CONTRACT NO. T-12-16
CONCRETE
DATE: August 2012
DIVISION 3 - CONCRETE
Division 03
2011-03-15
Page 1 of 1
CONTRACT NO. T-12-16
TABLE OF CONTENTS
DATE: August 2012
SECTION NO.
03100
03200
03300
03345
03450
SECTION NAME
CONCRETE FORMS AND ACCESSORIES
CONCRETE REINFORCEMENT
CAST IN PLACE CONCRETE
CONCRETE CURING AND FINISHING
ARCHITECTURAL PRECAST CONCRETE
Division 03
2011-03-15
Page 1 of 1
CONTRACT NO T-12-16
CONCRETE FORMS AND ACCESSORIES
DATE: April 2012
PART 1.
1.1
1.2
1.3
1.4
Section 03100
2011-03-15
Page 1 of 4
GENERAL
Related Sections
.1
Section 03200 - Concrete Reinforcement
.2
Section 03300 – Cast in Place Concrete
.3
Section 03345 – Concrete Curing, Finishing, and Repair
.1
The Work outlined in this Section shall be included in the lump
sum price for Section 03100 – Concrete Forms and Accessories
as indicated in Schedule ‘A’ of the Bid Form.
.1
Canadian Standards Association (CSA)
.1
CAN/CSA A23.1-04, Concrete Materials and Methods of
Concrete Construction.
.2
CAN/CSA O86.1-01, Engineering Design in Wood (Limit
States Design).
.3
CSA O121 M1978(R2003), Douglas Fir Plywood.
.4
CSA O151-04, Canadian Softwood Plywood.
.5
CSA O153 M1980(R2003), Poplar Plywood.
.6
CSA O437 (R2006) Series 93, Standards for OSB and
Waferboard.
.7
CSA S269.1 1975(R2003) Falsework for Construction
Purposes.
.8
CAN/CSA S269.3 M92(R2003), Concrete Formwork.
.2
Council of Forest Industries of British Columbia (COFI)
.1
COFI Exterior Plywood for Concrete Formwork.
.1
Indicate the method and schedule of construction, shoring,
stripping and re shoring procedures, materials, arrangement of
joints, ties, liners, and locations of temporary embedded parts.
Comply with the requirements of CSA S269.1 for falsework
drawings, Comply with the requirements of CAN/CSA S269.3 for
formwork drawings.
.2
Indicate formwork design data, such as the permissible rate of
concrete placement, and temperature of concrete, in forms.
Where superplastizer is used in the concrete mix; design the
forms for full hydrostatic pressure. Indicate re-shoring below slabs
or beams supporting the shoring above. Provide a lateral bracing
system.
Measurement and Payment
References
Shop Drawings
CONTRACT NO T-12-16
CONCRETE FORMS AND ACCESSORIES
DATE: April 2012
1.5
Section 03100
2011-03-15
Page 2 of 4
.3
Indicate the sequence of erection and removal of the
formwork/falsework for review by the Consultant.
.4
Each shop drawing submission shall bear the stamp and signature
of a qualified professional engineer registered or licensed in the
Province of Ontario, as required by the Ministry of Labour.
.5
Submit samples for form ties.
Waste Management and Disposal
.1
Place materials defined as hazardous or toxic waste in designated
containers in accordance with the requirements of the Workplace
Hazardous Materials Information System (WHIMIS) and
Occupational Health and Safety Act (OHSA).
.2
Ensure that emptied containers are sealed and stored safely for
disposal.
.3
Use sealers, form release agents and stripping agents that are
non-toxic, biodegradable and have zero or low volatile organic
compounds (VOC).
.1
Formwork materials:
.1
For concrete without special architectural features, use
removable wood and wood product formwork materials in
accordance with CSA O121. Non-removable formwork
shall utilize stainless steel materials.
.2
Form ties:
.1
For water holding structures including exterior walls
provide ties with following:
1.
Integral steel water stop 2.6 mm thick and 16 mm in
diameter continuously welded to the tie.
2.
Neoprene water stop 5 mm thick and 24 mm in
diameter whose centre hole is ½ the diameter of
the tie or molded plastic water stop of a comparable
size.
3.
Orient the water stop perpendicular to the tie and
symmetrical about the centre of the tie.
4.
Through bolt ties are not permitted for water
holding structures.
.2
Use removable or snap off metal ties, fixed or adjustable
length; use removable cones the concrete surface so that
ties break off below the surface.
.3
Form:
.1
Plywood: high density overlay Douglas Fir in accordance
with CSA O121 # 1 grade, square edge, 20 mm thick.
PART 2. PRODUCTS
2.1
Materials
CONTRACT NO T-12-16
CONCRETE FORMS AND ACCESSORIES
DATE: April 2012
.2
Section 03100
2011-03-15
Page 3 of 4
Use stay-in-place, stainless steel composite form deck
where forms will stay-in-place and be inaccessible.
.4
Form release agent: non-toxic, biodegradable, low VOC.
.5
Falsework materials: in accordance with CSA S269.1.
.1
Verify all lines, levels and centres before proceeding with
formwork/false work and ensure that the dimensions agree with
the Contract Drawings.
.2
Fabricate and erect falsework in accordance with CSA S269.1 and
COFI Exterior Plywood for Concrete Formwork.
.3
Do not place shores and mud sills on frozen ground.
.4
Provide Site drainage in order to prevent the washout of soil
supporting mud sills and shores.
.5
Fabricate and erect formwork in accordance with CAN/CSA
S269.3 to produce finished concrete conforming to the shape,
dimensions, locations and levels indicated within the tolerances
required by CAN/CSA A23.1.
.6
Align form joints and make them watertight. Keep form joints to a
minimum. Use stainless steel closure plates, caulk, and/or tape to
seal formwork against leakage.
.7
Use 25 mm chamfer strips on external corners and/or 25 mm
fillets at interior corners and joints.
.8
Form chases, slots, openings, drips, recesses, expansion and
control joints as indicated in the Contract Documents.
.9
Build in anchors, sleeves, and other inserts which may be required
to accommodate the Work specified in other Specification
Sections. Ensure that all anchors and inserts will not protrude
beyond the surfaces designated to receive applied finishes,
including painting.
.10
Clean all formwork in accordance with CAN/CSA A23.1, before
placing concrete.
.1
Leave formwork in place for the following minimum periods of time
after placing concrete:
.1
One (1) Day for walls and sides of beams.
.2
One (1) Day for columns.
.3
Remove formwork after concrete has reached 75% of its
specified 28 Day compressive strength determined by a
field cured test cylinder for beam soffits, suspended slabs,
decks and other structural members.
PART 3. EXECUTION
3.1
3.2
Fabrication and Erection
Removal and Reshoring
CONTRACT NO T-12-16
CONCRETE FORMS AND ACCESSORIES
DATE: April 2012
.4
.5
Section 03100
2011-03-15
Page 4 of 4
One (1) Day for footings and abutments.
The Contractor is advised that low ambient conditions will
require additional curing time at the sole discretion of the
Consultant.
.2
Provide all necessary reshoring of members where the early
removal of forms may be required or where members may be
subjected to additional loads during construction as required.
.3
Space reshoring in each principal direction; no more than 3,000
mm apart.
.4
Do not re-use damaged forms. Re-use formwork and falsework
subject to the requirements of CAN/CSA-A23.1.
END OF SECTION
CONTRACT NO T-12-16
CONCRETE REINFORCEMENT
DATE: April 2012
PART 1.
1.1
1.2
1.3
1.4
Section 03200
2011-03-15
Page 1 of 4
GENERAL
Summary
.1
This Section includes materials and/or Products that are required
by Section 01611 – LEED Product Requirements to incorporate
recycled materials, and/or regional content. The acceptability of
materials or Products is subject to the requirements of Section
01611 – LEED Product Requirements.
.1
Section 01611 – LEED Product Requirements
.2
Section 03100 – Concrete Forms and Accessories
.3
Section 03300 – Cast in Place Concrete
.4
Section 03345 – Concrete Curing, Finishing, and Repair
.1
The Work outlined in this Section shall be included in the lump
sum price for Section 03200 – Concrete Reinforcement as
indicated in Schedule ‘A’ of the Bid Form.
.1
ASTM International (ASTM)
.1
ASTM A185/A185M-05a, Standard Specification for Steel
Wire Welded Wire Fabric, Plain, for Concrete
Reinforcement.
