Nortrax
190 David Manchester Road, Ottawa
16 May 2014
1
General
1.1
RELATED WORK
.1
Concrete Walks, Curbs and Gutters
.2
Concrete Formwork
.3
Concrete Reinforcing
1.2
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CAST-IN-PLACE CONCRETE
Page 1
REFERENCES
.1
CAN/CSA-A23.1, Concrete Materials and Methods of Concrete Construction.
.2
CAN/CSA-A23.2, Methods of Test for Concrete.
.3
CAN/CSA-A5, Portland Cement.
.4
CAN/CSA-A23.5, Supplementary Cementing Materials.
.5
CAN3-A266.1, Air-Entraining Admixtures for Concrete.
.6
CAN3-A266.2, Chemical Admixtures for Concrete.
.7
CAN3-A266.4, Guidelines for the use of Admixtures in Concrete.
.8
CAN3-A362, Blended Hydraulic Cement.
.9
CAN/CGSB-37.2, Emulsified Asphalt, Mineral Colloid-Type, Unfilled, for Dampproofing and
Waterproofing and for Roof Coatings.
.10
CGSB 51-GP-51, Polyethylene Sheet for Use in Building Construction.
.11
ASTM C109, Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2
inch or 50 mm (2") Cube Specimens).
.12
ASTM C309, Specification for Liquid Membrane-Forming Compounds for Curing Concrete.
.13
ASTM C332, Specification for Lightweight Aggregates for Insulating Concrete.
.14
ASTM C827, Test Method for Early Volume change of Cementitious Mixtures.
.15
ASTM C939, Test Method for Flow of Grout for Preplaced-Aggregate Concrete.
.16
ASTM D412, Test Methods for Rubber Properties in Tension.
.17
ASTM D624, Test Method for Rubber Property - Tear Resistance.
Nortrax
190 David Manchester Road, Ottawa
16 May 2014
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CAST-IN-PLACE CONCRETE
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.18
ASTM D1751, Specification for Preformed Expansion Joint Fillers for Concrete Paving and
Structural Construction (Non-extruding and Resilient Bituminous Types).
.19
ASTM D1752, Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers
for Concrete Paving and Structural Construction.
.20
CAN/CSA A363, Cementitious Hydraulic Slag.
.21
ANSI/ACI 117, Tolerances for Concrete Construction and Materials.
.22
ASTM E1155M, Test Method for Determining Floor Flatness and Levelness Using the
F-Number System.
2
Products
2.1
MATERIALS
.1
Portland cement: to CAN/CSA-A5.
.2
Blended hydraulic cement: to CAN3-A362.
.3
Supplementary cementing materials: to CAN/CSA-A23.5.
.4
Cementitious hydraulic slag: to CAN/CSA-A363.
.5
.6
Water: to CAN/CSA-A23.1.
Aggregates: to CAN/CSA-A23.1. Coarse aggregates to be normal density.
.7
Low density aggregate for insulating concrete: to CAN/CSA-A23.1 and ASTM C332 group I.
.8
Air entraining admixture: to CAN3-A266.1.
.9
Chemical admixtures: to CAN3-A266.2. Structural Engineer to approve accelerating or set
retarding admixtures during cold and hot weather placing.
.10
Shrinkage compensating grout: premixed compound consisting of non-metallic aggregate,
Portland cement, water reducing and plasticizing agents.
.1
Compressive strength: as indicated at 28 days.
.2
Consistency:
.1
Fluid: to ASTM C827. Time of efflux through flow cone (ASTM C939), under
30 s.
.2
Flowable: to ASTM C827. Flow table, 5 drops in 3 s, (ASTM C109, applicable
portion) 125 to 145%.
.3
Plastic: to ASTM C827. Flow table, 5 drops in 3 s, (ASTM C109, applicable
portions) 100 to 125%.
Nortrax
190 David Manchester Road, Ottawa
16 May 2014
.3
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.4
Dry pack to manufacturer's requirements.
Net shrinkage at 28 days: maximum 2%.
.11
Non premixed dry pack grout: composition of non metallic aggregate Portland cement with
sufficient water for the mixture to retain its shape when made into a ball by hand and capable
of developing compression strength as indicated after 28 days.
.12
Post-Tensioning ducts: to CAN/CSA-A23.1.
.13
Curing compound: to CAN/CSA-A23.1 white and to ASTM C309, Type 1-chlorinated rubber
or Type 1-D with fugitive dye.
.14
Cushion pads: tough, resilient, weather, moisture, and oil resistant material that will not
corrode or cause corrosion, consisting of either layers of approved cotton duck saturated and
bound together by approved rubber or synthetic compounds, or made from specially
compounded synthetic materials.
