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SOUTHEAST FALSE CREEK ENERGY CENTRE SECTION 03100 AND SEWAGE PUMP STATION CONCRETE FORMWORK AND FALSEWORK PAGE 1

ITT PS08037 Sandwell Engineering Inc. / 162178 May 2008

1 GENERAL

1.1 Description of Work

.1 The Work includes all materials, labor, equipment and services for designing, supplying, installing, and removing formwork and falsework for all cast-in-place concrete work.

1.2 Related Work

.1 Related sections of the work include:

.1 Concrete Reinforcement Section 03200

.2 Cast-in-place Concrete Section 03300

.3 Steel Deck Section 05311

.2 This section of the Specifications is not necessarily complete in itself. Read it in conjunction with the other sections of the Contract Documents.

1.3 Reference Standards

.1 Unless specified otherwise the following standards are the minimum acceptable Standards for performance of the Work. If a more recent edition is available at the time of construction, use the most recent edition.

.1 Canadian Standards Association:

.1 CSA A23.1-04 Concrete Materials and Methods of Concrete Construction

.2 CSA O86.1-04 Engineering Design in Wood (Limit States Design)

.3 CSA O121-M1978 Douglas Fir Plywood

.4 CSA S269.1-1975 Falsework for Construction Purposes

.5 CSA S269.3-M92 Concrete Formwork

1.4 Shop Drawings

.1 Submit shop drawings in accordance with Section 01300 - Submittals.

.2 Indicate method and schedule of construction, materials, arrangement of joints, ties, shores, liners, and locations of temporary embedded parts. Comply with CSA S269.1, for falsework drawings. Comply with CAN/CSA S269.3 for formwork drawings.

.3 Each shop drawing submitted to bear the stamp and signature of qualified professional engineer registered in the Province of British Columbia.



1.5 Samples

.1 Submit sample of formwork tie for review by Consultant.

1.6 Design and Inspection of Forms and Falsework

.1 Forms and falsework to be designed by a Professional Engineer registered in the Province of British Columbia. Erection drawing to be prepared in accordance with WCB Industrial Health and Safety Regulation and signed and sealed by a professional engineer.

.2 The formwork and falsework to be inspected in accordance with WCB Industrial Health and Safety Regulations.

.3 The design and inspection of the formwork and falsework to be the responsibility of the Contractor.

1.7 Schedule of Work

.1 Schedule all formwork installation with the Work described in other Sections of these Specifications to ensure that all blockouts and embedded items are properly incorporated into the Work prior to pouring concrete.

1.8 Measurement for Payment

.1 No measurement will be made under this Section. Include costs in costs for Cast-in-place Concrete.

2 PRODUCTS

2.1 Materials

.1 Use materials complying with CSA S269.3 and CSA A23.1 Clauses 11.3 and 28.4.

.1 Formwork lumber: plywood and wood form work materials: CSA O121, CSA O86.1, and CAN/CSA S269.3 M92

.2 Falsework materials: CSA S269.1

.3 Tubular column forms: Round, steel, fiberglass or spirally wound laminated fiber forms, internally treated with release material.

.4 Form ties: Removable or snap-off metal ties, fixed or adjustable length, of a type that no metal will be within 40 mm of the concrete surface when forms have been removed. Use tapered plastic cones at faces of concrete to allow for grouting. Use waterstop flange at mid-length of single wire tie for watertight structures. Multiple strand ties are not permitted.

.5 Taper Bolts Provide a neoprene waterstop plug installed at centerline of hole with adhesive. Fill holes on each side of waterstop to within 40 mm of surface with nonshrink grout. Pack 40 mm depth to surface with crystalline waterproofing. Submit cleaning and installation procedure for review by Consultant.



.6 Form liner: Minimum of 19 mm medium density overlay plywood complying with CSA O121, steel or other pre-approved material.

.7 Form release agent: Use a pre-approved chemical form release agent that will not stain, penetrate or discolor the concrete. When the concrete surface is to receive a permanent finish coating, use a form release agent compatible with the coatings.

.8 Form tape: Use vinyl form tape for taping form joints in all areas of exposed concrete finish.

.2 Do not use forms having defects or damage from previous use.

.3 Do not use steel forms that have irregularities, dents, sags, rust, or material that would discolor the concrete.

.4 Do not use aluminum for form surfaces in contact with concrete.

3 EXECUTION

3.1 Erection

.1 Verify lines, levels and column centers, and work done by others before proceeding with formwork. Ensure dimensions agree with drawings. Report discrepancies to the Corporation.

.2 Obtain approval of Owner before using earth forms.

.3 Hand trim sides and bottoms and remove loose earth from earth forms before placing concrete.

.4 Construct falsework in accordance with CSA S269.1.

.5 Design, fabricate, erect and use formwork in accordance with CSA S269.3-M.

.6 Construct forms to produce finished concrete conforming to shape, dimensions, locations and levels indicated within tolerances required by CSA A23.1.

.7 Obtain permission of Consultant before framing openings in concrete elements that are not indicated on the engineering drawings.

.8 Align form joints and make watertight. Keep form joints to a minimum.

.9 Unless shown otherwise on the engineering drawings, use 20 mm chamfer strips on external corners of beams, joists, walls, columns, curbs and plinths.

.10 Form chases, slots, openings, drips, recesses, expansion and control joints, and install all inserts and embedded items as indicated.

.11 Line forms for exposed concrete surfaces. Do not stagger joints of form lining material. Align joints to obtain a uniform pattern.

.12 Clean formwork in accordance with CSA A23.1 before placing concrete.

.13 Remove falsework and formwork in accordance with CSA A23.1, Clause 11.3.5.



.14 Leave formwork in place until concrete has attained sufficient strength to adequately support its own weight together with construction loads likely to be imposed.

.15 When falsework removal times are not specified on the engineering drawings, and falsework and formwork are not supporting concrete load, use the following minimum periods of support, providing concrete strengths have been verified by field cured test cylinders:

.1 Walls: 7 days

.2 Columns: 3 days

.3 Beam soffits and Slabs: 21 days (with construction loads) 14 days (without construction loads)

.4 Footings and abutments: 2 days

.16 Remove form ties carefully to avoid marking concrete and to allow for patching. Grout form tie holes to prevent rust staining.

.17 Re-use formwork and falsework subject to the requirements of CSA A23.1 after adequate cleaning, provided that the faces have not been cracked or become roughened. Where the surfaces of the formwork have become cracked or roughened, trim and properly patch the surfaces to the satisfaction of the Consultant prior to reuse.

.18 Space form ties for exposed concrete work evenly in straight horizontal and vertical lines on a 600 mm x 600 mm grid or as shown on the Contract drawings.

.19 Where proprietary fabricated formwork, shoring or scaffolding units are to be used, comply with the manufacturer's printed specifications for loading, installation and removal procedures. Keep a copy of these specifications on site at all times.

3.2 Clean-Up

.1 As the work progresses, remove all debris and surplus material from the site.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTRE SECTION 03200 AND SEWAGE PUMP STATION CONCRETE REINFORCEMENT PAGE 1


1 GENERAL


.1 The Work includes the furnishing of all materials, labor, equipment, and services for supplying and placing concrete reinforcement.

1.2 Related Work

.1 Related sections of the work include:

.1 Cast-in-place Concrete Section 03300





.1 CSA A23.1-04 Concrete Materials and Methods of Concrete Construction

.2 CSA A23.3-04 Design of Concrete Structures

.3 CSA G30.3-M1983 Cold Drawn Steel Wire for Concrete Reinforcement

.4 CSA G30.5-M1983 Welded Steel Wire Fabric for Concrete Reinforcement

.5 CAN/CSA G30.18-M92 Billet-Steel Bars for Concrete Reinforcement

.6 CSA W186-M1990 Welding of Reinforcing Bars in Reinforced Concrete Construction

.2 American Society for Testing and Materials:

.1 ASTM A775/A775M-97e2 Standard Specification for Epoxy-Coated Reinforcing Steel Bars

.3 American Concrete Institute:

.1 ACI 315-92 Details and Detailing of Concrete Reinforcement



1.4 Source Quality Control

.1 Submit two certified copies of mill test reports of steel supplied, showing physical and chemical analyses and yield strengths, minimum 2 weeks prior to commencing reinforcement work.

.2 Submit copies of test data demonstrating the strength of mechanical connectors supplied.

1.5 Shop Drawings

.1 Prepare placing drawings and bar bending schedules in accordance with the above referenced standards.

.2 Clearly indicate bar sizes, spacing, location and quantities of reinforcement, supports, spacers and location of splices on bending schedules and placement drawings, with identifying code marks to permit correct placement.

.3 Design and detail bar bending radii, lap lengths and bar development lengths to CSA A23.3 unless otherwise specified on the Drawings. Provide Class B tension lap splices unless otherwise indicated.

.4 Provide two copies of placing drawings and bar bending schedules to the Owner for his reference. Shop drawings and schedules will not be reviewed or returned by the Owner.


.1 Schedule installation of reinforcement for proper execution with work of other trades, including formwork and installation of embedded items.


.1 No measurement is required for lump sum work. Measure changes to lump sum work as for unit price work.

.2 Measure work performed on a Unit Price basis as follows:

.1 Base measurement for reinforcing steel on the total computed mass incorporated in the Work and as detailed on the Contractor's bar bending schedules.

.2 Do not allow for splices unless shown on the engineering drawings.

.3 Accept payment for reinforcing steel as full compensation for the work, including detailing, drawing, supplying, cutting, bending, and placing of reinforcing including tie wire, welding and accessories in accordance with bending schedules and placement drawings.

1.8 Substitutes

.1 Substitution of different size bars permitted only upon written approval of the Consultant.

1.9 Samples

.1 Submit two samples of each type of proposed reinforcing chair.



1.10 Testing

.1 The Owner will appoint and pay for a materials testing agency to test the reinforcing.

.2 Six samples of each size of vertical wall and reservoir base slab reinforcing will be selected for testing by Consultant, from reinforcing delivered to job site.

.3 Reinforcing will be tested for maximum yield and other properties as designated by CSA G30.18, 400 W.

.4 Reinforcing which fails the test will be replaced at no additional cost to the Owner. One set of retests will be conducted at the Owner's expense. All additional tests will be at the Contractor's expense.

2 PRODUCTS

2.1 Materials

.1 Use these materials:Reinforcing Steel:

.1 Weldable billet steel Grade 400W deformed bars to CSA G30.18 unless indicated otherwise on the engineering drawings.

.2 Welded Reinforcing Steel:

.1 Weldable billet steel Grade 400W deformed bars to CSA G30.18 (unless indicated otherwise on the engineering drawings)

.3 Welded Steel Wire Fabric:

.1 Grade 400 conforming to CSA G30.5

.4 Protective coating (if specified):

.1 Epoxy coating to ASTM A 775

.5 Mechanical Connectors:

.1 Positive threading taper threaded type employing a hexagonal coupler, or couplers utilizing lockshear bolts and internal serrated grip rails within the coupling sleeve. Couplers shall be capable of developing 125% of the yield strength of the bar in tension or compression in accordance with CSA A23.3

.6 Rebar Supports

.1 Precast concrete or plastic to CSA A23.1 and CRSI Manual of Standard Practice

.7 Cold Drawn Annealed Steel Wire Ties:

.1 To CSA G30.18

.8 Chairs, Bolsters, BoxSpacers



.1 To CRSI Manual of Standard Practice

.2 Use steel bars identifying marks showing size and grade. Do not use bars that are not so marked.

.3 Do not use materials with loose scaly rust, dirt, oil, paint or other bond-breaking coatings.

2.2 Fabrication

.1 Fabricate reinforcing in accordance with CSA A23.1 unless noted otherwise on the engineering drawings.

.2 Obtain Consultant's approval for locations of reinforcement splices other than shown on placing engineering drawings.

.3 Upon approval of Consultant, weld reinforcement in accordance with CSA W186. Do not weld reinforcement at the bend in a bar.

.4 Upon approval of Consultant, prepare reinforcement for mechanical connectors in accordance with the connector manufacturer’s instructions. Provide taper threads using the manufacturers bar threader. Locate mechanical connections to suit the minimum stagger lengths shown on the drawings.

.5 Ship bundles of bar reinforcement, clearly identified with weatherproof tags or markings in accordance with bar bending details and lists.

.6 Store reinforcing steel above ground on platforms, skids or racks and protect it from prolonged exposure to weather.

3 EXECUTION

3.1 Field Bending

.1 Do not field bend reinforcement except where indicated on the engineering drawings or authorized by the Consultant.

.2 When field bending is authorized, bend without heat, applying a slow and steady pressure.

.3 Replace bars that develop cracks or splits.

3.2 Placing Reinforcement

.1 Place reinforcing steel as indicated on placing drawings and in accordance with CSA A23.1.

.2 If location is not specifically noted on the drawings, place reinforcing steel symmetrically with respect to supports or mid-span.

.3 Use bar supports for all reinforcement, including slab-on-grade construction.

.4 Slab reinforcement to be supported at maximum 1200 mm each way. Tie every other bar intersection for slab reinforcing at 300 mm or greater spacing.



.5 Wall reinforcing to have side form spacers at minimum 2400 mm vertically and 1200 mm horizontally o.c.

.6 Column spirals to have vertical spacers at every turn.

.7 Column reinforcing to have side form spacers at minimum 3000 mm vertically.

.8 Provide the following minimum concrete protection covering for reinforcement (principal or ties) unless noted otherwise on the engineering drawings:

.1 Where concrete surface is to be exposed to ground or weather and where concrete is:

.1 Placed against ground 75 mm

.2 Placed against formwork or lean mix concrete 50 mm

.3 Walls and Columns 50 mm

.4 Slabs on grade (top steel) 50 mm

.2 Where concrete surface will not be exposed to ground or weather.