.2
ASTM A497/A497M-05a, Standard Specification for Steel
Wire Welded Wire Fabric, Deformed, for Concrete
Reinforcement.
.3
ASTM A82/ A82M-05a, Standard Specification for Steel
Wire, Plain for Concrete Reinforcement.
.2
Canadian Standards Association (CSA)
CAN/CSA A23.1 04, Concrete Materials and Methods of
.1
Concrete Construction.
.2
CAN3 A23.3 04, Design of Concrete Structures for
Buildings.
.3
CAN/CSA G30.18 (M92)(R2002), Billet Steel Bars for
Concrete Reinforcement.
.4
CAN/CSA G40.20-04 /G40.21 -04 ,General Requirements
for Rolled or Welded Structural Quality Steels.
.5
CSA W186 M1990( R2002), Welding of Reinforcing Bars in
Reinforced Concrete Construction.
.3
Reinforcing Steel Institute of Canada (RSIC):
.1
RSIC Manual of Standard Practice
Related Sections
Measurement and Payment
References
CONTRACT NO T-12-16
CONCRETE REINFORCEMENT
DATE: April 2012
1.5
Section 03200
2011-03-15
Page 2 of 4
Shop Drawings
.1
Recycled Content: Provide LEED submittals in accordance with
Section 01611 - LEED Product Requirements.
.2
Regional Materials Content: Provide LEED submittals in
accordance with Section 01611 - LEED Product Requirements.
.3
Indicate on the shop drawings, bar bending details, lists, quantities
of reinforcement, sizes, spacings, locations of reinforcement and
mechanical splices if approved by the Consultant, with identifying
code marks to permit correct placement without reference to the
structural drawings. Indicate the sizes, spacings and locations of
chairs, spacers and hangers. Prepare reinforcement drawings in
accordance with the Reinforcing Steel Manual of Standard
Practice by the Reinforcing Steel Institute of Canada.
.4
Detail lap lengths and bar development lengths in accordance with
CAN3 A23.3. Provide type B tension lap splices unless otherwise
indicated on the Contract Drawings.
PART 2. PRODUCTS
2.1
Materials
.1
Substitute different sized bars only if permitted in writing by the
Consultant.
.2
Reinforcing steel: billet steel, grade 400, deformed bars in
accordance with CAN/CSA G30.18, unless indicated otherwise on
the Contract Drawings.
.3
Reinforcing steel: weldable low alloy steel deformed bars in
accordance with CAN/CSA 30.18.
.4
Cold drawn annealed steel wire ties: in accordance with ASTM
A82/A82M.
.5
Welded steel wire fabric: in accordance with ASTM A185/A185M.
Provide in flat sheets only.
.6
Welded deformed steel wire fabric: in accordance with ASTM
497/A497M. Provide in flat sheets only.
.7
Chairs, bolsters, bar supports, spacers: in accordance with
CAN/CSA A23.1.
.8
Mechanical splices:
.1
Dowel bar splicer DB -SAE by NCA/ Acrow Richmond Ltd.
.2
Lenton Form Saver by Erico Canada Inc.
.3
D150 DRB Coupler and Dbr Setting Splice Bar with size
equivalent to DB SAE
.4
Dowel in bar:
1.
Di by NCA/ Acrow Richmond Ltd.
2.
Splice bar by Erico Canada Inc.
CONTRACT NO T-12-16
CONCRETE REINFORCEMENT
DATE: April 2012
3.
2.2
2.3
Section 03200
2011-03-15
Page 3 of 4
D-51, D-52 or D53 with size equivalent to dowel in
bar by Dayton Superior Corp.
.9
Plain round bars: in accordance with CAN/CSA G40.21.
.1
Fabricate reinforcing steel in accordance with CAN/CSA A23.1,
ANSI/ACI 315, and the Reinforcing Steel Manual of Standard
Practice by the Reinforcing Steel Institute of Canada.
.2
Obtain the Consultant’s approval for the locations of reinforcement
splices other than those shown on the Contract Drawings.
.3
Only upon the approval of the Consultant, weld reinforcement in
accordance with CSA W186.
.4
Ship bundles of bar reinforcement, clearly identified in accordance
with bar bending details and lists as shown on the reinforced steel
shop drawings.
.1
Provide the Consultant with a certified copy of the mill test report
of reinforcing steel, showing the physical and chemical analysis,
prior to commencing any reinforcing Work.
Fabrication
Source Quality Control
.2
Upon request, inform the Consultant of the proposed source of
material to be supplied.
PART 3. EXECUTION
3.1
3.2
3.3
Preparation
.1
Clean reinforcing steel prior to placing so as to remove any
particles that may impede a proper bond.
.1
Do not field bend or field weld reinforcement except where
indicated in the Contract Documents or authorized by the
Consultant.
.2
When field bending is authorized, bend without heat, applying a
slow and steady pressure.
.3
Replace all bars which develop any cracks or splits.
.1
Place reinforcing steel as indicated on the Contractor’s reviewed
placing drawings and in accordance with CAN/CSA A23.1.
Field Bending
Placing Reinforcement
CONTRACT NO T-12-16
CONCRETE REINFORCEMENT
DATE: April 2012
3.4
Section 03200
2011-03-15
Page 4 of 4
.2
Use plain round bars as slip dowels in the concrete. Paint the
portion of the dowel which is intended to move within the
hardened concrete with one coat of asphalt paint. When the paint
is dry, apply a thick even film of mineral lubricating grease.
.3
Prior to placing any concrete, obtain the Consultant’s approval of
the reinforcing material and placement.
.4
Ensure that the cover to the reinforcement is maintained during
concrete placement. Comply with the erection tolerances of CSA
A23.1
.1
The Consultant will review the reinforcing steel once it has been
placed and will check for conformity with the shop drawings and
bar lists.
.2
Notify the Consultant a minimum of two (2) Working Days in
advance of the date of the proposed review.
.3
Concrete placement will only be authorized after the Consultant
reviews the placed reinforcing steel.
.4
The Consultant’s review does not relieve the Contractor of its
responsibility for correctly placing and adequately supporting the
reinforcing steel.
Inspection
END OF SECTION
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
PART 1.
1.1
1.2
1.3
Section 03300
2006-08-30
Page 1 of 14
GENERAL
Summary
.1
This Section specifies the requirements for the supply of all
labour, materials and equipment required to complete the
concrete Work as indicated on the Contract Drawings, as
specified in the Contract Documents, and as required in order to
complete the Work.
.2
Comply with the requirements of CSA 23.1 and CSA 23.2 except
where noted otherwise in the Contract Documents. Do not use
materials that are toxic in their installed condition.
.3
This Section includes materials and/or Products that are required
by Section 01611 – LEED Product Requirements to incorporate
recycled materials, and/or regional content. The acceptability of
materials or Products is subject to the requirements of Section
01611 - LEED Product Requirements.
.4
This Section includes requirements for preliminary verification of
in-place compressive strength of existing concrete.
.1
Section 01611 – LEED Product Requirements
.2
Section 03100 – Concrete Forms and Accessories.
.3
Section 03200 – Concrete Reinforcement.
.4
Section 03345 – Concrete Curing, Finishing, and Repair
.5
Section 05500 – Metal Fabrications - General
.1
The Work outlined in this Section shall be included in the lump
sum price for Section 03300 – Cast In Place Concrete as
indicated in Schedule ‘A’ of the Bid Form.
.2
Heating of water and aggregates and providing cold weather
protection will not be measured but will be considered incidental to
the Work.
.3
Cooling of concrete and providing hot weather protection will not
be measured but will be considered incidental to the Work.
.4
Supply and installation of anchor bolts, nuts and washers and bolt
grouting will not be measured but will be considered incidental to
the Work.
.5
Supply and installation of water stops will not be measured but will
be considered incidental to the Work.
Related Sections
Measurement and Payment
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
1.4
Section 03300
2006-08-30
Page 2 of 14
References
.1
ASTM International (ASTM)
.1
ASTM C 109/C 109M, Test Method for Compressive
Strength of Hydraulic Cement Mortars (Using 2 in. or 50
mm Cube Specimens).
.2
ASTM C 260 95, Specification for Air Entraining
Admixtures for Concrete.
.3
ASTM C 309, Specification for Liquid Membrane Forming
Compounds for Curing Concrete.
.4
ASTM C 494, Specification for Chemical Admixtures for
Concrete.
