033000 Cast in Place Concrete(Rev. by Ghafari )

Saudia Aerospace Engineering Industries Aircrafts Maintenance Hangers

S09063-01D-PD-SPC-AR-01 REV 1 0033000 -Page 1 of 30

SECTION 033000 - CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 RELATED DOCUMENTS:

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and DIVISION 01 Specification Sections, apply to this Section.

1.2 SUMMARY:

A. Section includes cast-in-place concrete, including formwork, grout, reinforcing, mix design, placement procedures, and finishes. The purpose of this Specification is to describe the requirements for the materials, proportioning, mixing, placing, curing, coating, testing and all other related items for the total production of durable concrete works on the project.

B. Cast-in-place concrete includes, but not limited to, the following:

1. Footings. 2. Slabs-on-grade. 3. Fill for steel deck. 4. Walls. 5. Equipment pads and bases. 6. Fill for steel pan stairs.

C. Related Sections:

1. DIVISION 03 Section "Architectural Concrete" for general building applications o specially, finished formed concrete.

2. DIVISION 03 Section "Concrete Topping" for emery- and iron-aggregate concrete floor toppings.

3. DIVISION 31 Section "Earth Moving" for drainage fills under slabs-on-grade. 4. DIVISION 32 Section "Concrete Paving" for concrete pavement and walks. 5. DIVISION 32 Section "Decorative Concrete Paving" for decorative concrete

pavement and walks.

1.3 DEFINITIONS:

A. Engineer: Dar's Representative responsible for concrete work.

1.4 CODES AND STANDARDS

A. General: All materials, workmanship and testing shall be in accordance with the following documents, in their latest revisions, except that this Specification will have priority over any duplicated requirements.

B. American Concrete Institute (ACI):

117R Standard Specification for Tolerances for Concrete Construction and Materials.

201R Guide to Durable Concrete. 21 Standard Practice for Selecting Proportions for Normal, Heavyweight, and

Mass Concrete. 224R Control of Cracking in Concrete Structures. 301M Specifications for Structural Concrete. 302 – 1R Guide for Concrete Floor and Slab Construction.



304 Guide for Measuring, Mixing, Transporting and Placing Concrete. 305 Hot Weather Concreting. 309 Guide for Consolidation of Concrete. 318M Building Code Requirements for Structural Concrete and Commentary 347

Guide to Formwork for Concrete. 504R Guide to Sealing Joints in Concrete Structures.

C. American Society for Testing Materials (ASTM):

A 82 Standard Specification for Steel Wire, Plain, for Concrete Reinforcement. A 185 Standard Specification for Steel Welded Wire Reinforcement, Plain, for

Concrete. A 615M Standard Specification for Deformed and Plain Carbon Steel Bars for

Concrete Reinforcement. C 31M Standard Practice for Making and Curing Concrete Test Specimens in the

Field. C 33 Standard Specification for Concrete Aggregates. C 39M Standard Test Method for Compressive Strength of Cylindrical Concrete

Specimens. C 40 Standard Test Method for Organic Impurities in Fine Aggregates for

Concrete. C 42M Standard Test Method for Obtaining and Testing Drilled Cores and Sawed

Beams of Concrete. C 88 Standard Test Method for Soundness of Aggregates by Use of Sodium

Sulfate or Magnesium Sulfate. C 94M Standard Specification for Ready-Mixed Concrete. C 114 Standard Test Methods for Chemical Analysis of Hydraulic Cement. C 117 Standard Test Method for Materials Finer than 75-μm (No. 200) Sieve in

Mineral Aggregates by Washing. C 127 Standard Test Method for Density, Relative Density (Specific Gravity), and

Absorption of Coarse Aggregate. C 128 Standard Test Method for Density, Relative Density (Specific Gravity), and

Absorption of Fine Aggregate. C 131 Standard Test Method for Resistance to Degradation of Small-Size Coarse

Aggregate by Abrasion and Impact in the Los Angeles Machine. C 142 Standard Test Method for Clay Lumps and Friable Particles in Aggregates. C 143M Standard Test Method for Slump of Hydraulic-Cement Concrete. C 150 Standard Specification for Portland Cement. C 172 Standard Practice for Sampling Freshly Mixed Concrete. C 186 Standard Test Method for Heat of Hydration of Hydraulic Cement. C 191 Standard Test Methods for Time of Setting of Hydraulic Cement by Vicat

Needle. C 192M Standard Practice for Making and Curing Concrete Test Specimens in the

Laboratory. C 295 Standard Guide for Petrographic Examination of Aggregates for Concrete. C 309 Standard Specification for Liquid Membrane-Forming Compounds for Curing

Concrete. C 311 Standard Test Methods for Sampling and Testing Fly Ash or Natural

Pozzolans for Use in Portland-Cement Concrete. C 413 Standard Test Method for Absorption of Chemical-Resistant Mortars, Grouts,

and Monolithic Surfacings, and Polymer Concretes. C 494M Standard Specification for Chemical Admixtures for Concrete. C 496 Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete

Specimens. C 531 Standard Test Method for Linear Shrinkage and Coefficient of Thermal

Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes.

C 579 Standard Test Methods for Compressive Strength of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes.

C 618 Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete.



C 827 Standard Test Method for Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures.

C 989 Standard Specification for Ground Granulated Blast Furnace Slag for use in Concrete and Mortars.

C 1064M Standard Test Method for Temperature of Freshly Mixed Portland Cement Concrete.

C 1105 Standard Test Method for Length Change of Concrete Due to Alkali-Carbonate Rock Reaction.

C1107 Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink).

C 1202 Standard Test Method for Electrical Indication of Concrete’s Ability to Resist Chloride Ion Penetration.

C 1240 Standard Specification for Silica Fume Used in Cementitious Mixtures. C 1260 Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-

Bar Method). D 75 Standard Practice for Sampling Aggregates. D 512 Standard Test Methods for Chloride Ion in Water. D 516 Standard Test Method for Sulfate Ion in Water. D 1190 Concrete Joint Sealer, Hot-poured Elastic Type. D 1751 Standard Specification for Preformed Expansion Joint Filler for Concrete

Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

D 4791 Standard Test Method for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate.

E 154 Standard Test Methods for Water Vapor Retarders Used in Contact with Earth under Concrete Slabs, on Walls, or as Ground Cover.

E 1155M Standard Test Method for Determining FF Floor Flatness and FL Floor Levelness Numbers.

D. US Army Corps of Engineers (CRD):

C 572 PVC Waterstops.

E. American Institute of Steel Construction (AISC):

Code of Standard Practice.

F. American Welding Society (AWS) “Structural Welding Code – Reinforcing Steel."

G. Concrete Reinforcing Steel Institute (CRSI):

MSP-1 Manual of Standard Practice.

H. International Building Code (IBC) 2006.

1.5 ACTION SUBMITTALS:

A. Product Data: For proprietary materials and items, including reinforcement and forming accessories, admixtures, patching compounds, waterstops, joint systems, curing compounds, and others as requested by the Engineer.

B. Shop Drawings:

1. Shop Drawings for Fabricating, Bending, and Placing Concrete Reinforcement: Comply with CRSI MSP-1 showing bar schedules, stirrup spacing, bent bar diagrams, and arrangement of concrete reinforcement. Include special reinforcing required for openings through concrete structures.



C. Samples: Samples of materials as requested by the Engineer, with names, sources, and descriptions, including, but not limited to, the following:

1. Normal-weight aggregates. 2. Waterstops. 3. Vapor retarder/barrier. 4. Joint fillers. 5. Sealants. 6. Cementitious materials. 7. Admixtures. 8. Form release agents. 9. Steel reinforcement and accessories. 10. Curing compounds. 11. Floor and slab treatments. 12. Bonding agents. 13. Adhesives. 14. Repair materials.

1.6 INFORMATIONAL SUBMITTALS:

A. Certificates:

1. Material certificates in lieu of material laboratory test reports when permitted by the Engineer. Material certificates shall be signed by manufacturer and Contractor, certifying that each material item complies with specified requirements. Provide certification from admixture manufacturers that chloride content complies with specified requirements.

2. A copy of the manufacturer’s test certificate for ultimate strength, elongation and cold bending, together with the chemical analysis of the steel shall be submitted to the Engineer for each consignment of reinforcing steel delivered to the Project site.

B. Test Reports: Laboratory test reports for concrete materials and mix design testing as specified in this Section. Reports of floor flatness and levelness measurements.

C. Minutes: Minutes of pre-installation conference.

1.7 QUALITY ASSURANCE:

A. Concrete Quality Control Engineer: Contractor shall appoint a full-time Concrete Quality Control Engineer (CQCE) to ensure that concrete is properly produced, placed, cured and protected. The CQCE shall not report to his own company’s site construction management but to his own company’s management and to the Engineer. The CQCE shall prepare a Quality Control Program for the inspection and testing of concrete and the maintenance of all reports and records to meet the specified requirements and requirements of the Engineer.

1. The CQCE shall be authorized to:

a. Postpone concreting operations until outstanding requirements are corrected. The CQCE is to report such an event to the Engineer.

b. Reject materials or workmanship that do not conform to this Specification. c. Prevent the use of equipment that could cause improper construction relative

to this Specification. d. Stop any work that is not being done in accordance with specified

requirements. e. Report within 24 hours and provide records to and as required by the Engineer

upon discovery of non-compliance.



