Bridge Special Provisions - Ministry of Transportation and

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SCHEDULE 3 –SPECIAL PROVISIONS AND APPENDICES
PROJECT NO.
BRIDGE CONSTRUCTION SPECIAL PROVISIONS
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TABLE OF CONTENTS
SECTION 2 BRIDGE CONSTRUCTION ...................................................................... 4
2.01
General......................................................................................................................... 4
2.02
Working Office............................................................................................................. 4
2.03
Structure Identification Numbers ............................................................................... 4
2.04
Navigation Channel ..................................................................................................... 4
2.05
Dewatering ................................................................................................................... 6
2.06
Access ......................................................................................................................... 6
2.07
Cofferdam(s) ................................................................................................................ 7
2.08
Detour .......................................................................................................................... 7
2.09
Demolition of Existing Bridge .................................................................................... 8
2.10
Demolition of Concrete ..............................................................................................10
2.11
Preparation of Existing Concrete Surfaces ..............................................................10
2.12
Foundation Excavation and Backfill .........................................................................11
2.13
Bridge End Fill ............................................................................................................12
2.14
Steel Piles ...................................................................................................................13
i)
H Piles and Closed Ended Pipe Piles........................................................................13
a)
b)
c)
d)
e)
f)
ii)
Mobilization for Pile Installation ................................................................................................................. 13
Supply .......................................................................................................................................................... 13
Splicing and Pile Tip Modification .............................................................................................................. 13
Installation ................................................................................................................................................... 14
Pile Testing .................................................................................................................................................. 15
Payment ....................................................................................................................................................... 15
Open Ended Pipe Piles ..............................................................................................17
a)
b)
c)
d)
e)
f)
g)
Mobilization for Pile Installation ................................................................................................................. 17
Supply .......................................................................................................................................................... 17
Splicing and Pile Tip Modification .............................................................................................................. 17
Installation ................................................................................................................................................... 18
Rock Socket Installation .............................................................................................................................. 19
Pile Testing .................................................................................................................................................. 20
Payment ....................................................................................................................................................... 20
2.15
Formwork and Falsework ..........................................................................................22
2.16
Reinforcing Steel ........................................................................................................22
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2.17
Cast-in-Place Concrete ..............................................................................................22
2.18
Slope Pavement .........................................................................................................24
2.19
Supply and Manufacture of Prestressed Concrete Stringers..................................25
2.20
Shipping and Erection of Prestressed Concrete Stringers .....................................25
2.21
Steel Bracing between Concrete I-Beams ................................................................25
2.22
Supply and Fabrication of Precast Concrete Members ...........................................25
2.23
Shipping and Erection of Precast Concrete Members.............................................26
2.24
Post-Tensioning .........................................................................................................26
2.25
Supply and Fabrication of Structural Steelwork ......................................................26
2.26
Shipping and Erection of Structural Steelwork ........................................................26
2.27
Painting of New Structural Steelwork .......................................................................27
2.28
Coating of Existing Structural Steelwork .................................................................27
2.29
Deck Joints .................................................................................................................27
2.30
Bearing Assemblies ...................................................................................................28
2.31
Aluminum Railing .......................................................................................................28
2.32
Parapet Railings .........................................................................................................28
2.33
Sidewalk Fence and/or Bicycle Fence ......................................................................29
2.34
Deck Drains ................................................................................................................29
2.35
Standard Bridge Parapet Transition .........................................................................29
2.36
Riprap Protection .......................................................................................................29
2.37
Restrainer Bolt Assemblies .......................................................................................30
2.38
Drilling Dowel Holes, Supply and Placement of Grout ............................................30
2.39
Concrete Overlay .......................................................................................................32
2.40
Concrete Overlay .......................................................................................................32
2.41
Silane Surface treatment ...........................................................................................32
2.42
Linseed Oil Surface treatment ...................................................................................33
2.43
Waterproofing Membrane and Asphalt Pavement Overlay .....................................33
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2.44
Approach Roadways ..................................................................................................34
2.45
Catch Basins ..............................................................................................................35
2.46
Roadside Barriers ......................................................................................................35
2.47
Expanded Polystyrene (EPS) Fill and Polyethylene Sheeting.................................36
(a)
(b)
(c)
(d)
Materials ...................................................................................................................................................... 36
Geometry ..................................................................................................................................................... 37
Placement ..................................................................................................................................................... 37
Payment ....................................................................................................................................................... 37
2.48
Interlocking Concrete Block Retaining Walls...........................................................37
2.49
Provisional Sum for Modifications on Site ...............................................................40
APPENDIX/APPENDICES
Appendix No. ____ - Foundation Excavation and Backfill
Appendix No. ____ - Maintenance Painting of Old Steelwork
Appendix No. ____ - Quality Control Program for Coating of Steelwork
Appendix No. ____ - Installation of Bailey/Acrow Bridge
Appendix No. ____ - Removal of Bailey/Acrow Bridge
Appendix No. ____ - Supply, Fabrication and Installation of Bearing Assemblies
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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SECTION 2
2.01
BRIDGE CONSTRUCTION
General
Payment for work will be made at the prices bid for the Items appearing in the Schedule
of Approximate Quantities and Unit Prices.
Any work called for which is not listed as an Item in the Schedule of Approximate
Quantities and Unit Prices will not be paid for separately. The cost of such work shall be
included in the prices bid for the Items in the Schedule of Approximate Quantities and
Unit Prices.
The Ministry may require an acceptable declaration from the Contractor transferring
ownership of materials to the Ministry.
Progress payments will be made monthly, on the basis of progress estimates prepared
by the Ministry Representative. Unless more particularly specified in these Special
Provisions, each progress estimate will assess the contract value of materials supplied
and work done.
Progress payments will be made monthly, on the basis of invoices submitted by the
Contractor and approved by the Ministry Representative.
2.02
Working OfficeThe Contractor shall supply, maintain and remove a Type (A, B or C)
Ministry Office in accordance with SS 145.18.01.
Payment for the Working Office will be made at the Lump Sum Price in accordance with
SS 145.18.01.
2.03
Structure Identification Numbers
The Ministry Representative will make available the numeral forms for the Contractor’s
use when the Contractor is required to imprint an identification number on the structure.
The Contractor shall return the numeral forms to the Ministry Representative in good
clean condition upon completion of the Work.
2.04
Navigation Channel
General
The Contractor shall maintain an unobstructed navigable channel in the waterway. The
extent of the channel will be subject to the approval of Transport Canada, Navigable
Waters Protection Division. The Contractor shall supply, install and maintain any lights,
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buoys, warning signs and any other aids to navigation as required by the authority, to
mark obstructions caused by the Contractor’s operations.
All works are subject to Navigable Waters Bridge Regulations and Navigable Waters
Works Regulations and shall be to the satisfaction of the NWPA officer. During
construction, navigation channel clearances must not be less than metres vertical for all
water levels during the duration of the restriction with a minimum width of metres
(normalized to water flow). The navigation channel shall at no time be blocked by
construction equipment or debris. Any construction materials, temporary works
including work bridge or equipment shall be marked with high visibility materials and
paints (traffic cones and orange reflective tape/flagging for example) to ensure vessel
operators can observe any impediment or restriction. Work bridges shall be lit by either
work lights or flashing yellow lights during the hours of darkness. The Contractor shall
communicate with the NWPA officer (Transport Canada, Navigable Waters Division) to
develop a marking system to ensure the safety of vessels passing through the work site.
Channel markers may be required to indicate the safe channel during construction. The
marking of the channel shall be determined by the NWPA officer.
The Contractor shall control construction material and debris and ensure its removal, not
permitting it to become waterborne. Piers on either side of the navigation channel shall
be kept clear of debris.
The Contractor shall provide warning and directly advise known river users as required
by the NWPA Officer.
If span arrangements, pier types, navigable openings or plans for removal of the
temporary works are revised, then the Contractor shall arrange for the necessary
permits, approvals and documentation in accordance with the Navigable Waters
Protection Act, Navigable Waters Bridge Regulations and Navigable Waters Works
Regulations.
One warning sign shall be placed facing upstream on one bank of the river 300 to 500
meters upstream of the Bridge site and one sign shall be placed 200 meters
downstream of the Bridge site facing downstream. The sign shall be at least 2.4 by 1.2
meters in size and provide the following information. All lettering is to be 200 mm high.
“Warning Bridge Construction Ahead"
“Restricted Clearance~x metres
“Phone: (xxx) xxx xxxx for information”
The work bridge, facilities, and any construction materials and equipment in the river
shall be completely removed.
NWPA Permits and conditions obtained by the Contractor shall be posted at the
worksite where it is clearly visible to work crews and officers of Fisheries and
Environment Agencies for the duration of the construction.
Contact NWPA officer for this Project is:
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References for the above mentioned requirements are as follows;
Navigable Waters Protection Act,
Navigable Waters Bridge Regulation
Navigable Waters Works Regulations.
All costs resulting from the Contractor's responsibility for the work required above will be
deemed to be incidental to the Work and no separate payment will be made.
2.05
Dewatering
Dewatering shall include all work required to ensure that all concrete is placed in the dry
and protected from damage by water.
Payment for dewatering will be made at the Lump Sum Price(s) bid.
2.06
Access
Access for bridge construction consists of the necessary work and operations to allow
for the movement and placement of personnel, equipment and materials on the Site to
facilitate construction of the Work. Access includes, but is not limited to, the construction
of temporary works including roads and associated cuts and fills, retaining walls, railway
crossings and bridges.
The Contractor shall forward access drawings to the Ministry Representative for review
no later than eight (8) weeks prior to the start of its construction. The drawings shall
clearly show all details and locations of all required temporary access works. Where
required, design and drawings of all temporary access works shall be prepared and
sealed by a professional engineer registered with the Association of Professional
Engineers and Geoscientists of British Columbia (APEGBC) and experienced in the
design of works similar to those required for this project.
The Ministry Representative’s review of access drawings will not relieve the Contractor
of any responsibility for dimensions, detail design, concept review or for carrying out the
work in accordance with the drawings and specifications for the temporary access
works.
Unless otherwise accepted by the Ministry Representative, all access roads and
associated structures shall be removed upon completion of the Work and the Site
restored to the satisfaction of the Ministry Representative.
Payment for access will be made at the Lump Sum Price(s) bid. Payment shall include
the establishment of access to all parts of the Work and the complete removal of all
means of temporary access, as required by the Ministry Representative.
Payment of 75% of the Lump Sum will be authorized when access to all parts of the
Work is established. If access to different parts of the work is required at separate
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times, a reasonable assessment of costs will be made. Payment of the remaining 25%
will be authorized when all means of access have been removed, as required by the
Ministry Representative.
2.07
Cofferdam(s)
The foundations at ______, and ______, will be constructed within cofferdams.
The Contractor shall submit drawings, sealed by a professional engineer registered with
the APEGBC, for review by the Ministry. Drawings shall be submitted a minimum of 21
days prior to start of the cofferdam installation. Cofferdam installation shall not proceed
until completion of the Ministry review process.
Environmental guidelines specified in SS 165 and the requirements of the environmental
agencies as listed in these SP x.xx shall be strictly adhered to by the Contractor during
design, installation, maintenance and removal of the cofferdam(s).
Payment for cofferdam(s) will be made at the Lump Sum Price bid. Payment shall
include the design of, supply of materials for, construction (including tremie seal
concrete if required), dewatering, maintenance and removal of the cofferdam.
Payment of 75% of the Lump Sum Price will be authorized when the cofferdam is fully
built and dewatered. Payment of the remaining 25% will be authorized when the
cofferdam has been removed, to the satisfaction of the Ministry Representative.
2.08
Detour
Before removal of the existing bridge, the Contractor shall construct a detour metres
wide to accommodate traffic.
Detour bridges shall be designed in accordance with CAN/CSA S6-06 and Ministry
standards using CL-625 loading and project specific requirements. Engineering
drawings of the detour bridge, sealed by a professional engineer, registered with
APEGBC shall be submitted to the Ministry for review two weeks before detour bridge
construction commences on site. After construction of the detour bridge, the Contractor
shall provide a letter signed by a professional engineer stating that the detour structure
has been constructed in accordance with the design.
Environmental guidelines specified in SS 165 and the requirements of the environmental
agencies as listed in these SP x.xx shall be strictly adhered to by the Contractor during
design, installation, maintenance and removal of the temporary detour bridge.
The detour shall meet the following minimum criteria:
 Bridge length
 Bridge Width
 Bridge surface type
 Bridge clearances Bridge railing type - Design speed
 Approach road design criteria
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