.5
ASTM C 827, Test Method for Change in Height at Early
Ages of Cylindrical Specimens from Cementitious
Mixtures.
.6
ASTM C 939, Test Method for Flow of Grout for Preplaced
Aggregate Concrete.
.7
ASTM C 1017-92, Specification for Chemical Admixtures
for Concrete.
.8
ASTM D 412, Test Methods for Vulcanized Rubber and
Thermoplastic Rubbers and Thermoplastic Elastomers
Tension.
.9
ASTM D 624, Test Method for Tear Strength of
Conventional Vulcanized Rubber and Thermoplastic
Elastomer.
.10
ASTM D 1751, Specification for Preformed Expansion
Joint Fillers for Concrete Paving and Structural
Construction (Nonextruding and Resilient Bituminous
Types).
.11
ASTM D 1752, Specification for Preformed Sponge Rubber
and Cork Expansion Joint Fillers for Concrete Paving and
Structural Construction.
.2
American Concrete Institute (ACI)
.1
ACI 304.2R-96, Placing Concrete by Pumping Methods.
.3
Canadian General Standards Board (CGSB)
.1
CAN/CGSB 37.2, Emulsified Asphalt, Mineral Colloid Type,
Unfilled, for Dampproofing and Waterproofing and for Roof
Coatings.
.2
CAN/CGSB 51.34, Vapour Barrier, Polyethylene Sheet for
Use in Building Construction.
.3
CGSB 81 GP 1M, Flooring, Conductive and Spark
Resistant.
.4
Canadian Standards Association (CSA)
.1
CSA A23.1 04, Concrete Materials and Methods of
Concrete Construction.
.2
CSA A23.2 04, Methods of Test for Concrete.
.3
CSA A283 – Qualification Code for Concrete Testing
Laboratories
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
.4
.5
.6
.7
.8
1.5
CSA A3001 -03 Cementitious Materials for Use in
Concrete
CSA A3002 -03 Masonry and Mortar Cement
CSA A3003 -03 Chemical Test Methods for Cementitious
Materials for Use in Concrete and Masonry
CSA A3004 -03 Physical Test Methods for Cementitious
Materials for Use in Concrete and Masonry
CSA A3005 -03 Test Equipment and Materials for
Cementitious Materials for Use in Concrete and Masonry
Performance Requirements
.1
28 Day Compressive strength:
1.
30 Mpa for structural concrete
2.
15 MPa for fill concrete
.2
Low Shrinkage concrete with 28 Days of drying not greater
than 0.04 percent for concrete made with 40 mm
aggregate and 0.055 percent for concrete made with 20
mm aggregate when tested in accordance with modified
ASTM C157 as accepted by the Ready Mix Concrete
Association of Ontario.
Normal density concrete unless specified otherwise in the
Contract Documents.
Bond strength of 1.2 MPa for toppings.
Construction tolerances: Comply with Clause 6.4 of CSA
A23.1- 4 unless noted otherwise in the Contract
Documents.
.3
.4
.5
1.6
Section 03300
2006-08-30
Page 3 of 14
Submittals
.1
Recycled Content: Provide LEED submittals in accordance with
Section 01611 - LEED Product Requirements.
.2
Regional Materials Content: Provide LEED submittals in
accordance with Section 01611 - LEED Product Requirements.
.3
A minimum of 15 Working Days prior to commencing the Work,
inform the Consultant of the proposed source of aggregates and
provide access for sampling.
.4
A minimum of 15 Working Days prior to commencing the Work,
submit to the Consultant catalog cuts for each of the following
materials proposed for use:
.1
each admixture
.2
curing compound
.3
joint fillers
.4
each type of waterstop
.5
Drying Shrinkage Tests:
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
.1
.2
.3
.4
.5
Section 03300
2006-08-30
Page 4 of 14
Perform laboratory trial mixes of concrete used for the
Contract. Make two sets of three specimens for each
shrinkage test.
Specimens: Fabricate, cure, dry and measure as specified
in ASTM C157 and modified as follows:
1.
Remove specimens from moulds aged 23 hours, ±
1 hour after trial batching.
2.
Immediately place in water at 22.8 degrees Celsius
(C) ± 2 degrees Celsius for a minimum of 30
minutes.
3.
Measure within 30 minutes thereafter to determine
the original length and then submerge in saturated
limewater at 22.8 degrees Celsius, ± 2 degrees
Celsius.
4.
Measure specimens at age 7 Days to determine
expansion expressed as a percentage of the
original length. The length at age 7 Days shall be
the base length for drying shrinkage calculations (0
Days drying age).
5.
Store specimens immediately in a humidity
controlled room maintained at 22.8 degrees
Celsius, ± 2 degrees Celsius and 50 percent, ± 4
percent relative humidity for the remainder of the
test.
6.
Measure to determine shrinkage expressed as a
percentage of the base length and report
separately for 7, 14, 21, and 28 Days of drying after
7 Days of moist curing.
Computing Drying Shrinkage Deformation of Each
Specimen:
1.
Difference between base length (at 0 Days-drying
age) and length after drying at each test age.
Compute the average drying shrinkage deformation
2.
to the nearest 0.001 percent at each test age.
3.
If the drying shrinkage of any specimen departs
from the average of that test age by more than
0.004 percent, disregard the results obtained from
that specimen.
Concrete Shrinkage at 28 Day Drying Age: 0.040 percent
maximum for laboratory trial mixes of proposed concrete
made with 40 mm aggregate and 0.055 percent maximum
for 20 mm aggregate for construction. If shrinkage
specimen tests for concrete exceed the shrinkage limits,
modify the concrete mix to reduce shrinkage. Repeat the
tests with the new mix.
Provide shrinkage tests for each type of structural
concrete; two for 40 mm and two for 20 mm aggregate
concrete mixes.
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
1.7
1.8
1.9
Section 03300
2006-08-30
Page 5 of 14
Certificates
.1
A minimum of 15 Working Days prior to starting any concrete
Work, submit, to the Consultant, the manufacturer's test data and
certification by a qualified independent inspection and testing
laboratory acceptable to the Region, that the following materials
will meet the specified requirements:
.1
Portland cement.
.2
Blended hydraulic cement.
.3
Grout
.4
Aggregates are not subject to deleterious expansion.
.5
Water.
.6
Water stops.
.7
Water stop joints.
.8
Joint filler.
.2
Provide certification that the mix proportions selected will produce
concrete of a quality, yield and strength as specified in the
concrete mixes and shall comply with the requirements of
CAN/CSA A23.1. Submit design mixes to the Consultant for
review a minimum of twenty-eight (28) Days prior to starting any
concrete Work. Tabulate concrete mixes indicating the size of
aggregates, water/cementitious materials ratio, admixtures, air
content, and location of use for each mix.
.3
Provide certification that crack injection materials are suitable for
continuous submersion and that they will not release toxic material
into the water.
.4
Submit a detailed plan for cold weather concrete curing and
protection of concrete placed and cured in weather below
temperatures of 5 degrees Celsius.
.5
Submit a detailed plan for hot weather placements including
curing and protection for concrete placed in ambient temperature
over 27 degrees Celsius.
.1
Prior to start of any Work, the Contractor shall hire and pay for the
services of an Independent Testing Laboratory to verify concrete
compressive strength of the existing concrete floor at the
Generator Room; refer to the requirements of Part 3 below.
.1
A minimum of 15 Working Days prior to starting any concrete
Work, submit to the Consultant the proposed quality control
procedures for the following items:
Preliminary Verification
Quality Assurance
.1
.2
Hot weather concrete.
Cold weather concrete.
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
.3
.4
Section 03300
2006-08-30
Page 6 of 14
Curing.
Finishes.
.2
Concrete Testing
.1
Testing of fresh concrete for materials and compression
will be done by third party agencies designated and paid
for by the Region.
.2
The Contractor shall pay for additional testing required
because of changes in material or the mix proportions, as
well as any extra testing of the concrete or materials
occasioned by the Contractor’s failure to meet the
Specification requirements.
.3
The use of testing services does not relieve the Contractor
of its responsibility to provide materials and construction in
compliance with the Contract Documents.
.3
Pre-placement Meeting
.1
Hold a meeting a minimum of 28 Days prior to the initial
placement of concrete to review the detailed requirements
for preparing the concrete design mixes, finishes, and
procedures for concrete placement for the structures.