B. Engage a testing agency acceptable to the Engineer to perform material evaluation tests and to design concrete mixes.

C. Materials and installed work may require testing and retesting at any time during progress of Work. Tests, including retesting of rejected materials for installed Work, shall be done at Contractor's expense.

D. Pre-Installation Conference: Conduct conference at Project site to comply with requirements as follows:

1. At least 15 days prior to submitting design mixes, conduct a meeting to review detailed requirements for preparing concrete design mixes and to determine procedures for satisfactory concrete operations. Review requirements for submittals, status of coordinating work, and availability of materials. Establish preliminary work progress schedule and procedures for materials inspection, testing, and certifications. Require representatives of each entity directly concerned with cast-in-place concrete to attend conference, including, but not limited to, the following:

a. Contractor's superintendent. b. Agency responsible for concrete design mixes. c. Agency responsible for field quality control. d. Ready-mix concrete producer. e. Concrete subcontractor. f. Primary admixture manufacturers. g. Independent Testing Laboratory representative.

PART 2 - PRODUCTS

2.1 WATER

A. Quality:

1. Water used for mixing concrete, ice production, washing and cooling aggregates and curing concrete shall be free from impurities, acid, salts, alkali, organic matter and other potential deleterious substances in accordance with AASHTO T26 and when tested in accordance with ASTM D512 and ASTM D516 and QCS Section 4.

2. The following criteria apply to water for mixing concrete, cooling aggregates, and making ice:

a. Chloride Content per ASTM D 512 — < 500 ppm. b. Sulfate (SO4) Content per ASTM D 516 — < 900 ppm. c. Alkali Carbonates and Bicarbonates — < 500 ppm. d. Total Dissolved Solids BS 1377 Part 3 — < 2000 ppm. e. Suspended Solids — < 2000 ppm. f. pH 7 -9.

3. The following criteria apply to water used for curing concrete and for washing aggregates:

a. Chloride per ASTM D 512 — < 500 ppm. b. Total dissolved solids — < 3000 ppm. c. Total suspended solids — < 2000 ppm.

B. Testing:

1. Once a source of satisfactory supply has been established, periodically perform further tests with a portable electrical conductivity probe calibrated against the satisfactory supply. If the conductivity exceeds that of the satisfactory supply, then perform further chemical tests.



2.2 CEMENT AND CEMENT REPLACEMENTS

A. Ordinary Portland Cement (OPC):

1. Conform to ASTM C 150 Type I. Do not use cement meeting the requirements of rapid hardening portland cement. Use OPC with the heat of hydration not exceeding 325 kj per kg when tested in accordance with ASTM C 186. Do not use OPC with the C3A content less than 4% by weight as tested in accordance with ASTM C 114.

2. If necessary because of potential silica reactivity concerns as described in this Specification, use “low alkali” OPC as defined in ASTM C 150.

3. Supply the Manufacturer's test certification with each delivery of cement that confirms the material complies with the above requirements and submit not later than the day of delivery. The Inspector may call for tests on each delivery of cement if necessary to establish or confirm that the cement meets the above requirements.

4. Storage – Silos or dry, weather tight and properly ventilated structures with floors raised a minimum of 450mm above the ground with adequate provision to prevent absorption of moisture.

B. Fly Ash or Pulverized-Fuel Ash (PFA)

1. Conform to ASTM C 618, Class F requirements including the optional requirements for effectiveness of controlling alkali-silica reaction and sulfate expansion in high sulfate environments.

2. Supply the Manufacturer's test certification with each delivery of PFA that confirms the material complies with the above requirements and submit not later than the day of delivery. The Inspector may call for tests on each delivery of PFA if necessary to establish or confirm that the cement meets the above requirements.

C. Ground Granulated Blast Furnace Slag (GGBS):

1. Conform to ASTM C989 Grade 100 and 120. 2. The Contractor shall test each batch of GGBS delivered to site and provide the

Engineer with certification for the following:

a. Moisture content. b. Loss of ignition. c. Specific gravity. d. Fineness. e. SO3 content. f. MgO content.

3. All GGBS shall be supplied from a single source. Should the Contractor wish to change or supplement the original supplier he shall provide to the Engineer full test certification for acceptance.

D. Silica Fume (SF):

1. Conform to ASTM C 1240 including the optional requirements for very high sulfate resistance and, if necessary, the optional requirements for reactivity with cement alkalis because of reactive aggregate concerns identified in the petrographic report described in this Specification.

2. The Inspector shall have the right to call for tests on each delivery of SF if necessary to establish or confirm that the SF meets the above requirements. The inspector may call for tests on each delivery of SF if necessary to establish or confirm that the cement meets the above requirements.



2.3 AGGREGATES

A. General:

1. Conform to the requirements of ASTM C 33 and the additional requirements specified herein. Consider fine and coarse aggregate as separate ingredients.

2. Petrographically examine coarse and fine aggregates in accordance with ASTM C 295. At a minimum, test carbonate aggregates in accordance with ASTM C 1105 based on the three month data using the proposed cementitious materials. Test other aggregates in accordance with ASTM C 1260. Perform all other tests recommended by the petrographer to assess the potential for adverse reactivity. Include an assessment of the proposed aggregates for use in portland cement concrete and whether low-alkali cement (Na2O + 0.658 K2O = 0.60% as defined in ASTM C 150) is required in the petrographic report. Only aggregates that can be classified as non-potentially reactive in combination with the proposed cementitious materials shall be used.

B. Coarse Aggregate:

1. Use coarse aggregate consisting of crushed or uncrushed gravel or crushed stone that is selected, recrushed, finish screened and washed with water meeting the requirements of this Specification as necessary to comply with ASTM C 33 with the following additional requirements or modified acceptance criteria:

Test Description Standard Limit Los Angeles Abrasion Loss (Grading A or B)

ASTM C 131 30% maximum

Clay Lumps and Friable Particles ASTM C 142 1.0% maximum Material Finer than 75 micron for natural or crushed gravel

ASTM C 117 1.0% maximum

Test Description Standard Limit Material Finer than 75 micron for crushed rock

1.0% maximum

Water Absorption 2.0% maximum Chlorides as C1 BS 812 0.03% maximum Sulfates as S03 BS 812 0.4% maximum Magnesium Sulfate Soundness Loss (5 cycles)

ASTM C 88 15% maximum

Flat and Elongated Particles ASTM D 4791 < 15% at a 3:1 ratio Shell Content 3.0% maximum

C. Fine Aggregate:

1. Use fine aggregate consisting of crushed gravel, crushed stone, or natural sand that is washed with water meeting the requirements of this Specification as necessary to comply with ASTM C 33 with the following additional requirements or modified acceptance criteria:

Test Description Standard Limit Clay Lumps and Friable Particles ASTM C 142 1.0% maximum Material Finer than 75 micron ASTM C 117 3.0% maximum Organic Impurities ASTM C 40 Lighter than Standard Water Absorption 2.3% maximum Chlorides as Cl BS 812 0.06% maximum Sulfates as S03 BS 812 0.40% maximum Shell Content 3.0% maximum

D. Size:



1. Limit the maximum size of coarse aggregate to 20 mm (nominal) for all grades of concrete.

E. Certification:

1. Submit Test Certification that confirms that each proposed aggregate source of supply complies with the above requirements. This Certification must include the results of each test.

F. Testing:

1. When a source of supply for each type of aggregate has been established, take samples of materials delivered to site from on-site stockpiles for testing in accordance with the following minimum frequencies:

a. Grading – daily. b. Material finer than 0.075mm – daily. c. Clay lumps and friable particles – daily. d. Organic impurities – Each month or per 200 cubic metre whichever is more

frequent. e. Water absorption – Every 7 days. f. Specific gravity – Every 7 days. g. Shell content – Each month or per 100 cubic metres whichever is more

frequent. h. Particle shape – 2 times per week. i. Acid soluble chlorides – 2 times per week. j. Acid soluble sulphates – 2 times per week. k. Soundness (MgSO4) – Each month. l. Mechanical strength10% fines or impact value – Every week.

1) Los Angeles abrasion – Every month. 2) 10 min immersed rotational test – Every week or 100 cubic meters.

m. Moisture variation in sand (moisture meter) – Twice daily. n. Drying shrinkage – At the start of the Project and whenever there is a change

in the source of supply. o. Potential reactivity:

1) Of aggregates -At the start of the Project and whenever there is a change in the source of supply.

2) Of carbonates -At the start of the Project and whenever there is a change in the source of supply.

3) Of cement aggregate combination -At the start of the Project and whenever there is a change in the source of supply.

p. Petrographic analysis. Note: Frequency ; cubic meters means per volume of concrete produced.

2. The Engineer has the right to at any time call for additional samples for testing of aggregates delivered to site, or for aggregates at the source of supply, in order to confirm that the aggregates meet the above requirements.

3. Testing frequency will be increased if unusual variations in results are observed.

G. Transportation:

1. Protect the aggregates from wind-borne contaminants during transportation to the site. Clean transport vehicles prior to use.