Road surface type
Accommodation for pedestrian and bicycle traffic
The Contractor shall maintain the detour throughout the period of its use. .
After traffic has been permanently routed onto the new bridge, the Contractor shall
remove the detour bridge and restore the detour area to its natural condition to the
satisfaction of the Ministry Representative.
Payment for the detour will be made at the Lump Sum Price bid. Payment shall include
the design, construction, certification, maintenance, inspection and removal of the detour
and all associated clean-up.

xx% of the Lump Sum when the detour is opened to traffic.
 xx% of the Lump Sum paid prorated on a monthly basis based on the percentage
of the detour duration.
 xx% of the Lump Sum when the Contractor has completed removal of the detour
to the satisfaction of the Ministry Representative.
2.09
Demolition of Existing Bridge
The existing bridge shall remain open to traffic until the new structure
completed and traffic has been permanently routed onto it.
has been
General
The Contractor shall provide all labour, materials and equipment for the demolition and
removal of the existing bridge.
Record drawings of the existing bridge are provided as part of the set of Drawings for
this Contract. These drawings are provided for reference purposes and are not
guaranteed to be accurate. The Ministry provides no representation or warranty as to
their application to or sufficiency for any purpose including, but not limited to, matters
affecting the demolition of the existing bridge. Additional record drawings, if available,
of the existing bridge will be provided to the Contractor following Award of the Contract.
Submittals
The Contractor shall submit three (3) sets of complete plans and details of the proposed
demolition including any explosive demolition details if proposed, to the Ministry
Representative for review at least four (4) weeks prior to the commencement of any
demolition work.
Any demolition procedures incorporating the use of explosives shall be in accordance
with the blasting requirements of SS 204. Proof of insurance endorsement for blasting
shall be required.
The demolition procedure shall be prepared and sealed by a professional engineer
registered with APEGBC and shall clearly define procedures, equipment and the
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proposed schedule of work. Demolition work shall not start until the Ministry has
completed the review process.
Demolition work near or above the railway will require the approval of the Railway
Authority (specify). The Ministry Representative will forward a copy of the Contractor’s
demolition procedure to the Railway Authority for its review and approval. All work must
be carried out in strict compliance with the requirements of the Railway Authority.
The Contractor shall demolish concrete decks and curbs by approved means. Areas of
the concrete deck over the Railway right of way shall be saw cut and removed taking
measures to avoid dropping rubble and reinforcing steel into railway right-of-way.
Execution
The Contractor shall remove, haul and dispose the entire structure. Old piling shall be
extracted.
The Contractor shall carry out demolition in accordance with CSA-S350-M80 (R2003),
“Code of Practice for Safety in Demolition of Structures”, with these Special Provisions
and the requirements of Part 20 of the Workers Compensation Act, Occupational Health
and Safety Regulations, BC.
At the completion of each day’s Work, the Contractor shall leave all material and
equipment at the Site in a secure, stable and safe condition.
The Contractor is advised that red lead primer may be present on the existing structure,
and that the Contractor is responsible for ensuring that all Workers Compensation Act,
Occupational Health and Safety Regulations BC and environmental regulations are
adhered to.
Disposal
All demolished materials shall become the property of the Contractor and shall be
removed from the Site. Disposal of all demolished materials shall be in accordance with
SS 145.27.
Salvage of Materials
Restoration
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Upon completion of the Work, the Contractor shall remove all temporary works and
debris, and trim surfaces and slopes so as to leave the Site in a clean and stable
condition. Slopes shall be graded so that no slope is steeper than 1.5H:1V.
The Contractor shall reinstate all disturbed areas outside the area of removal of the
structures to conditions which existed prior to commencement of the Work, or as
directed by the Ministry Representative.
Payment
Payment for the demolition and removal of the existing bridge will be made at the Lump
Sum Price. Payment shall include the preparation and submission of demolition
procedures, the supply of all labour, materials, equipment and services required for the
complete demolition of the structure(s), off-site disposal of demolition debris, backfilling,
trimming of slopes, site clean up and all other costs associated with the demolition.
2.10
Demolition of Concrete
The Contractor shall demolish the concrete as shown on the Drawings.
The Contractor shall demolish the concrete as follows:
Care shall be taken to avoid damage to the remaining concrete and reinforcing bars
which are to be incorporated into the final work. Adhering concrete shall be removed
from the projecting reinforcing bars .
All demolished concrete and reinforcing steel shall be removed from the site and
disposed of in accordance with SS 145.27
No debris shall be permitted to fall into the River/Creek.
Payment for demolition of concrete will be made at the Lump Sum Price bid. Payment
shall include demolition, the disposal of demolished materials and clean up of the Site to
the satisfaction of the Ministry Representative.
The volume to be paid for will be taken within the surfaces shown on the Drawings or as
ordered by the Ministry, measured in original position.
2.11
Preparation of Existing Concrete Surfaces
Where new concrete is to be cast against existing concrete, surface preparation
including roughening, shall be as shown on the Drawings and shall be carried out in
accordance with SS 211.12.03.
Payment for preparation of existing concrete surfaces will be made at the Unit Price per
square metre bid. Payment shall include the preparation process and the removal and
disposal of all debris. The area to be paid for will be measured within the lines shown on
the Drawings or as ordered by the Ministry Representative
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2.12
Foundation Excavation and Backfill
a) Excavation
All materials shall be removed as necessary for the construction of foundations or
other works. Foundation excavations shall not be larger than is reasonably
necessary. Excavations and adjacent highways and other facilities shall be protected
as necessary by barricades, shoring, dykes and/or cofferdams.
Excavations shall be constructed in compliance with the applicable Workers
Compensation Act, Occupational Health and Safety Regulations, BC.
b) Description of Material Types
"Solid rock" shall include all material of sufficient hardness to require breaking up by
continuous drilling and blasting before removal, and boulders 1.5 cubic metres
volume or more.
"Other materials" shall include all other solid materials which must be excavated.
No distinction shall be made between wet and dry excavation.
c) Preparation of Foundations
For excavations in material other than rock, care shall be taken to not disturb the
bottom of the excavation. If the bottom of the excavation is disturbed, the Contractor
shall remove and dispose of all disturbed material and shall replace it with material
meeting the material, placement and compaction requirements of SS 201.40 "Bridge
End Fill”.
Where concrete is to be placed on rock, the rock surfaces shall be clean and free
from any loose material.
Where, in the opinion of the Ministry Representative, the bottom of an excavation is
not competent, the Ministry Representative may direct the Contractor to excavate
deeper. The Ministry Representative may direct replacement of the incompetent
material with material meeting the requirements SS 201.40 "Bridge End Fill" or with a
concrete fill or sub-footing.
Unless underwater concreting is approved by the Ministry, excavations for concrete
structures shall be dewatered, if necessary, so that concrete is placed in the dry.
d) Backfilling
After the structures are sufficiently built, excavations shall be backfilled to the original
ground contours, or as directed by the Ministry Representative.
Drainage course material shall be installed as shown on the Drawings. The gradation
of drainage course material shall be as follows:
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SIEVE SIZE mm
40
20
10
% PASSING BY MASS OF TOTAL SAMPLE
100
0 - 100
0
e) Measurement and Payment
Payment for foundation excavation will be made at the Unit Price per cubic metre bid.
Payment shall include, excavation, shoring, barricades, backfilling to the original
ground contours with suitable material, compaction of the material, compaction tests
and quality control. No payment will be made for removal and replacement of
material disturbed by the Contractor below the required depth of excavation.
Payment shall cover the supply and placement of gravel drainage courses, filter cloth,
drain pipes, and all joint waterproofing membranes at the abutments, if shown on the
Drawings. Payment shall also cover restoration of roadway gravel and pavement
damaged by the Contractor's operations.
Where there is excess excavated material, payment shall cover loading, hauling and
disposal of such material.
Excavated material which the Ministry Representative deems unsuitable for backfill
will be replaced with bridge end fill.
In the case of excavation for footings, box culverts or manholes, no payment will be
made for material removed outside vertical planes 600 mm outside the edges of the
structures. Volumes shall be above the bottom of the excavations as shown on the
Drawings or directed by the Ministry Representative.
In the case of excavation for pipes, no payment will be made for material removed
beyond a width of 600 mm plus the outside diameter of the pipe. No allowance shall
be made for excavation for catch basins.
In the case of excavation for bridge end fill, payment will be made for material
removed to the neat lines as shown on the Drawings or as directed by the Ministry
Representative and shall also cover loading, hauling and disposing of such material.
Progress payments will be made on the following basis:
Excavation
Backfilling or Disposal
2.13
Solid Rock
80%
20%
Other Materials
60%
40%
Bridge End Fill
Bridge end fill shall be constructed as shown on the Drawings and in accordance with
the material, placement and compaction requirements of the SS 201.40 “Bridge End Fill”
The Contractor shall perform all quality control, sampling and testing required to verify
that the completed bridge end fill meets the specified requirements. Sampling and
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testing shall include but may not necessarily be limited to; materials sampling, sieve
analyses, laboratory proctor density testing and insitu density testing.
Payment for bridge end fill will be made at the Unit Price per cubic metre bid. Payment
for bridge end fill shall include quality control, supply, hauling, placing, watering if
required, and compaction of the material. Payment will cover all material and
compaction tests. The volume will be measured in place to the neat lines shown on the
Drawings.
2.14
Steel Piles
i)
H Piles and Closed Ended Pipe Piles
a) Mobilization for Pile Installation
The Contractor shall provide equipment that is capable of installing the piles and
with adequate capacity to complete the pile driving in accordance with this
clause.
b) Supply
Material for H piles and end plates for pipe piles shall conform to CAN/CSAG40.21-M, Grade 300W. Steel pipe for pipe piles shall conform to ASTM
Specification A252, Grade (2 or 3). Previously used or coated H piling or pipe
will not be accepted. Pipes fabricated with seams shall be fabricated with full
penetration butt welds. Mill certificates and nondestructive testing records,
confirming seam weld quality, shall be submitted to the Ministry Representative.
Manufacturer’s identification marks on the pile shall be readily identifiable on Site
and shall match the heat numbers on the mill certificates provided. Sections of
piling shorter than 3 m, shall not be used except to finish a pile to final cut off
elevation.
c) Splicing and Pile Tip Modification
Piling shall be spliced if necessary in accordance with the details shown on the
Drawings. Piling shall be aligned so that the finished piles are straight from end
to end.
Pile tips and/or end plates shall be installed as shown on the Drawings.
All welding shall conform in quality and workmanship to the latest CSA W59.
The weld area shall be dry and wind free during welding and shall cool without
chilling following welding.
Welding shall be undertaken by a company approved by the Canadian Welding
Bureau (CWB) to the requirements of CSA W47.1, Division 3 or better.
Prior to commencement of welding, the Contractor shall submit welding
procedures and data sheets, approved by the CWB, for the type of weld being
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performed and copies of welding certificates for all welders confirming that the
individuals are currently certified by the CWB in the processes in which they are
to be employed.
d) Installation
Piles shall be installed in the locations shown on the Drawings.
Maximum horizontal tolerances from locations shown on the Drawings shall be
as follows:


at ground line or water line
at cut off for extended piles
75 mm
25 mm
Maximum deviation from plumb or specified batter below water or ground line
shall be 20 mm per metre.
The Contractor shall maintain pile driving records (Ministry form H0053) as
directed by the Ministry Representative.
At least four (4) weeks prior to installing piles, the Contractor shall submit to the
Ministry Representative, for the Ministry’s record only, the details and
specifications of the proposed pile installation equipment to be used for the
project.
Pile installation equipment shall be capable of installing the pile to the anticipated
pile tip elevations and to a resistance of at least 2.5 times the maximum factored
load as shown on the Drawings. A vibratory hammer or jetting shall not be used.
Piles shall be installed to such depths as ordered by the Ministry. The tip
elevations shown on the Drawings are preliminary estimates of the depths
required. The Ministry will establish the final tip elevations based on factored
loads and minimum penetrations for fixity, safety against scour and resistance to
installation. The anticipated pile tip elevations, maximum pile tip elevations and
maximum factored loads are noted on the Drawings.
Where obstruction(s) make it impossible to install piles in the locations shown on
the Drawings, the Ministry may direct the Contractor to install additional pile(s).
The Contractor will be paid for such pile(s) in accordance with the Unit Prices in
the Schedule of Approximate Quantities and Unit Prices. Alternatively, the
Ministry may direct the Contractor to remove the obstruction(s). In this case the
Contractor will be paid for this work on a Force Account Basis, in accordance
with the Construction Agreement.
Piles shall be installed without causing damage to the pile. The top of piles shall
be protected by a suitable driving cap to prevent damage to the piles. Any pile
so damaged as to be unfit for the use for which it is intended, or any pile that
cannot be brought within tolerance for location will be rejected. A rejected pile
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shall be extracted and replaced by a new pile. Costs associated with rejected
piles shall be for the Contractor's account. Sufficient lengths of pile above cut-off
shall be allowed so that no part of the head of the pile damaged during
installation remains in the work.
Piles shall be cut off and filled with sand and/or concrete (edit as required) as
shown on the Drawings.
Concrete shall be placed in the dry or by an
acceptable tremie method in accordance with SS 211.20.
All steel pipe piles shall be temporarily capped after installation for safety
reasons.
e) Pile Testing
At the Ministry Representative’s option the Ministry's pile driving analyzer may be
used to evaluate hammer efficiency and pile resistance for final acceptance.
For the purpose of pile driving analysis, resistance of the pile shall not be less
than twice the maximum factored load for the pile as shown on the Drawings and
mobilization of the pile is defined as either a penetration of 3 mm or more per
blow or a resistance of greater than twice the maximum factored load.
The Contractor shall cooperate to expedite this operation and accept the cost of
each pile test up to two (2) hours to a total of (X) hours for the Project. The
actual time spent by the piling crew and associated equipment beyond (X) hours
will be paid for as Extra Work. Additionally, subsequent to reaching the
anticipated pile tip elevation or the pile resistance as determined by blow counts,
the Contractor shall allow in the Construction Schedule for a waiting period of up
to seventy-two (72) hours for the Ministry’s PDA personnel and equipment to be
mobilized to the Site.
Crew and equipment costs associated with the remobilization of pile installation
equipment for the purpose of pile testing or for repeated pile analysis on the
same pile will be borne by the Contractor. Costs to the Ministry for pile analyses
resulting from delays due to the Contractor’s operation or repeated pile analysis
performed on the same pile will be back charged to the Contractor. Such costs
will be recovered by the Ministry via deductions to payments on the progress
estimate.
The Ministry may require the Contractor to re-drive one or more piles in each
group after a waiting period, in order to assess any increase in resistance.
The top of piles shall be protected by a suitable driving cap to prevent damage to
the piles.
f)
Payment
Payment for supply and installation of piles will be made under the following
items:
i. Mobilization and Fixed Costs for Pile Installation
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Payment for mobilization and fixed costs for pile installation will be made at
the Lump Sum Price bid.
Payment of 37½% of the Lump Sum will be authorized when work on piling has
commenced. Payment of 50% of the Lump Sum will be made as a series of
monthly payments, calculated on the basis of the expected pile installation
schedule. If the work falls behind or gets ahead of schedule, these payments will
be adjusted accordingly. Payment of the remaining 12½% will be authorized
when all piling is installed and the associated cleanup is completed.
ii. Supply
Payment for supply of piling will be made at the Unit Price(s) per metre bid for
the length of accepted piling in the completed structure.
iii. Restocking Allowance
If the length of any type of piling is less than anticipated, the Ministry will pay
the Contractor a restocking allowance. The rate of this allowance will be 20%
of the Supply price. The quantity will be the difference between the length
paid for under the Supply Item and the length indicated by the anticipated tip
and cut-off elevations shown on the Drawings, less a minimum 300 mm
allowance for fresh heading at each splice location and at each pile cut-off or
any quantity of waste pile in excess thereof. This allowance will be deemed to
cover return freight costs, if any, and all other costs of restocking piles. Only
piling actually delivered to Site will be considered.
iv Delivery of Additional Piling
If the length of piling is more than anticipated, the Ministry will pay
documented costs of delivery of less than full loads of additional piling, without
markup.
v Installation
Payment for installation of piling will be made at the Unit Price(s) per pile bid
for each pile installed up to 20% of pile length (from cut-off to pile tip elevation)
below the anticipated pile tip elevation.
Payment shall also include
submission of mill certificates, welding procedures, pile driving records (form
H0053) and any other installation details as called for in sub-section (d).
Payment for driving time beyond the 20% incremental depth will be paid for as
Extra Work.
vi Extra Splices
If the lengths of piling are as shown on the Drawings, no separate payment
will be made for splices.
If the Ministry orders variations in pile lengths, payment will be made for each
extra splice at the Unit Price bid.
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Payment under the above Items shall be for mobilization, fixed costs, supply,
delivery, splicing and installation of piling. Payment shall cover the supply and
installation of end plates, driving shoes and/or form support plates, if any.
Payment shall also cover partial filling with sand (if required), removal of concrete
splatter and provision of a uniform appearance on exposed surfaces of steel pipe
piles above ground level, temporary structures, cleanup and any other costs of
piling.
ii) Open Ended Pipe Piles
a) Mobilization for Pile Installation
The Contractor shall provide equipment that is capable of installing the piles and
with adequate capacity to complete the pile driving in accordance with this
clause.
b) Supply
Steel pipe for pipe piles shall conform to ASTM Specification A252, Grade (2 or
3). Previously used or coated pipe will not be accepted. Pipes fabricated with
seams shall be fabricated with full penetration butt welds. Mill certificates and
non-destructive testing records, confirming seam weld quality, shall be submitted
to the Ministry Representative. Manufacturer’s identification marks on the pile
shall be readily identifiable on Site and shall match the heat numbers on the mill
certificates provided. Sections of piling shorter than 3 m, shall not be used,
except to finish a pile to final cut off elevation.
c) Splicing and Pile Tip Modification
Piling shall be spliced if necessary in accordance with the details shown on the
Drawings. Piling shall be aligned so that the finished piles are straight from end
to end.
Pile tips and/or end plates shall be installed as shown on the Drawings.
All welding shall conform in quality and workmanship to the latest CSA W59.
The weld area shall be dry and wind free during welding and shall cool without
chilling following welding.
Welding shall be undertaken by a company approved by the Canadian Welding
Bureau (CWB) to the requirements of CSA W47.1, Division 3 or better.
Prior to commencement of welding, the Contractor shall submit welding
procedures and data sheets, approved by the CWB, for the type of weld being
performed and copies of welding certificates for all welders confirming that the
individuals are currently certified by the CWB in the processes in which they are
to be employed.
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d) Installation
Piles shall be installed in the locations shown on the Drawings.
Maximum horizontal tolerances from locations shown on the Drawings shall be
as follows:


at ground line or water line
at cut off for extended piles
75 mm
25 mm
Maximum deviation from plumb or specified batter, below water or ground line
shall be 20 mm per metre.
The Contractor shall maintain pile driving records (Ministry form H0053) as
directed by the Ministry Representative.
At least four (4) weeks prior to installing piles, the Contractor shall submit to the
Ministry Representative, for the Ministry’s record only, the details and
specifications of the proposed pile installation equipment to be used for the
project.
Pile installation equipment shall be capable of installing the pile to the anticipated
pile tip elevations and to a resistance of at least 2.5 times the maximum factored
load as shown on the Drawings. Jetting shall not be used for pile installation.
Piles shall be installed to such depths as ordered by the Ministry. The tip
elevations shown on the Drawings are preliminary estimates of the depths
required. The Ministry will establish the final tip elevations based on factored
loads and minimum penetrations for fixity, safety against scour and resistance to
installation. The anticipated pile tip elevations, maximum pile tip elevations and
maximum factored loads are noted on the Drawings.
Piles shall be installed open ended to the maximum tip elevation as shown on the
Drawings using top driving techniques combined with churn drilling methods if
necessary, vibratory techniques or down hole drilling type procedures, if
acceptable to the geotechnical engineer. However disturbance of the original
soils is to be limited to a maximum of (X) mm beyond the diameter of the pile.
Water in the piling shall be maintained at a level at least equal to the surrounding
water table. Alternatively, sufficient slurry shall be retained within the piles to
maintain a zero head.
Once the pile has been advanced to the maximum tip elevation Internal driving
shall be carried out as follows:

The pile shall be cleaned out to 1.5 pile diameters above tip (minimum) while
maintaining stability and equilibrium of the soil at the base of the pile. A layer of
crushed rock (100% passing 75 mm sieve and 100% retained on 25 mm sieve) a
minimum of 1.5 pile diameters deep shall be placed in the pile and this depth
above the tip shall be maintained during the driving.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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
The crushed rock shall be driven by means of a mandrel compatible with the pile
being driven and extending above water level. Placement of the crushed rock
layers and driving shall continue until no slippage in the plug is noted and the
required pile resistance is achieved.
or

The pile shall be cleaned out to 1.5 pile diameters above tip (minimum) while
maintaining stability and equilibrium of the soil at the base of the pile. A concrete
plug (X) pile diameters deep shall be installed at the bottom of the cleaned out
pile. The depth of the concrete plug shall be maintained during the driving.