.4
Arrange for the attendance at the meeting of the Consultant, the
Region, and the concrete Subcontractors, manufacturers, and
suppliers including, but not limited, to the following:
.1
Contractor's superintendent.
.2
Ready mix concrete producer.
.3
Admixture manufacturer(s).
.4
Concrete pumping and conveying equipment supplier.
.5
Concrete formwork and finishing Subcontractors.
.6
Notify the Consultant a minimum of 10 Working Days prior
to the scheduled date of the meeting.
.7
The Consultant will set an agenda for the meeting a
minimum of 5 Working Days prior to the scheduled date of
the meeting.
.1
Cold Weather Requirements - The following requirements are in
addition to the requirements of CSA A23.1-04, Clause 7.4.2.5 Cold Weather.
Provide temperature-controlled enclosures for areas where
.1
concrete is to be placed whenever the ambient air
temperature is 5 degrees Celsius or lower.
.2
Protect concrete from the adverse effects of space-heated
enclosures including local overheating and combustion
products.
.3
Heat mix water and, if necessary, aggregates when the air
temperature is at or below, or predicted to go below, 5
1.10 Site Conditions
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
.4
.5
.6
.7
.8
Section 03300
2006-08-30
Page 7 of 14
degrees Celsius at any time during the next 24 hours
following placement of the concrete.
Maintain the temperature of reinforcing bars and forms
above 10 degrees Celsius prior to placing the concrete.
Maintain the temperature of concrete, when deposited in
forms at not less than 15 degrees Celsius and not higher
than 25 degrees Celsius.
Maintain the temperature of concrete at surfaces at least
10 degrees Celsius for a minimum period of 7 Days after
placing and achieving a minimum of 75 percent of the
specified strength. The concrete temperature may then be
lowered to ambient air temperature at a rate of 0.5 degrees
Celsius per hour or 10 degrees Celsius per Day
Use additional protection if full 28 Day compressive
strength is required at an early age.
Keep concrete continuously moist during the curing period.
.2
High temperature Control Requirements - The following
requirements are in addition to the requirements of CSA A23.1 04,
Clause 7.4.2.4 - Hot Weather.
.1
Limit the peak temperature during the curing period to a
maximum of 40 degrees Celsius. The placing temperature
that will satisfy this requirement depends on the ambient
temperature, humidity at the time of placing, thickness of
the concrete, and curing methods employed.
.2
Consider the use of retarders, low heat cement, slag
replacement, ice in mixing water, pre-cooling of
aggregates, cooling of concrete through continuous wet
curing, and similar methods in order to prevent concrete
temperatures from exceeding 40 degrees Celsius at any
time.
.3
Monitor concrete temperatures for walls and slabs 500 mm
or more in thickness. After the concrete temperature has
peaked, control the rate of cooling to ambient air
temperature to 0.5 degrees Celsius per hour in order to
prevent cracking.
.4
Notwithstanding the requirements of the subsections
above, do not place concrete with a temperature higher
than 25 degrees Celsius. Concrete with a temperature in
excess of 25 degrees Celsius upon arrival at the Site will
be rejected. Remove all rejected concrete from the Site.
.3
Protection
.1
Protect freshly placed concrete from damage due to
construction operations and from cold, heat, rain, snow,
running water, drying winds, and any other factors which
would likely cause deterioration of concrete quality.
.2
Use waterproof insulated covers or other suitable materials
to enclose freshly placed concrete under these conditions.
.4
Frost Protection for Slabs on Grade
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
.1
Section 03300
2006-08-30
Page 8 of 14
Provide continuous protection for slabs on grade to
prevent the subgrade below from freezing during cold
weather. Provide heated enclosures and insulation as
required.
.5
Influence of Ambient Concrete Temperature on Concrete Crack
Control
.1
To minimize the formation of thermal cracks during
placement and curing, maintain previously cured concrete
and concrete that will be placed against it at the same
temperature.
.2
Failure to minimize temperature differential between
adjacent concrete placements could result in temperature
induced cracking. Repair such cracks as specified in this
Section at no additional cost to the Region.
.6
Backfilling and Service Loads Restrictions
.1
Verify that backfill is not higher than the finished grades
indicated on the Contract Drawings.
.2
Verify that the concrete in walls has attained the specified
compressive strength before backfilling against walls or
subjecting walls to service loads. As an alternate, in order
to discontinue dewatering efforts (at which time the vault
must be fully backfilled), brace wall construction prior to
proceeding with early backfill; refer to Vault Notes on the
Contract Drawings.
.3
Use field cured test cylinders to determine in-place
concrete strength prior to backfilling.
.1
Portland cement: in accordance with CSA 23.1 Type GU General
Use. Type HE, High-Early strength hydraulic cement may only be
used where the prior approval of the Consultant is obtained by the
Contractor.
.2
Water: in accordance with CSA A23.1.
.3
Aggregates: in accordance with CSA A23.1. Coarse aggregates
are to be rough and angular gravel or crushed stone of normal
density.
.4
Air entraining admixtures: in accordance with ASTM C 260.
.5
Chemical admixtures: in accordance with ASTM C 494. The
Consultant is to approve all accelerating or set retarding
admixtures during cold and hot weather placing.
.6
Concrete retarders: in accordance with ASTM C 494 water based.
Do not allow moisture of any kind to come in contact with the
retarder film.
PART 2. PRODUCTS
2.1
Materials
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
Section 03300
2006-08-30
Page 9 of 14
.7
Shrinkage compensating grout: premixed compound consisting of
non-metallic aggregate, cement, water reducing and plasticizing
agents.
.1
Compressive strength: 35 MPa at 28 Days.
.2
Consistency:
1.
Fluid: in accordance with ASTM C 827. Time of
efflux through flow cone (ASTM C 939), under 30
seconds.
Flowable: in accordance with ASTM C 827. Flow
2.
table, 5 drops in 3 seconds, (ASTM C 109,
applicable portion) 125 percent to 145 percent.
3.
Plastic: in accordance with ASTM C 827. Flow
table, 5 drops in 3 seconds, (ASTM C 109,
applicable portions) 100 percent to 125 percent.
4.
Dry pack to the manufacturer’s requirements.
.8
Dowelling adhesive:
.1
HIT-RE 500-SD by Hilti Corporation
.2
SET-XP by Simpson Strong-Tie Anchor Systems
.9
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 a compressive strength of 35 MPa at 28 Days.
.10
Ribbed waterstops: 150 mm wide extruded PVC with shop welded
corner and intersecting pieces
.1
Tensile strength: in accordance with ASTM D 412, method
A, Die"C".
.2
Elongation: in accordance with ASTM D 412, method A,
Die"C", minimum 275 percent.
Tear resistance: in accordance with ASTM D 624, method
.3
A, Die"B"
.4
Type: Centre bulb with parallel ribs or protrusions on each
side.
.5
Manufacturers and Products:
1.
Greenstreak Plastic Products: Catalogue Style No
716 (152mm by 9.5mm)
2.
Vinylex Corporation: Catalogue No. RB6-14
(152mm by 9.5mm)
3.
Or approved equivalent.
.11
Expandable hydrophilic waterstop: Use approximate size 10 mm
thick by 20 mm wide, non-bentonite rubber strip. Attach to
concrete surface using a water-swelling sealant/adhesive and
concrete nails or screws.
.1
Manufacturers and Products:
1.
Greenstreak Group, Inc., Greenstreak Plastic
Products: Hydrotite catalog No Cl-1020-2K with
Leakmaster LV-1.
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
2.
2.2
Section 03300
2006-08-30
Page 10 of 14
Adeka Corporation: MC-2010MN with Ultra Seal P201.
.12
Waterproofing: Sealtight Mel Rol waterproofing system by W.R.
Meadows Inc. of Canada or approved equivalent.
.1
Proportion normal density concrete in accordance with CAN/CSA
A23.1.
.1
Cement:
Type GU Portland cement. Fly ash shall not be permitted.
Type HE cement where approved in advance by the
Consultant
.2
Minimum compressive strength at 28 Days: 30 MPa.
.3
Maximum cement content: 300 kg/m3 of concrete.
.4
Class of exposure: F-1, Table 2 of CSA A23.1
.5
Nominal size of coarse aggregate: 40 and 20 mm.
.6
Water/cement ratio 0.42 for all concrete.