H. Storage:



1. Store aggregates under shade on a hard concrete surface. Store each size and type in separate piles without intermixing. Protect storage piles from contamination by foreign material including wind blown dust.

2. Separate aggregates in storage using by permanent, substantial partitions. Obtain the Inspector’s concurrence with the methods for storing, shading and cooling aggregates.

2.4 ADMIXTURES

A. Do not use air-entraining admixtures.

B. Superplasticizer may be used to increase workability of the concrete and/or retard the initial set. Comply with ASTM C 494 Type G or F and obtain the acceptance of the Engineer prior to use.

C. No other admixtures may be used in the concrete without approval.

D. Admixtures may not contain added chloride.

2.5 FORM MATERIALS:

A. Forms for Exposed Finish Concrete: Plywood, metal, metal-framed plywood faced, or other acceptable panel-type materials to provide continuous, straight, smooth exposed surfaces. Furnish in largest practicable sizes to minimize number of joints and to conform to joint system shown on Drawing.

1. Use overlaid plywood complying with U.S. Product Standard PS-1 "A-C or B-B High Density Overlaid Concrete Form," Class I.

2. Use plywood complying with U.S. Product Standard PS-1 "B-B (Concrete Form) Plywood," Class I, Exterior Grade or better, mill-oiled and edge-sealed, with each piece bearing legible inspection trademark.

3. Or similar and equally approved method proposed for use.

B. Forms for Unexposed Finish Concrete: Plywood, lumber, metal, or another acceptable material. Provide lumber dressed on at least two edges and one side for tight fit.

C. Form-Release Agent: Provide commercial formulation form-release agent with a maximum of 350 g/L volatile organic compounds (VOCs) that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces.

D. Form Ties: Factory-fabricated, adjustable-length, removable or snap-off metal form ties designed to prevent form deflection and to prevent spalling of concrete upon removal. Provide units that leave no metal closer than 38 mm to the plane of the exposed concrete surface. No permanent metallic part shall have less concrete cover than the reinforcement. Provide ties that, when removed, will not leave holes larger than 25 mm in diameter in the concrete surface.

2.6 REINFORCING MATERIALS

A. Unless otherwise indicated on the Drawings, provide the following reinforcing materials:

B. Reinforcing Bars: 1. Conform to BS 4449, 460B, deformed, uncoated.

C. Steel Wire: Conform to ASTM A 82, plain, cold-drawn steel.

D. Welded Wire Fabric: Conform to ASTM A 185 or BS 4483.



E. Mechanical Splices:

1. Mechanical Rebar Splices: Standard, transition, and position couplers for rebars as follows:

a. Conform to ASTM A576 and AISI 11L37 and shall develop an ultimate tensile strength of 550 MPa.

b. Meet all applicable requirements of ACI 318M and IBC.

F. Welding of Reinforcing Steel: Conform to AWS requirements, preheat steel.

G. Furnish new material only that is free of loose rust, loose mill scale, and deleterious amounts of salts and coatings which reduce or destroy bond. Tight rust and mill scale or surface irregularities are acceptable if the weight and dimensions, including height of deformations and tensile properties, of a test specimen that has been wire-brushed by hand, are not less that those required by the applicable Standards.

H. Support reinforcement using concrete spacer blocks made of the same materials to the same specified requirements and with the same inherent properties as the parent material with the exception that the maximum aggregate size shall be appropriate for the thickness of cover to the reinforcement.

I. Accurately bent, cut or formed reinforcing to the dimensions and configuration shown on Drawings within the tolerances specified in ACI 117. Cold bend reinforcing using pin sizes in accordance with ACI 117. Do not rebend or straighten reinforcement shall without prior acceptance of the Engineer.

J. Reinforcement having a reduced section, kinks, visible transverse cracks at bends or otherwise damaged in any way shall not be used. Galvanised steel shall not be used for reinforcement.

K. Do not weld or tack reinforcing unless specifically shown on the Drawings or permitted as an exception and then only after approval of the welding method appropriate to the grade of steel and the type of welding rod to be used.

2.7 LIQUID FLOOR TREATMENT

A. Penetrating Liquid Floor Treatment: Clear, chemically reactive, waterborne solution of inorganic silicate or siliconate materials and proprietary components; odorless; that penetrates, hardens, and densifies concrete surfaces.

1. Products: Subject to compliance with requirements, provide one of the following:

a. Curecrete Distribution Inc.; Ashford Formula. b. Dayton Superior Corporation; Day-Chem Sure Hard (J-17). c. Euclid Chemical Company (The), an RPM company; Euco Diamond Hard. d. L&M Construction Chemicals, Inc.; Seal Hard.

2.8 WATERSTOPS:

A. Flexible Rubber Waterstops: CE CRD-C 513, with factory-installed metal eyelets, for embedding in concrete to prevent passage of fluids through joints. Factory fabricate corners, intersections, and directional changes.

1. Manufacturers: Subject to compliance with requirements, available manufacturers offering products that may be incorporated into the Work include, but are not limited to, the following:

a. Greenstreak.



b. Williams; Products, Inc.

2. Profile: Dumbbell with center bulb. 3. Dimensions: 225 mm by 10 mm thick, as required.

B. Chemically Resistant Flexible Waterstops: Thermoplastic elastomer rubber waterstops, for embedding in concrete to prevent passage of fluids through joints; resistant to oils, solvents, and chemicals. Factory fabricates corners, intersections, and directional changes.

1. Products: Subject to compliance with requirements, available products that may be incorporated into the Work include, but are not limited to, the following:

a. JP; Specialties, Inc.; Earth Shield TPE-Rubber. b. Vinylex; Corp.; PetroStop. c. WESTEC; Barrier Technologies, Inc.; 600 Series TPE-R.

2. Profile: Dumbbell with center bulb. 3. Dimensions: As required.

C. Self-Expanding Butyl Strip Waterstops: Manufactured rectangular or trapezoidal strip, butyl rubber with sodium bentonite or other hydrophilic polymers, for adhesive bonding to concrete, 19 by 25 mm.


a. Carlisle Coatings & Waterproofing, Inc.; MiraSTOP. b. CETCO; Volclay Waterstop-RX. c. Concrete; Sealants Inc.; Conseal CS-231. d. Greenstreak; Swellstop. e. Henry; Company, Sealants DIVISION; Hydro-Flex. f. f.JP; Specialties, Inc.; Earth Shield Type 20.

2.9 VAPOR RETARDERS:

A. Sheet Vapor Retarder: ASTM E1745, Class A. Include manufacturer's recommended adhesive or pressure-sensitive tape.

1. Products: Subject to compliance with requirements, available products that may being corporate into the Work include, but are not limited to, the following:

a. Carlisle Coatings & Waterproofing, Inc.; Blackline 400. b. Fortifiber Building Systems Group; Moistop Ultra 15. c. Grace Construction Products, W. R. Grace & Co.; Florprufe 120. d. Insulation Solutions, Inc.; Viper VaporCheck 16. e. Meadows, W. R., Inc.; Perminator 15 mil. f. Raven Industries Inc.; Vapor Block 15. g. Reef Industries, Inc.; Griffolyn 15 mil Green. h. Stego Industries, LLC; Stego Wrap 15 mil Class A.

B. Sheet Vapor Retarder: ASTM E1745, Class B. Include manufacturer's recommended adhesive or pressure-sensitive tape.


a. Fortifiber Building Systems Group; Moistop Ultra 6. b. Raven Industries Inc.; Griffolyn 10 mil Green. c. Stego Industries, LLC; Stego Wrap, 10 mil Class A.



C. Sheet Vapor Retarder: ASTM E1745, Class C. Include manufacturer's recommended adhesive or pressure-sensitive joint tape.


a. Fortifiber Building Systems Group; Moistop Plus. b. Raven Industries Inc.; Vapor Block 6. c. Reef Industries, Inc.; Griffolyn Type-85. d. Stego Industries, LLC; Stego Wrap, 10 mil Class C.

D. Sheet Vapor Retarder: Polyethylene sheet, ASTM D4397, not less than 0.25 mm thick.

E. Bituminous Vapor Retarder: 2.8-mm-thick, semi flexible, 7-ply sheet membrane consisting of reinforced core and carrier sheet with fortified asphalt layers, protective weather coating, and removable plastic release liner. Furnish manufacturer's accessories including bonding asphalt, pointing mastics, and self-adhering joint tape.


a. Meadows, W. R., Inc.; Pre-moulded Membrane Vapor Seal.

2. Water-Vapor Permeance: 0.00 ng/Pa x s x sq. m; ASTM E154. 3. Tensile Strength: 24.5 kN/m; ASTM E154. 4. Puncture Resistance: 400N; ASTM E154.

2.10 RELATED MATERIALS

A. Granular Fill: Clean mixture of crushed stone or crushed or uncrushed gravel; ASTM D448, Size 57, with 100% passing a 37.5-mm sieve and 0 to 5% passing a 2.36-mm sieve.

B. Fine-Graded Granular Material: Clean mixture of crushed stone, crushed gravel, and manufactured or natural sand; ASTM D448, Size 10, with 100% passing a 9.5-mm sieve,10 to 30% passing a 0.15-mm sieve, and at least 5% passing 0.075-mm sieve; complying with deleterious substance limits of ASTM C33 for fine aggregates.