.1 Beams, columns, pads and piers 40 mm

.2 Slabs 25 mm

.3 Basement roof slab (top steel) 40 mm

.9 Maintain the specified concrete cover to the surface of mechanical splices and to any ties or stirrups in the vicinity of the mechanical splice.

.10 Tighten mechanical connectors to the manufacturer's recommended wrench setting.

.11 Protect projecting dowels from damage and cold bending.

.12 Clean all reinforcing steel before placing concrete.

3.3 Additional Reinforcing

.1 Provide 1 - 15 M carrying bar at maximum 1200 mm o.c. for 10 M or smaller top slab reinforcing.

.2 Provide 10 M U-Bar spacers at minimum 2400 mm vertically and 1200 mm horizontally for wall reinforcing.

3.4 Field Touch-up

.1 Touch up damaged or cut ends of epoxy coated reinforcing steel with a compatible patching material with anti- corrosive quality equal to that of the original coating. Touch up as required to provide continuous coating.

.2 Touch up mechanical connectors.



3.5 Inspection

.1 Prior to placing concrete, obtain approval of the reinforcing steel and position from the Consultant. Provide 24 hours notice to the Owner prior to placing of concrete.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTRE SECTION 03300 AND SEWAGE PUMP STATION CAST-IN-PLACE CONCRETE PAGE 1


1 GENERAL


.1 The Work includes but is not necessarily limited to the furnishing of all materials, labor, equipment, and services for providing and placing cast-in-place concrete and sealouts.

1.2 Related Work

.1 Related sections of the Work include:

.1 Concrete Formwork Section 03100

.2 Concrete Reinforcement Section 03200

.3 Concrete Waterproofing Section 03305

.4 Architectural Concrete Section 03330

.5 Concrete Finishing Section 03350

.6 Coloured Polished Concrete Finish Section 03363

.7 Embedded Steel Section 05400





.1 CSA-A23.1-04 Concrete Materials and Methods of Concrete Construction

.2 CSA-A23.2-04 Methods of Test for Concrete

.3 CSA-S269.3-M92 (R2003) Concrete Formwork

.4 CSA A3000-03 Cementitious Materials Compendium

.2 American Society for Testing and Materials

.1 ASTM C260-06 Standard Specification for Air-Entraining Admixtures for Concrete

.2 ASTM C309-07 Standard Specification for Liquid Membrane- Forming Compounds for Curing Concrete



.3 ASTM C494/C494M-08 Standard Specification for Chemical Admixtures for Concrete

.4 ASTM D1751-04 Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)

.2 Keep a copy of CSA-A23.1-04 and A23.2-04 on site for the duration of work.

1.4 Certificates

.1 Before starting concrete work, submit to the Owner manufacturer's test data and certification by a qualified independent inspection and testing laboratory that the following materials will meet specified requirements:

.1 Portland cement

.2 Supplementary cementing materials

.3 Grout

.4 Admixtures

.5 Aggregates

.6 Water

.7 Waterstops

.8 Waterstop joints

.9 Joint filler

.10 Bonding Agents

.11 Curing Compounds

.2 Provide certification by BC Ready-Mixed Concrete Association that plant, equipment and materials to be used in concrete comply with requirements of CSA A23.1.

.3 Provide certification that mix proportions selected are adjusted to prevent detrimental expansion due to alkali aggregate reactivity in accordance with standard practice CSA A23.2-27A and will produce concrete of specified quality, strength and yield. Submit test results from at least five separate sets of tests for each design mix proposed. Submit the proposed concrete mix design to the Consultant indicating material contents in saturated surface dry (SSD) mass per cubic meter of concrete. Consultant to maintain confidentiality of mix design proportioning

.4 The Consultant's review of mix designs is for general conformity with specified requirements only, and in no way mitigates the Contractor's obligation to provide concrete suitable for placing in the locations shown and meeting all specified requirements.

.5 Mix designs to be signed and sealed by a qualified professional engineer registered in the Province of British Columbia.

1.5 Submittals

.1 Submittals to be in accordance with Section 1300 Submittals.



.2 Submit proposed method of curing for watertight concrete to Consultant for review.

.3 Submit pour schedule with proposed locations of construction joints to Consultant for review.

.4 Submit details of cold weather and hot weather protection, if requested by Consultant.

.5 Submit mix designs and certificates noted in Certificates subsection 1.4.

1.6 Definition

.1 Watertight concrete: all concrete in the basement floor slabs and walls.


.1 No measurement is required for lump sum work. Measure changes to lump sum work as for unit price work.

.2 Measure work performed on a Unit Price basis as follows:

.1 Measure concrete to the neat lines of the structures as shown on the Drawings or as established by the Owner. Do not deduct for the volume of the reinforcing steel and/or the embedded steel.

.2 Accept payment for placed concrete as full compensation for all equipment, tools, materials, forms, bracing, falsework, centering, labor, screed finish, construction joints, control joints, saw-cut for control joints, isolation joints, patching, sacking, placing all sleeves for holes in walls and floor, block outs of all holes in floors and walls, all caulking of control joints, all necessary fixings such as inserts, masonry ties, and the like, and all other items of expense required to finish the concrete work as shown on the drawings, called for in any of the Specifications, or ordered by the Owner, with the exception of reinforcing steel and embedded metal work which are defined as separate items.

.3 Measure placed concrete, accessories and finishes in the various classifications as follows:

.1 Wall Footing Bottom of footing to top of footing measured for the full width having constant thickness.

.2 Column Footings Bottom of footing to u/s of base slab.

.3 Walls Top of footing to top of wall or u/s of roof slab. Deduct openings.

.4 Columns & Pedestals Top of footing to underside of beam or slab.

.5 Slab on Grade Top of grade to top of slab including thickened slab at wall footings.

.6 Pits & Sumps Divide into categories of wall and slab on grade by horizontal planes.

.7 Trenches From top of soil to underside of slab on grade.



.8 Pads From top of slab to top of pad. Includes finishing of top surface

.9 Elevated Beams Bottom of beam to underside of slab.

.10 Elevated Slab Underside of slab to top of slab. Deduct for flutes in corrugated forms. Deduct for openings

.11 Curbs Top of slab to top of curb.

.12 Site concrete Thickness as shown on the engineering drawings. Horizontal measurements between vertical planes 300 mm beyond the neat dimensions of the finished structure and parallel thereto where concrete forms are required, or between exterior faces of the finished structure where concrete is to be poured against the face of the excavation.

.13 Water stops and seals Actual length installed.

.14 Special finishing Actual area of surface calculated from the drawings.


.1 Schedule all concrete work with the Work described in other sections of these Specifications to ensure that all blockouts, Services, reinforcing and embedded metal items are properly incorporated into the formwork before placing concrete.

2 PRODUCTS

2.1 Materials

.1 Cement Conforming to CSA A3001-03. Use the same type and brand of cement throughout the Work.

.2 Supplementary cementing materials Conforming to CSA A3001-03, Class F or CI. Class CH fly ash prohibited.

.3 Water Conforming to CSA A23.1-04, Clause 4.2.2. Slurry water to conform to Table 9, excepting chlorides not to exceed 500 mg/Litre.

.4 Aggregates Conforming to CSA A23.1-04, Clause 4.2.3. Use normal density aggregates.

.5 Air-entraining admixture Conforming to ASTM C260

.6 Chemical admixtures Conforming to ASTM C494. Do not use admixtures containing calcium chloride.

.7 Superplasticizing admixture Conforming to ASTM C494 Type F (referred to as - “water reducing high range admixture”)



.8 Floor Hardener Non-metallic natural mineral aggregate premixed with cement, EmeriCrete type SH by Sika or approved equal.

.9 Vapour Membrane 0.15 mm thick polyethylene sheeting with taped joints.

.10 Joint Material Resilient, pre-moulded bituminous saturant, conforming to ASTM D 1751 and resistant to heat, oil and ozone.

.11 Waterstops Multiple ribbed extruded polyvinyl chloride with welded joints. As specified on the structural drawings.

.12 Form tie plugs Precast high-strength cement compound plugs. SnaPlugs by Burke or equal.

2.2 Mix Proportions

.1 Supply concrete in accordance CAN/CSA A23.1 Table 5, Alternative 1

.2 Design and proportion concrete mixes to meet design exposure and strength requirements. Include consideration of weather, temperature, curing, shrinkage, and methods of concrete placement.

.3 The mix designs shall take full advantage of Supplementary Cementing materials (SCM’s), such as; fly ash or blast furnace slag, to reduce the cement content of concrete. SCM’s shall conform to the CSA A3001-03

.4 The reduction in Portland cement from Base Mix to Actual SCM Mix (as a percentage of the base mix), where Base Mix is defined below.

.1 Note: The Portland Cement Content (kg/m3) for each Base Mix is to be calculated as follows:

Portland Cement Content of Base Mix (kg/m3) = Design strength values in MPa x K

where K = 10 for non-air-entrained concrete, or K = 12.5 for air-entrained concrete.

.5 Combination of cement and fly ash (or other SCM excluding silica fume) to provide high sulphate resistance (Type HSb hydraulic cement)

.6 Proportion normal density concrete to CAN3-A23.1, Clause 4.3 to give the following:



Property

Element Base Slab & Footings

Columns and Walls

Suspended Slabs and

Beams

Lean Conc.

Structural Requirements Class of Exposure A2 A2 A2 - Maximum W/CM Ratio 0.45 0.45 0.45 - Specified Age 56-day 56-day 56-day 28-day Air, % ± 1 5 5 6 6 Nominal Maximum Aggregate Size, mm

28 20 20 20 or 28

Reduction in Portland Cement % 40 40 40 15 HVSCM Type 2 Type 2 Type 2 - Exposure to Sulphate Attack Yes Yes Yes - Alkali Aggregate Reactivity Yes Yes Yes Yes Exposure to raw sewage Yes Yes Yes - Admixtures

Superplasticizer No Yes Yes - Plastic Concrete Slump before S/P, mm 80±20 80±20 80±20 150 ±30 Slump after S/P, mm - 180±30 120 ±20 Compressive Strength, MPa

Form Strip (in situ) - 15 25 - 28 days - - - 10 56 days 35 35 35 -

.7 Obtain the approval of the Consultant before using chemical admixtures other than those specified.

2.3 Concrete Production

.1 Measure, batch, mix and deliver concrete in accordance with CSA A23.1, Clause 5.

.2 Provide a delivery ticket with information in accordance with CSA A23.1 Clause 5.2.4.5 with each load of ready mixed concrete.

2.4 Joint Sealant

.1 Type 1 Joint Sealant: Krystol T1 and Plasticpatch by Kryton International, or Xypex Patch and Plug and Xypex Concentrate by Xypex Chemical Corporation.

.2 Type 2 Joint Sealant: Sikaflex 2c NS/SL Polyurethane Sealant primed with Sikaflex Primer 202. Sealant and primer by Sika Canada Inc. or as approved. Sealant and primer to be NSF approved for use in potable water.

3 EXECUTION

3.1 Workmanship

.1 Provide 48 hours notice and obtain the Consultants approval before placing concrete.



.2 Place, protect finish and cure concrete in accordance with CSA A23.1, Clause 7 and CSA S269.3, Clause 9.

.3 Ensure reinforcement and inserts are not disturbed during concrete placement.

.4 Before placing or curing concrete during adverse weather, obtain the Consultant’s approval of the proposed method of protection.

.5 Maintain accurate records of poured concrete to indicate date, location of pour, quality, air temperature and test samples taken.

.6 Do not place load upon new concrete until authorized by Consultant.

.7 Minimum of 7 days to elapse between adjacent wall or slab pours.

.8 Roughen all watertight construction joints to provide exposed aggregate finish with minimum 6 mm amplitude by sandblasting or hydroblasting.

3.2 Embedded Metal and Openings

.1 Provide and install sleeves, ties, anchor bolts, pipe hangers, conduit, waterstops, other inserts and openings as shown on the drawings. Obtain approval from the Consultant for sleeves, openings, etc., with maximum dimension greater than 100 mm not indicated on structural drawings.

.2 Do not pass sleeves, ducts, pipes or other openings through joints, beams or columns, except where expressly detailed on structural drawings or approved by the Consultant.

.3 Do not eliminate or displace reinforcement to accommodate hardware. If inserts cannot be located as specified, obtain approval of all modifications from the Consultant before placing concrete.

.4 Check locations and sizes of sleeves, openings, etc., shown on structural drawings with architectural, mechanical and electrical drawings.

.5 Before placing concrete, fix anchor bolts securely by wiring the bottoms to reinforcing steel and securing the tops with templates. Set anchor bolts perpendicular to the bearing surface and protect the threads. After placing concrete, ensure nuts run freely.

.6 Correct the placement of out-of-tolerance anchor bolts to the satisfaction of the steel erector.

.7 Set embedded metal true to position shown within ± 3 mm.

3.3 Waterstops

.1 Waterstops shall be installed where shown on the Drawings.

.2 Install waterstops to provide continuous water seal. Do not distort or pierce waterstop in such a way as to hamper performance. Do not displace reinforcement when installing waterstops. Tie waterstops rigidly in place.



.3 Waterstops shall be of maximum practicable length in order that the number of end joints will be a minimum. Joints shall be in accordance with manufacturer's instructions. Joints shall develop effective watertightness fully equal to that of continuous waterstop material.

.4 Waterstop intersections shall be shop welded according to details shown on the drawings.

3.4 Construction and Control Joints

.1 Locate joints as indicated on the Drawings and Standards or as approved by the Consultant.

.2 If additional joints are required to suit construction, locate and design the joints to ensure that the strength, water tightness, and appearance of the structure are not impaired. Obtain Consultant's approval prior to incorporating additional joints.

.3 Where construction joints are required, conform to CSA-A23.1, Clause 7.3 and as follows. Roughen all construction joints to provide exposed aggregate finish with minimum 6 mm amplitude by sandblasting or hydroblasting.