.7
Air content: CSA 23.1
.8
Chemical admixtures: following admixtures in accordance
with ASTM C 494 including type, quantity, water reducing,
strength increasing, air entraining, super plasticizers, rust
inhibitors.
.9
Submit the mix design with test results to the Consultant
for review a minimum of 28 Days prior to placing concrete.
.10
Wall concrete mixes shall include the use of a super
plasticizer added at the plant, in accordance with CSA
A266.6 such as Rheobuild 1000 by BASF Construction
Chemicals LLC, or an approved equivalent. The maximum
slump is anticipated to be 25 mm to 40 mm prior to adding
the superplasticizer and tests shall be in conformity with
CSA Specification A23.2. The slump at the Site should not
exceed 150 mm after the plasticizer is added to the
concrete.
.11
No amount of calcium chloride in any chemical form shall
be used in any concrete mix or as a de-icing agent in the
forms.
All concrete mixes shall contain a water reducing agent in
.12
accordance with ASTM C494 Type A such as “Pozzolith”
by BASF Construction Chemicals LLC, or an approved
equivalent, used in accordance with the manufacturer’s
instructions.
.13
All concrete shall contain an air-entraining agent in
accordance with ASTM C494. Total air content shall be in
accordance with CSA A23.1 for the class of exposure and
the maximum size of coarse aggregate specified in the
Contract.
.14
All admixtures shall be supplied by the same manufacturer
and shall be compatible.
Mixes
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
.2
Section 03300
2006-08-30
Page 11 of 14
Base of Wall Grout mix:
.1
Minimum cementing material: 600 Kg/cubic metre
.2
Coarse aggregate: none
.3
Maximum Water/Cement ratio: 0.42
.4
Provide minimum 100 mm depth of grout at the base of all
walls. Place grout immediately prior to placing balance of
wall concrete.
PART 3. EXECUTION
3.1
3.2
Preliminary Verification
.1
The Contractor shall ensure that the independent testing
laboratory retained by the Contractor (the Testing Laboratory) will
determine the in-place concrete compressive strength of the
Generator Room structural floor concrete. Coordinate locations
with the Consultant to core drill and obtain three test specimens
within the Generator Room floor area.
.2
The Contractor’s shall ensure that the Testing Laboratory will core
drill through the concrete topping into the structural concrete floor
slab below. After core specimen is obtained, the floor shall be
repaired using non-shrink grout including re-setting of the tile if
possible. Otherwise grout shall be struck off flush to surrounding
surface and the area left clean.
.3
The Contractor shall ensure that the Testing Laboratory will test
the three specimens for compressive strength. Provide a brief
written report to show results of testing.
.4
If any result is less than 20MPa, notify Consultant immediately.
Preparation
.1
Obtain the Consultant’s approval before placing any concrete.
Provide a minimum of 2 Working Days notice prior to the placing
of concrete.
.2
Pumping of concrete is permitted only after approval of the
equipment and mix has been obtained from the Consultant.
.3
Ensure that the reinforcement and inserts are not disturbed during
concrete placement.
.4
Prior to placing of the concrete, obtain the Consultant’s approval
of the proposed method for protection of the concrete during
placing and curing in adverse weather.
.5
Maintain accurate records of concrete placed, indicating the date,
location, quality, air temperature and test samples taken.
.6
In locations where new concrete is dowelled to existing work, drill
holes in existing concrete. Place dowels of deformed steel
reinforcing bars using adhesive as specified above.
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
3.3
Section 03300
2006-08-30
Page 12 of 14
.7
Do not place loads upon new concrete until authorized by the
Consultant.
.1
Perform cast in place concrete Work in accordance with CAN/CSA
A23.1
.2
Vibrators
1.
2.
Concreting
3.
4.
5.
6.
The use of mechanical vibrators is required.
A sufficient number of vibrators shall be employed
to ensure complete compaction.
A minimum of one (1) extra gasoline powered
vibrator shall be on hand for emergency use.
Vibration shall not be continued to the extent that
water forms a surface on the concrete.
Avoid any disturbance to concrete which has
become too stiff to regain plasticity when vibrated.
Vibration shall not be applied directly to steel which
extends into partially hardened concrete.
.3
Sleeves and inserts.
.1
No sleeves, ducts, pipes or other openings shall pass
through joists, beams, column capitals or columns, except
where indicated in the Contract Documents or where
approved by the Consultant.
.2
Where approved by the Consultant, set sleeves, ties, pipe
hangers and other inserts and openings as indicated on
the Drawings or specified elsewhere in the Contract
Documents. Sleeves and openings which are greater than
100 mm x 100 mm and which are not indicated in the
Contract Documents must be approved by the Consultant.
.3
Do not eliminate or displace reinforcement to
accommodate hardware. If inserts cannot be located as
specified, in the Contract Documents, obtain approval of
any modifications from the Consultant before placing the
concrete.
.4
Check the locations and sizes of the sleeves and openings
shown on the Contract Drawings.
.5
Set special inserts for strength testing, as indicated in the
Contract Documents and as required by a non-destructive
method of testing concrete.
.4
Anchor Rods:
.1
Set anchor rods to the templates under the supervision of
the appropriate Subcontractor prior to placing the concrete.
.2
With the prior approval of the Consultant, fix anchor rods in
holes drilled after the concrete has set. Drilled holes are to
be in accordance with the manufacturers’
recommendations.
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
.3
.4
.5
Section 03300
2006-08-30
Page 13 of 14
Protect anchor rod holes from water accumulations, snow
and ice build-ups.
Set rods and fill holes with adhesive as specified above.
Locate the anchor rods used in connection with expansion
shoes, rollers and rockers with due regard to the ambient
temperature at the time of erection.
.5
Drainage Holes and Weep Holes:
.1
Form weep holes and drainage holes in accordance with
the requirements of Section 03100 – Concrete Forms and
Accessories. If wood forms are used, remove them after
the concrete has set.
.2
Install weep hole tubes and drains as indicated in the
Contract Documents.
.6
Grouting:
.1
Grout under base plates and/or machinery using
procedures in accordance with the manufacturer's
recommendations which result in 100 percent contact over
the entire grouted area.
.2
Deposit 100 mm of wall grout evenly along the horizontal
construction joint in the bottom of the form through an
elephant truck immediately before placing wall concrete.
After placing 300 mm of wall concrete vibrate concrete
such that grout and concrete are well integrated.
.7
Finishing:
.1
Finish in accordance with the requirements of Section
03345 - Concrete Curing, Finishing, and Repair.
.8
Water stops.
.1
Install water stops in order to provide a continuous water
seal. Do not distort or pierce the water stop in such a way
that may hamper its performance. Do not displace
reinforcement when installing water stops.
.2
Tie PVC water stops rigidly in place. .Use sealant/adhesive
plus nails or screws to attach expandable hydrophilic
waterstops.
.3
Use equipment in accordance with the manufacturer’s
instructions to field splice PVC waterstops. Use only
straight heat sealed butt joints or factory welded corners
and intersections unless otherwise approved by the
Consultant.
.4
For expandable hydrophilic waterstops, side lap or butt
splice using liberal application of water-swelling
sealant/adhesive to ensure continuity.
.5
Vibrate concrete around the waterstops to remove air
voids, however, ensure that the waterstops are not
damaged or moved by the vibrator.
.9
Joint fillers.
CONTRACT NO T-12-16
CAST IN PLACE CONCRETE
DATE: April 2012
.1
.2
.3
.4
3.4
3.5
Section 03300
2006-08-30
Page 14 of 14
Furnish filler for each joint in a single piece for the depth
and width required for the joint, unless otherwise
authorized by the Consultant. When more than one piece
is required for a joint, fasten abutting ends and hold
securely to shape by stapling or other positive means of
fastening.
Locate and form isolation construction expansion joints as
indicated in the Contract Documents.
Install joint filler.
Use 12 mm thick joint filler to separate slabs on grade from
vertical surfaces and extend joint filler from the bottom of
the slab to within 12 mm of the finished slab surface unless
indicated otherwise in the Contract Documents.
.10
Repair of temperature and shrinkage induced cracks.
.1
Repair cracks in the completed structure employing a
suitable polyurethane injection technique to make such
cracks completely water tight after the repair.
.2
Remove surface injection material and finish areas to
match surrounding concrete.
.11
Waterproofing Membrane
.1
Clean concrete surfaces in accordance with
manufacturer’s recommendations.