The concrete plug shall be driven by means of a mandrel compatible with the pile
being driven and extending above water level. Location of the concrete plug
relative to the pipe pile shall be monitored during driving and any noted continued
slippage of the plug shall be cause for the plug to be re-established prior to
continued driving. Driving shall continue until the required pile resistance is
achieved.
Piles shall be installed without causing damage to the pile. The top of piles shall
be protected by a suitable driving cap to prevent damage to the piles. Any pile
so damaged as to be unfit for the use for which it is intended, or any pile that
cannot be brought within tolerance for location will be rejected. A rejected pile
shall be extracted and replaced by a new pile. Costs associated with rejected
piles shall be for the Contractor's account. Sufficient lengths of pile above cut-off
shall be allowed so that no part of the head of the pile damaged during
installation remains in the work.
Piles shall be cut off and filled with sand and/or concrete (edit as required) as
shown on the Drawings.
Concrete shall be placed in the dry or by an
acceptable tremie method in accordance with SS 211.20.
All steel pipe piles shall be temporarily capped after installation for safety
reasons.
e) Rock Socket Installation
The Contractor shall complete uncased rock sockets, a minimum length into the
solid bedrock, as shown on the Drawings. All rock sockets shall be reinforced as
shown on the Drawings. The Ministry Representative may vary the rock socket
elevation at each location based on the records of the installation.
The method used to construct the rock socket shall produce a side wall in the
bedrock that is free from loose rock, smearing of fine grained materials or other
contamination which may diminish the bond between the concrete and the wall of
the bedrock. When the rock socket tip elevation has been reached, all loose and
deleterious material shall be removed from the interior of the rock socket and the
steel pipe pile. If muddy water is present, it shall be removed or replaced with
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clean water. Material adhering to the inside of the steel pipe pile and rock socket
shall be removed.
The Contractor shall select its own method of installing the steel pipe piles,
sealing it into the bedrock and drilling the rock sockets. The methods shall be
reviewed by the Ministry Representative prior to commencement of the work.
f)
Pile Testing
At the Ministry Representative’s option, the Ministry's pile driving analyzer may
be used to evaluate hammer efficiency and pile resistance for final acceptance.
For the purpose of pile driving analysis, resistance of the pile shall not be less
than twice the maximum factored load for the pile as shown on the Drawings and
mobilization of the pile is defined as either a penetration of 3 mm or more per
blow or a resistance of greater than twice the maximum factored load.
The Contractor shall cooperate to expedite this operation and accept the cost of
each pile test up to two (2) hours to a total of (X) hours for the project. The actual
time spent by the piling crew and associated equipment beyond (X) hours will be
paid for as Extra Work. Additionally, subsequent to reaching the anticipated pile
tip elevation or the pile resistance as determined by blow counts, the Contractor
shall allow in the Construction Schedule for a waiting period of up to seventy-two
(72) hours for the Ministry’s PDA personnel and equipment to be mobilized to the
Site.
Crew and equipment costs associated with the remobilization of pile installation
equipment for the purpose of pile testing or for repeated pile analysis on the
same pile will be borne by the Contractor. Costs to the Ministry for pile analyses
resulting from delays due to the Contractor’s operation or repeated pile analysis
performed on the same pile will be back charged to the Contractor. Such costs
will be recovered by the Ministry via deductions to payments on the progress
estimate.
The Ministry may require the Contractor to re-drive one or more piles in each
group after a waiting period, in order to assess any increase in resistance.
g) Payment
Payment for supply and installation of piles will be made under the following
items:
i. Mobilization and Fixed Costs for Pile Installation
Payment for mobilization and fixed costs for pile installation will be made at the
Lump Sum Price bid.
Payment for mobilization of 37½% of the Lump Sum will be authorized when
work on piling has commenced. Payment of 50% of the Lump Sum will be
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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made as a series of monthly payments, calculated on the basis of the expected
pile installation schedule. If the work falls behind or gets ahead of schedule,
these payments will be adjusted accordingly. Payment of the remaining 12½%
will be authorized when all piling is installed and the associated cleanup
completed.
ii. Supply
Payment for supply of piling will be made at the Unit Price(s) per metre bid for
the length of accepted piling in the completed structure.
iii. Restocking Allowance
If the length of any type of piling is less than anticipated, the Ministry will pay
the Contractor a restocking allowance. The rate of this allowance will be 20%
of the Supply price. The quantity will be the difference between the length
paid for under the Supply Item and the length indicated by the anticipated tip
and cut-off elevations shown on the Drawings, less a minimum 300 mm
allowance for fresh heading at each splice location and at each pile cut-off or
any quantity of waste pile in excess thereof. This allowance will be deemed to
cover return freight costs, if any, and all other costs of restocking piles. Only
piling actually delivered to Site will be considered.
iv. Delivery of Additional Piling
If the length of piling is more than anticipated, the Ministry will pay documented
costs of delivery of less than full loads of additional piling, without markup.
v. Installation
Payment for installation of piling will be made at the Unit Price(s) per pile bid for
each pile installed up to 20% of pile length (from cut-off to pile tip elevation)
below the anticipated pile tip elevation. Payment shall include submission of
mill certificates, welding procedures, pile driving records (Form H0053) and any
other installation details as called for in sub-section (d). Payment for driving
time beyond the 20% incremental depth will be paid for as Extra Work.
vi. Extra Splices
If the lengths of piling are as shown on the Drawings, no separate payment
will be made for splices.
If the Ministry orders variations in pile lengths, payment will be made for each
extra splice at the Unit Price bid.
Payment under the above Items shall be for mobilization, fixed costs, supply,
delivery, splicing and installation of piling. Payment shall cover the supply and
installation of driving shoes, intermediate closure plates and/or form support
plates, if any. Payment shall also cover cleanout or partial filling with sand (if
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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required), removal of concrete splatter and provision of a uniform appearance on
exposed surfaces of steel pipe piles above ground level, temporary structures,
cleanup and any other costs of piling.
2.15
Formwork and Falsework
Formwork and falsework shall be in accordance with SS 211.
Formwork for bridge deck slabs, girder diaphragms, parapets, medians, sidewalks,
approach slabs and overlays will be considered as deck formwork. All other formwork
required will be considered as substructure formwork.
Payment for formwork will be made in accordance with the SS 211.21. Payment shall
also include quality control, submissions and any falsework and bracings as required.
No payment will be made under this Item for formwork required as part of another Item.
2.16
Reinforcing Steel
Reinforcing steel shall be supplied and installed in accordance with SS 412 unless
otherwise specified on the Drawings. Welding of reinforcing steel shall be permitted only
where shown on the Drawings or when acceptable to the Ministry Representative and
shall be in accordance with CSA W186-M.
Reinforcing steel shall comply with CAN/CSA G30.18, 400W unless otherwise specified
on the Drawings.
Payment for reinforcing steel shall be in accordance with SS 412.91. Reinforcing steel
for bridge deck slabs, girder diaphragms, parapets, medians, sidewalks, approach slabs
and overlays will be considered as deck reinforcing steel. All other reinforcing steel
required will be considered as substructure reinforcing steel. No payment will be made
under this Item for reinforcing steel required as part of another Item. .
2.17
Cast-in-Place Concrete
All concrete work shall be in accordance with SS 211, 413, 931 and 933, unless
otherwise modified by this clause.
The Contractor shall be responsible for the design and quality control for all concrete
used on this project.
All concrete materials and admixtures for concrete shall conform to the requirements of
SS 211.04, unless otherwise specified in these Special Provisions.
The Contractor shall be responsible for and shall provide the Ministry Representative
with current certified results for all of the applicable tests as outlined in Table 211-D of
the SS 211 “Required Aggregate Testing for Normal Density Coarse and Fine Aggregate
(Per Individual Product and Aggregate Source)”.
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Concrete mixes shall meet the requirements given in the following table
Classification
Minimum
Compressive
Strength at
28 days
(MPa)
Nominal
Maximum Size
of Coarse
Aggregate
(mm)
Air
Content
(%)
Slump
(mm)
Maximum
W/Cm
Ratio by
Mass
35
28(1)
5±1
0.38
35
28(1)
6±1
50 ± 20
80 ±
20(2)
35
28(1)
6±1
50 ± 20
0.38
30
28
5±1
50 ± 20
0.45
35
14
5±1
20 ± 10
0.38
30
20
5±1
30 ± 20
0.45
35
20(5)
5±1
45
6±1
30 ± 20
60 ±
20(2)
0.38
(6)
Deck Concrete:
Deck Slab, Approach Slab,
Parapet and Median
Barrier
 Standard(4)
 With Silica Fume
 With Class F or C1
Flyash (3,4)
Substructure Concrete:
Piers, Abutments,
Retaining Walls, Pipe Pile
infill, Working Floors
Keyways between Box
Stringers
Concrete Slope
Pavement
Deck Overlay Concrete:
 High Density(4)
 Silica Fume Modified
14
0.38
0.38
Notes:
(1)
The maximum proportion of aggregate passing the 5 mm screen shall be 35% of the total mass of
aggregate.
(2)
Silica fume application rates shall be 8% maximum by mass of Portland Cement. Slump specification is
based on superplasticized concrete.
(3)
Application rates shall not exceed 15% by mass of Portland Cement.
(4)
Superplasticizer shall not be used
(5)
The maximum proportion of aggregate passing the 5 mm screen shall be 38% of the total mass of
aggregate.
(6)
The maximum proportion of aggregate passing the 5 mm screen shall be 42% of the total mass of
aggregate.
The gradation of the 28 mm nominal size aggregate shall conform to Table 211-B of the
SS 211 unless noted otherwise in this clause.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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Concrete Surface Finishes shall meet the requirements given in the following table:
Surfaces submerged or buried
Class 1
Top and inner surfaces of curbs, parapets
Class 3
Outer surfaces of curbs, parapets, outer edges of deck
Class 2
Abutments and piers
Class 2
Bearing seats
Toweled finish
Top of deck (no membrane)
Transverse Tining
Top of deck (with membrane)
Smooth as per SS 419
Sidewalk
Transverse Broom Finish
Underside of deck
Class 1 (or better)
Slope Pavement
Parapet Concrete
Parapets shall not be extruded. Exposed corners shall be chamfered and surfaces
finished as noted in these Special Provisions or on the Drawings.
Payment
Payment for concrete will be made in accordance with SS 211.21.02 at the
applicable Unit Price per cubic metre as listed in the Schedule of Approximate
Quantities and Unit Prices. No payment will be made under this Item for concrete
supplied as part of another Item, such as precast concrete.
Payment for concrete will also include the preparation of all construction joints and
control joints irrespective of their location, and the supply and installation of joint
fillers, joint waterproofing membranes, and joint sealant as indicated on the
Drawings.
For the purpose of establishing payment quantities, concrete used in bridge deck
slabs, girder diaphragms, parapets, medians, sidewalks, approach slabs and
overlays will be considered as deck concrete. Concrete used in piers and abutments
including retaining walls, working floors and pile infill shall be considered as
substructure concrete.
2.18
Slope Pavement
The Contractor shall construct slope pavement and edge walls as shown on the
Drawings.
The underlying soil surfaces shall be trimmed to suit and thoroughly compacted.
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Concrete shall be placed in alternating strips. Sufficient hand spading and/or tamping
shall be done to ensure a dense pavement free of voids and honeycombs.
The top surface shall be struck off immediately after the concrete is placed, and again
when the concrete has set sufficiently to hold its shape.
Payment for slope pavement will be made at the Unit Price per square metre bid.
Payment shall include the supply and placement of all formwork, reinforcing steel and