.4 Provide contraction joints conforming to CSA-A23.1, Clause 7.3.2 and as shown on the drawings.

.5 Prepare small test slabs of similar thickness (minimum 1.2 x 1.2m) from the same concrete pour to use for carrying out trial saw cuts to determine the proper time for cutting the slab.

.6 Fill control joints as shown in the standards.

.7 Provide waterstops at construction joints as shown on the drawings.

3.5 Sealant Installation

.1 Sealant shall be installed where indicated on the drawings.

.2 Remove forms, wood splinters, nails and other foreign matter from all joint grooves. During and after removal of forms care shall be taken to avoid damage to the edges of the joint grooves. Correct any defects, such as honeycombs, as instructed by the Consultant.

.1 Upon satisfactory completion of the construction work and preparatory to joint sealing, the Contractor shall completely remove waste, rubbish, and dirt from the reservoir basin by brooming and vacuum cleaning with industrial-type machine.

.2 After the forms have been removed, the concrete shall be cleaned as soon as possible and curing compound residues and any other foreign matter must be completely removed. Any imperfections in the bottom of the groove shall be repaired before the primer is applied.

.3 Reservoir joint sealants shall not be installed until concrete has aged at least 42 days and the ambient temperature is above 5°C.

.4 Joints shall be prepared by dual pass of sand blasting followed by cleaning with air blast.



.5 The primer or sealant shall not be applied to the joints until all work of concreting the floor, columns, walls and roof has been completed and the inside of the reservoir has been cleaned and thoroughly dried and inspected by the Consultant.

.6 The joints shall be absolutely dry and free from oil and grease before the primer is applied. An air jet shall then be used immediately prior to the application of the primer to remove all loose particles from the joint grooves.

.7 Consultant to inspect and approve joint preparation prior to priming joint.

.8 Install bond breaking tape as indicated.

.9 Prime the joint slot surfaces with Sikaflex Primer 202 and protect all adjacent exposed surfaces. The manufacturer's specifications state the amount of primer required. A single uniform coat of primer shall be applied by brush to cover the joint slot sides only.

.10 Allow the primer to dry (typically 45-60 min), and then install the sealant within 8 hours of the application of primer. Once a can of primer is opened, the material shall be used up. Do not reseal partially used containers of primer.

.11 The sealant shall be applied with approved tools in accordance with the manufacturer's recommendations. Install sealant into the joint to the finished dimensions shown on the drawings.

.12 Upon completion of sealant installation allow to cure completely. Final cure shall be minimum 8 days @ 23 degrees C, 50% relative humidity. After complete curing and prior to filling the reservoir for testing, all joints are to be thoroughly flushed with potable water at a minimum pressure of 60 psi.

3.6 Protection and Curing

.1 Protect and cure concrete in accordance with CSA A23.1, Clause 7.4 except as noted and the special requirements for hot weather concreting and cold weather protection, Clauses 7.4.1.8.

.2 Do not use curing compounds.

.3 Provide extended curing (CSA A23.1 Table 20, Curing Type 3). Wet cure concrete for a minimum of 7 days at a minimum temperature of 10°C.

.4 Cure concrete base slab by ponding or absorptive fabric covered with polyethylene and kept continuously wet.

.5 Cure concrete roof slab by absorptive fabric covered with polyethylene and kept continuously wet.

.6 Cure concrete walls as follows:

.1 Continuously soak top of wall.

.2 Loosen forms as soon as possible without damaging concrete.

.3 Maintain continuous supply of water to top of wall to keep inside of forms wet.



.7 During hot weather, provide additional initial curing for concrete slabs in accordance with recommendations of ACI 305R.

.1 Keep surface moist by fogging until bleeding has stopped if rate of evaporation exceeds rate of bleeding. Excessive drying conditions can occur in cool weather. Monitor and record evaporation rate at perimeter of fresh concrete (concrete and ambient temperatures, wind speed and relative humidity, see CSA A23.1 Annex D) at 0.5 m above slab surface until wet curing is started

.2 Apply evaporation retarder (BASF Confilm or approved equal), if excess drying ambient conditions exist. Use evaporation retarder in accordance with manufacturer’s directions, do not use as a finishing aid.

3.7 Hot Weather Concreting

.1 Hot weather concreting procedures to be followed when ambient air temperature exceeds 20oC during the placing period.

.2 Temperature of concrete placed during hot weather not to exceed the following limits:

.1 Walls and base slab = 25oC

.2 All other concrete = 30oC

3.8 Finishing of formed Surfaces

.1 General:

.1 Patch and finish formed surfaces to CSA A23.1 except as noted.

.2 Patching:

.1 Cutback all ties embedded in concrete to a minimum depth of 40 mm.

.2 Fill tie holes in watertight concrete with crystalline waterproofing materials applied in accordance with manufacturer's instructions. Approved materials are: Vandex Premix by Vandex, Xypex Concentrate by Xypex Chemical Corporation, Krystal T1 Kryton International.

.3 Fill tie holes in all other concrete with patching mortar to CSA A23.1.

.3 Repair honeycombed and defective concrete with method approved by Consultant.

.4 Finish Types

.1 Class 1 Common Finish. Finish all formed concrete inside the basement with a smooth form finish to CSA A23.1. Bug holes in concrete exposed to raw or untreated sewage to be filled to avoid reducing the effective depth of cover.

.2 Class 2 Rough Form Finish. Finish all formed concrete in contact with backfill with a rough form finish to CSA A23.1.



3.9 Slab Finishes

.1 General:

.1 Finish slabs to CSA-A23.1 except as noted.

.2 Do not sprinkle dry cement or dry cement mixture over concrete surfaces.

.3 Surface tolerances to be measured by Straight Edge method to CSA A23.1 Clause 7.5.1.2.

.2 Finishes:

.1 Screed and finish basement roof slab suitable for the application of waterproofing membrane.

.2 Broom Finish: Finish all basement floor slabs (on grade or suspended) with a non-skid broom finish. Finishing tolerance 5mm in 3.0 m (Class B, CSA A23.1 Table 22).

.3 Floor Hardener

.1 Install floor hardener at rate specified on drawings in accordance with manufacturer’s recommendations. Concrete placed in floors receiving a dry shake trowel in floor hardener to have no entrained air in the concrete, plastic air content not to exceed 3.0%.

3.10 Defective Concrete

.1 Remove defective concrete, blemishes and embedded debris and repair as directed by the Owner.

3.11 Inspection and Testing

.1 Provide concrete sampling and quality control. Provide all tests at Contractor's cost.

.2 Take concrete samples for testing in accordance with CSA A23.2. One strength test shall consist of at least five (5) test cylinders for each 100 cubic meters of concrete, or portions of each mix type of concrete or each separate type of structural element in any one day's pour.

.3 Test one cylinder at the age of 7-days, when it should show a compressive strength of not less than 55% of the 56-day strength. The concrete supplier shall provide test records indicating the expected 7, 28 and 56-day strength characteristics of the proposed wall and slab mixes.

.4 Test a second cylinder at the age of 28-days, when it should show a compressive strength of not less than 85% of the 56-day strength. When 28-day strength is specified (lean concrete), test two cylinders at 28-days.

.5 Test two cylinders at 56-days. If the average of the two 56-day tests does not meet the specified compressive strength tolerances provided by CSA A23.1 Clause 4.4.6.7, test the fifth cylinder at 70 days. If this test is less than the required 56 day strength the Owner may require the Contractor to remove and replace the section of concrete that fails to meet this required strength.



.6 When the frequency of testing stipulated above provides less than three strength tests for a given mix type of concrete, make strength tests from at least three randomly selected batches.

.7 Make, cure and test the cylinders in accordance with the requirements of CSA-A23.2.

.8 Field-testing of concrete to be done by CSA or ACI certified concrete field testing technicians.

.9 Identify and ship the cylinders as instructed by the Consultant.

.10 Make at least one air content determination and one slump test for each strength test.

.11 Take additional air content tests for class C1 and class C2 concrete exposed to freezing and thawing in accordance with CSA A23.1, Clause 4.4.

.12 Take additional slump tests for watertight concrete in accordance with the following: Every load or batch of concrete shall be tested until satisfactory control of the slump is established and fewer tests are required by the Consultant. Whenever a test falls outside the specified limits the testing frequency shall revert to one test per load or batch until satisfactory control is re-established.

.13 Ensure concrete conforms to the compressive test requirements contained in Clause 4.4.6 of CSA A23.1. If unsatisfactory trends become evident in test results, immediately correct the deficiency by adjusting the mix design. If improvement is not achieved, the Contractor may be required to carry out one or more of the following at his own expense.

.1 Non-destructive testing (Appendix 'A' CSA A23.2)

.2 Accelerated curing of Test Cylinders in accordance with CSA A23.2-10C (correlation between standard and accelerated cured cylinders is required to interpret test results)

.3 Drill cores from portions of the structure in question and test in accordance with CSA A23.2-14C.

.4 Such other tests as the Consultant may specify

.5 Removal and replacement of all defective concrete

.14 The Owner may at its discretion retain and pay for the services of an independent Testing Agency to monitor the mixing and handling of concrete, take additional strength and slump tests, and check all matters affecting quality control of the concrete. Extend full co-operation and assistance to the Testing Agency, including provision of access and samples for testing.

3.12 Clean-up

.1 Remove all concrete spill or splash from finished surfaces before it hardens or sets.

.2 When work is finished, remove all surplus material, equipment and debris from the site. Leave the site broom clean.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTER SECTION 03301 AND SEWAGE PUMP STATION LOW DENSITY CONCRETE PAGE 1

ITT PS08037 Sandwell Engineering Inc. / 162178 June 2008

1 GENERAL

1.1 Related Work

.1 Excavating, Trenching and Backfilling Section 02300

.2 Cast-in-Place Concrete Section 03300

1.2 Description of the Work

.1 Provide all labour, equipment, material, plant and supervision to supply and install cellular concrete inside abandoned 600 mm (24 inch) storm water and 150 mm diameter cast iron watermain, completely filling them. The purpose of the work is to permanently and economically prevent the collapse of the abandoned storm sewer and watermain due to deterioration or corrosion, so that surface subsidence is avoided either due to pipe collapse or due to soil settlement brought on by a heavy filled pipe. The work includes traffic control, clearing and grubbing, avoiding or exposing existing utilities, pavement sawcutting, excavation and shoring, disposal of spoil, dewatering, supply and installation of access points, monitoring points, injection points, permanent caps, and the cellular concrete, providing test cylinders, testing, backfill and compaction, final grading, final restoration, siltation control, neatly marking up drawings and submitting them and other relevant information for record purposes to the Owner’s Representative, coordination with the City and performing all necessary incidental work not specifically identified, but which is required to satisfactorily complete the work.

1.3 Scheduling of Work

.1 Coordinate and schedule all work in advance with The City Engineering Services designated staff as well as the Owner’s Representative. Schedule work to minimize interruptions to existing services.

.2 Advise the Owner’s Representative of anticipated interference with movement of traffic. Notify Engineer at least 24 hours in advance of any interruption to existing services.


.1 Payment for filling the abandoned storm sewer and watermain shall be lump sum for the preparation and restoration work completed and accepted, and shall be unit price for each cubic metre of low-density concrete supplied and satisfactorily placed inside the abandoned watermain at each of the infill project sites. Payment shall cover all costs of labour, equipment, material, plant and supervision required to perform the work, including testing, described in this supplementary specification, the drawings, the special provisions and elsewhere in the contract document.

2 PRODUCTS

2.1 Cement

.1 The cement shall meet the requirements of ASTM C150 (Portland Cement) or C595 (blended cements).



2.2 Perlite

.1 Perlite shall conform to ASTM C 332, Group I aggregates.

2.3 Polystyrene

.1 Polystyrene shall be in the form of small spherical expanded beads with loose, dry bulk density of 10 to 40 kg/m3. The expanded beads shall have a fine, closed cellular structure. This aggregate shall be considered combustible and appropriate safety precautions must be observed and taken prior to its introduction into a mixture.

2.4 Vermiculute

.1 Exfoliated vermiculate used in the concrete shall have a loose, dry bulk density of 96 to 160 kg/m3 and shall conform to ASTM C 332, Group I aggregates.

2.5 Other Low Density Aggregates

.1 Other low-density aggregates shall conform to ASTM C332, Group II.

2.6 Sand

.1 Sand shall conform to ASTM C33 and ASTM C44.

2.7 Water

.1 Mixing water shall be potable and free of deleterious amounts of acids, alkali, salts, oils and organic materials that would adversely affect the set time, strength or performance of the concrete.

2.8 Foams

.1 Preformed Foam

.1 The foam concentrate, which is mixed with water, combined with compressed air and blended, shall have a chemical composition capable of producing stable air cells in the concrete that can resist the physical and chemical forces imposed during mixing, pumping, placing and setting of the concrete. Stabilizers to prevent cellular structure breakdown during mixing or placing may be required. The density of the pre-formed foam shall be between 34 and 64 kg/m3. The foam concentrate shall conform to ASM C869. Standard mix density, water absorption and compressive strength shall be evaluated using procedures in ASTM C796.

.2 In-Situ Foam

.1 Prior to placing cellular concrete produced using in-situ foam generators, sufficient trials must be conducted to determine the concentrate type, mixing time, mixer efficiency, batch size and density of concrete.

2.9 Admixtures

.1 Air-entraining Admixtures



.1 Air-entraining admixtures shall conform to ASTM C260.

.2 Other Chemical Admixtures

.1 Other chemical admixtures shall conform to ASTM C494 and shall be used in dosages as recommended by the manufacturer, provided the manufacturer stipulates that the admixture is compatible with any foam concentrates that are used. Materials containing chloride ions are not permitted.