.2
Apply waterproofing membrane where indicated in the
Contract Documents around concrete walls from base slab
to finished grade.
.1
Concrete tolerance shall be in accordance with CAN/CSA A23.1
.1
Inspection and testing of concrete and concrete materials will be
carried out by a testing laboratory designated by the Consultant in
accordance with CAN/CSA A23.1.
.2
The Region will pay for the cost of the tests.
.3
The Consultant will take additional test cylinders during any cold
weather concreting and shall cure cylinders at the Site under the
same conditions as the 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 the Consultant will not augment or replace
the Contractor’s quality control obligations nor will it relieve the
Contractor of any of its responsibilities or obligations under the
Contract.
Site Tolerance
Field Quality Control
END OF SECTION
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
PART 1.
1.1
1.2
1.3
1.4
Section 03345
2011-03-15
Page 1 of 10
GENERAL
Summary
.1
This Section specifies the requirements for concrete finishes and
curing of freshly placed concrete.
.2
This Section also specifies the requirements for repair of concrete
floor cracks at existing concrete.
.1
Section 03100 – Concrete Forms and Accessories
.2
Section 03300 – Cast in Place Concrete
.1
Canadian Standards Association (CSA):
.1
CSA A23.1 Concrete Materials and Methods of Concrete
Construction
.2
Canadian General Standards Board (CGSB):
.1
CGSB 51-GP-51M Polyethylene Sheet for Use in Building
Construction.
.3
ASTM International:
ASTM C309 Specification for Liquid Membrane Forming
.1
Compounds for Curing Concrete.
.2
ASTM C1315 Specification for Liquid Membrane-Forming
Compound having Special Properties for Curing and
Sealing Concrete.
.3
ASTM C109 Standard Test Method for Compressive
Strength of Hydraulic Cement Mortars (Using 2 in. or 50
mm Cube Specimens
Related Sections
References
Measurement and Payment
The Work outlined in this Section shall be included in the lump
sum price for Section 03345 - Concrete Curing, Finishing, and
Repair as indicated in Schedule ‘A’ of the Bid Form.
1.5
Submittals
.1
Product Data Sheets
.1
Submit manufacturer's Product data sheets including
installation, application, and maintenance instructions for:
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
1.
2.
3.
4.
5.
1.6
1.7
1.8
Section 03345
2011-03-15
Page 2 of 10
Curing compound
Surface sealer
Control joint sealant
Polyethylene sheet
Epoxy repair adhesive
.2
Shop Drawings and Submittals
.1
Submit shop drawings detailing finishes for floors and
walls.
.2
Submit curing methods proposed.
.3
Submit outline crack repair procedure.
.1
Concrete finishers: Skilled personnel with a minimum of five years
of proven satisfactory experience finishing concrete work of
comparable size and scope.
.2
Engage the manufacturers' representative for on Site supervision
prior to, during, and after applications. Verify that the specified
Products are correctly applied and that the amounts and finishing
procedures comply with the manufacturer's printed instructions for
the Work.
Quality Assurance
Delivery, Storage and Handling
.1
Prevent the deterioration or contamination of stored materials.
Deteriorated or contaminated materials will be rejected and must
be removed immediately from the Site.
.1
Comply with any special requirements of Section 03300 - Cast in
Place Concrete for Work under cold weather and warm
temperature conditions.
.1
Curing compound: ASTM C309
.1
Type 2
.2
Combination curing and sealing compound: ASTM C1315, clear,
non-yellowing compound;
.1
Florseal by Sika Canada Inc.
.2
Masterkure CR (Clear) by Master Builders Technologies
Inc.
.3
Super Diamond Clear by Euclid Admixture Canada, Inc.
.3
Surface sealer: Clear, liquid surface hardener and dust roofer;
.1
Sealhard 400 by Sika Canada Inc.,
Site Conditions
PART 2. PRODUCTS
2.1
Materials
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
.2
.3
Section 03345
2011-03-15
Page 3 of 10
Floor Seal by Euclid Admixture Canada, Inc.,
Day Chem Sure Hard (J 17) by Dayton Superior Canada
Limited.
.4
Control joint sealant: Bondflex by W.R. Meadows Inc. of Canada,
or approved equivalent.
.5
Polyethylene sheet: CGSB 51 GP 51M; 0.15 mm thick.
.6
Wet curing materials: Non staining waterproof curing paper,
burlap, or canvas coverings.
.7
Bonding agent: Suitable for the conditions of service and the
performance requirements of this Section.
.8
Non-shrink, non-ferrous grout: Pre-blended hydraulic cement
grout;
.1
In Pakt Pre Mix by C C Chemicals Limited
.2
Masterflow 713 Plus Grout by BASF Construction
Chemicals LLC.
.3
M Bed Standard by Sika Canada Inc.
.9
Epoxy repair adhesive shall be a 2-component, high strength, lowviscosity epoxy specifically manufactured for gravity feed into
cracks in concrete. Use Sika Canada Inc., Sikadur 35, Hi-Mod LV
or approved equivalent.
.1
Determine the requirements for any applied finishes prior to
placement of concrete.
.1
Finish surfaces to the following tolerances in accordance with
CSA A23.1, Clause 7.5.1.2 Straightedge Method.
PART 3. EXECUTION
3.1
3.2
Preparation
Tolerances
.1
3.3
Flat: Finish tolerance 5 mm in 3000 mm. Surfaces of
concrete toppings; and exposed surfaces of concrete
topping and floors or slabs.
Concrete Finishing
.1
General
.1
Concrete finishing effort is directly dependent on forming,
concrete placing, and curing techniques. Perform finishing
procedures until the specified finishes are achieved.
.2
Complete concrete finishing in areas where mechanical
and electrical equipment will be installed prior to the
commencement of any such installations.
.3
Coordinate the construction schedule to allow for
application of special floor coatings and sealers after the
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
Section 03345
2011-03-15
Page 4 of 10
concrete has attained the required moisture condition and
provide the required preparation and cure time for the
coating system, as specified by the coating/sealer
manufacturer.
.2
Slab or Floor Surfaces
.1
General
1.
Carry out finishing operations in accordance with
CSA A23.1, Clause 7.5 – Finishing and Treatment
of Slab or Floor Surfaces.
2.
Initial finishing operations shall consist of placing,
consolidating, and screeding, immediately followed
by straightedge, bull floating, or darbying.
Complete all levelling and consolidation before free
moisture or bleed water rises to the top of the
surface.
3.
Provide at least one standby power trowel. Provide
sufficient finishers and equipment for the Work.
Take all precautions necessary in order to protect
4.
the finish against inclement weather.
5.
Commence final finishing operations, consisting of
floating and trowelling, when the concrete has
stiffened sufficiently to prevent the working of
excess mortar to the surface and is able to sustain
foot pressure, and after removing any free bleed
water.
6.
Restraighten with a straightedge as often as
necessary in order to achieve the specified floor
tolerances.
.2
Float Finish Type S-1
1.
After initial finishing, provide a float finish in
accordance with CSA A23.1, Clause 7.5.4.2
Floating.
.3
Trowel Finish Type S-2
After initial finishing and floating, trowel the surface
1.
with a steel hand or power trowel in accordance
with CSA A23.1, Clause 7.5..4.3.2 Trowel, keeping
the blade flat at first and raising the blade angle a
little more on subsequent passes. Leave the
surface smooth, dense, of fine uniform texture
without a swirl and free of blemishes.
.4
Non-Slip Finish Type S-3
1.
Apply a transvers fine broom finish to walking
surfaces, interior and exterior.
Surface Sealer Type S-4
.5
1.
Treat all concrete surfaces which are subject to
traffic in the finished structure, such as slabs,
concrete toppings, landings, walkways, and similar
locations, with a surface sealer except if the
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
2.
3.
.3
Section 03345
2011-03-15
Page 5 of 10
surfaces have been cured with a dual purpose
curing and sealing compound.
Apply the sealer in accordance with the
manufacturer's printed instructions.
Do not use a surface sealer where bonded finishes
or waterproofing is scheduled in the Contract
Documents.
Formed Surfaces (walls and underside of elevated slabs)
.1
General
1.
Provide a smooth form finish in accordance with
CSA A23.1, Clause 7.7.3.6 - Smooth Form Finish,
unless noted otherwise in the Contract Documents.
1.