concrete and include concrete finishing, curing and removal of formwork.
2.19
A Provisional Sum has been allocated in the Schedule of Approximate Quantities and
Unit Prices for payment for grading and compaction of slopes to accept slope pavement.
Payment will be made at a negotiated price or on a Force Account Basis. Payment on a
Force Account Basis will be made in accordance with the General Conditions.
Supply and Manufacture of Prestressed Concrete Stringers
Supply, manufacture and quality control of prestressed concrete stringers shall be in
accordance with SS 415 - "Manufacture and Erection of Precast and Prestressed
Concrete Members".
Payment for supply, manufacture and quality control of prestressed concrete stringers
will be in accordance with SS 415.91
The Ministry may require an acceptable declaration from the Contractor transferring
ownership of materials to the Ministry.
2.20
Shipping and Erection of Prestressed Concrete Stringers
Shipping and erection of prestressed concrete stringers shall be in accordance with SS
415 - "Manufacture and Erection of Precast and Prestressed Concrete Members".
Payment for shipping and erection of prestressed concrete stringers will be in
accordance with SS 415.92.
2.21
Steel Bracing between Concrete I-Beams
Steel bracing between concrete I-beams shall be supplied, fabricated and installed as
shown on the Drawings and in accordance with SS 422. All steel components shall be
galvanized.
Payment for steel bracing between concrete I-beams will be made at the Lump Sum
Price bid. Payment shall include quality control, shop drawings and the supply,
fabrication, galvanizing and installation of the bracing system.
2.22
Supply and Fabrication of Precast Concrete Members
Precast concrete footings, pile caps, ballast walls, parapet barriers and deck panels
shall be supplied and fabricated in accordance with SS 415 – “Manufacture and Erection
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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of Precast and Prestressed Concrete Members”. All surfaces of precast concrete
components shall be given a class 2 finish in accordance with SS 211.
Payment for supply and fabrication of precast concrete members will be at the applicable
Lump Sum Price(s) bid in accordance with SS 415.91.
2.23
Shipping and Erection of Precast Concrete Members
Precast Concrete footings, pile caps, ballast walls, parapet barriers and deck panels
shall be shipped and erected in accordance with SS 415 – “Manufacture and Erection of
Precast and Prestressed Concrete Members”, the Drawings and as modified by this
clause.
All welding shall conform in quality and workmanship to the latest CSA W59. Minimum
preheat and interpass temperature shall be in accordance with CSA W59. The weld
area shall be dry and wind free during welding and shall cool without chilling following
welding.
Welding shall be undertaken by a company approved by the CWB to the requirements
of CSA W47.1, Division 3 or better.
Prior to commencement of welding, the Contractor shall provide evidence that all
welding operators are currently qualified by CWB in the processes in which they are to
be employed.
Payment for shipping and erection of precast concrete members will be made at the
Lump Sum Price(s) bid in accordance with SS – 415.92
2.24
Post-Tensioning
Post-tensioning shall be in accordance with SS 416 - “Manufacture and Installation of
Post-Tensioned Concrete Members".
Payment for post-tensioning will be made at the Lump Sum Price bid. Payment shall
include the supply and pumping of grout into the post-tensioning ducts, the patching of
the anchorage recesses, supply and placing of elastomeric pads and strips and grout
between stringers, and supplying, placing and tensioning of strands. Payment shall also
include quality control, splicing of precast segments and the supply of all material and
labour.
2.25
Supply and Fabrication of Structural Steelwork
Structural steelwork shall be supplied and fabricated in accordance with SS 421.
Payment for supply and fabrication of structural steelwork shall be in accordance with
SS 421.91.
The Ministry may require an acceptable declaration from the Contractor transferring
ownership of materials to the Ministry.
2.26
Shipping and Erection of Structural Steelwork
Structural steelwork shall be shipped and erected in accordance with SS 421.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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Payment for shipping and erection of structural steelwork shall be in accordance with SS
421.91.
2.27
2.28
Painting of New Structural Steelwork
Structural steelwork shall be prepared and painted in accordance with SS 421.
Payment for painting of structural steelwork shall be made at the Lump Sum Price bid in
accordance with SS 421.91. Payment shall include quality control.
Coating of Existing Structural Steelwork
The Contractor or the primary Subcontractor carrying out the coating work shall hold
valid SSPC QP1 certification.
The Contractor is advised that the existing coating contains red lead.
Preparation and coating of existing steelwork shall be in accordance with SS 216.
Payment for coating of the existing structural steelwork will be made at the Lump Sum
Price(s) bid. Payment shall include quality control, surface preparation and the supply,
application and touch-up of coating as required.
2.29
Deck Joints
Deck joints shall be fabricated and installed by the Contractor as shown on the Drawings
and in accordance with SS 422. Steel components shall be hot-dipped galvanized in
accordance with CAN/CSA G164, after fabrication.
The Contractor shall form a blockout for each deck joint as shown on the Drawings.
Blockout concrete shall be bonded to the concrete previously cast by means of an epoxy
bonding agent conforming to ASTM C881M-02, Type II, Grade 2. The Class of bonding
agent shall be appropriate for the temperature at time of application. The bonding agent
shall be applied in accordance with the manufacturer's recommendations.
Each joint seal shall be supplied in a single length, without splices. Before the joint seal
is installed, the joint seal and armouring shall be thoroughly cleaned and all moisture
removed from the joint seal and armouring.
The seal shall be installed in accordance with the manufacturer's recommendations.
Compression seals shall be installed almost fully compressed and shall be 5 mm below
the surface of the deck, unless shown otherwise on the Drawings.
Payment for deck joints will be made at the Unit Price(s) per metre bid. Payment shall
include quality control, all necessary material, shop drawings, the supply, fabrication,
galvanizing of steel components, as required, formwork for blockouts , epoxy bonding
agent and installation of the steelwork, anchors and elastomeric seals.
The lengths of joints shall be measured in place along the centrelines of the upper
surfaces, following the steps of the curbs and the upturns into the parapets.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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2.30
Bearing Assemblies
The Contractor shall supply and install bearing assemblies in accordance with Appendix
– “Supply, Fabrication and installation of Bearing Assemblies” and as shown on the
Drawings or approved alternates acceptable to the Ministry Representative.
Bearing assemblies shall include
Where installation tolerances are critical, the following requirement may be included:
Payment for bearing assemblies will be made at the Lump Sum Price(s) bid. Payment
shall include quality control, all necessary materials, submission of shop drawings, test
results and certificates of compliance, supply, fabrication, galvanizing and installation of
bearing assemblies.
2.31
Aluminum Railing
Aluminum posts and rails and galvanized steel anchor bolt assemblies shall be supplied
and installed as shown on the Drawings.
Shop drawings shall be submitted and reviewed in accordance with SS 422.
Surfaces of aluminum to be in contact with concrete shall be given a heavy coat of an
alkali-resistant bituminous paint, applied without thinner or other inert separators
acceptable to the Ministry Representative. The anchor bolt projections shall be
thoroughly coated with a bitumastic material immediately prior to the installation of the
posts to isolate the dissimilar metals. The surfaces of bolts and washers which will bear
on the post bases shall be similarly coated. Soil and debris shall not be permitted to be
in contact with aluminum.
Railing shall be adjusted to produce uniform height and smooth alignment. A non-shrink
non-staining grout shall be packed under the post bases as shown on the Drawings.
Payment for railing will be made at the Unit Price per metre bid. Payment shall include
quality control, shop drawings and supply, fabrication, galvanizing and installation of
anchor bolts and railing, including the supply and placing of grout.
The length of railing shall be taken as the out-to-out length of metalwork.
2.32
Parapet Railings
Steel railing and steel components of the parapet railing system shall be supplied,
fabricated and installed as shown on the Drawings and in accordance with SS 422. All
steelwork shall be galvanized after fabrication.
Railing shall be adjusted to produce uniform height and smooth alignment.
Payment for railing will be made at the Unit Price(s) per metre bid. Payment shall
include quality control, shop drawings and supply, fabrication, galvanizing and
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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installation of anchor bolts and railing, including the supply and placing of grout and
shims if required.
The length of railing shall be taken as the out-to-out length of metalwork.
2.33
Sidewalk Fence and/or Bicycle Fence
Standard Steel Sidewalk Fence and Standard Steel Bicycle Fence shall be supplied,
fabricated and installed as shown on the Drawings and in accordance with SS 422. All
steelwork shall be galvanized after fabrication.
Railing shall be adjusted to produce uniform height and smooth alignment.
Payment for steel fence will be made at the Unit Price(s) per metre bid. Payment shall
include quality control, shop drawings and supply, fabrication, galvanizing and
installation of anchor bolts and fence, including the supply and placing of grout and
shims if required.
The length of fence shall be taken as the out-to-out length of metalwork.
2.34 Deck Drains
Deck drains and associated down piping systems shall be supplied, fabricated and
installed as shown on the Drawings and in accordance with SS 422. All steelwork shall
be galvanized.
Payment for deck drains and associated down piping systems will be made at the Lump
Sum Price(s) bid. Payment shall include quality control, shop drawings, supply,
fabrication, galvanizing and installation. Payment shall also include the supply and
installation of support brackets and all connecting hardware as shown on the Drawings.
2.35 Standard Bridge Parapet Transition
Standard bridge parapet transitions shall be fabricated in accordance with SS 941 and
Drawing SP941-03.04.01 and installed at the locations shown on the Drawings
Payment for transition barriers will be made at the Unit Price bid and shall be considered
full compensation for quality control, supply, shipping storage and installation.
2.36 Riprap Protection
The Contractor shall supply and place riprap in accordance with SS 205 and as shown
on the Drawings. Measurement and Payment shall be in accordance with this clause.
Supply and installation of riprap shall be carried out in accordance with SS 165 and shall
meet the requirements of the environmental agencies as listed in these Special
Provisions.
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All material excavated in order to facilitate the placement of riprap shall be disposed of
by the Contractor in a manner satisfactory to the Ministry Representative. Any
excavated material, if suitable for riprap protection may be used with the acceptance of
the Ministry Representative.
If material from new bedrock cuts in excess of 1000 m3 is to be used as rip-rap
protection, the Ministry Representative may require the material be tested for acid rock
drainage (ARD) or metal leaching (ML) as per Technical Circular T-10/04.
Payment for riprap will be made at the Unit Price per cubic metre bid. Payment shall
include quality control, ARD or ML testing if required, excavation and disposal of material
as required to accept the riprap, supply and placement of filter fabric and the supply,
transportation and placing of riprap.
The volume of riprap will be measured in place within the neat lines shown on the
Drawings or as ordered by the Ministry Representative.
2.37 Restrainer Bolt Assemblies
Restrainer bolt assemblies shall be supplied, fabricated and installed in accordance with
SS 422. All steelwork shall be galvanized.
Payment for restrainer bolt assemblies will be made at the Lump Sum Price bid.
Payment shall include quality control, shop drawings and the supply, fabrication,
galvanizing and installation of the restrainer bolt assemblies.
2.38
Drilling Dowel Holes, Supply and Placement of Grout
a) General
Dowel holes shall be drilled in the existing concrete at the locations and to the
minimum depths indicated on the Drawings, for the installation of reinforcing steel