C. Absorptive Cover: Burlap cloth made from jute or kenaf weighing approximately 0.30 kg/m2 (minimum) washed before use.

D. Moisture-Retaining Cover (Impervious Sheeting): Waterproof paper, polyethylene film, or polyethylene-coated burlap complying with ASTM C 171.

E. Curing Compound: Comply with ASTM C 309, Type I, Class B. In addition to curing, the compound must also act as a sealer and primer coat for most subsequent coatings. Obtain confirmation from the supplier of the curing compound that it is compatible with the final applied finishes and meets the above requirements.

F. Evaporation Control: Monomolecular film-forming compound, such as Confilm by Master Builders, or Eucobar by Euclid Chemical, applied to exposed fresh concrete slab surfaces for temporary protection from rapid moisture loss.

G. Bonding Agent: Polyvinyl acetate or acrylic base. Subject to compliance with requirements, products that may be incorporated in the Work include, but are not limited to, the following:

1. Polyvinyl Acetate (Interior Only):

a. Euco Weld; Euclid Chemical Co. b. Rheomix 121; Master Builders, Inc. c. 9910; Cormix Construction Chemicals Co.



d. ; Falcon Chemicals.

2. Acrylic or Styrene Butadiene:

a. Sika Latex; Sika Corp. b. SBR Latex; Euclid Chemical Co. c. Daraweld C; W.R. Grace & Co. d. Rheomix 141; Master Builders, Inc.

H. Epoxy Adhesive: ASTM C 881, Type II, Grade 2, Class B and C, non-solvented epoxy resin based adhesive for use on dry or damp surfaces.

1. Subject to compliance with requirements, products that may be incorporated in the Work include, but are not limited to, the following:

a. Euco Epoxy System 452; Euclid Chemical Co. b. Asoguard Bond; Schomburg. c. Concresive 1414; Master Builders, Inc. d. Sikadur 32 Hi-Mod; Sika Corp. e. Monepox 56; Mameco International.

I. Bituminous Fiber Joint Filler: Preformed strips of one of the following, complying with ASTM D 1751:

1. Asphalt-saturated fiberboard. 2. Granulated cork with asphalt binder encased between 2 layers of saturated felt or

glass fiber felt of width and thickness indicated.

J. Elastomeric Sealant:

1. General: Provide manufacturer's standard chemically curing elastomeric sealants that comply with ASTM C 920 and other requirements, including those requirements referencing ASTM C 920 classifications for Type, Grade, Class, and Uses.

2. One Part Nonsag Urethane Sealant for Use NT: Type S; Grade NS; Class 25; Uses NT, M, A, and, as applicable to joint substrates shown, O. S Waterborne Sealant Clear, Waterborne, Membrane-Forming Curing and Sealing Compound: ASTM C 1315, Type 1, Class A.

a. Burke by Edoco; Cureseal 1315 WB. b. ChemMasters; Polyseal WB. c. Conspec Marketing & Manufacturing Co., Inc., a Dayton Superior Company;

Sealcure 1315 WB. d. Euclid Chemical Company (The); Super Diamond Clear VOX. e. Kaufman Products, Inc.; Sure Cure 25 Emulsion. f. Lambert Corporation; UV Safe Seal. g. L&M Construction Chemicals, Inc.; Lumiseal WB Plus. h. Meadows, W. R., Inc.; Vocomp-30. i. Metalcrete Industries; Metcure 30. j. Symons Corporation, a Dayton Superior Company; Cure & Seal 31 Percent E. k. Tamms Industries, Inc.; LusterSeal WB 300. l. Unitex; Hydro Seal 25. m. US Mix Products Company; US Spec Radiance UV-25. n. Vexcon Chemicals, Inc.; Vexcon Starseal 1315.

K. Epoxy Protective Paint:

1. General: Corrosion-resistive coating for application to concrete as indicated in Part 3.

a. Hempadur Primer 0597 plus Hempadur HI Build 4523; Hempel. b. Mastertop 1120; Master Builders, Inc.



L. Modified Bituminous Sheet: Protective corrosion-resistive membrane for application to subgrade concrete as indicated in Part 3. Not less than 1.5mm-thick, self-adhering sheet consisting of 1.4 mm of rubberized asphalt laminated to a 0.10mm-thick, polyethylene film with release liner on adhesive side.

1. Grace, W. R. & Co.; Bituthene 8000.

2.11 PROPORTIONING AND DESIGNING MIXES

A. In all cases, when calculating the w/cm ratio, “cm” equals the weight of the OPC plus the cement replacement (SF or PFA or GGBS).

B. Cement Replacements:

1. For structural concrete that contains PFA, replace no more than 25 percent of OPC by weight and meet the absorption requirements in this Specification.

2. For structural concrete the mix proportion of cement with that of GGBS shall not be less than 50% GGBS and not greater than 70% GGBS by total weight of cementitious material and meet the absorption requirements in this Specification.

C. Design mixtures to provide normal weight concrete with the following properties:

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MPa MPa mm kg kg % % % Substructure 35 20 400 5 to 7 0.4 5.5 Slab-on-Grade 35 20 320 25 8 to 10 0.4 5.5* Suspended Slab 1 35 20 320 25 8 to 10 0.4 5.5* Building Frame 35 20 25 8 to 10 0.4 5.5 Suspended Slab 2 (OPTIONAL MIX) 35 20 320 25 0.4 5.5* Suspended Slab 3 (OPTIONAL MIX) 35 10 360 25 0.4 5.5* Building Frame 2 (OPTIONAL MIX) 35 20 25 0.4 5.5 Building Walls 35 20 25 8 to 10 0.4 5.5 Apron 40 5 20 320 300 25 0.4 5.5 Blinding 15 20 25 0.45 5.5 Hangar Slab-on-Grade 40 5 20 320 300 25 0.4 5.5*

1. * Maximum air content for trowel finished floors is 3%. 2. No micro silica or PFA is required in humidity controlled environments

D. The slump of the various concrete mixes must be such that the concrete can be transported, placed into the forms, and compacted without segregation in accordance with this Specification. Slump shall be as determined in approved trial mixtures. If the concrete is superplasticized, it must be cohesive and resistant to segregation. Measure slumps using samples obtained from the discharge of the transport vehicle.

E. Submit written reports to Engineer of each proposed mix for each class of concrete at least 15 days prior to start of Work. Do not begin concrete production until proposed mix designs have been reviewed and accepted by Engineer.

F. Total Salt Content:



1. Chlorides:

a. The total chloride content of the concrete from all sources, expressed as chloride ion, when tested in accordance with BS 1881, for acid soluble chlorides, must not exceed 0.3 percent by weight of dry cement, inclusive of PFA or SF or GGBS.

2. Sulfates:

a. The total sulfate content of the concrete from all sources, expressed as S03, when tested in accordance with BS 1881, shall not exceed 4% by weight of dry cement, inclusive of cement replacement.

G. Initial Setting Time:

1. The maximum duration between the time cement is first introduced to the batch and the placement of the concrete shall not exceed 1 hour. The total time between mixing and initial set shall be at least of 2 hours. There shall be a maximum setting time of 6 hours, but it is desirable for this to be as soon after the initial set as possible.

2. When trial mixes are made to determine the workability of the concrete the initial setting time of the cement paste shall be determined using the method defined in ASTM C 191, but at the maximum allowable temperature, and with the same proportions of PFA or GGBS (if any) and retarding superplasticizer.

H. Trial Mixtures:

1. Designed mixtures in accordance with ACI 211.1 and as required by this Specification.

2. For each proposed concrete mixture for each grade of concrete, strength qualify the mixture by the trial batch method in a laboratory in accordance with ACI 301M. Make and cure test cubes in accordance with ASTM C 192 and test in accordance with BS 1881. Submit the results for acceptance by the Engineer.

3. After obtaining Engineer acceptance of the proposed mixture designs and all ingredients, and prior to production, perform verification testing of the mixture using the actual production facilities accepted for the work. At this time, minor adjustments to the ingredient quantities used for the trial batches or accepted mixture designs may be made, if necessary, to produce cohesive, workable concrete that meets the performance requirements of this Specification provided that the accepted w/cm ratio is not increased. Submit the results of the verification testing to the Engineer for acceptance. Include ambient and mixture temperature, slump, and the actual ingredient quantities.

4. Routine adjustments in ingredient quantities necessitated by normal variations in aggregate gradation and particle shape are acceptable without prior Engineer acceptance if required to maintain cohesive, workable mixtures provided that:

a. The Engineer is advised in writing of the situation (either in advance based on production experience or as soon as possible after such variations are identified).

b. A description of the variations and the adjustments is provided to the Engineer. c. The variation in fineness modulus meets ASTM C 33 requirements. d. The coarse aggregate gradation is maintained within ASTM C 33 requirements

for the particular size. e. The w/cm ratio defined in the Engineer accepted mixture designs is not

increased.

5. Once accepted for use and used successfully, new mixtures may be qualified by the historical data method in accordance with ACI 301M provided that all strength and performance data for the mixture is obtained from concrete placed at this project.