Remove the face formwork as soon as
practical in order to facilitate the repair of
any surface defects. Surface defects
include but are not limited to formwork tie
holes, bugholes with a nominal diameter or
depth greater than 6 mm, honeycomb and
defective concrete, fins, projections,
irregularities, offsets, spalled corners, and
other defects.
2.
Avoid damaging corners and keep edges
sharp.
.2
Formwork Tie Holes
1.
Cut formwork ties 25 mm from the surface of the
concrete.
2.
Make edges of depressions sharp.
3.
Fill depressions with pre-blended, non-shrink, nonferrous grout of the same colour as the concrete for
any exposed concrete surfaces.
.3
Irregularities
1.
Grind smooth fins, projections, irregularities, and
offsets, including those at visible construction joints.
2.
Where irregularities and offsets cannot be
remedied by grinding, chip the concrete surface
sufficiently deep and apply thoroughly bonded preblended, non-shrink, non-ferrous grout in a method
similar to that for the repair of honeycomb and
defective concrete.
.4
Surface Depressions
1.
Fill bugholes, and other surface depressions with a
sand cement mortar to match the surface of
surrounding concrete.
.5
Spalled Corners
1.
Use repair materials of a similar appearance and
strength as the surrounding concrete to reconstruct
the corner to match the adjacent corners.
.6
Honeycomb and Defective Concrete
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
1.
.7
.8
.9
Section 03345
2011-03-15
Page 6 of 10
Do not repair honeycomb and defective concrete
until it has been reviewed by the Consultant and
permission has been granted to proceed with the
repair work.
2.
Remove honeycomb and defective concrete down
to sound concrete with the edges slightly undercut
or perpendicular to the surface. Remove to a
minimum depth of 25 mm. No feather edges are
permitted.
3.
Pre-dampen the patch area.
4.
Use pre-blended, non-shrink, non-ferrous grout of
the same colour as the concrete for any exposed
concrete surfaces.
5.
Use bonding agents in patching work.
6.
Patch surfaces slightly higher than the surrounding
concrete.
7.
Wet cure patches to the equivalent of 10 Days
minimum.
8.
When the patched surface has hardened, rub the
surface with carborundum brick to form a true
surface, free from streaks, discolourations, and
other imperfections to match flush with the
surrounding concrete.
Smooth Rubbed Finish Type W-5
1.
Do not commence rubbing or grinding operations
until all surface defects are repaired and all
patching materials have hardened.
2.
Dress surfaces by rubbing or grinding with bricks of
carborundum, emery, or other abrasive material to
a smooth and even surface. Wet and rub surfaces
until surfaces are even and of a uniform smooth
appearance. Prevent rounding of edges,
obliterating the bevel lines on edges and corners,
and chipping or cracking the finished edges.
Sack Rubbed Finish Type W-6
1.
After completion of the surface preparation of the
smooth rubbed finish, apply a sack rubbed cement
finish to form a smooth finish of uniform
appearance as specified in CSA A23.1, Clause
7.7.3.7.4 Sack Rubbed Finish. Apply a second
coat of sack rubbed cement finish to produce a
smooth uniform appearance if required in order to
obtain acceptance. Demonstrate on a sample
panel prior to production finishing.
2.
Upon completion, thoroughly wash the surfaces
with clean water
Related Unformed Surfaces
1.
Screed and float tops of walls or buttresses,
horizontal offsets, and similar unformed surfaces
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
Section 03345
2011-03-15
Page 7 of 10
occurring in units cast in forms to a texture
consistent with that specified for the formed surface
unless some different finish is specified elsewhere
in the Contract Documents.
3.4
Curing Concrete
.1
Preplan curing methods prior to placement of concrete. Have
required materials on-site prior to delivery of concrete.
.2
Begin curing immediately following placing and finishing in
accordance with CSA A23.1 except as noted below. The rate of
evaporation is dependant on the relative humidity, concrete
temperature and wind velocity. For the rate of evaporation of
moisture from a concrete surface covered with water, see CSA
A23.1 Appendix D Guidelines for curing and protection.
.3
Wet cure for 10 consecutive Days at a minimum temperature of 10
degrees Celsius. This requirement supersedes the requirements
of Table 20 Allowable Curing Regimes of CSA23.1.
.4
Establish the requirements of the specified finishes for concrete
surfaces before applying the curing compound. Verify that the
curing compound is compatible with the applied finishes.
.5
Do not use curing compounds on surfaces:
.1
Where bonded concrete topping will be applied.
.2
Where high temperature control requirements are in force.
.3
For potable water structures.
.6
Formed Surfaces (Walls and Columns)
.1
Wet cure as specified by pouring water between the
formwork and the concrete surface, where possible.
.2
As an alternative, cure as specified above until the
formwork is removed. Immediately after removal of the
formwork, provide 24 hours of saturation followed by the
application of a curing compound in accordance with the
manufacturer's printed instructions.
.7
Unformed Surfaces (Slabs)
.1
Cover with absorbent material kept continuously saturated
as soon as the cement will not wash out or the finish will be
damaged.
.2
As an alternative, wet cure for 24 hours then seal with two
complete coats of curing compound applied in accordance
with the manufacturer's instructions. Maintain the coating
during the curing period.
.8
Bonded Concrete Toppings
.1
Wet cure for 10 consecutive Days if no bonding agent has
been used.
.2
If a bonding agent has been used, employ curing methods
for the concrete topping which will produce a cure
equivalent to 10 Days wet curing and which is in
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
.3
.4
3.5
3.6
3.7
Section 03345
2011-03-15
Page 8 of 10
accordance with the bonding agent manufacturer's printed
instructions.
Protect and prevent damage to concrete topping floor
finishes. Repair any damaged sections.
Protect the topping from freezing for a minimum of 14 Days
after placing.
Protection
.1
Keep traffic which would affect or disturb the curing procedures off
of the finished surfaces for a minimum period of 7 Days.
.2
Protect all exposed concrete finishes against damage until
acceptance of the Work by the Region. Do not allow rain, sleet, or
snow to increase mixing water or to damage the surface finish.
.3
Protect floors which are to receive architectural finishes against
contamination by oil, paint, or other deleterious materials which
may affect their finish.
.4
Protect any items set into floors from damage. Verify that the
alignment is not disturbed.
.1
Vapour Transmission Test: Conduct tests on new and existing
concrete to show that no surface moisture exists prior to
application of the specified special floor treatment, as follows:
.1
Place a polyethylene plastic sheet, a minimum of 1.2 m by
1.2 m in size, and sealed along four sides with duct tape to
prevent moisture transmission by evaporation, over the
concrete floor area for 24 hours.
.2
An indication of moisture transmission will be apparent by
the accumulation of moisture on the enclosed surface of
polyethylene plastic sheet.
.3
Do not apply a concrete bonding agent until the test results
indicate that moisture is not being transmitted from the
concrete surface.
.1
Provide the services of a manufacturer's representative at the Site
for installation assistance, inspection and certification of proper
installation, and the training of application personnel.
.1
The manufacturer’s representative shall provide technical
assistance to ensure and certify the application and
installation of the system being used.
.2
The manufacturer’s representative shall provide
consultation, direction, and certification of the mockup, for
full-scale application of floor finishes, and at other times as
needed.
Tests and Inspection
Manufacturer’s Services
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
3.8
3.9
Section 03345
2011-03-15
Page 9 of 10
Field Quality Control
.1
Measure the floor slab flatness and levelness, as applicable, in
accordance CSA A23.1 Straightedge Method.
.1
Concrete Slab Finishes
.1
Type S-1 Float Finish:
1.
Provide float finish to concrete surfaces prior to
other scheduled finishes.
.2
Type S-2 Trowel Finish:
1.
Provide trowel finish for concrete surfaces which
are exposed; concrete floors, mechanical and
electrical bases, and bonded concrete toppings.
Provide only a light trowel finish when a non-slip
finish is scheduled to follow.
2.
Do not use dry cement or additional water during
trowelling. Excessive trowelling will not be
permitted.
Do not use a power machine when the concrete
3.
has not attained the necessary set to allow finishing
without introducing high and low spots in the slab.
4.
The Contractor shall first perform steel trowelling
for a Type S-2 finish by hand.
.3
Type S-3 Non-Slip Finish:
Provide a non-slip broom finish for walkway slabs
1.
(interior concrete floor slab in the diesel fuel vault,
top surface of removable vault roof slabs, and
other areas which are exposed to foot traffic.)
.4
Type S-4 Surface Sealer
1.