.3 Finely Divided Mineral Admixtures

.1 Any and all mineral admixtures, such as ground quartz (silica flour) or pozzolans (fly ash), must be compatible with any foam concentrates or other admixtures used. Fly ash shall conform to ASTM C618. The physical properties and amount of the mineral admixtures and their compatibility with the foam concentrates and other admixtures shall be specified.

2.10 Concrete Properties

.1 The 28-day compressive strength of the low-density concrete shall be no less than 1 MPa when tested in accordance with ASTM C495. The oven-dry unit weight shall be between 420 and 560 kg/m3, when determined in accordance with Section 7.7 of ASTM c 796. Shrinkage, measured in accordance with ASTM C157, shall fall within the range of 0.30 to 0.60 percent (%) at 180 days at 50 percent relative humidity and 230C.

3 EXECUTION

.1 Submit all available technical and public proprietary information on proposed low-density concrete, including brief descriptions of successful projects of a similar nature, to the Owner’s Representative and to the City for review at least two weeks prior to commencing any work.

.2 Submit work plan including schedule to the Owner’s Representative and to the City for review at least two weeks prior to commencing the work.

.3 Provide low-density concrete that meets the requirements described heretofore including the requirements necessary to achieve purpose of this work. Comply with product or service manufacturer’s recommendations.

.4 Provide sufficient access points and monitoring points so that the Owner’s Representative is satisfied that the abandoned storm sewer and watermain have been completely filled with low-density concrete and that there are no voids in the fill concrete. If required, pump out any water from the abandoned pipeline so that the quality and performance of the placed low-density concrete is not compromised in any way.

.5 Provide ongoing quality control testing during placing the low density concrete, including two test cylinders per 25 m3 placed for 3 and 28, or 7 and 28, day compressive strength testing, to be carried out by an accepted independent testing firm at the Contractor’s expense.

.6 Carry out the work described in sections 1.1, 1.2 and 1.3 of this supplementary specification and elsewhere in the Contract documents, employing competent workers equipped with suitable tools and plant, to the satisfaction of the Owner’s Representative, including submitting neatly marked up drawings and other information to the Owner’s Representative for record purposes.



END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTER SECTION 03305 AND SEWAGE PUMP STATION CONCRETE WATERPROOFING PAGE 1

ITT PS08037 Walter Francl Architecture Inc. / 162178 May 2008

1 GENERAL

1.1 Summary

.1 Provide a concrete admixture where indicated that when added to plastic mix will permanently waterproof, water reduce and air entrain hardened concrete by way of chemically promoting total hydration through a catalyst form of water bearing crystals.

.2 Provide written materials, concrete mix design and site services necessary to complete the installation as specified.

1.2 Related Sections

.1 03300 Cast-in-Place Concrete.

1.3 References

.1 CAN/CSA-A23.1-00 Concrete Materials and Methods of Concrete Construction.

.2 CAN/CSA-A23.2-00 Methods of Test for Concrete.

.3 CAN/ CSA-A23.3-94 Design of Concrete Structures.

1.4 Definitions

.1 Testing agency: Testing agency responsible to Owner.

1.5 Qualifications

.1 Manufacturer’s Qualifications: Product shall have a history of ten years of successful use and must be accompanied by a list of job sites of a similar nature.

.2 Installer Qualifications: The addition of KIM to pre-approved mix design shall be by a concrete ready-mix supplier approved by the manufacturer or by a non-approved ready-mix supplier or contractor under direct supervision of an independent materials engineering company.

.3 Admixture: Design concrete mix in accordance with standard recommended practices for selecting proportions for concrete, ACI – 221. Add KIM to pre-approved plastic mix design at a rate of two percent of cementitious content at ready-mix plant or job site.

.4 Concrete waterproofing admixture shall be tested in accordance with general recommendations of latest proposed drafts of the National Standards of Canada, CAN/CSA A266.1-M (ASTM C494 Type D), water-reducing, set retarding and strength-increasing admixtures for concrete.

1.6 Submittals

.1 Submit in accordance with Section 01300 Submittals.

.2 Product Data: Manufacturer’s descriptive product literature of detail specifications, available performance test data, and instructions for additive addition.

.3 Certificates: Prior to delivery of materials submit the following:



.1 Certificates of Conformance: Manufacturer’s certification materials meet specifications.

.2 Laboratory Test Reports: Copies of test reports specified or in reference publications. Test reports shall be accompanied by certificates from manufacturer certifying previously tested material is of same type, quality, and manufacture and make as proposed for project.

1.7 Delivery and Storage

.1 Deliver materials in unbroken original packages bearing manufacturer’s name, brand designation, batch number and date of manufacture.

.2 Store materials in a dry storage area and prevent contact with moisture.

2 PRODUCTS

2.1 Manufacturers

.1 Subject to compliance with specifications the following manufacturers and products are acceptable:

.1 Xypex Chemicals (Canada) Ltd.

.1 Xypex Admix C-500.

.2 Kryton International Inc., T: (604) 324-8280 or approved alternative.

.1 KIM (Krystol Internal Membrane) waterproofing admixture.

2.2 Components

.1 Cementitious admixture: cement, quartz silica and other chemicals which promote complete crystal hydration growth of concrete, free of oils, stearates, chlorides and sodium based products. Manufacturer shall certify, in writing, the absence of these materials.

.2 Waterstop slurry: Cementitious powder containing high growth organic producing chemicals with ability to grow and penetrate a minimum depth of four inches in both directions from coated surface.

.3 Waterstop: KIM Waterstop as per Krystol Specification #3, which consists of the cementitious waterproofing compound, KIM Waterstop Slurry,

.4 Construction Joint/ Waterstop Cap: KIM Waterstop Grout, Krystol T1/T2, Krystol Bari-cote and Krystol Plug.

.5 Grouting Mortar at Cold Joints and Cracks: Compatible with cementitious crystal producing chemicals, containing no chlorides or artificial accelerators, non-shrink, non-toxic, fast setting (initial 25 minutes) containing high growth organic chemicals.



3 EXECUTION

3.1 Examination

.1 Examine areas to receive concrete waterproofing with Installer present.

.2 Correct unsatisfactory conditions.

.1 Start of work indicates acceptance of conditions as suitable for a satisfactory installation.

3.2 Preparation

.1 Review manufacturer’s printed instructions and recommendations.

.2 Install Krystol Waterstop block out using wood spacers to required size of 45mm x 45mm (tapering to 35 mm). Remove block out strip when forms are removed and fill with dry mix of KIM Waterstop Grout.

.3 Ensure admixture is in addition to total weight of cementitious content. Add in accordance with manufacturer's written instructions.

.4 Mix admixture for a minimum ten minutes.

3.3 Installation

.1 Brush coat construction joints, cold joints, and slab joints, with KIM Waterstop Slurry at a rate of 1 kg per square meter to produce an even film of uniform thickness as recommended by manufacturer. Ensure edges, corners and crevices receive an adequate thickness of slurry coating.

.2 Treat construction joints with coat of KIM Waterstop Slurry at manufacturer’s recommended rate.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTER SECTION 03330 AND SEWAGE PUMP STATION ARCHITECTURAL CONCRETE PAGE 1


1 GENERAL

1.1 Summary

.1 Provide architectural concrete, formwork and accessories for a complete system as indicated and specified.



.2 05500 Metal Fabrications.

.3 07410 Metal Panel Cladding System.

.4 08900 Louvers and Vents.

.5 08920 Aluminum Curtain Wall.

1.3 References

.1 Materials and execution of plain and reinforced concrete work shall conform to the current edition of the following standards.

.2 ASTM C156-05, Standard Test Method for Water Retention by Concrete Curing Materials.

.3 ASTM C260 06 Standard Specification for Air-Entraining Admixtures for Concrete.

.4 CAN/CSA A 5 Portland Cement.

.5 CAN/CSA A 23.1 M94 Concrete Materials and Methods Of Concrete Construction.

.6 CAN/CSA A23.2 Methods of Test for Concrete.

.7 CAN/CSA S 269.3 Concrete Formwork.

.8 Industrial Health and Safety Regulations (latest edition) of Workers Compensation Board (WCB).

.9 Master Painters Institute, Recommended Practices - Abrasive Blasting.

1.4 Definitions - Sand Blast Finishes

.1 SFI (Brush): Removes surface dirt and stains to give surface a uniform appearance.

.2 SF2 (Light): Exposes some of fine aggregate as well as removing surface dirt and stains. Depth of cut shall not exceed 1.5mm (1/16 in.).

.3 SF3 (Medium): Exposes top faces of the coarse aggregate faces near surface. Depth of cut shall not exceed 5mm (3/16 in.).



.4 SF4 (Heavy): Exposes more of coarse aggregate particles near surface. Depth of cut shall not exceed 10mm (3/8 in.).

1.5 System Description and Performance Requirements

.1 Formwork Design (General): Follow standards of appearance as indicated by detailed drawings of typical elements, showing systematically placed tie locations, form joint locations, rustication strip locations and special formwork materials.

.2 Formwork Design (Liquid Head): Liquid head concrete forming and placing techniques utilizing coil type ties and increased strength formwork support systems are a requirement of this section in order to achieve desired appearance of architectural concrete, for elements of the structure exceeding 1200mm (4 ft.) in height.

.3 Formwork Design (Architectural Requirements): Architectural concrete formwork patterns are shown on architectural drawings.

1.6 Submittals


.2 Shop Drawings:

.1 Design and prepare detailed drawings showing the proposed forming for different elements of the structure. Submit a minimum of thirty (30) days prior to relevant phase of work.

.2 Drawing Scale: Minimum 3mm (1/8 in.) scale for elevations, and 6mm (1/4 in.) for details. Show typical details and non typical areas. Indicate locations where typical details will be used.

.3 Ensure patterns of individual forming panels, rustication bands, tie locations and construction joints are reflected in Shop Drawings, and are read in conjunction with structural requirements showing configurations, dimensions and reinforcing as detailed on structural drawings and specified in structural sections of Division 3.

.4 Indicate the following principal items:

.1 Type of forming materials, blockouts and bulkheads and methods of fixing.

.2 Location of joints in forming material.

.3 Location of construction and expansion joints.

.4 Location and type of ties and cones.

.5 Location of rustication strips and method of fixing.

.6 Shoring locations and details.

.5 Include detailed description of exact construction methods proposed to be used in work, sealing forms between construction joints, and texturing of architectural surfaces.



.3 Samples: Submit the following:

.1 Forming materials:

.2 Gaskets, sealing materials and form jointing system.

.3 Ties and cones.

.4 Rustication strip material.

.5 Form release agent.

.6 Cone hole plugs.

.7 Chairs and spacers.

1.7 Quality Assurance

.1 Inspection and Testing:

.1 Sampling, testing and inspection will be carried out by the pre-approved Testing Agency selected and paid for by Contractor, acceptable to Owner and Consultant.

.2 Work will be carried out in conformance with CSA A23.1.

.2 Pre-installation Conference: Conduct a pre-installation conference on the site with the Installer and Consultant pre-sent. Examine reviewed Shop Drawings to ensure layouts are as intended and review conditions that may be detrimental to a satisfactory installation.

.3 Mock up:

.1 Prior to placing Architectural Concrete, provide mock-up in accordance with CSA A23.1 Section 27

.2 Consultant will examine appearance of Architectural Concrete including surface finish, details, tie holes, jointing, assembly reveals and alignment architectural elements.

.3 Locate mock in area that will not be exposed in the final work. Location is subject to Consultant’s approval.

.4 Mock up may remain in place as part of the finished work upon Consultant’s approval.

2 PRODUCTS

2.1 Materials

.1 Colored Concrete: for colored concrete mix, design and color sample submittals refer to Section 03300 Cast-in-Place Concrete.

2.2 Formwork

.1 Forms for architectural concrete: Build forms of such materials and in such a manner that they are completely rigid and strong enough to withstand without deflection, movement or leakage,



the high hydraulic pressures which result from rapid filling and heavy frequency vibration. All materials shall be new at start of work.

.2 Formply, standard 17.5mm (11/16 in.) or 19mm (3/4 in.) thick, sanded, fir plywood, resin sealed and urethane coated face, back and edges sealed including cut edges.

.3 Overlay Plywood: 17.5mm (11/16 in.) or 19mm (3/4 in.) Fir plywood with phenolic resin impregnated cellulose fiber sheet bonded on face. Back and all edges sealed.

.4 Column Forms: Rectangular longest dimension 1200mm (4 ft.) or under: Forms for rectangular columns shall have no interior ties and shall be steel forms without damage or flaws at the start of each pour, new or as new at start of work. Formwork selected must be used for all rectangular columns. Columns with a dimension greater than 1200mm (4 ft.) shall be formed as for walls.

.5 Column Forms: (Round): Steel Forms - with no horizontal joints and with no visible vertical seams apparent on stripped concrete.

.6 Beams: Overlay plywood with no ties used on exposed portions of beams.

2.3 Formwork Accessories

.1 Fasteners for Formwork and installation of rustication strips, bands, reglets and reveals shall be galvanized or approved non-corrosive steel materials.

.2 Form Ties: 6mm (1/4 in.) snap ties, equipped with 32mm (1-1/4 in.) face diameter cones which provide a one and one half 38mm (1-1/2 in. ) break-back. See drawings for locations and patterns of cones.

.3 Coil Ties: 13mm (1/2 in.) coil ties, equipped with 32mm (1-1/4 in.) face diameter cones which when removed provide a 38mm (1-1/2 in.) recess to receive snap plugs. See drawings for locations and patterns of ties and cones. Burke, Dayton, Superior or approved alternative.

.4 Form Ties for Extra Support Areas: Shall be 10mm (3/8 in.) diameter she bolts complete with cones with 32mm (1-1/4 in.) face diameter. See drawings for locations and patterns.

.5 Forming Hardware: Compatible forming hardware system that will maintain wall thickness tolerances as specified under proposed placing and forming methods, such as lift placing using snap ties or liquid head placing utilizing coil ties.