I. Absorption Test: The absorption of the hardened concrete from the trial mixes that contain PFA and GGBS shall be tested as a measure of the concrete’s ability to resist the ingress of



aggressive salts. No absorption tests shall be required for blinding or mudmat concrete. Perform absorption tests in accordance with modified BS 1881 Part 122 as follows:

1. After trial mixes have been accepted, cast three 75 mm diameter by 150 mm long cylinders rodded in accordance with ASTM C 192 from each grade of concrete and immerse in water at 20 deg C for 7 days.

2. At the end of the curing period, trim each end of the cylinder to an overall length of 75mm.

3. Dry the specimens in an oven at 105 deg C for 72 hours. 4. Cool the specimens in a dry airtight vessel for 24 hours, weigh them, and then

immediately immerse them in a tank containing water at 20 deg C with the longitudinal axis of the cores horizontal, and with 25 mm depth of water over the specimens.

5. Keep the specimens immerse for 24 hours, then remove, shake, surface dry and reweigh. Calculate the absorbed water as the increase in mass resulting from immersion, expressed as a percentage of the dry mass.

6. If the cores lengths differ from 75 mm, apply the correction factor given in BS 1881. 7. Calculate the mean of the corrected absorption figure for each concrete grade. The

absorption of the concrete mixes will be acceptable if the mean absorption is less than 6 percent. Record the mean absorption figure and the lowest absorption figure for each grade and use for comparison purposes with absorption tests carried out on cores cut from in situ concrete, as scheduled in this Specification.

PART 3 - EXECUTION

3.1 CONCRETE PRODUCTION

A. General:

1. Produce concrete in accordance with ACI 304 and ASTM C 94. 2. Produced concrete in a central batching and mixing plant that conforms to ACI 304.

Mixing and the addition of water in truck mixers shall not be allowed. 3. The Contractor shall submit all developed concrete mix designs to the Engineer prior

to placing concrete.

B. Batching:

1. Batch dry materials by weight. Batch liquids by weight or volume. 2. Furnish all necessary equipment and establish accurate procedures for determining

the quantities of free-moisture in the aggregates. Determine aggregate moisture daily and whenever there is an apparent change in the moisture content. Maintain a record of the moisture contents measured. Use the aggregate moisture data to suitably adjust the mixture ingredients such to assure that the approved maximum w/cm ratio is not exceeded.

3. Contractor shall maintain all batch plant tickets, inspection and testing records traceable to the concrete placements.

C. Mixing:

1. Prior to production, determine the minimum required mixing duration by performing a uniformity test of each grade of structural concrete in accordance with ASTM C 94. Maintain the mixer in a manner that assures it is in the same condition as it was when the test was performed.

2. Completely discharge the contents of the drum before re-charging. 3. Whenever mixing is to be suspended for half an hour or longer, thoroughly wash the

drum with water that is acceptable for use as mix water. 4. Never re-temper concrete that has partially hardened by the addition of cement,

aggregate or water.



5. All concrete mixed on the Project site shall be in a batch mixer of approved size and design complying with ACI 304 and producing a uniform distribution of the materials throughout the mixed concrete in accordance with ASTM C94 uniformity test. The contents of the drum shall be completely discharged before re-charging.

D. Concreting in Hot Weather:

1. The temperature of concrete at the time of discharge from the conveying vehicle shall not exceed 32°C. Delivery time from the batch plant when the air temperature is above 32 deg. C shall not exceed 60 minutes, when air temperature is between 30 deg. C and 32 deg. C delivery time will be 75 minutes.

2. Make adequate provision before normal production concrete commences for the means of keeping within this temperature limit, taking into account the anticipated site temperatures during the period of concrete production.

3.2 FORMWORK:

A. Design formwork in accordance with ACI 347 to meet the requirements of the structure and the required surface finish of the concrete, as described in this Specification. Design and construct forms so that the concrete can be properly placed, thoroughly consolidated, and conform accurately to the required shape, position and level.

B. Ties and Spacers:

1. Internal form ties shall be of such a nature that no permanent metallic part has less cover than the reinforcement.

2. Snap-ties or through-bolts shall not be used. Use ties that can allow removal of the ends or end fasteners by unskilled workmen without causing spalling at the faces of the concrete. Use form ties that when removed will result in a recess having a maximum surface dimension of 25mm and a depth not greater than the required cover to the reinforcing.

C. Design forms so that they are capable of being cleaned out immediately prior to concreting, with temporary access holes provided as necessary. Before concreting begins, thoroughly clean the forms and previously cast concrete surfaces. Assure that the surfaces are free of sawdust, tie wire, shavings, dust, dirt and other debris. Coat forms with an approved release agent before the reinforcement is placed. The release agent must be non-staining, non-reactive, rust preventive and guaranteed to be compatible with subsequent surface applications to the concrete. Remove surplus coating on the formwork prior to concrete placement. Do not allow any of the release agent to get on existing concrete or reinforcement.

D. Provide access holes to enable cover to reinforcement to be checked.

E. Formwork shall be provided to the top face of sloping work where the slope exceeds 15° from the horizontal.

F. Chamfer all exposed finished edges of concrete by fillets cut from nominal 25mm x 25mm timber unless special architectural finishes are specified.

G. Construct forms from wood or steel, provided that where plywood is used for exposed surfaces it is of a type (plastic coated marine plywood, etc.) to achieve the specified finish. The number of uses of any particular formwork shall be such that the quality of the specified finish is maintained and, where the concrete has subsequently to be coated, that the coating can be effectively applied.

H. Formed Surfaces:

1. Rough-Formed Finish: Provide a rough-formed finish on formed concrete surfaces not exposed to view in the finished Work or concealed by other construction.

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Concrete surface texture is that imparted by form-facing material used, with tie holes and defective areas repaired and patched, and fins and other projections exceeding 7 mm in height rubbed down or chipped off. This finish class is not applicable to elements where backfill is to be placed against the concrete.

2. Smooth-Formed Finish: Provide a smooth-formed finish on formed concrete surfaces exposed to view or to be covered with a coating material applied directly to concrete, such as waterproofing, dampproofing, veneer plaster, painting, or another similar system. This is an as-cast concrete surface obtained with selected form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch defective areas with fins and other projections completely removed and smoothed. No ledges shall be permitted at the position of joints in the formwork.

3. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike-off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed surfaces unless otherwise indicated.

I. Tolerances: The concrete work shall be constructed to an accuracy which shall permit the proper assembly of components and installations and shall be compatible with the finish. The accuracy of the Work shall be within the tolerances shown on the Drawings or specified elsewhere and, in the absence of any other requirements, shall comply with the following:

Laying out dimensions ±5mm Sections of concrete members ±5mm Surface of foundations against ground ±10mm Top surfaces of foundations, bases and piers ±20mm Surface level of floor slabs (5m straight edge) ±5mm Surface level of floor slabs to datum ±10mm

J. Cover:

1. Unless otherwise indicated on the Drawings, provide the following concrete cover over the reinforcing including links or ties:

a. Concrete in contact with the soil and up to 300mm above finish grade and in foundations up to structural steel or equipment base plate level: 75mm.

b. Cover for all other above grade concrete: 50mm.

2. Check the cover to reinforcement before any concrete is cast. 3. Check concrete cover with a cover meter as soon as forms are removed.

3.3 CONCRETE TRANSPORTATION, PLACEMENT AND COMPACTION

A. Transportation:

1. Contractor shall complete and sign a "pour card" form provided by the Engineer. The Engineer shall countersign the card prior to commencing the pour. The pour card is a pre-placement checklist and release record to document acceptance of commodities such as formwork, line and grade, reinforcing, anchor bolts, and other embedded items.

2. After mixer discharge, transport concrete as rapidly as possible to the pump, conveyor, or its final position in the works in agitator trucks.

3. Keep the containers that convey the concrete clean and free from hardened or partially hardened concrete at all times.

4. The addition of water at the point of discharge is prohibited. Disconnect the water tank completely from the drum.

5. Do not use aluminum pipe, chutes, or other conveying equipment to be in contact with fresh concrete.

B. Inspection of Formwork, Reinforcement and Embedded Items:



1. Do not place concrete unless the positioning, fixing and condition of the reinforcement and other items to be embedded, and the cleanliness, alignment and suitability of the containing surfaces have been inspected and accepted. Allow adequate time for inspection when concrete pours are scheduled.

C. Placement:

1. Place concrete in general conformance with ACI 301M and 304, unless stated otherwise below.

2. Do not place concrete when the ambient temperature is greater than 43°C if the temperature is falling or greater than 40°C when the temperature is rising. Hot weather placement should comply with the requirements of ACI 305 and as specified.

a. Cool ingredients before mixing to maintain concrete temperature at time of placement to below 32 deg. C. Mixing water may be chilled or chopped ice may be used to control temperature, provided that water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is the Contractors option.

b. Cover reinforcement steel with water soaked burlap if it becomes too hot, so that steel temperature will not exceed the specified air temperature immediately before embedding in concrete.

c. Fog spray forms, reinforcing steel and subgrade just before placing concrete. Keep subgrade moisture uniform without puddles or dry areas.

d. Use water-reducing retarding admixtures when required by high temperatures, low humidity or other adverse placing conditions as acceptable to the Engineer.