Seal the tops of all interior or exterior concrete slab
surfaces.
.2
Concrete Wall Finishes
.1
Ordinary Wall Finish:
1.
Patch tie holes.
2.
Knock off projections.
3.
Patch defective areas.
4.
For exterior below grade concrete walls of the
diesel fuel vault to receive a waterproof coating.
.2
Type W-5 (Smooth Rubbed Finish):
1.
Patch tie holes.
2.
Grind off projections, fins, and rough spots.
3.
Patch defective areas and repair rough spots
resulting from the form release agent’s failure or
any other reason, in order to provide a smooth
uniform appearance.
4.
Interior wall surfaces and ceiling of the diesel fuel
vault.
Schedule of Finishes
CONTRACT NO T-12-16
CONCRETE CURING, FINISHING, AND REPAIR
DATE: April 2012
.3
Section 03345
2011-03-15
Page 10 of 10
Type W-6 (Sack Rubbed Finish):
1.
Provide a sack rubbed finish on any other vertical
concrete surfaces that would be visible after
completion of construction including:
1.
Equipment supports/pads, concrete
restraint blocks, housekeeping pads, etc.
3.10 Crack Repair
.1
Identify cracks for repair, verify that width of crack is adequate for
gravity feed of epoxy.
.2
At crack width deemed too small for successful gravity feed of
epoxy, “vee” out the top of the crack to facilitate application of
epoxy.
.3
Use oil-free compressed air to blow the crack clean, combined
with vacuum as needed to adequately clean and prepare crack.
.4
Pour neat epoxy into the crack, using a small squeegee to brush
product back and forth over crack until the crack is full.
.5
At larger cracks that do not fill, it may be necessary to add a fine
oven-dried aggregate either directly into the crack or mixed with
epoxy to create a slightly thicker slurry to fill the crack.
.6
Wait long enough for the epoxy to set, verify after 24 hours that
the crack is filled to the surface, reapplying epoxy as needed until
the crack remains full.
.7
Wipe up excess epoxy materials with clean rags to leave the
areas reasonably neat in appearance. There should be no
puddles, dribbles, and spills left unattended.
END OF SECTION
CONTRACT NO T-12-16
ARCHITECTURAL PRECAST CONCRETE
DATE: April 2012
PART 1.
1.1
1.2
1.3
1.4
Section 03450
2012-01-27
Page 1 of 4
GENERAL
Section Includes
.1
Architectural precast concrete solar reflective roof pavers
including related trim pieces and required support accessories.
.2
This Section includes materials and/or Products that are required
by Section 01611 – LEED Product Requirements to incorporate
recycled materials, and/or regional content. The acceptability of
materials or Products is subject to the requirements of Section
01611 - LEED Product Requirements.
.3
Non-woven Geotextile Drainage and Membrane Protection
Composite
.1
Section 01352 – General LEED Requirements
.2
Section 01611 – LEED Product Requirements
.3
Section 07200 – Insulation
.1
Canadian Standards Association (CSA)
.1
CAN/CSA A23.1 04, Concrete Materials and Methods of
Concrete Construction.
.2
CAN3 A23.3 04 , Design of Concrete Structures for
Buildings.
.3
CAN3 A23.4 05, Precast Concrete Materials and
Construction.
.2
ASTM International (ASTM)
.1
ASTM A185/A185M-05a, Standard Specification for Steel
Wire Welded Wire Fabric, Plain, for Concrete
Reinforcement.
ASTM A497/A497M-05a, Standard Specification for Steel
.2
Wire Welded Wire Fabric, Deformed, for Concrete
Reinforcement
.3
ASTM A82/ A82M-05a, Standard Specification for Steel
Wire, Plain for Concrete Reinforcement.trc vxz vcc
.1
Tolerance of precast elements in accordance with CAN3 A23.4,
Section 10.
.2
Solar Reflective Index (SRI) shall be not less than 78.
Related Sections
References
Performance Requirements
CONTRACT NO T-12-16
Section 03450
ARCHITECTURAL PRECAST CONCRETE
Page 2 of 4
DATE: April 2012
1.5
1.6
1.7
Measurement and Payment
.1
The Work outlined in this Section shall be included in the lump
sum price for Section 03450 – Architectural Precast Concrete as
indicated in Schedule ‘A’ of the Bid Form.
.1
Product Data
.2
Manufacturer’s Product data indicating concrete content, strength,
standard paver sizes, certified test results. indicating solar
reflectance ranges, and maintenance requirements.
.3
Samples
.1
The Contractor shall submit 2 full size samples of the
selected pavers, illustrating quality of finish, colour and
texture.
.4
LEED:
.1
Recycled Content: Provide LEED submittals in
accordance with Section 01611 - LEED Product
Requirements.
.2
Regional Materials Content: Provide LEED submittals in
accordance with Section 01611 - LEED Product
Requirements.
.1
Precast concrete elements are to be fabricated and erected by a
manufacturing plant certified by the Canadian Standards
Association in the appropriate categories as required by CSA
A251.
.2
The precast concrete manufacturer is to be certified in accordance
with the CSA's certification procedures for precast concrete plants.
The Contractor is to verify the current certification of the plant.
.3
Only precast elements fabricated in such certified plants will be
acceptable to the Region, and plant certification is to be
maintained for the duration of the Contract and until the warranty
expires.
.1
Cement, aggregates, water, admixtures: in accordance with
CAN/CSA A23.1 and CAN3 A23.4.
.2
Welded wire fabric: in accordance with ASTM A185/A 185M.
.3
Hardware and miscellaneous materials: in accordance with
CAN/CSA A23.1.
Submittals
Qualifications
PART 2. PRODUCTS
2.1
Materials
CONTRACT NO T-12-16
Section 03450
ARCHITECTURAL PRECAST CONCRETE
Page 3 of 4
DATE: April 2012
2.2
2.3
2.4
2.5
2.6
.4
Forms: in accordance with CAN3 A23.4.
.5
Air entrainment admixtures: in accordance with CSA/CAN3A266.1 M78.
.6
Chemical admixtures: in accordance with CSA/CAN3-A266.2
M78.
.1
Concrete.
.1
Proportion normal density concrete in accordance with
CAN/CSA A23.1.
.2
Minimum compressive strength at 28 Days: 35 MPa.
.3
Nominal size of coarse aggregate: 15 mm.
.1
Manufacture units in accordance with CAN3 A23.4, and CSA
A251.
.2
White Solar Reflective Roof Pavers as manufactured by Armtec
Infrastructure Inc., or approved equivalent.
Size: 610 mm x 610 mm x 57mm
.1
.2
Weight: 46kg per panel
.1
Standard Matte Finish by Armtec Infrastructure Inc., or approved
equivalent.
.1
Provide the Consultant with certified copies of quality control tests
related to this Contract as specified in CAN3 A23.4 and CSA
A251.
.2
Provide records from the Contractor’s in house quality control
program based upon plant certification requirements to the
Consultant for inspection and review.
.3
The Contractor shall ensure that precast plants will keep complete
records of the supply source of concrete material, steel
reinforcement, prestressing steel and provide them to the
Consultant for review upon request.
.1
Double sided non-woven Membrane Protective Geotextile over
Drainage Core (Composite).
Core Material
.1
1.
Extruded HDPE
Mixes
Manufactured Units
Finishes
Source Quality Control
Accessories
CONTRACT NO T-12-16
Section 03450
ARCHITECTURAL PRECAST CONCRETE
DATE: April 2012
Page 4 of 4
2.
.2
.3
.4
Thickness: 0.635cm (0.25-inch), nominal, normal
duty.
3.
Compressive strength: 1915 kN/m2
4.
Flow Q: 106.0 lpm/m width in accordance with
ASTM D4716.
Geotextile Protection Layer
1.
Material: Non-woven needle punch polypropylene
2.
Weight: 136 g/m2
J-Drain 1000 series by JDR Enterprises, Inc.
Or approved equivalent Product.
PART 3. EXECUTION
3.1
3.2
Erection
.1
Perform precast concrete Work in accordance with CAN3 A23.4
and CAN3 A23.3 CAN/CSA S6.
.2
Place in locations as indicated in the Contract Documents, using
care to prevent damage to substrate or adjacent materials.
.1
Obtain approval of cleaning methods from the Consultant before
cleaning soiled precast concrete surfaces.
Cleaning
END OF SECTION