dowels which project into new concrete. Existing concrete reinforcing steel shall not
be cut when drilling holes. It is the Contractor’s responsibility to determine the
location of the existing reinforcing steel prior to drilling as required. In cases where
a specified dowel hole location interferes with existing embedded reinforcing steel,
the hole locations may be displaced from those shown on the Drawings by up to 50
mm in any direction, provided that specified minimum clear cover is maintained in all
cases. Where such adjustments are required, the Contractor shall inform the
Ministry Representative, who will determine the new dowel hole locations.
All dowelled and abandoned holes shall be filled with a non-shrink grout acceptable
to the Ministry Representative. Grout shall be placed according to the
Manufacturer’s specifications.
Dowels shall be installed to the full specified embedment length and in a manner
that ensures complete bonding within the hole. Manufacture’s specifications and
recommendations for application and installation shall be strictly adhered to.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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After bonding, dowels shall be temporarily supported, as necessary, to prevent their
movement during entire curing period as specified by the manufacturer. The dowels
shall remain undisturbed and no load shall be placed on the dowels until the curing
is complete.
b)
Acceptance Testing
The Contractor shall be responsible for carrying out all tests on the selected dowels.
Testing shall be performed by an independent testing agency acceptable to the
Ministry Representative. All required repairs and retesting shall be at the
Contractor’s expense.
The Ministry Representative will randomly select 10% of the installed dowels, for
each size of dowel used, for tensile (pull out) testing. Testing will be carried out
intermittently as installation proceeds. The installation and testing program shall be
agreed to by the Contractor and the Ministry Representative prior to the start of
dowel installation.
Any dowel that fails the test must be re-installed and retested by the Contractor.
If test results indicate that more than 5% of the selected dowels fail the tensile test,
the Ministry Representative may require the Contractor to carry out tensile testing of
all dowels.
Tensile tests shall conform to ASTM E 488 “Test Methods for Strength of Anchors in
Concrete and Masonry Elements”. The dowels shall be tensioned to 100% of the
specified minimum yield strength of the reinforcing steel dowels and must hold the
load for five (5) minutes.
The Contractor shall be responsible for carrying out all tests on the selected dowels.
Testing shall be performed by an independent testing agency acceptable to the
Ministry Representative. All required repairs and retesting shall be at the
Contractor’s expense.
The Contractor shall carry out a minimum of three (3) tensile (pull-out) tests for each
size of the drilled-in-dowels to verify the adequacy of the installation procedure. The
tests shall be conducted at the commencement of the installation to verify the
installation procedure. If any one (1) test fails, the Contractor shall re-evaluate the
installation procedure with the Ministry Representative and carry out a minimum of
three (3) additional tests. The testing procedure shall be repeated, if necessary,
until all three dowels pass the pull-out test.
The tensile test shall conform to ASTM E488 “Test Methods for Strength of Anchors
in Concrete and Masonry Elements”. The dowels shall be tensioned to 100% of the
minimum specified yield strength of the reinforcing steel dowels and must hold the
load for five (5) minutes.
Any Dowel that fails shall be re-installed and re-tested.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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c) Payment
Payment for drilling dowel holes and supply and placement of grout will be made at
the Unit Price(s) bid per metre of dowel hole. Payment shall include all quality
control and testing of installed dowels. Payment shall be made for the number and
depth of holes as indicated on the Drawings, unless otherwise directed by the
Ministry Representative.
Payment for supply and installation of reinforcing steel dowels will be paid under the
Item for reinforcing steel. The quantity of reinforcing steel dowels will be as shown
on the Drawings unless otherwise approved by the Ministry Representative.
No additional payment will be made for additional holes or dowels required either as
a result of Contractor error or failed tests.
2.39
Concrete Overlay
The Contractor shall place a concrete overlay on newly constructed bridge decks as
shown on the Drawings and in accordance with SS 413.
Payment for preparation of sub deck will be made at the Lump Sum Price bid in
accordance with SS 413.32.07.
Payment for concrete overlay placement will be made at the Unit Price per cubic metre
bid in accordance with SS 413.32.08.
Payment shall include quality control.
2.40
Concrete Overlay
The Contractor shall apply a concrete overlay on the existing bridge decks as shown on
the Drawings and in accordance with SS 413.
The depth of scarification shall be mm. Payment for the removal of the existing concrete
deck surface and asphalt roadway approaches, removal of concrete for partial depth and
full depth concrete repair, replacement of severely corroded reinforcing steel, repair
and/or replacement of deck joints and filled joints, high pressure water blasting of the
entire deck surface, parapets and ballast walls and placement of concrete overlay shall
be in accordance with SS 413 and these Special Provisions.
Payment shall include quality control.
2.41 Silane Surface treatment
Silane surface treatment shall conform to SS 418.
The tops and both faces of parapets and the exposed outside edges of the deck
slabshall be treated with a silane solution.
Payment for silane surface treatment will be made at the Unit Price per square meter bid
in accordance with SS 418.08.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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2.42 Linseed Oil Surface treatment
The entire top surface of the deck slab (inside to inside of parapet face) shall be treated
with two coats of a boiled linseed oil solution. The surface treatment shall follow a
concrete curing and drying period of not less than 28 days.
The Contractor shall not apply the linseed oil solution within 24 hours following rain or if
there is a probability of rain or snow within 24 hours of the beginning of application as
forecast by the nearest official meteorological office. Application of linseed oil solution
shall proceed only when the concrete surface temperature is greater than 5ºC and the
wind velocity does not affect the application process.
The surface to be treated shall be cleaned of all loose material and be dust free. The
application of the linseed oil surface treatment shall not proceed until the conditions of
the cleaned concrete surfaces have been inspected and are acceptable to the Ministry
Representative.
Prior to application, all deck drains and deck joints shall be sealed. The Contractor shall
take all other necessary measures to ensure that any surplus solution does not enter the
The first coat of linseed oil treatment shall consist of 40% boiled linseed oil and 60%
mineral spirits and be applied at a rate of 7 m2/L. The second coat shall consist of 100%
boiled linseed oil and be applied at a rate of 12 m2/L. The second coat shall not be
applied until the first coat has been absorbed and the concrete has a dry appearance.
The deck shall not be opened to traffic until the second coat of linseed oil has been
absorbed and the deck has a dry appearance. Any areas where the oil has not been
completely absorbed shall be blotted with sand. All sand shall be removed once the
excess linseed oil has been absorbed.
Payment for linseed oil surface treatment will be made at the Unit Price per square
metre bid, and will be considered full compensation for all work done and all materials
and equipment associated with this Item, including but not limited to, surface
preparation, application, traffic control, environmental protection and final cleanup.
The payment will be calculated using the neat lines for the treated surfaces as shown on
the Drawings.
2.43
Waterproofing Membrane and Asphalt Pavement Overlay
The Contractor shall supply and install a Ministry approved waterproofing membrane
and asphalt pavement overlay as shown on the Drawings.
The waterproofing membrane shall be supplied and installed in accordance with the
manufacturer’s specifications and SS419. Further to SS 419.13, only membranes listed
in the “Proven” category on the Ministry Recognized Products List will be accepted for
use on this project.
Asphalt pavement shall be supplied and placed in accordance with SS 419. Contrary to
SS 501, the Contractor shall be responsible for performing the asphalt pavement mix
design. The Contractor shall carry out all quality control to verify that the asphalt
pavement meets the specifications. The asphalt pavement mix design and supporting
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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documentation shall be submitted to the Ministry Representative for review and
acceptance 14 days prior to commencing the paving work.
The temperature of the asphalt at the time of installation shall be in accordance with the
manufacturer’s specifications for the membrane system being used.
Drum vibration must not be used during compaction of the asphalt on the bridge deck.
Payment for the waterproofing membrane will be made at the Unit Price per square
metre bid. Measurement for payment shall be based on the plan area of the surface
covered with waterproofing membrane. Payment shall include quality control, the
preparation of the concrete deck, and the supply and placement of primer, caulking,
waterproofing membrane and weep holes.
Payment for asphalt pavement overlay will be made at the Unit Price per tonne bid.
Payment shall include pavement mix design, supply of asphalt cement and asphalt mix
aggregates, quality control, feeding, blending, mixing, loading, weighing, hauling,
dumping, spreading, compacting and finishing of the asphalt pavement overlay and
quality control.
2.44
Approach Roadways
The Contractor shall supply, haul, water and compact suitable road gravels to build up
the roadway to provide smooth vertical alignment and to provide sufficient roadway width
for the placement of roadside barriers as shown on the Drawings or as directed by the
Ministry Representative.
Where the new grade is less than 100 mm higher than the old grade, asphalt pavement
shall be placed over the old pavement. Edges shall be feathered.
Where the new grade is more than 100 mm higher than the old grade, or where it is
lower, the old pavement shall be removed. The roadway shall be built up with select
granular sub-base, 200 mm of well-graded base course and asphalt pavement.
The Contractor shall supply and place an emulsified primer/tack coat meeting the
requirements of SS 952.
All surfaces to be paved shall be primed or tack coated at the rate of approximately 1.5
to 2.0 L/m2 to base course and 0.15 L/m2 to old pavement. Pavement shall be Class 1
Medium Mix, placed in accordance with SS 501 in maximum 50 mm lifts.
Contrary to SS 501, the Contractor shall be responsible for performing the asphalt
pavement mix design. The Contractor shall carry out all quality control to verify that the
asphalt pavement meets the specifications. The asphalt pavement mix design and
supporting documentation shall be submitted to the Ministry Representative for review
and acceptance 14 days prior to commencing the paving work.
Payment for approach roadways will be made at the Lump Sum Price bid for all work
done and materials supplied.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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2.45
Catch Basins
The Contractor shall supply and install cast iron catch basins, 200 mm galvanized
corrugated steel outlet pipes, anchors, splash pads and other hardware required for
installation as per SS 504 and Drawing SP 504-03 at the locations shown on the
Drawings or as directed by the Ministry Representative.
Payment for each catch basin will be made at the Unit Price bid, for supply and
installation of the catch basin, outlet pipes, anchors, splash pads if required and all other
accessories required for installation.
2.46
Roadside Barriers
The Contractor shall supply and install roadside barriers at locations shown on the
Drawings and in accordance with SS 941.
To prevent water flowing underneath the concrete barrier, a sealer shall be placed under
the barrier in areas where drainage is toward the barrier and elsewhere as directed by
the Ministry Representative. The sealer shall consist of a 25 mm diameter Ethafoam
Rod, or such other type of material acceptable to the Ministry Representative. The
Ministry Representative may adjust the limits of placement of the sealer. The supply and
installation of the sealer under the concrete barrier shall be considered incidental to the
installation of precast concrete barrier and no separate payment will be made.
Barrier reflectors shall be installed in accordance with the following:

Reflectors shall be affixed and spaced as per the Addendum to Section B13-39
attached to the Manual of Standard Traffic Signs.

A template approved by the Ministry must be used to ensure uniform placement
of these reflectors.

TRS 600 Adhesive or an equivalent Ministry approved epoxy shall be applied to
the entire back of the reflector which is then affixed to the designated area of
guardrail.

The guard rail must be dry and cleaned with a wire brush in the area where the
reflector is to be applied.

The temperature must be a minimum of 5ºC when doing the work.

A minimum of one 300 milliliter tube of epoxy shall be used for every 15
reflectors.
Reflectors can be purchased from:
Interprovincial Traffic Services Ltd.
7562 134A Street
Surrey B. C. V3W 7J1
Phone (604) 594-3488, Fax (604) 594-9411
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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Payment for each roadside barrier will be made at the Unit Price bid and shall be
considered as full compensation for everything furnished and done, including quality
control, layout, loading, hauling and placing of barriers, reflectors, sealers, and all
equipment and labour for accurately setting the barrier units in place without damage to
surfaces and edges.
Any damage to the barrier units shall be corrected by the Contractor at the Contractor’s
expense.
2.47
Expanded Polystyrene (EPS) Fill and Polyethylene Sheeting
The Contractor shall supply all material and equipment for the placement of expanded
polystyrene (EPS) fill as shown on the Drawings.
EPS shall be considered combustible and shall not be exposed to open flame or any
source of ignition.
The Contractor shall supply and lay polyethylene sheeting to encapsulate the
polystyrene fills as shown on the Drawings.
Expanded polystyrene fill shall meet the following requirements:
(a) Materials
The expanded polystyrene foam shall be supplied in the form of blocks. It shall be
classified as to surface burning characteristics in accordance with CAN4-S102.2M80, having a flame spread rating not greater than 500.
The EPS shall be type 2, closed cell billets conforming to CAN/ULC S701
Maximum water absorption of the EPS when tested in accordance with ASTM D2842
shall not exceed 4% by volume
The minimum compressive strength, measured in accordance with ASTM D1621,
Method A, shall be 125 KPa at a strain of not more than 5%.
The minimum flexural strength, measured in accordance with ASTM C203, shall be
276 KPa.
The minimum modulus of elasticity, measured in accordance with ASTM D1621,
shall be 8.0 MPa.
The minimum density of the EPS blocks measured in the laboratory in accordance
with ASTM D1622 shall be 22 kg/m3 or higher.
The Contractor shall submit to the Ministry Representative for review, copies of test
reports showing that the EPS blocks meet the physical properties and standards
listed above. A minimum of one test per 100 m3 of manufactured polystyrene block
shall be performed.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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(b) Geometry
Blocks shall be rectangular in shape with a maximum deviation from the specified
dimensions of ±1%.
The evenness of the block faces shall be within ±5 mm of a line formed by a 3 m
straight edge.
The preferable block dimensions are in the range of 4,876 mm × 1,219 mm × 500
mm (16 ft × 4 ft × 20 ins.). The minimum acceptable block dimensions are 2400 mm
x 600 mm x 300 mm. Thinner blocks may be considered if adequately bundled to
the minimum block size specified. The use and number of different block sizes shall
be kept to a minimum.
(c) Placement
The blocks shall be placed on polyethylene sheeting overlaying a compacted sand
leveling course which is graded to within ± 10 mm of the design grade. The blocks
shall be laid in bond, with the long dimension rotated 90o with each successive lift to
avoid continuous vertical joints. Gaps between adjacent blocks shall not be greater
than 5 mm.
250 m (10 mil) thick, black polyethylene sheeting shall be placed to encapsulate the
polystyrene fills. All joints shall be shingle lapped a minimum of 1 metre to provide a
fully sealed enclosure.
The polyethylene sheeting shall be placed as soon as possible to limit exposure of
the polystyrene.
(d) Payment
Payment for polystyrene fill will be made at the Unit Price per cubic metre bid.
Payment shall include quality control, and supply and installation of polystyrene
blocks, polyethylene sheeting and sand leveling course. The payment volume will be
measured to the neat lines shown on the Drawings.
2.48
Interlocking Concrete Block Retaining Walls
a)
Concrete Blocks
Interlocking concrete blocks shall be Lock-Block® or alternate blocks acceptable to
the Ministry Representative. Concrete shall comply with SP 2.17 and as specified
below:
Minimum 28 day compressive strength (MPa)
Nominal size of aggregate (mm)
Air content (%)
Maximum slump (mm)
Maximum water/cement ratio by weight
Minimum cement content (kg/m3)
30
28
5% - 7%
50 ± 20
0.45
320
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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The retaining walls shall be constructed with precast monolithic concrete blocks in
accordance with the dimensions, lines and grades shown on the Drawings. Blocks
shall be 750 mm x 750 mm x (1500 mm or 750 mm) long chamfered on all sides,
provided with shear keys, with a 12 mm clearance around the key, and steel lifting
devices. All exposed surfaces shall have a smooth finish conforming to CSA CAN3A23.4-00 Section 24.2.5 Grade A.
Consistency of finish shall be maintained with the use of the same concrete mix
(individual blocks shall not contain cold joints) and the same type of form oil for the
entire project. Non-exposed surfaces shall be of uniform surface finish, roughly
screeded with no open pockets or distortions in excess of 12 mm.
The Ministry Representative reserves the right to reject concrete blocks based on
visual and non-destructive methods.
The top course of blocks shall be bench style lock block with recessed lifting devices
or inserts.
The top course of blocks shall be supplied flat topped without shear keys, and with
recessed lifting devices or inserts.
b)
Quality Control of the Concrete Blocks
In addition to the quality control requirements of SS 211, the Contractor shall extract
two cores from one lock block for every 50 blocks prior to delivery to the Site. The
cores shall be the standard cylinder sizes of 100 mm diameter and 200 mm high.
One of these cores will be tested for the compressive strength in accordance with
CSA-A23.2-14C and CSA-A23.2-9C. The second core shall be tested for air void
analysis in accordance with ASTM C457. If the compressive strength or air void
analysis does not meet the required specifications, the entire 50 blocks will be
rejected at the Contractor’s cost. The Contractor shall be responsible for insuring
that the test results are traceable to each of the 50 block lot tested. The cores shall
be taken in the middle of the block along the back face so that the block may still be
used if specifications are met. The cored holes shall be patched and sealed using a
patching mortar in accordance with SS 211.17.05.
Blocks without traceable testing documentation will not be accepted for use on the
project
c)
Polymeric Reinforcement
Properties of polymeric reinforcement strips for walls under 5 m in height shall be as
shown on the Drawings.
The length of the strips will vary depending on the height of the concrete blocks.
The polymeric reinforcement strips shall be sandwiched between the successive
rows of lock blocks and shall extend for the full length shown on the Drawings. It is
important that the strips are placed against each other with no gaps between them.
No vehicles shall drive directly over the polymeric reinforcement.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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d)
Leveling Pad
25 mm of granular base course material compacted to 100% Standard Proctor
Density shall be used for a leveling pad for the first layer of blocks.
e)
Excavation and Backfill
Excavation and backfill shall be carried out to the neat lines and dimensions shown
on the Drawings. Select granular sub-base material shall be used for backfill of the
retaining walls. Free draining granular material if available, may be substituted for
select granular sub-base material if acceptable to the Ministry Representative.
f)
Perforated Sub-Drain Pipe
Perforated sub-drain pipe shall be installed to the neat lines and dimensions shown
on the Drawings. The pipe shall be installed along the entire length of wall and low
points shall have a discharge pipe tee to the face of the wall.
g)
Construction and Tolerances
Concrete block elements shall be placed on a graded and compacted base to within
the tolerances stated below:


Vertical and horizontal alignment  20 mm in 3000 mm
Overall vertical tolerance  20 mm (measured from top to bottom)
Component placement shall not vary more than 25 mm in plan or more than 12 mm
from grade.
The first layer of blocks shall be placed so that half of the block face is buried in the
original ground. The second layer of blocks shall normally be placed after 10 bottom
layer blocks have been placed, aligned and the keyways cleared of debris.
Compacted 25 mm granular material shall be used for the toe fill as shown on the
Drawings. The toe fill shall be placed after the first level of blocks has been placed.
h)
Structure Identification Number
A structure identification number shall be cast into a block as shown on the
Drawings. The Ministry Representative will loan the numeral forms for the
Contractor’s use. The Contractor shall return the numeral forms to the Ministry
Representative in good and clean condition upon completion of the work.
i)
Payment
Payment for concrete block retaining walls shall be made at the applicable Unit
Prices for the Item(s) listed in the Schedule of Approximate Quantities and Unit
Prices and shall be full compensation for everything furnished and done within the
payment envelopes as shown on the Drawings.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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Any Item not specifically identified in the Special Provisions, but required for the
construction of the retaining wall, shall be considered incidental to the work and shall
be considered to be included in the applicable Items listed in the Schedule of
Approximate Quantities and Unit Prices.
2.49
Provisional Sum for Modifications on Site
A Provisional Sum is allocated in the Schedule of Approximate Quantities and Unit
Prices for payment for Extra Work. Any Extra Work done as directed by the Ministry
Representative will be paid for at the applicable Unit Prices, at a negotiated price or on a
Force Account Basis. Payment on a Force Account basis will be made in accordance
with the General Conditions.
SCHEDULE 3 - SPECIAL PROVISIONS PROJECT No.
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