3. Do not allow concrete to free fall exceeding 2 meters unless specifically approved for special cases such as cast-in-place piles.

4. Place concrete within 1½ meters of its final position in a manner that minimizes segregation and displacement of the reinforcement or formwork. Deposit the concrete in lifts not exceeding 600mm thickness unless otherwise directed. Where placement consists of layers, place each layer while the preceding layer is still plastic to prevent cold joints.

5. Prevent foreign matter from being introduced into the concrete from any source. Structural concreting against open excavation is not permitted.

D. Consolidation and Vibration:

1. Use power driven immersion-type vibrators for consolidation in accordance with ACI 309R. Insert vibrators vertically spaced within the radius of action for the vibrator being used. Assure that the vibrators penetrate the full depth of the layer and, when the underlying layer is of fresh concrete, enter and re-vibrate the underlying layer. Do not over vibrate. Withdraw Immersion vibrators slowly to prevent the formation of voids.

2. Do not use vibrators to work the concrete along the forms, or in a manner that will cause the mixture to segregate.

3. Do not use external, form vibrators without prior acceptance of the Engineer.

3.4 CONCRETE JOINTS

A. General: Position joints in concrete, so far as is possible, so that saline water from any source cannot collect and pond over them. Apply the same cover requirements for reinforcing to expansion and contraction joints.

B. Construction Joints:

1. Position construction joints where shown on the Drawings. Obtain prior acceptance of the Engineer to add, relocate, or delete construction joints. If construction joints

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are not shown on the Drawings, submit proposed construction joint locations to the Engineer for prior acceptance.

2. 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.

3. Form keyed joints as indicated. Embed keys at least 38 mm into concrete. 4. Locate joints for beams, slabs, joists, and girders in the middle third of spans. Offset

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

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

6. Space vertical joints in walls as indicated. Locate joints beside piers integral with walls, near corners, and in concealed locations where possible.

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

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

C. 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 3.2 mm. 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 3.2-mm-wide joints into concrete when cutting action will not tear, abrade, or otherwise damage surface and before concrete develops random contraction cracks.

D. 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 13 mm or more than 25 mm below finished concrete surface where joint sealants, specified in DIVISION 07 Section "Joint Sealants," are indicated.

3. Install joint-filler strips in lengths as long as practicable. Where more than one length is required lace or clip sections together.

E. Doweled Joints: 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.

3.5 PLACING REINFORCEMENT

A. General: Comply with CRSI recommended practice for "Placing Reinforcing Bars," for details and methods of reinforcement placement and supports and as specified. Avoid cutting or puncturing vapor retarder/barrier and waterproofing membranes during reinforcement placement and concreting operations. Repair damages before placing concrete.

B. Shipping and Storage:

1. Reinforcement shall be handled and shipped in a manner to avoid bending or other damage to the bars. Bars shall be bundled, preferably for one placement, in accordance with the placement Schedule and as follows:



a. Bars for separate buildings or large structures shall not be bundled together. Bars for small structures may be bundled together but each bar or group of bars which have the same piece mark shall be tagged and coded.

b. Metal tags or approved equal shall be provided and labeled with legible markings.

c. All bundles shall be tagged at each end. Tags shall show piece marks corresponding to the mark numbers on the placement drawings and on the bar list.

d. Bars shall be bundled in the largest size practical for handling and shipping.

2. Reinforcement shall be stored above ground on platforms, skids or other approved supports. Contact with the soil shall be avoided. Proper drainage and protection from the elements shall be provided to minimize corrosion.

C. Clean reinforcement of loose rust and mill scale, earth, and other materials that reduce or destroy bond with concrete.

D. Accurately position, support, and secure reinforcement against displacement. Locate and support reinforcing on concrete blocks of a size to give the correct cover to the reinforcement. Concrete spacer blocks shall be made of the same materials, to the same specified requirements and have the same inherent properties as the parent material, but with the exception that the maximum aggregate size shall be appropriate for the thickness of cover to the reinforcement.

1. Chairs made of reinforcement shall be used to support the top mats of slab reinforcement and they shall be so dimensioned as to be stable during concreting operations. The chairs shall themselves be supported on concrete blocks as specified above.

E. Place reinforcement to maintain minimum coverages as indicated for concrete protection. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Ties at intersections shall be made with 1.5 mm diameter annealed wire with wire ends directed into concrete, not toward exposed concrete surfaces.

F. Concrete Cover:

1. Concrete cover to reinforcement shall be as indicated on Drawings and as in this Specification.

2. Cover to reinforcement shall be checked before any concrete is cast. The bending of reinforcement at a cold joint is not permitted. Concrete cover shall be checked with a cover meter as soon as formwork is removed.

G. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in either direction.

H. All lap splices shall be in accordance with ACI 318 class B tension lap splice unless otherwise shown on Drawings. All reinforcement bars shall be developed in accordance with ACI 318 unless otherwise shown on Drawings. Welded wire fabric shall be lapped 1.5 mesh plus the extension on the wires unless otherwise shown on Drawings.

3.6 EMBEDDED ITEMS

A. Position and secure anchor bolts and other embedded items in accordance with ACI 301 and 304R requirements and as required by this Specification.

B. Use steel templates to securely position all column anchor bolts. Use steel templates for other anchor bolts when directed by the Contractor. Support the templates independent of the reinforcing steel.



C. Install other embedded items, such as plates and anchor bolts that are supplied by others as identified on the design drawings.

D. Locate anchor bolts within the tolerances defined in the AISC Code of Standard Practice. Apply these tolerances to all anchor bolts, including those for equipment bases, unless more stringent tolerances are noted on the design or equipment drawings.

E. Locate embedded steel items within the tolerances defined in ACI 117.

F. Unless shown otherwise, set anchor bolts perpendicular to the theoretical bearing surface.

G. Install reglets to receive top edge of foundation sheet waterproofing and to receive through-wall flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels, relieving angles, and other conditions.

H. Install dovetail anchor slots in concrete structures as indicated on Drawings.

3.7 DOWEL BARS

A. The sleeves for dowel bars used in expansion joints shall be metal or other type of an approved design to cover 50mm to 75mm of the dowel, with a closed end and with a suitable stop to hold the end or the bar at least 25mm from the closed end of the sleeve. Sleeves shall be of such design that they will not collapse during construction.

3.8 UNFORMED FINISHES

A. Scratch Finish: Apply scratch finish to monolithic slab surfaces receiving concrete floor topping or mortar setting beds for tile, portland cement terrazzo, and other bonded applied cementitious finish flooring material, and where indicated. After placing slabs, finish surface to tolerances of F(F) 15 (floor flatness) and F(L) 13 (floor levelness) measured in accordance with ASTM E 1155M. Slope surfaces uniformly to drains where required. After leveling, roughen surface before final set with stiff brushes, brooms, or rakes.

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

C. Float Finish: Apply float finish to monolithic slab surfaces receiving trowel finish and other finishes as specified; slab surfaces to be covered with membrane or elastic waterproofing, membrane or elastic roofing, or sand-bed terrazzo; and where indicated. After screeding, consolidating, and leveling concrete slabs, do not work surface until ready for floating. Begin floating, using float blades or float shoes only, when surface water has disappeared, or when concrete has stiffened sufficiently to permit operation of power-driven floats, or both. Consolidate surface with power-driven floats or by hand floating if area is small or inaccessible to power units. Finish surfaces to tolerances of F(F) 18 (floor flatness) and F(L) 15 (floor levelness) measured in accordance with ASTM E 1155M. Cut down high spots and fill low spots. Uniformly slope surfaces to drains. Immediately after leveling, refloat surface to a uniform, smooth, granular texture.

D. Trowel Finish: Apply a trowel finish to monolithic slab surfaces exposed to view and slab surfaces to be covered with resilient flooring, carpet, ceramic or quarry tile, paint, or another thin film finish coating system. This finish is also applicable to tops of buried foundations since they have to be subsequently coated.

1. Finish surfaces to the following tolerances, according to ASTM E1155 (ASTM E1155M), for a randomly trafficked floor surface:



a. 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.

b. 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.

c. Specified overall values of flatness, F(F) 30; and of levelness, F(L) 20; with minimum local values of flatness, F(F) 24; and of levelness, F(L) 15; for suspended slabs.

d. 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.

2. Finish and measure surface so gap at any point between concrete surface and an unleveled, freestanding, 3.05-m-long straightedge resting on two high spots and placed anywhere on the surface does not exceed 4.8 mm.

E. Trowel and Fine-Broom Finish: Apply a first trowel finish to surfaces indicated or where ceramic or quarry tile is to be installed by either thickset or thin-set method. While concrete is still plastic, slightly scarify surface with a fine broom.

1. Comply with flatness and levelness tolerances for trowel-finished floor surfaces.

F. Broom Finish: Apply a broom finish to exterior concrete platforms, steps, ramps, and elsewhere as indicated.

1. Immediately after float finishing, slightly roughen trafficked surface by brooming with fiber-bristle broom perpendicular to main traffic route. Coordinate required final finish with Architect before application.