.15
Waterstops.
.1
Acceptable material as approved by structural engineer.
.16
Ribbed waterstops: extruded PVC of sizes indicated with shop welded corner and intersecting
pieces with legs not less than 500 mm (1'-8") long:
.1
Tensile strength: to ASTM D412, Die "C" method, minimum 11.4 MPa.
.2
Elongation: to ASTM D412, Die "C" method, minimum 275%.
.3
Tear resistance: to ASTM D624, Die "B" method, minimum 48 kN/m.
.17
Labyrinth waterstops: extruded PVC of sizes indicated with prewelded corner and intersecting
pieces with legs not less than 500 mm (1'-8") long:
.1
Tensile strength: to ASTM D412, Die "C" method, minimum 8.3 MPa.
.2
Elongation: to ASTM D412, Die "C" method, minimum 250%.
.3
Tear resistance: to ASTM D624, Die "B" method, minimum 30 kN/m.
.18
Premoulded joint fillers:
.1
Bituminous impregnated fiber board: to ASTM D1751.
.2
Sponge rubber: to ASTM D1752, Type I, flexible grade.
.19
Weep hole tubes: plastic.
.20
Dovetail anchor slots: minimum 0.6 mm (24 ga.) thick galvanized steel with insulation filled
slots.
.21
Dampproof membrane:
.1
Kraft/polyethylene membrane:
.1
Lamination: 0.10 mm (40 mil) polyethylene film asphalt bonded both sides to
2.44 kg/m2 asphalt treated kraft.
.2
Reinforcement: 13 mm x 13 mm (½" x ½") glass fibre cross directional scrim
embedded in asphalt laminate.
.3
Membrane adhesive: as recommended by membrane manufacturer.
Nortrax
190 David Manchester Road, Ottawa
16 May 2014
03 30 01
CAST-IN-PLACE CONCRETE
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.22
Dampproofing:
.1
Emulsified asphalt, mineral colloid type, unfilled: to CAN/CGSB-37.2, and to Section
on Bituminous Dampproofing.
.23
Polyethylene film 0.15 mm (6 mil): to CGSB 51-GP-51M.
2.2
CONCRETE MIXES
.1
Proportion concrete in accordance with CAN/CSA-A23.1. Mix proportions will be specified by
Structural Engineer after actual materials to be used are made available to him for testing.
3
Execution
3.1
GENERAL
.1
3.2
Do cast-in-place concrete work in accordance with CAN/CSA-A23.1.
WORKMANSHIP
.1
Obtain Structural Engineer's approval before placing concrete. Provide 48 hour notice prior to
placing of concrete.
.2
Pumping of concrete is permitted only after approval of equipment and mix.
.3
Ensure reinforcement and inserts are not disturbed during concrete placement.
.4
Prior to placing of concrete obtain Structural Engineer's approval of proposed method for
protection of concrete during placing and curing.
.5
Maintain accurate records of poured concrete items to indicate date, location of pour, quality,
air temperature and test samples taken.
.6
In locations where new concrete is dowelled to existing work, drill holes in existing concrete.
Place steel dowels of deformed steel reinforcing bars and pack solidly with shrinkage
compensating grout to anchor and hold dowels in positions as indicated.
.7
Do not place load upon new concrete until authorized by Structural Engineer.
3.3
INSERTS
.1
No sleeves, ducts, pipes or other openings shall pass through joists, beams, column capitals or
columns, except where indicated or approved by Structural Engineer.
Nortrax
190 David Manchester Road, Ottawa
16 May 2014
03 30 01
CAST-IN-PLACE CONCRETE
Page 5
.2
Where approved by Structural Engineer, set sleeves, ties, pipe hangers and other inserts and
openings as indicated or specified elsewhere. Sleeves and openings greater than 100 x 100 mm
not indicated, must be approved by Structural Engineer.
.3
Do not eliminate or displace reinforcement to accommodate hardware. If inserts cannot be
located as specified, obtain approval of modifications from Structural Engineer before placing
of concrete.
.4
Check locations and sizes of sleeves and openings shown on structural and civil drawings with
architectural, mechanical and electrical drawings.
.5
Set special inserts for strength testing as indicated and as required by non-destructive method
of testing concrete.
.6
Anchor bolts:
.1
Place anchor bolts to templates under supervision of trade supplying anchors prior to
placing concrete.
.2
Grout anchor bolts in preformed holes or holes drilled after concrete has set as
approved by Structural Engineer. Formed holes to be 100 mm in least dimension. Drilled holes
to be minimum 25 mm larger in diameter than bolts used and to manufacturer's
recommendations.
.3
Protect anchor bolt holes from water accumulations.
.4
Set bolts and fill holes with shrinkage compensating grout.