.6 Rustication Bands and Strips (Expansion Joints): Non-absorbent material, extruded polyvinyl chloride, plastic, or milled from good quality lumber and well-sealed to prevent moisture absorption.

.7 Stripping Gaskets: Resilient rectangular material non-absorbent and non-staining at junctions of formwork and at junctions for forms with columns and beams as required to permit removal and re-use of formwork without damage.

.8 Form Gaskets: 3mm (1/8 in.) or as required to suit conditions, adhesive backed foam tape, Burke or approved alternative. (For connection of gangform components such as beam side to beam soffit.)



.9 Backer Rod: 10mm (3/8 in.) diameter polyethelene or urethane foam. Rodofoam or approved alternative for insertion into pre-grooved form panel edges to prevent leakage between individual plywood forming components.

.10 Waterstop: Construction and expansion joint, vertical and horizontal beam or wall application 100mm (4 in.) or 150mm (6 in.) P.V.C. extruded waterstop size to suit conditions.

.11 Joint Filler: (expansion joints all locations) Rodofoam G.R. meeting A.S.T.M. 1752 Type I thickness as detailed.

.12 Tie Hole Plugs: Plugs shall be concrete, flat color matched concrete to be installed 6mm (1/4 in.) recessed with concrete surface.

.13 Epoxy Adhesive: As recommended for use by concrete plug supplier.

.14 Form Release Agent: Chemical non-staining release agent which will not affect architectural concrete surface. Use release agent in accordance with manufacturer's recommendations. Burke Release, Noxcrete or approved alternative.

.15 Form Sealer: Formfilm, by W.R. Grace Company, or approved alterative.

2.4 Accessories

.1 Chairs and Spacers: Solid concrete, special made and color matched to architectural concrete.

.2 Fasteners: Non-corrosive nails or screws. Rustication and reveal strips: screw applied with heads countersunk and filled.

.3 Reglets: Type I Springlock Flashing Reglet for casting into concrete manufactured from 24 gauge galvanized steel or P.V.C. Plastic for concealed locations and .020 stainless steel for exposed locations as manufactured by Westex Manufacturing Ltd., Vancouver, B.C. or approved alternative.

.4 Curing Compound: Clear resin based curing compound Burke Res-X or approved alternative.

.5 Sandblasting Sand: To be 'Target' industrial fine sand or approved alternative.

.6 Concrete Sealer: Clear, methyl methacrylate formulation that shall not adversely affect concrete color. WR-8, as manufactured by Albert Chemicals, or M-6-50-8 as manufactured by Whiteroc Coatings and Adhesives Corp.

.7 Repair Materials:

.1 Bonding Agent shall be Duraweld-C or approved alternative.

.2 Cement types and aggregates shall be determined by job site mix.

.3 Other materials proposed for use will be considered based on successful performance based on prototype construction.

2.5 Fabrication

.1 Design engineering and construction formwork.



.2 Formwork shall be designed by a WorkSafeBC approved engineer to WCB Standards. Submit proof of designer’s WCB approval upon request.

.3 Construct formwork to shape, lines and dimensions of architectural concrete members. Spacing of studs, ties and other supporting members shall be such to support maximum pressure imposed by the wet concrete (mix) of both conventional lift type and liquid head placement techniques.

.4 Final concrete surfaces shall conform to tolerances as specified.

.5 Seal joints between gang form units with non-absorptive foam tape or other approved means and between individual plywood panels with specified backing rod set in pre-grooved panel edges.

.6 Locate rustications where shown on drawings. Locate form ties as shown on drawings. Use stripping gaskets at junctions of forms and forms to beams and columns to facilitate stripping and re-use of forms without damage. Seal cut edges of plywood after pre-grooving.

.7 Fabricate forms tight to prevent loss of mortar. Corner chamfer strips are not allowed, making mandatory especially tight well designed corners of the forms. Provide girts and blocking behind plywood butt joints not backed.

.8 Gaskets:

.1 Use form gaskets at loose joints where tolerances of adjacent panel members are such that leakage cannot be avoided.

.2 Use foam tape form gaskets principally at the following locations:

.1 Locations of abutting plywood components use foamed backing rod.

.2 Locations of abutting gang forms use foam tape thickness to suit.

.3 Junctions between forms, such as beam sides to soffits use foam tape thickness to suit.

.9 Camber formwork compensate for construction deflections plus deadload deflections. The Contractor shall confer with the Consultant to determine the correct amount.

.10 Frame openings in walls, parapets, beams, floor and roof slabs where indicated on the drawings. Locate temporary openings in formwork for cleaning and inspection on side of forms where concrete surface will be concealed on completion.

.11 Generally place ties symmetrically about any section and from each end and also symmetrically with plywood sheets. Locate form ties in a uniform pattern as indicated, with one row of ties located above and below construction joints.

.12 Where additional ties are needed but are out of sequence with approved tie pattern, use approved break back tie without sleeve or cone.

.13 Design and install ties to prevent the loss of paste or moisture. Keep ties left in concrete a minimum of 38mm (1-1/2 in.) back from concrete surface. Tie Systems shall not leak. Grease



form tie bolts using silicone grease to facilitate removal without spalling concrete. Remove ties and cones with a special tool as recommended by the manufacturer.

.14 Snap ties will be permitted on forming of structural elements not exceeding 1200mm (4 ft.) in height. Use coil ties on forming systems exceeding 1200mm (4 ft.) in height> Specially design formwork to withstand increased pressures of liquid head placing techniques utilized with coil ties.

3 EXECUTION

3.1 Preparation

.1 Review finalized Shop Drawings for location of expansion and control joints prior to fabrication of forms.

.2 Ensure Consultant has approved location of joints and location and shape of battens to be used in each type of joint.

.3 Ensure mock up has been approved.

3.2 Tolerances

.1 Construct formwork and finish concrete so concrete surfaces conform to tolerance limits specified. Failure to comply with these limits will result in the Contractor, at his expense, filling and/or grinding the sub-standard surfaces, or if the Consultant deems this impossible, remove concrete section not meeting tolerances and reconstruct at no expense to the Owner.

.2 Slabs, stairs, landings, and areas where detailed, shall have positive slopes to drains sufficient to provide complete water drainage with no ponding.

.3 Variation from plumb:

.1 In any ten (10) foot height or height of beam: 3mm (1/8 in.)

.2 Maximum for entire, height (floor to floor non-accumulating): 13mm (1/2 in.)

.4 Variation from level or from grades specified:

.1 Soffits or top surfaces of slabs, beams, parapets and planters.

.1 In any ten (10) foot length: 5mm (3/16 in.)

.2 In any bay or twenty (20) foot length: 6mm (1/4 in.)

.3 Maximum for entire length: 13mm (1/2 in.)

.5 Top surfaces of beams, parapets, planters and arises:

.1 Across width: 3mm (1/8 in.)

.6 Deviation from round: Out of round: 6mm (1/4 in.)



.7 Cross-section dimensions: Beams, columns, walls (thickness): -3mm (-1/8 in.) to +5mm (+ 3/16 in.)

.8 Slabs (thickness): -3mm (-1/8 in.) to + 6mm (1/4 in.)

.9 Horizontal location dimensions: Maximum deviation from required dimension to nearest grid.

.1 0 ft. to 1 ft.: 3mm (1/8 in.)

.2 1 ft. to 5 ft: 6mm (1/4 in.)

.3 5 ft. to 15 ft.: 13mm (1/2 in.)

.4 15 ft. to 30 ft.: 16mm (5/8 in.)

.5 30 ft. to 100 ft.: 19mm (3/4 in.)

3.3 Reinforcing

.1 Clearances between rebar and formwork, structure, or ground are scheduled on structural drawings.

.2 Cut tie tie-wires as close as possible to reinforcing and bend into or behind bars so concrete placement will not force wire end into outer layer of concrete cover.

.3 Support reinforcing cages using custom colored solid concrete chairs adequately spaced to prevent deflections and reductions in distance between steel and face of forms.

3.4 Construction and Expansion Joints

.1 Locate construction and expansion joints only where shown on drawings or where specifically indicated or approved by Consultant. Generally on grid lines for vertical construction joints, as specifically detailed for expansion joints, and as indicated on reviewed Shop Drawings for horizontal construction joints.

.2 Use tapered reveal strips (battens) at vertical and horizontal expansion joints, with both locations and shape of batten to be pre-approved by the Consultant prior to installation on forms. Use to provide crack control on wall sections and space as indicated with locations being pre-approved by Consultant prior to installation on forms.

.3 Ensure reveal strips produced by battens continue up and over and down walls, parapets, and around corners with neatly mitered joints. If in doubt about termination point for battens contact Consultant. Place reveal strips on both sides of walls. Locate horizontal and vertical rustication strips as shown on drawings and confirmed on reviewed Shop Drawings.

.4 Expansion Joints: (vertical and horizontal, walls and slabs): Space for joint filler, backing and caulking or neoprene compression seals and water stop as per details on Architectural Drawings and as specified. Wire free ends or flanges to rebar at minimum 600mm (2 ft.) on centre to prevent displacement by concrete. Heat weld joints using manufacturer's approved fused welding tool.

.5 Construction Joints: Locate vertical and horizontal construction joints in external walls with P.V.C. extruded water stop installed and wired at rebar at a minimum of 600mm (2 ft.) on centre



to prevent displacement by concrete. Heat weld joints using manufacturer’s approved fused welding tools.

3.5 Form Release Agent

.1 Shall be applied to all surfaces in contact with the finish face of architectural concrete. Apply minimum two full coats of approved coating.

.2 After assembly and immediately prior to erection, apply form release agent to all formwork. Allow release agent to completely dry before placing concrete.

3.6 Preparation Prior to Concrete Placing

.1 Prior to placing concrete all reinforcement and inserts shall be secured in position and approved by the Consultant or his representative. Inserts shall be treated and constructed so as not to adversely affect architectural concrete.

.2 Plug and caulk cracks, slits, holes, gaps and apertures in forms, wherever located, with material sufficient to withstand pressures and remain completely watertight.

.3 Seal forms at joints with specified gasket materials, such as foam rod and foam tape. Provide adequate means of maintaining a leak-free seal during concrete placement by using inserts or ties in existing concrete adjacent to construction joint.

.4 At horizontal and vertical construction joints the contact surface of the form shall overlap hardened concrete of the previous placement by a minimum amount to pick up the anchorage. Forms shall be securely held against hardened concrete to prevent offsets or mortar loss.

.5 Provide runways for moving equipment with legs so loads are carried directly to formwork, not reinforcing.

.6 Design and place shoring so load from successive parts of structure is transmitted directly through falsework to adequate support, without creating bending or shearing stresses in concrete.

.7 Do not remove beam soffit supporting forms, shoring or slab shoring until members have acquired sufficient strength to support their own weight and construction live loads with a safety factor of not less than two.

.8 Provide for adjustments of shores and settlement that occurs during concreting.

.9 Anchor formwork to shores or supporting members so vertical and lateral movements are prevented during concreting. Construct forms to permit removal without disturbing shoring.

.10 Thoroughly recondition and recoat forms with a non-staining form release agent prior to each use. Any damage to formwork during placing, removal or storage shall be completely repaired, and approved by the Consultant. Do not use formwork with repairs or patches which would have adverse effects on concrete finishes. Store formwork and form materials as required, to preclude any damage or distortion.

.11 Clean formwork extraneous loose material by compressed air and thoroughly wet immediately prior to placing of concrete. Make provisions for sufficient equipment available to allow for these procedures which will be strictly enforced.



3.7 Concrete Placement and Consolidation - General

.1 Perform concrete placing and consolidation in accordance with CAN/CSA A23-1.

.2 Hot and cold weather concreting: The requirements of CSA 23.1, Sections 16 and 17 shall apply with the exception that under no circumstances shall calcium chloride or other additives be added to the approved mix for concrete.

.3 Do not place concrete in unit of work before formwork is complete, reinforcement secured in place, built-in items in place, form ties at construction joints tightened, and work inspected. Prior to initial pour of each type of element, ensure formwork is reviewed by Consultant to ensure quality and standards of mock-up are maintained on finished work.

.4 Keep a record of time and date of placing of concrete in each portion of the building. Records shall be available for Consultant's inspection and approval.

.5 Carry on concreting as a continuous operation until section of approved size and shape is completed. Cut-offs and construction joints shall be as per approved detail and location.

.6 Provide Consultant with twenty-four (24) hours notice prior to concrete placement.

.7 Provide such equipment and shall employ only those methods and arrangements of equipment which will reduce to a minimum separation of coarse aggregate from the concrete. Select equipment for its ability to handle concrete of lowest slump that can be consolidated by means of vibration after placement.

3.8 Placement

.1 Deposit concrete as nearly as practical directly in its final position and do not cause it to flow such that lateral movement will cause segregation of course aggregate mortar or water from concrete mass.

.2 Overhead cranes with buckets, pumps, conveyors or buggies will generally be acceptable.

.3 Re-tempering of mix which has partially set is prohibited.

.4 Place concrete in forms not more than 1-1/2 hours after water is added to the mixture. Place no concrete when sun, wind, heat or limitations of provided facilities will prevent proper finishing and curing.

.5 Clean transporting and handling equipment at frequent intervals and thoroughly flush with water before and after each day's run. Discharge of wash water into forms is not permitted.

.6 When depositing in vertical sections greater than five (5) feet deep a tremie shall be placed between the reinforcing steel to a depth so that the freefall of concrete will not exceed five (5) feet. For liquid head placing there is no restriction on lift heights, but formwork and accessories must be designed for increased pressures and mortar leakage tendency.

.7 Deposit concrete vertically in its final position. Horizontal layers deeper than 600mm (24 in.) is not permitted for lift type concrete placing. Placing procedures permitting escape of mortar or the flow of concrete itself is not permitted.