G. Slip-Resistive Finish: Before final floating, apply slip-resistive aluminum granule finish where indicated and to concrete stair treads, platforms, and ramps. Apply according to manufacturer's written instructions and as follows:

1. Uniformly spread 12 kg/10 sq. m of dampened slip-resistive aggregate over surface in one or two applications. Tamp aggregate flush with surface, but do not force below surface.

2. After broadcasting and tamping, apply float finish. 3. After curing, lightly work surface with a steel wire brush or an abrasive stone and

water to expose slip-resistive aluminum granules.

H. Dry-Shake Floor Hardener Finish: After initial floating, apply dry-shake floor hardener to surfaces according to manufacturer's written instructions and as follows:

1. Uniformly apply dry-shake floor hardener at a rate of 49 kg/10 sq. m unless greater amount is recommended by manufacturer.

2. Uniformly distribute approximately two-thirds of dry-shake floor hardener over surface by hand or with mechanical spreader, and embed by power floating. Follow power floating with a second dry-shake floor hardener application, uniformly distributing remainder of material, and embed by power floating.

3. After final floating, apply a trowel finish. Cure concrete with curing compound recommended by dry-shake floor hardener manufacturer and apply immediately after final finishing.

3.9 CURING

A. General:

1. Wet cure for seven days. After five days, a pigmented liquid membrane forming curing compound in accordance with ASTM C 309 may be applied and wet curing may be terminated.



2. Do not use curing compounds on any construction joint or in areas that will be coated unless the coating manufacturer certifies that the curing compound is compatible with the coating.

3. Use water for curing that meets the requirements of this Specification.

B. Horizontal Surfaces:

1. Pond, continuously spray, or cover horizontal surfaces with pre-saturated hessian. If hessian is used, use two layers (minimum) that are completely covered with a double layer of impervious sheeting with all joints and edges sealed, and inspected at least twice during daylight hours and once during the night for signs of drying with water replenished as required. If drying is discovered, increase the inspection frequency. Intermittent sprinkling is not acceptable if there is a drying of the concrete surface.

C. Vertical Surfaces:

1. Start wet curing of non-load bearing elements immediately after form removal. Cure these surfaces continuous water spraying or with pre-saturated hessian in the same manner as described for horizontal surfaces.

2. Drape the forms for load bearing elements with wet hessian as soon as concrete is placed. Keep the hessian wet until forms are removed.

3. If the form removal operation is expected to last more than four hours, spray all surfaces as they are exposed with water until the curing system is installed.

3.10 LIQUID FLOOR TREATMENTS:

A. Penetrating Liquid Floor Treatment: Prepare, apply, and finish penetrating liquid floor treatment according to manufacturer's written instructions.

1. Remove curing compounds, sealers, oil, dirt, laitance, and other contaminants and complete surface repairs.

2. Do not apply to concrete that is less than 14 days old. 3. Apply liquid until surface is saturated, scrubbing into surface until a gel forms; rewet;

and repeat brooming or scrubbing. Rinse with water; remove excess material until surface is dry. Apply a second coat in a similar manner if surface is rough or porous.

B. Polished Concrete Floor Treatment: Apply polished concrete finish system to cured and prepared slabs to match accepted mockup.

1. Machine grind floor surfaces to receive polished finishes level and smooth and to depth required to reveal aggregate to match approved mockup.

2. Apply penetrating liquid floor treatment for polished concrete in polishing sequence and according to manufacturer's written instructions, allowing recommended drying time between successive coats.

3. Continue polishing with progressively finer grit diamond polishing pads to gloss level to match approved mockup.

4. Control and dispose of waste products produced by grinding and polishing operations.

5. Neutralize and clean polished floor surfaces.

C. Sealing Coat: Uniformly apply a continuous sealing coat of curing and sealing compound to hardened concrete by power spray or roller according to manufacturer's written instructions.

3.11 REMOVING FORMS

A. Formwork not supporting weight of concrete, such as sides of beams, walls, columns, and similar parts of the work, may be removed as soon as the concrete has gained sufficient strength so as not to be damaged by the form removal operations.



B. Formwork supporting weight of concrete, such as beam soffits, joists, slabs, and other structural elements, may not be removed in less than 14 days or until concrete has attained at least 75 percent of the specified 28 day design compressive strength. Determine potential compressive strength of in-place concrete by testing field-cured specimens representative of concrete location or members. Where pozzolons and retarding superplasticizers were used, the actual removal time shall be adjusted with the results from temperature matched test cubes.

C. Form-facing material may be removed 4 days after placement only if shores and other vertical supports have been arranged to permit removal of form-facing material without loosening or disturbing shores and supports.

3.12 REUSING FORMS

A. 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-coating compound as specified for new formwork.

B. When forms are extended for successive concrete placement, thoroughly clean surfaces, remove fins and laitance, and tighten forms to close joints. Align and secure joint to avoid offsets. Do not use patched forms for exposed concrete surfaces except as accepted by Engineer.

3.13 CONCRETE SURFACE REPAIRS

A. Concrete exposed by the removal of formwork shall be inspected by Engineer before any remedial work, subsequent coating or other treatment that would hinder the proper inspection of the concrete is carried out. Any concrete not complying with this requirement shall be liable for rejection.

B. Concrete not meeting the specified requirements shall be removed and rebuilt without delay unless Engineer accepts that a repair may be satisfactorily effected. This agreement shall not preclude the subsequent rejection of the repaired work by Engineer. The proposed method for removal and replacement of defective work shall be submitted to Engineer for acceptance for each concrete placement before the removal commences.

C. All repairs accepted by Engineer shall be performed by a subcontractor specialized in the repair of concrete in the Middle East and prepared to guarantee the work. Any repair method submitted for acceptance shall produce a result that is as impermeable as the original concrete. Subsequent tests on the repaired concrete shall be carried out at the discretion of Engineer in order to establish the quality of the repair, particularly at the joint between the original and the repaired concrete.

3.14 CONCRETE PROTECTION

A. The following are typical concrete protection for below grade elements.

B. General: All concrete shall have surface holes investigated and filled with a filler compatible with the coating to be applied (if that coating alone cannot fill the hole) provided that they are small and formed by air bubbles caught against the formwork. For surface holes having any dimension greater than 10 mm, refer to in this Specification.

C. Blinding or Mudmat Concrete: Unless otherwise shown on Drawings, place all foundations and slab on grade on 50mm thick blinding or mudmat concrete. Prior to placing this concrete, assure that the subsoil is well consolidated and free from loose material.

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D. Impervious Membrane: Concrete shall be cast onto impervious sheeting complying with ASTM E 154 laid over the concrete blinding or mudmat. Overlap shall be 150 mm and the sheeting shall extend 150 mm beyond the edge of all foundations.

E. Surfaces Below Ground Level: See section 3.15 of this Specification.

F. Exposed External Surfaces at Ground Level:

1. Exposed external concrete surfaces for a depth of 150 mm below and 300 mm above ground level, or to the underside of base plates (whichever is lowest), shall be primed with a low viscosity primer and coated with 2 coats of a light gray colored epoxy paint with a minimum thickness of 125 microns per coat. Coating shall be as specified in Article 2.8 "Related Materials" paragraph "Epoxy Protective Paint."

2. Application trials shall be carried out on the chosen coating. Concrete surface preparation and application shall be in accordance with the manufacturer’s instructions.

G. Exposed External Surfaces Above Ground Level: General exposed exterior surfaces above grade shall be coated as specified in 3.14 F of this Specification. The coating shall extend to the underside of the base plates; i.e., cover the grout.

3.15 CONCRETE PROTECTION -BELOW GRADE ELEMENTS

A. Contractor shall install a waterproofing system on all below grade elements consisting of a sheet membrane system.

1. Sheet membrane system shall consist of a system such as the following:

a. Underside and vertical sides of the pad foundations, spread footings and ground beams, top of foundations, and all other buried elements: Use self-adhesive waterproofing sheet such as Bituthene 8000 Membrane System by W.R. Grace & Co., or another listed manufacturer's waterproofing sheet material as specified in Division 7 Section "Self-Adhering Sheet Waterproofing." Membrane system shall be protected with protection boards. Membrane to be compatible with system used for underside of elements.

2. Do not damage or puncture sheet membrane system.

B. Alternative waterproofing systems may be submitted to Engineer for review and acceptance. Submittal shall include technical data and case histories sufficient for Engineer to do a technical evaluation of the proposed systems.

C. Install membrane system in accordance with the membrane manufacturer’s instructions.

D. Submit the following to Engineer for acceptance before beginning the work:

1. List of all membrane materials, joint compounds, and concrete surfacers to be used in the Work. List shall identify the specific products by manufacturer and catalog number.

2. Procedures for material storage and handling, surface preparation, environmental control, application sequence, overlap dimensions, touch up and repair, curing, and inspection of the membrane system. The membrane manufacturer’s published instructions and installation details shall be attached as part of submitted procedures. Conflicts between the material manufacturer's recommendations and Contract Documents shall be noted in writing to Engineer for resolution.