.5
Locate anchor bolts used in connection with expansion shoes, rollers and rockers with
due regard to temperature at time of erection.
.7
Drainage holes and weep holes:
.1
Form weep holes and drainage holes in accordance with Concrete Formwork and
Falsework.
.2
Install weep hole tubes and drains as indicated.
.8
Dovetail anchor slots:
.1
Install continuous vertical anchor slot to forms where masonry abuts concrete wall or
columns.
.2
Install continuous vertical anchor slots at 800 mm oc where concrete walls are masonry
faced.
3.4
PLACING GROUT
.1
3.5
Grout under base plates and machinery using procedures in accordance with manufacturer's
recommendations which result in 100% contact over grouted area.
SURFACE TOLERANCE
.1
Concrete tolerance in accordance with CAN/CSA-A23.1
Nortrax
190 David Manchester Road, Ottawa
16 May 2014
.2
3.6
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Conform in line, level and plumb to the following tolerances. These are maximum values.
.1
Variation from vertical, in lines and surfaces of walls and piers: In height of 3m a
variation less than 6 mm.
.2
Variations from level or from grades shown in floors on grade:
- In any 3 m a variation of less than 3 mm.
- In any bay up to 6 m a variation of less than 6 mm
- In any 12 m a variation of less than 12 mm
.3
Variations from straight or from correct position in plan in walls:
- In length up to 6 m a variation of less than 12 mm
- In any 12 m a variation of less than 20 mm
.4
Variation in the size and location of sleeves, floor openings and the like, as well as the
location of bolts, inserts and fastenings: A variation of less than 6 mm.
.5
Variation in the location of bolts, inserts, sleeves and fastenings when in a group: A
variation of less than 3 mm.
.6
Variation in cross section of slabs, walls and piers:
- Maximum oversize: a variation of less than 12 mm
- Maximum undersize: a variation of less than 6 mm
.7
There shall be no variation from required level at junction of walls and floors.
.8
Where drains occur, floors shall be properly and uniformly sloped to allow complete
drainage of the area.
FINISHING
.1
Finish concrete in accordance with CAN/CSA-A23.1.
.2
Rub exposed sharp edges of concrete with carborundum to produce 3 mm radius edges unless
otherwise indicated.
3.7
WATERSTOPS
.1
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. Use
equipment to manufacturer's requirements to field splice waterstops. Tie waterstops rigidly in
place.
.2
Use only straight heat sealed butt joints in field. Use factory welded corners and intersections.
3.8
JOINT FILLERS
.1
Furnish filler for each joint in single piece for depth and width required for joint, unless
otherwise authorized by Structural Engineer. When more than one piece is required for a joint,
fasten abutting ends and hold securely to shape by stapling or other positive fastening.
.2
Locate and form isolation, construction and expansion joints as indicated. Install joint filler.
Nortrax
190 David Manchester Road, Ottawa
16 May 2014
.3
3.9
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Page 7
Use 12 mm thick joint filler to separate slabs-on-grade from vertical surfaces and extend joint
filler from bottom of slab to within 12 mm of finished slab surface unless indicated otherwise.
DAMPPROOF MEMBRANE
.1
Install dampproof membrane under concrete slabs-on-grade inside building.
.2
Lap dampproof membrane minimum 150 mm at joints and seal.
.3
Seal punctures in dampproof membrane before placing concrete. Use patching material at least
150 mm larger than puncture and seal.
3.10
SLABS ON GRADE AND STRUCTURAL SLABS
.1
Lay one ply of 0.15 mm (6 mil) polyethylene vapour barrier with joints lapped 150 mm on top
of compacted and approved fill.
.2
Install reinforcing mesh with joints lapped 200 mm. Ensure that mesh is located 40 mm from
the top of the slab.
.3
Place concrete using premoulded joint filler around perimeter of slabs and as shown. Set filler
10 mm down from top of slab. Provide keyed construction joint where slab is to be continued.
.4
Clean out all joints and where control joints have been sawcut and fill with joint sealant. Tool
to a smooth, concave finish.
3.10
FIELD QUALITY CONTROL
.1
Inspection and testing of concrete and concrete materials will be carried out by a Testing
Laboratory designated by Structural Engineer in accordance with CAN/CSA-A23.1.
.2
Costs of tests from Testing Allowance.
.3
Structural Engineer will take additional test cylinders during cold weather concreting. Cure
cylinders on job site under same conditions as concrete which they represent.
.4
Non-destructive Methods for Testing Concrete shall be in accordance with CAN/CSA-A23.2.
.5
Inspection or testing by Consultant will not augment or replace Contractor quality control nor
relieve him of his contractual responsibility.
END OF SECTION