.8 Take special care to completely fill forms by depositing as near final position as possible, and to force concrete under and around reinforcement without displacement. After deposited concrete has taken initial set, exercise care to avoid jarring forms or placing strain on ends of projecting reinforcement.

3.9 Consolidation

.1 Plunge vibrators in concrete rapidly to minimize entrapped air between concrete and forms and thoroughly blend layers, of previously placed and new concrete.

.2 Remove vibrator from concrete with a pumping action to break up and release air entrapped between concrete and forms. Minimum spacing of vibrator insertions shall be in accordance with manufacturer's recommended radius of influence.

.3 Provide a minimum of three (3) vibrators at pour site, during architectural concrete placing. Vibrators: 180 cycle, 64mm (2-1/2 in.) diameter, minimum frequency 9,000 impulses per minute with amplitude no less than 0.040 inch, to a maximum of 12,000 impulses per minute with an amplitude not less than 0.075 inch. Smaller vibrator heads may be approved by the Consultant to satisfy conditions where required.

.4 Vibrator heads shall not come within 64mm (2-1/2 in.) of architectural concrete face. In the event during placing operation there is a delay of more than fifteen (15) minutes, manipulate previous lift with vibrators just prior to placement of fresh concrete.

3.10 Stripping and Protection

.1 General: Cure architectural concrete in accordance with CSA Standard A23.1 and as follows:

.2 Form Removal:

.1 Design forms to permit removal without damaging architectural finish.

.2 Do not remove forms until concrete has attained sufficient strength to permit removal with safety.

.3 Protection:

.1 Protect architectural concrete from any damage by the elements and defacement of any nature during construction operation. Suitably protect corners and surfaces subject to possible damage with boards or hoardings.

.2 Make adequate provision to keep exposed concrete free from laitance caused by spillage, leaking forms or other contaminants. In no event shall laitance be allowed to penetrate, stain or harden on surfaces which have been sandblasted.

.3 Adequate protection shall be given to exposed reinforcing steel in architectural concrete to prevent staining of surfaces of concrete due to rust and corrosion. If rust or corrosion does occur remove it immediately to avoid permanent staining.

3.11 Curing

.1 Do not use curing methods which could impair the appearance of architectural concrete surfaces.



.2 Cure concrete for a period of not less than ten (10) days by one of the approved methods specified. During this curing period no part of the concrete shall be permitted to become dry even for a short while. Apply curing medium so as to prevent checking and cracking of concrete surface immediately after placing and maintain so as to prevent loss of water from concrete for the duration of the curing period.

.1 Protect fresh concrete from:

.1 Heavy rains, flowing water, and mechanical injury.

.2 Injurious action of the sun.

.3 Methods of Curing: If cured with water, keep concrete wet by mechanical sprinklers or by other approved methods which will keep surfaces continuously wet.

.4 Concrete surfaces which are to receive future concrete poured against them, shall be cured by a method which will not reduce the surface bond. The Contractor shall submit to the Consultant for approval at least thirty (30) days before the date of first application full details of the proposed methods of curing.

.5 If curing compound is used apply in strict accordance with manufacturer's instructions immediately following form removal.

3.12 Unformed Finishes – Designated As Architectural Concrete

.1 Tops of Walls, Exposed Beams, Parapets and Planters:

.1 Screed to elevations and sill slopes as required, and hand trowel, with wood or rubber float to tolerances specified to receive sandblasting.

.2 Stairs, Ramps and Slabs, Top of Beams & Walls:

.1 Do not start troweling until after concrete has passed initial set and sheen from the surface has gone. Continue troweling to produce smooth surfaces with abrupt irregularities no greater than 1/16 in. planeness as specified.

.3 Slabs:

.1 Screed interior and exterior slabs that are to receive waterproof membrane, bull float and power float to produce smooth surfaces with abrupt irregularities no greater than 3mm (1/8 in.) and planeness of 10mm (3/8 in.) in 3m (10 ft.)

.4 Grind areas not complying with specified tolerances until tolerances are met, using power grinding equipment suitable for the intended purpose.

3.13 Formed Finishes

.1 Sandblast as stripped. Remove projections and fins greater than 1.5mm (1/16 in.) Fill flush voids larger than 6mm (1/4 in.) using technique described in article Repairs to Defects below.

3.14 Abrasively Blasted Finishes

.1 Protect concrete surfaces to receive waterproofing membrane from sandblasting.



.2 Perform sandblasting no sooner than twenty-one (21) days after casting. Equip each worker with air fed helmets. Provide suitable enclosures for collecting grit and dust from sandblasting operation. Sandblasting operations shall conform to existing codes and regulations.

.3 Carry out sandblasting prior to installation of ductwork, mechanical and electrical work where possible. Carry out sandblasting in a continuous operation for a given area, using the same personnel to completion.

.4 Nozzle: Venturi type, tungsten carbide or norbide, 10mm (3/8 in.) or 11mm (7/16 in.) diameter. Maintain a uniform nozzle pressure between ninety (90) and one hundred (100) psi at all times. Use rotary type compressors. Diameter or air lines and hoses shall be in accordance with recommendations of manufacturer of equipment used in the work. Abrasive used shall not adversely affect color of finished work.

.5 Mask and properly protect all inserts and other items, as required from abrasive blasting.

.6 Sandblasted Finish – (SB-1): Abrasive blast areas designated on drawings and finish schedule to have a sandblasted finish to produce uniform appearance similar in all respects to sandblasted finish of prototype sample panels approved by Consultant.

3.15 Repairs to Defects

.1 Areas to be repaired shall be determined by the Consultant, and shall not exceed two (2) square feet for each one thousand (1,000) square feet of surface area, and shall be widely dispersed. Repairs shall match the surrounding area. Architectural concrete requiring repair in excess of above standard is subject to rejections by the Consultant and subsequent removal and replacement with new work at no additional cost to the Owner.

.2 Before commencing any repair work the Contractor shall confirm repair procedures with the Consultant and establish by trial mix the formula required. The Contractor shall demonstrate his repair techniques on the prototype.

.3 The following are key steps to making a repair to architectural concrete:

.1 Prepare the area to be repaired. This should include achieving the desired finish in the surrounding area. Remove loose particles and chip out part of the sound concrete to avoid weather edge repairs.

.2 Proportion repair mix by weight according to same proportions used in concrete mix but substitute a portion of white cement for grey cement. Base mixture on tests to determine what is required to match the finished surface.

.3 Apply a coat of bonding material to the root of the areas to be repaired being careful to avoid dripping on any surface to be exposed.

.4 Fill in area to be repaired and brush it out to match the surrounding area.

.5 Cure the repaired area and clean repaired area to remove laitance and match the surrounding area.

.4 Carry out repairs under Consultant’s direction. Cut out of loose honeycombs and square off edges during preparation. Soak area to be repaired with water. Place a stiff, color matching mortar, in voids, strike flush with wood float and texture as required for the finish indicated.



.5 Specially formulate repair mortar mix and match colored mortar. Mortar: non-shrink with twenty eight (28) day strength of five thousand (5,000) p.s.i.

.6 Limit the quantity of mixing water to that necessary for handling and placing. Mix repair mortar in advance and allow to stand, frequently manipulating with a trowel and without addition of water, until it has reached the stiffest consistency that will permit placing. Use a mixture of one part bonding agent, to four parts water.

.7 Consolidate repair mix into place and strike off leaving the repaired area slightly higher than the surrounding surface to permit initial shrinkage. Leave the repair undisturbed for at least one hour before texturing. Keep repaired area damp for seven days.

.8 Uses sponges or wood floats when finishing repairs to be left exposed. Do not use metal tools in finishing repaired areas to be left exposed. Perform repairing of architectural concrete after concrete is textured, except repair honeycombed or other areas determined by the Consultant immediately after form removal.

.9 Grinding will be permitted to correct irregularities of plane in concealed areas only.

.10 Prior to sandblasting install concrete plugs in interior exposed tie cone holes, recessed 6mm (1/4 in.) from concrete surface in accordance with manufacturer's directions.

.11 Seal exposed tie ends in cone holes with 6mm (1/4 in.) of caulking on exterior architectural concrete exposed to weather.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTER SECTION 03350 AND SEWAGE PUMP STATION CONCRETE FINISHING PAGE 1


1 GENERAL

1.1 Summary

.1 Provide finishing for surfaces not designated for architectural concrete finish.

.2 Finish slabs-on-grade, monolithic suspended floor slabs, concrete toppings, vertical concrete surfaces as indicated, scheduled and as specified.

.3 Provide surface treatment with concrete hardener, sealer, and slip resistant coatings as indicated and specified.

.4 Provide finishing of sidewalks, ramps, and service room stairs.

.5 Coordinate the work with concrete floor placement and concrete floor curing.

.6 Provide landscape finishes as indicated and specified.


.1 03100 Concrete Formwork.

.2 03200 Concrete Reinforcement.


.4 03363 Coloured Polished Concrete Finish.

.5 07900 Joint Sealers.

1.3 References

.1 Vancouver Building By-law, 2007.

.2 CSA-A23.1-04, Concrete Materials and Methods of Concrete Construction.

.3 ASTM E1155/E1155M, Determining F Floor Flatness and F Floor Levelness Numbers.

1.4 Submittals


.2 Product Data: Provide data on concrete hardener, sealer, and slip resistant treatment, compatibilities, and limitations.

.3 Maintenance Data: Provide data on maintenance renewal of applied coatings.


.1 Use installers with a minimum of three (3) years experience finishing concrete.



.2 Polished Concrete Floor Finishers shall be experienced in the successful execution of similar concrete polishing and finishing systems over a minimum period if five (5) years prior to award of this contract. Provide to Consultant documentation of such evidence.

.3 Mock-ups:

.1 Construct mock-up areas under conditions similar to those which will exist during actual placing, with coatings applied.

.2 Coordinate locations and sizes of mock-up areas with Consultant.

.3 Prepare one 3m x 3m (10 ft. x 10 ft.) mock up of each of the following:

.1 Floor Finish Areas: Prior to placing concrete floor slabs, construct mock-up areas of following floor finishes on site for Consultant’s approval:

1. Smooth trowel finish;

2. Non-slip surface finish - to stairs and landings;

3. Tactile warning surface to landings at top of stair flights;

4. Concrete paving including saw-cut joints and finish as specified.

.4 Approved mock-ups shall be acceptable quality standard for remainder of work and may remain as part of the Work upon Consultant’s approval.

1.6 Pre-Installation Conference

.1 Convene one week prior to commencing work of this section.

.2 Review conditions, installation procedures, schedules and coordination with other work.

.3 Review requirements of Section 01560 Construction Waste Management.

1.7 Delivery, Storage and Handling

.1 Deliver materials to project site in original, factory-sealed, unopened packaging bearing manufacturer's name, seals and labels intact and legible with following information.

.1 Name of material;

.2 Manufacturer's stock number and date of manufacture;

.3 Material safety data sheet;

.4 CSA or other references to acceptable standards clearly indicated.

.2 Arrange delivery and storage on the site with General Contractor and schedule deliveries accordingly. Deliver material as required for installation keeping site storage to a minimum.

.3 Provide equipment necessary for off-loading of materials to complete the work.



.4 Protect materials from damage, weather and store in a dry place.

.5 Handle materials and equipment in accordance with manufacturer’s recommendations and WHMIS regulations and Data Safety sheets.

.6 Remove damaged or deteriorated materials from site for recycling.

1.8 Waste Management

.1 Separate and recycle waste materials in accordance with Section 01560 Construction Waste Management.

.2 Collect and separate for disposal packaging material in appropriate on-site bins for recycling in accordance with Waste Management Plan.

.3 Place materials defined as hazardous or toxic in designated containers.

.4 Divert unused metal and wiring materials from landfill to metal recycling facility as approved by Consultant.

.5 Divert unused concrete materials from landfill to local facility as approved by Consultant.

.6 Dispose of unused hardener and sealer material at an official hazardous material collections site as approved by Consultant.

.7 Do not dispose of unused hardener and sealer material into sewer system, into streams, lakes, onto ground or in any other location where it will pose health or environmental hazard.

.8 Fold up metal banding, flatten and place in designated area for recycling.

.9 Ensure emptied containers are sealed and stored safely for proper disposal.

.10 Return wooden pallets to supplier for recycling. Return surplus materials to manufacturer for recycling or dispose of in accordance with federal, provincial and municipal regulations.

.11 Separate corrugated cardboard in accordance with the Waste Management Plan and place in designated areas for recycling.

.12 Use trigger operated spray nozzles for water hoses.

.13 Return solvent and oil soaked rags for contaminant recovery and laundering or for proper disposal.

.14 Use the least toxic sealants necessary to comply with the requirements of this section.

.15 Close and seal tightly all partly used sealant containers and store protected in well ventilated fire-safe area at moderate temperature.

.16 Place used hazardous sealant tubes and other containers in areas designated for hazardous materials.



1.9 Project Conditions

.1 Environmental Requirements: CSA-A23.1-00 - Curing and Protection, including hot weather protection and cold weather protection.

.2 Temporary Lighting: Minimum 200 W light source, placed 2.5 m above the floor surface, for each 40 sq m of floor being finished.

.3 Ventilation: Sufficient to prevent injurious gases from temporary heat or other sources affecting concrete.

1.10 Manufacturer’s Representative

.1 At no cost to Owner, provide services of manufacturer’s trained concrete technician to provide direction and guidance during installation of mock-ups and during initial periods of installation. Provide three (3) days notice to manufacturer prior to initial use of products specified in this section.

2 PRODUCTS

2.1 Materials

.1 Formwork Materials: To Section 03100 Concrete Formwork.

.2 Concrete Materials: To Section 03300 Cast-in-Place Concrete.

.3 Clear Sealer:

.1 For concrete floors: Elsro Eucosil 738 sealer, Fabrikem Fabrishield 507, Sternson’s Sealhard 400 liquid hardener and sealer, Websen Acrylene sealer, or approved alternative.

