the harmful effects of weather, including rain and rapid temperature changes, and from drying out. The methods of protection shall be subject to the Engineer’s approval. The Engineer's approval will be conditional upon the proposed curing method proving to be satisfactory on site.

C. The method of curing used shall minimise the loss of moisture from the concrete. On concrete surfaces that are to be waterproofed or coated, curing membranes shall not be used unless agreed by the Engineer. Details of all curing methods to be used shall be subject to the approval of the Engineer.

D. Concrete surfaces shall be kept damp using soaked Hessian sheeting. Polythene sheet covering shall be used where approved by the Engineer to minimise evaporation. The Hessian sheeting shall be maintained continuously damp for a minimum period of 14 days after casting, using water of the same quality as that allowed in mixing the concrete. Water used for curing purposes shall be within 5oC of the placed concrete temperature.

E. Subject to the approval of the Engineer, curing with an approved proprietary product may be used as an alternative to curing with water except that the curing product shall not be applied to surfaces of concrete from which the shuttering has been struck, until the concrete has been inspected and approved by the Engineer's representative.

F. The concrete curing compound shall be of an approved type, which shall be readily distinguishable upon the concrete surface for at least four hours after application. The curing compound shall be compatible with subsequent surface finishes. The colour, if any, shall become inconspicuous within seven days after application.

G. Evaporation Retarder: Apply evaporation retarder to unformed concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 1.0 kg/sq. m x h before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing. B.

Reapply as needed to ensure a continuous moist surface until final finishing is completed.

H. Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported slabs, and other similar surfaces. If forms remain during curing period, moist cure after loosening forms. If removing forms before end of curing period, continue curing for the remainder of the curing period.

I. Unformed Surfaces: Begin curing immediately after finishing concrete. Cure unformed surfaces, including floors and slabs, concrete floor toppings, and other surfaces.

J. Cure concrete by one or a combination of the following methods as prior agreed with the Engineer: 1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with

the following materials: a. Water. b. Continuous water-fog spray. c. Absorptive cover, water saturated, and kept continuously wet. Cover concrete

surfaces and edges with 300-mm lap over adjacent absorptive covers. 2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining

cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 300 mm, and sealed by waterproof tape or adhesive. Cure for not less



than seven days. Immediately repair any holes or tears during curing period using cover material and waterproof tape. a. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive

floor coverings. b. Moisture cure or use moisture-retaining covers to cure concrete surfaces to receive

penetrating liquid floor treatments. c. Cure concrete surfaces to receive floor coverings with either a moisture-retaining

cover or a curing compound that the manufacturer certifies will not interfere with bonding of floor covering used on Project.

3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period. a. After curing period has elapsed, remove curing compound without damaging

concrete surfaces by method recommended by curing compound manufacturer Curing 4. Curing and Sealing Compound: Apply uniformly to floors and slabs indicated in a

continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Repeat process 24 hours later and apply a second coat. Maintain continuity of coating and repair damage during curing period.

3.14 Liquid Floor Treatments – Not Used. 3.15 Manufacturer's Services

A. Provide manufacturer's representative at Site and Manufacturers' Field Services for installation assistance, inspection, and certification of proper installation for products specified.

B. Provide curing compound manufacturer's representative to demonstrate proper application of curing compound to show coverage per coat.

END OF SECTION

277-spec

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