3. Cleaning and installation verification forms for daily inspection records. A detailed cleaning and installation verification report in accepted form shall be completed each day during the work and submitted for record. The final verification report shall include a statement of completion conformance verifying that the required materials



were used and that the accepted application procedures and specified requirements were followed.

4. Details concerning corners, bottom slab to wall tie-ins, slab/wall/roof penetrations, terminations, control joints, expansion joint, and crack control.

5. Manufacturer material safety data sheets for all materials used in the execution of the work.

E. Contractor shall arrange for the material manufacturer’s technical representative to be present at the beginning of work and to qualify Contractor’s installation personnel in the installation of the manufacturer’s waterproofing products.

F. Joints: Unless otherwise shown on design drawings, joints shall be designed and constructed in accordance with ACI 504R. Details and positioning of joints, together with the materials to be used, shall be submitted for Engineer’s acceptance.

1. Waterstops shall be in accordance with this Specification. Jointing of waterstops shall be made by welding in an approved fashion. Lapping of waterstops at joints and the use of adhesives for jointing purposes will not be permitted unless accepted by the Engineer. Waterstops shall not be perforated or damaged. Concrete shall be carefully placed and compacted to ensure dense impervious concrete, particularly around the ribs of waterstops. At all joints except for expansion joints as indicted on Drawings, the concrete shall be placed up to the centerline of the waterstop. All starters to walls of watertight construction shall be cast using hung formwork so that the concrete in the starters is placed simultaneously with the concrete in the slab.

3.16 GROUTING

A. Preparation: Concrete foundation top shall be cleaned of dirt, laitance, oil and grease. Anchor bolt boxes and sleeves shall be cleaned of all polystyrene and other deleterious material. The surface of the concrete shall be thoroughly wetted just prior to grouting but shall contain no excess water, particularly in the bolt boxes and sleeves.

B. Materials:

1. For interior bases protected from weather and saline bearing waters and not subject to heavy or vibratory loads, grout shall consist of one part Portland cement to two parts well-graded sand by volume. Sand shall comply with this Specification. A retarding superplasticizer may be used if necessary to obtain the correct fluidity in high ambient temperatures.

2. For all heavily loaded structural column bases or equipment bases subjected to vibrational loads, a proprietary non-shrink high strength grout shall be used. The grout shall be non-metallic and shall comply with ASTM C 1107, Grade B or C.

3. For all other exterior work exposed to potential saline ingress, a proprietary general purpose non-shrink grout, especially formulated for high temperature work, such as Masterflow MB-928 by Master Builders, Inc. or approved equal, shall be used.

C. Placement:

1. The manufacturer’s recommendations shall be followed for proprietary grouts. The temperature of the grout at time of placement shall not exceed 25 deg C and the temperature of the elements in contact with the grout shall not exceed 40 deg C. To obtain the required temperatures, it may be necessary to do the following:

a. Shield the materials from the direct rays of the sun. b. Mix materials with flaked ice. c. Cool base plates with water but ensure that anchor bolt pockets are free from

water.

2. Grout strength shall not be less than 35 N/sq. mm at 28 days and Contractor shall document to Engineer that this strength is being achieved. Grouting shall not



proceed until the steel work or equipment has been leveled and plumbed with the bases being supported in the meantime by steel packers and shims.

3. Completely fill anchor bolt sleeves with grout before placing grout under base plates. The gravity grouting method shall be used wherein the flowable self-leveling grout is poured on one side of a base until it flows out at the opposite side. Packers and shims used to level bases shall be removed after the grout has set and the resulting pocket repaired with similar grout.

3.17 QUALITY CONTROL AND TESTING

A. General:

1. Testing Laboratory:

a. Contractor shall employ an independent testing agency to perform tests and to submit test reports.

b. Contractor shall be responsible for taking, identifying and delivering to the test laboratory all test samples called for in this Specification. The testing laboratory shall be responsible for the testing. Contractor shall collect all test results and deliver them to Engineer in the format and detail as specified.

2. Testing Laboratory Qualifications: The testing laboratory shall be accredited by NAMAS or an equivalent National Standard and shall have a Quality System in accordance with ANSI Q9001.

B. Quality Control Testing on Fresh Concrete: Testing of composite samples of fresh concrete obtained according to ASTM C172 shall be performed as follows:

1. Testing Frequency: Obtain one composite sample for each day's pour of each concrete mixture exceeding 4 cu. m, but less than 19 cu. m, plus one set for each additional 38 cu. m or fraction thereof.

2. Testing Frequency: Obtain at least one composite sample for each 76 cu. m or fraction thereof of each concrete mixture placed each day.

a. When frequency of testing will provide fewer than five compressive-strength tests for each concrete mixture, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used.

3. Slump: ASTM C143/C143M; one test at point of placement for each composite sample, but not less than one test for each day's pour of each concrete mixture. Perform additional tests when concrete consistency appears to change. Slump tolerance shall be in accordance with ACI 117.

4. Air Content: ASTM C231, pressure method, for normal-weight concrete; ASTM C173/C173M, volumetric method, for structural lightweight concrete; one test for each composite sample, but not less than one test for each day's pour of each concrete mixture.

5. Concrete Temperature: ASTM C1064/C1064M; one test hourly when air temperature is 4.4ºC and below and when 27ºC and above, and one test for each composite sample.

6. Unit Weight: ASTM C567, fresh unit weight of structural lightweight concrete; one test for each composite sample, but not less than one test for each day's pours of each concrete mixture.

7. Compression Test Specimens: ASTM C31/C31M.

a. Cast and laboratory cure two sets of two standard cylinder specimens for each composite sample.

b. Cast and field cure two sets of two standard cylinder specimens for each composite sample.

8. Compressive-Strength Tests: ASTM C39/C39M; test one set of two laboratory-cured specimens at 7 days and one set of two specimens at 28 days.



a. Test one set of two field-cured specimens at 7 days and one set of two specimens at 28 days.

b. A compressive-strength test shall be the average compressive strength from a set of two specimens obtained from same composite sample and tested at age indicated.

9. When strength of field-cured cylinders is less than 85% of companion laboratory- cured cylinders, Contractor shall evaluate operations and provide corrective procedures for protecting and curing in-place concrete.

10. Strength of each concrete mixture will be satisfactory if every average of any three consecutive compressive-strength tests equals or exceeds specified compressive strength and no compressive-strength test value falls below specified compressive strength by more than 3.4 MPa.

11. Salt Content: Measure the total concentration of sulfates and chlorides in fresh concrete at least once a week for all structural grades of concrete in accordance with this Specification. Concentrations of each ion shall not exceed the specified limits. If these limits are exceeded, the concrete pour from which the samples were taken shall be rejected and further tests performed on the cast concrete in accordance with this Specification to determine the total extent of the problem.

12. Test results shall be reported in writing to Architect, 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.

13. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be permitted by Architect but will not be used as sole basis for approval or rejection of concrete.

14. 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 Architect. Testing and inspecting agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C42/C42M or by other methods as directed by Architect.

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

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

C. Quality Control -Testing on Hardened Concrete:

1. General: Engineer may request samples to be taken and tests carried out on any hardened structural grade concrete as specified below if he suspects that the concrete does not meet the specified requirements. If the tests confirm that the concrete does not meet the requirements of this Specification, then Engineer may require the concrete to be removed at Contractor’s expense. If the tests confirm that the concrete meets the requirements of this Specification, then the cost of taking and testing the samples shall not be at Contractor’s expense.

2. Compressive Strength Tests: Engineer may request cores to be drilled from a particular pour. Drill 100 mm diameter cores as requested, in accordance with ASTM C 42, and send for compressive strength testing. Test cores in the saturated condition. If the cores from that pour have an average compressive strength less than 85 percent of the specified strength, or any individual core has a compressive strength less than 75 percent of the specified strength, concrete from which it was taken will be deemed to be non-compliant.

3. Concrete Cover: Engineer may check the concrete cover over the reinforcement with a cover meter. Any indication that the cover is generally less than the requirements specified in this Specification shall be checked by limited surface concrete removal. If it is confirmed that the actual cover is generally less than specified, then the concrete shall be removed at Contractor’s expense. In the case of localized lack of cover and where appearance is not important, the area must be repaired by removal of the



inadequate cover and the cutting back of concrete for 50 mm behind the reinforcement. Resurfacing of the concrete with the specified cover shall be carried out as a repair by a specialist subcontractor as specified in Article 3.13.

4. Absorption: A sample of three 75 mm diameter cores, 75 mm long, shall be taken from hardened concrete when directed by Engineer and tested in accordance with this Specification. Should the absorption of any core exceed by more than 1 percent the highest approved test result, then the concrete from which it was cut shall be removed. No absorption test shall be required for blinding or mudmat concrete.

5. Salt Content: Engineer may request samples to be taken from two 20 mm diameter drillings into the concrete surface, spaced 75 mm apart. Each drilling shall proceed in 25 mm increments for a total depth of 100 mm and the dust from the 4 samples in each hole shall be sent for sulfate and chloride content analysis in accordance with BS 1881. Should the tests show that the limits specified herein are exceeded, the concrete shall be removed.

D. Measure floor and slab flatness and levelness according to ASTM E1155M within 24 hours of finishing.

END OF SECTION 033000

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