.2 For vertical concrete surfaces: Fabrikem 507 or pre-approved equivalent.

.4 Premoulded Joint Fillers: Sonneborn Polyethylene Expansion Joint Filler; Sternson Rodofoam PVC Expansion Joint Filler GR Grade; thickness to suit joint dimension.

.5 Joint Sealant: Self-levelling two (2) part polyurethane type, conforming to CGSB 19.24-M80, Type 1; Class B.

.1 Approved Type: Sikaflex-2C NS/SL; Iso-Flex 880 GC (self levelling) Sealant; Sonneborn SL2; Sternson RC-2SL; Vulkem 245; or pre-approved alternative.

.2 Colour: As selected by Consultant from standard range.

.3 Primers, bond breakers, backer rods: As required and as recommended by manufacturer for perimeter joint sealant system.

3 EXECUTION

3.1 Examination

.1 Verify floor surfaces are acceptable to receive the work of this section.



3.2 Finishing Unformed Surfaces

.1 Finish concrete floor surfaces in accordance with CSA-23.1, Section 22 - Treatment of Unformed Surfaces, for Class ‘A’ floor finish.

.2 Steel Trowel Finish: In accordance with CSA-23.1, Section 22 and as follows:

.1 Thoroughly float surface with disc power floating machine until compacted. Continue floating until sufficient mortar rises to surface and fills all voids. When floor surface has hardened sufficiently and no fines are brought to the surface, trowel floor with steel trowel to smooth surface free from pinholes and imperfections. Ensure trowel disc lines are removed and provide a smooth hard burnished finish.

.2 Schedule: Exposed concrete stairs and landings as indicated and scheduled.

.3 Broom Finish: Finish as per steel trowel finish except after first toweling provide a broom or brushed surface perpendicular to path of travel. Provide grooves, scoring or saw-cutting as indicated using proper tools. Texture and patterns to be approved by Consultant.

.1 Schedule: Exterior concrete sidewalks, unless noted otherwise.

.4 Sealed Floor Finish (Liquid Applied): Finish as per steel trowel finish and apply two (2) coat application of liquid sealer according to manufacturer’s printed instructions.

.1 Schedule: Concrete floors and walls below raised floor system, exposed concrete floors as scheduled.

.5 Non-Slip Finish: Finish as per steel trowel finish except after first toweling provide a light brush finish. Texture to be approved by Consultant.

.1 Schedule: Exposed concrete stair treads and landings as scheduled.

.6 In areas with floor drains, maintain design floor elevation at walls; slope surfaces uniformly to drains at 20 mm per meter nominal or as indicated on drawings.

.7 Tool control joints and construction joints as indicated on structural drawings. Coordinate tooling with concrete finishing. Re-tool joints at completion of finishing as required to give full size joint and provide sound substrate suitable for sealant application.

.8 At slabs to receive waterproofing membranes or coatings: Fill voids and honeycombs and treat cracks in accordance with waterproofing or coating manufacturer’s recommendations.

3.3 Finishing Of Formed Surfaces

.1 As stripped then fully ground to remove projections.

.2 Rough-Form Finish: Concealed concrete surfaces (including surfaces of concrete pits and trenches).

.1 Finishing to CSA-23.1, Section 24, Finishing of Formed Surfaces clause 24.3.2 - Rough-Form Finish. Patching to Clause 24.2 Patching.



.3 Smooth-Form Finish: Exposed interior concrete surfaces below grade (except as noted in clause 3.5.1).

.1 Finishing to CSA-23.1, Section 24, Finishing of Formed Surfaces clause 24.3.3 - Smooth-Form Finish. Patching to Clause 24.2 Patching.

.4 Surfaces to be Painted:

.1 Mechanical, storage and service room and service stairs: Sack and grind concrete finish. Grind projections greater than 1.5mm (1/16 in.) flush and fill voids larger than 3mm (1/8 in.) flush using the technique described in Repairs to Defects in Section 03330 Architectural Concrete.

.5 Surfaces to be Waterproofed:

.1 Back-tilled sides of walls and planters: Concrete that requires no finish after form removal except projections or fins greater than 1.5mm (1/16 in.), honeycombing or voids larger than 6mm (1/4 in.) deep and 3mm (1/8 in.) diameter and more than five (5) in any ten (10) square inches, shall be ground and patched. Patch cone holes flush. Generally requires a grind and sacked finish to satisfy these requirements.

.6 Concealed Surfaces:

.1 Non-exposed areas behind suspended ceilings soffits or wall furring: As stripped but repaired in accordance with Article “Repairs to Defects” in Section 03330 Architectural Concrete.

3.4 Tolerances

.1 Maximum Variation of Surface Flatness for Exposed Concrete Floors: 3 mm in 3 m.

.2 Maximum Variation of Surface Flatness under Seamless Resilient Flooring: 3 mm in 3 m.

.3 Maximum Variation of Surface Flatness under Carpeting: 3 mm in 3 m.

.4 Correct defects in the defined traffic floor by grinding or removal and replacement of the defective work. Areas requiring corrective work will be identified. Re-measure corrected areas by the same process.

3.5 Curing

.1 Cure and protect surface finishes and slabs to CSA-23.1 and as specified.

.2 Refer to Section 03300 Cast-in-Place Concrete for general curing, protection, and cold weather requirements.

3.6 Joint Fillers and Sealers

.1 Provide joint fillers and sealers at junctions of interior slabs on grade and at exterior concrete paving with vertical surfaces and where required and indicated.

.2 Construct joints clean and freed from foreign mater that would impair proper function of the joint.



.3 Anchor joint filler to previously poured concrete surface.

.4 Joint filler shall extend full depth of joint and terminate 12 mm below top of joint unless indicated otherwise. Fill 12 mm space with joint sealer. If impregnated fiberboard is used as joint filler, apply bond breaker tape before applying sealant.

3.7 Adjust and Clean

.1 Repair, remove and clean any drips or smears on exposed finished surfaces to be subsequently finished. Clean off immediately as directed by and to satisfaction of Consultant.

.2 Protect adjacent surfaces from damage due to work in this section.

.3 Remove overspray from adjacent surfaces.

.4 As work proceeds and on completion deposit recyclable packing materials and containers in appropriate recycling containers.

.5 As work proceeds and on completion remove and recycle excess materials as required by Section 01560 Construction Waste Management.

3.8 Protection of Finished Surfaces

.1 Do not allow traffic on finished surfaces that would affect or disturb curing procedures.

.2 Protect exposed concrete finishes and slabs against damage until building is accepted by Owner.

.3 Protect floors from contamination from oil, paint or other deleterious materials.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTER SECTION 03363 AND SEWAGE PUMP STATION COLORED POLISHED CONCRETE FINISH PAGE 1


1 GENERAL

1.1 Summary

.1 Provide custom colored concrete finish system, as scheduled and specified.

.2 Provide and install custom colored concrete system, including color, densifier and sealer to concrete floor slabs where scheduled and specified. .

.3 Clean and prepare concrete slabs and make repairs to concrete floor slabs where damaged due to work of this contract. Provide patching and feathering where required.

.4 Grind and polish of floor to specified finish.


.1 03300 Cast-in-Place Concrete

1.3 Submittals


.2 Product Data: Manufacturer's product data including application and maintenance instructions and recommendations for maintenance and cleaning products. Include LEED submissions.

.1 Submit maintenance instructions for insertion in operations and maintenance manuals. Instructions shall give specific warning of maintenance or cleaning practices or materials, which may damage installed work.

.3 Samples: Submit three 300 mm (12 inch) x 300 mm (12 inch) x 25 mm (1/4 inch) sample of concrete with finish specified.

.4 Certification: Provide documentation showing finisher is certified by the coloring manufacturer. Contact product manufacturer for a list of certified applicators.

.1 Provide name of technically qualified concrete finishing field representative.

.2 Contact Manufacturer for a list of certified applicators.


.1 Installer Qualifications: Use an experienced installer and adequate number of skilled personnel who are thoroughly trained and experienced in the floor treatment. The applicator shall: have a minimum of 5 projects performed within 3 years of similar type, size and complexity as this contract.

.2 Mock-Ups:

.1 Apply Mock-up of required finish to demonstrate surface finish, color variations and to determine a level of workmanship.



.2 Build Mock-up at Level P1 in Mechanical Room East, in the dimensions as directed by the Consultant or owner’s representative.

.3 Prior to proceeding, ensure that Mock-up meets all requirements of the Consultant or owner’s representative.

.4 Maintain Mock-up during construction in an undisturbed condition as a standard for judging the work.

1.5 Delivery, Storage, and Handling

.1 Deliver materials in manufacturer's original, unopened containers and packaging, with labels clearly identifying product name and manufacturer.

.2 Store materials in a clean dry area in accordance with manufacturer's instructions.

.3 Keep product from freezing.

.4 Avoid direct contact with this product as it may cause mild to moderate irritation of the eyes and/or skin.

.5 Protect materials during handling and application to prevent damage or contamination.

.6 Dispense special concrete finish material from sealed containers.

1.6 Environmental Requirements / Project Conditions

.1 Do not apply product when air, surface, or material temperature is below 35ºF (2ºC) or above 135ºC (57ºC).

.2 Do not apply to frozen concrete.

.3 Do not use on highly dense or non-porous surfaces.

2 PRODUCTS

2.1 Manufacturers

.1 Subject to compliance with specifications the following manufacturers are acceptable:

.1 Crenz Concrete, 721 Lampson St, Victoria BC. Contact: Les Kowalski. T: 250-220-5131 or 250-889-0138.

.2 Or approved alternative.

2.2 Equipment

.1 Equipment to be used for grinding/polishing shall possess at least 775 lbs of head pressure.

.2 Equipment to be used for grinding/polishing shall be as recommended by product manufacturer to achieve finish specified.



.3 Equipment to be used for densifying and cleaning floor after grinding/polishing procedure has been performed:

.1 Tennant ride-on auto-scrubber or equivalent with a head pressure of 150 lbs.

.2 Follow auto-scrubber’s manual for cleaning instructions after densifying and conditioning the floor.

.3 Do not allow densifier to remain inside the auto-scrubber after densifying.

2.3 Materials

.1 Concrete Finishing Compound: ready to use, water-base colorless liquid formulated with chemically reactive raw materials that meets the maximum VOC content limits of 400 g/L for Concrete Protective Coatings.

.1 Product: Crenz Concrete Coloring.

.1 Coloring: Crenz ColorEye color system, in color(s) selected by the Consultant from standard range. Or approved alternative.

.2 Densifier: Crenz Protect. Or approved alternative.

.3 Sealer: Crenz Finish Coat. Or approved alternative.

.4 Water: Potable water.

2.4 Finishes

.1 Finish: Provide satin finish that will reflect images from side lighting only.

3 EXECUTION

3.1 Examination

.1 Examine surfaces to receive finish with Installer present. Correct unsatisfactory conditions. Do not begin application until unacceptable conditions have been corrected.

.2 Start of work indicates acceptance that conditions are adequate for a satisfactory installation.

3.2 Preparation-General

.1 Protect adjacent surfaces not designated to receive treatment.

.2 Prepare concrete floor surfaces in accordance with product directions.

.3 Polish concrete floor surfaces to start at 40-grit and finish at 1500-grit.

.4 Apply color after the 200-grit polish in strict accordance with the product directions.

.5 Apply two (2) coats of densifier after color has been sprayed in accordance with the product directions.



.6 Complete polish to 1500g and apply two (2) coats of sealer in accordance with product directions.

.7 Allow floor to dry a minimum of 48 hours.

.8 Clean and prepare surfaces to receive treatment in accordance with manufacturer's instructions ensuring that stains, oil, grease, form release agents, dust and dirt removed prior to application.

.9 Ensure Concrete is cured a minimum of 45 days or is acceptable to color concrete finish manufacturer before commencement of work.

.10 Prior to start of work close areas to traffic. Keep areas closed during curing floor application and after application for time period recommended by manufacturer.

.11 Ensure application equipment is clean and free of previously used materials.

.12 Do not dilute finishing materials.

.13 Verify that floor is clean and dry prior to polishing procedure.

.14 Inspect and verify that floor does not have curled joints, large cracks, spalling or lippage. If lippage or curled joints are present, take corrective measures as recommended by concrete finish manufacturer.

.15 Vacuum surfaces to remove loose particulates.

.16 Coordinate finishing operations with other associated work and trades.

.17 Do not use stain or scuff removing agents.

.18 Begin and complete finishing within two weeks prior to possession date.

3.3 Floor Preparation

.1 Dry grind the floor within 1-5 inches of walls with 40 and/or 50 metal bond diamonds using a rotary planetary floor-grinding machine, equipment should be fitted with a dust collection system. Continue grinding in a half-moon pattern until there is a uniform scratch pattern. Vacuum the floor thoroughly using a squeegee vacuum attachment or continue grinding floor within 1-5 inches of walls with 100 grit followed by 200 grit metal bond diamonds. Vacuum the floor thoroughly using a wet/dry VAC with squeegee after each grind. Inspect the surface of flatness, smoothness, scratch patterns, and test for absorbency as instructed prior to Crenz product applications.

.2 Grind the edges with 50, 100, and 200 grit electroplated resin diamonds, removing all of the scratches form the previous grit using a variable speed edge-grinding machine fitted with a dust collector. Vacuum thoroughly after each grind using a squeegee type vacuum attachment. Perform surface absorbency test by applying water after 200 grit to a representative portion of the prepared concrete floor. A properly prepared surface, when dry, will immediately absorb clean water without any surface beading effect. After coloring the surface with Crenz concrete stain and chemically hardening the surface with Crenz Protect chemical hardener continue grinding the edges using 400, 800, and 1800 grit resin bond diamonds ( as needed). Note: for small areas such as counter tops follow all procedures using a hand grinder. Inspect eh surface



for flatness, smoothness and test for absorbency as instructed prior to Crenz product application.

.3 Vacuum the floor thoroughly using a wet/ dry VAC with squeegee prior to coloring of concrete floor surface

3.4 Application

.1 Apply concrete stain in a light/thin even coat without dilution, to the surface with pump sprayer or airless sprayer at 200-400 sq.ft./gal depending on porosity of concrete.

.2 Allow color on concrete floor surface to dry. Do not allow color to puddle on concrete surface.

.3 Mix material prior to each application material.

.4 After material penetrates totally into concrete, stain should penetrate into concrete as you apply it. Allow color to dry before a second reapplication if required.

.5 Do not allow the material to puddle.

.6 Once floor is treated with concrete stain do not permit on surfaces until all installation of chemical hardener.

.7 If walking on floor is required prior to completion of coloring installation, wear spiked shoes (golf cleats) with plastic tips.

.8 Allow surface to fully dry thoroughly for no less than 24 hours. Maintain interior temperature no lower than 10 degrees Celsius.

.9 Apply chemical hardener with pump sprayer at 400-600 sq.ft.gal. without dilution. Additional light coats may be required until material no longer absorbs into concrete.

.10 Do not allow material to puddle. Spread out using a medium strength bristle broom to an even coat working in manageable sections. Work squeegee lines out on concrete surface. If all material has absorbed let the concrete dry.

3.5 Polishing

.1 Dry polish floor within 1 inch of walls with 400, 800, and 1800 grit resin bond diamonds using a rotary planetary floor-grinding machine, fitted with a dust collection system. Continue polishing in a half-moon pattern until there is a uniform scratch pattern. Vacuum the floor thoroughly using a wet/dry VAC with squeegee after each polish grit.

.2 Dry polish the edges with 400, 800, and 1800 grit resin bond diamonds, removing all of the scratches from the previous grit using a variable speed edge-grinding machine fitted with a dust collector. Vacuum edges thoroughly after each polish grit.

3.6 Sealer Application

.1 Do not dilute or alter penetrating sealer.

.2 Apply with a low-pressure (40-PSI) pump or airless sprayer then evenly disperse with a damp wet micro fiber mop. Clean micro fiber mop as required.



.3 Do not over apply.

.4 After thorough drying, usually 12-24 hours depending on temperature and relative humidity, burnish floor with electric or propane high speed burnisher (over 2000 RPM) equipped with a hogs hair pad.

.5 Floor can be used as soon as it is totally dry.

.6 Ensure final sheen is equivalent to that of accepted Mock-up.

3.7 Finishing

.1 Polish treated floor as follows:

.1 Allow densifier and hardener to “cure” for a minimum of 28 days before beginning the polishing.

.2 Polish with propane burnisher having a recommended rpm level of 2000 rpm but not exceeding 3200 rpm (Similar or equal to a Minuteman M22oo28K17 with a 28 inch pad and 17 hp motor).

.3 Using a “Black” stripping pad, make multiple passes using a side-to-side motion. Keeping machine moving until desired level of polish is achieved.

.4 Using a “Red” stripping pad for a higher level of polish proceed through the same process as described above for the “Black” pad.

3.8 Protection

.1 Diaper all hydraulic powered equipment against oil drips on slab.

.2 Prohibit parking of vehicles on slabs. Use non-marking tires only.

.3 Prohibit parking motorized trowel blades on slabs during slab curing.

.4 Avoid dragging of materials on slabs.

.5 Place drop clothes on slabs during finishing work by other Sections.

.6 Do not place pipe-cutting machine directly on slabs.

.7 Do not place steel or metals on slabs to avoid rust staining.

.8 Prevent acids and acidic detergents come into contact with slabs.

.9 Do not use plastic directly placed over the concrete slab or green housing will occur. Do not place OSB board or any other laminated board on slab, which contains glue. The glue will react with the surface of the concrete.

.10 Suggested protection in high traffic areas after the sealer has been applied is as follows: Place cheap colorfast carpet this breathable (not rubber backed), fuzzy side down or corrugated cardboard flat side down. Masonite or plywood may then be applied over the carpet for further protection.



3.9 Cleaning

.1 Rubbish and debris from work of this section shall be collected regularly, and removed from the site and disposed of.

.2 Properly dispose of collected dry dust from polishing.

.3 Restrict foot traffic for at least 6 hours, 12 hours is preferable.

.4 Engage and Pay for a concrete finish manufacturer’s authorized representative to train Owner’s maintenance personnel on proper maintenance procedures.

END OF SECTION

SOUTHEAST FALSE CREEK ENERGY CENTRE SECTION 03600 AND SEWAGE PUMP STATION GROUT PAGE 1

ITT PS08037 Sandwell Engineering Inc. / 162178 April 2008

1 GENERAL


.1 The Work includes the furnishing of all materials, labour, equipment, and services for grouting the items shown on the contract drawings, including the following:

.1 Column base plates.

.2 Sleeves, anchor bolts, dowels, inserts, frames, openings and blockouts.

.3 On top of concrete walls supporting new steel beams.

.4 Equipment bases and sole plates.

1.2 Related Work

.1 This Section of the Specification is not necessarily complete in itself. Read it in conjunction with the Contract Documents.




.1 CAN/CSA-A23.1-94 Concrete Materials and Methods of Concrete Construction

.2 CAN/CSA-A23.2-94 Methods of Test for Concrete

.3 American Society for Testing and Materials:

.1 ASTM C309-98a Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

.2 ASTM C1107-99 Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

1.4 Source Quality Control

.1 Submit manufacturer's name and specifications for all admixtures and pre-mix grouts proposed for the Work.


.1 Schedule all grouting work with the Work described in other Sections of this Specification. Ensure that all items to be grouted are properly aligned and levelled prior to grouting.




.1 No measurement is required for lump sum work.

.2 Measure work performed on the Unit Price basis and changes to the Lump Sum work performed on a unit basis as follows:

.3 Measure grout by volume of material incorporated in the Work computed from the finished dimensions shown on the drawings.

.4 Accept payment for grout as full compensation for equipment, tools, materials, formwork, surface preparation, placing and grout finishing. These are considered incidental to the grouting work.

1.7 Submittals

.1 Submit reports for each grouting job prepared by the grout manufacturer's Technical Service Representative indicating the conditions of the grouting job, temperatures (ambient, water and grout), grout fluidity (flow cone test), placing method, curing procedures and any problems or concerns associated with the work. Provide copies of reports to the Corporation within 72 hours of the site visit of the manufacturer's representative.

2 PRODUCTS

2.1 Materials

.1 Proprietary pre-mixed grouts:

.1 Use a cementitious system conforming to ASTM C1107, free of gas producing agents, oxidising catalysts, inorganic catalysts and inorganic accelerators including chlorides. Use factory packaged grouts that are delivered to the job-site for use with only the addition of water.

.2 Min. Compressive strength: CSA A23.2-1B: 21 MPa at 3 days; 45 MPa at 28 days.

.2 Water:

.1 Use fresh, clean, potable water, free from deleterious matter, acids or alkalis.

.3 Aggregates:

.1 Maximum 9 mm pea gravel, saturated surface dry, to CSA A23.1.

.4 Curing Compounds:

.1 Conforming to ASTM C 309.



.5 Unless noted otherwise, select grout from the following:

Items to be Grouted: Grout Type: Supplier:

Column base plates, between new beams and existing slabs, walls, anchor bolts and pockets:

Sika 212HP Masterflow 713 Masterflow 928 M-Bed Superflow

Sika Corporation Master Builders Master Builders Sternson

Equipment base plates and sole plates subject to dynamic loads.

Masterflow 928

Master Builders

Minor anchor bolt and reinforcing anchorage into existing slabs (only where the grout will be protected from water erosion by subsequent pours of concrete over the anchorage)

Por-Rok Hallemite

2.2 Mix Proportions

.1 Proportion pre-mixed grouts as specified by the manufacturer. Add aggregate only where filling large voids and only when recommended by the grout manufacturer.

3 EXECUTION

.1 Preparation

.1 Clean bolts, and sides and underside of base plate to remove all rust, oil, grease and dirt. Clean concrete by water-blast, or if this is not practicable, by light chipping hammer and/or sand blast, to expose aggregate and to clean consolidated concrete free of laitance, dirt, oil, grease and loose particles.

.2 Saturate concrete for 24 hours prior to grouting. Remove standing water and blow dry before placing grout.

.3 Do not grout unless the foundation, base plates, anchor bolts and other surfaces to be grouted are at a temperature of between 10ºC and 20ºC before grouting and ensure that temperatures are maintained within this range during grouting and until the grout has reached final set. Obtain the grout manufacturer's recommendations if grouting must be carried out in extremes of temperature (below 10ºC or above 20ºC) and proceed only with the approval of the Corporation.

.4 Ensure that machinery operating nearby does not transmit vibration to the equipment being grouted until the grout has been placed and has achieved final set.

3.2 Formwork

.1 Build strong, tight forms to prevent leakage and movement of the grout. Brace forms so that they will not leak or buckle under the weight of fluid grout. Caulk as required.

.2 Provide forms compatible with the intended method of placing the grout. Design for rapid, continuous and complete filling of the space to be grouted. Provide a form or headbox slanted



at 45º on the placing side, so that grout can be poured on to the slanted face. On the other sides, place forms a minimum of 50 mm away from the side of the base plate and extending 5 mm above the top of the base plate.

.3 If column base plates are partially obstructed by angles that connect the base plates to plates embedded in the concrete, provide modified forms with a headbox at one corner of the base plate. Vertical forms may be located close to the other corners, providing sufficient space is left for grout to flow out and for strapping to be inserted. Cutting 45° shoulders will not be expected.

.4 Alternatively, pump grout through a grouting hole provided near to the centre of the base plate.

.5 If column base plates are fully obstructed by angles, grouting and vent holes will be provided in the base plate.

3.3 Mixing

.1 Mix grouts in accordance with the manufacturer's instructions. Mix in a 25 L pail with a vertical shaft paddle mixer or use a paddle type mortar mixer. Do not use a concrete mixer or mix by hand.

.2 Mix grouts adjacent to the Work and under the supervision of a qualified grouting inspector. Provide sufficient manpower and equipment to ensure grout is mixed and placed rapidly and continuously.

.3 Do not retemper grout. Discard grout which shows stiffening before use.

3.4 Placing

.1 Wherever practicable, use flowable or fluid grout of a consistency that permits the grout to flow under the plate from one side to the other by gravity. Place quickly and continuously, and avoid overworking. Use drypack only where it is unavoidable, and ram it against a back-up form.

.2 Pour flowable or fluid grout into forms from one side only and in such a manner that will not entrap air. Provide sufficient head to ensure that the grout flows out of the inspection holes and the other sides of the plate to the top of the plate.

.3 Do not vibrate grout. Strapping under the base plate may assist flow and consolidation. Strap from the opposite side to the pour. Use baling straps; do not use chain.

3.5 Finishing

.1 Remove forms after the grout in the exposed shoulders has set to a stiff putty consistency, such that a pointed mason's trowel can just be inserted into it. Cut back excess grout shoulders to a 45º angle from the bottom corner of the base plate. Take care to avoid pulling the grout away from the underside of the base plate and do not allow the grout to sag. Do not leave large exposed grout shoulders extending out from the plate; they will crack.

.2 Finish exposed grout chamfers with a steel trowel finish.

3.6 Curing

.1 Cover freshly poured grout with wet rags until it is ready to shape.



.2 Cure grouts in accordance with the manufacturer's specifications. Treat exposed grout surfaces with grout sealer.

3.7 Additional Requirements for Aligning, Grouting and Tapping of Major Equipment Sole Plates

.1 Verify that the following procedure conforms to the requirements of the equipment manufacturer before starting the work. Report any differences in required procedure to the Owner for resolution.

.2 Enclose area if necessary to prevent drafts and temperature variations.

.3 Clean concrete and sole plate as specified above.

.4 Set and grout jack screw plates level.

.5 Wrap threaded portion of anchor bolts up to underside of the washer, with two layers of electrical tape.

.6 Place sole plates complete with jacking screws.

.7 Install washers and nuts.

.8 Clean tops of soleplates of any paint and other materials to allow accurate measurement of alignment to the tolerances specified by the equipment manufacturer.

.9 Set the plates to the required tolerances using the jacking screws. Snug down the anchor bolt nuts.

.10 Arrange for the Owner to independently verify the accuracy of the plate setting.

.11 Grout soleplates, taking particular care to eliminate any air pockets.

.12 Following a seven day curing period, back jacking screws off half a turn and torque anchor bolts down as specified.

.13 Carry out a steel rod tapping test to ensure that there are no voids under the plate. If voids are detected carry out remedial work in accordance with the Owner's instructions.

.14 Cut jacking screws and anchor bolts 2 mm proud of the top of the soleplates.

.15 Fill anchor bolt recesses with grout.

.16 Grind jacking screws, anchor bolts and grouted recesses flush with top of soleplates.

.17 Scribe centre lines on plates to specified tolerances.

.18 Drill and tap plates to required tolerances. Prior to drilling, have the equipment manufacturer's representative verify the locations of the holes to be drilled.



3.8 Quality Control

.1 Provide adequate supervision of the work at all times. Obtain the services of a Technical Field Representative from the grout manufacturer to advise and assist in the application of their product.

.2 Conduct a pre-job conference attended by the grouting contractor, the grout manufacturer's representative and the Owner to plan and organize procedures for foundation preparation, forming, mixing, placing, testing and curing of grout.

.3 Carry out initial grouting operations with the direct assistance of the grout manufacturer's representative, and continue with his assistance until all parties are satisfied that the grouting work is proceeding in full compliance with the specifications and the grout manufacturer's requirements.

3.9 Clean-Up

.1 Clean up all areas in which work is carried out, during and on completion of the work.

END OF SECTION