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SAMPLE BRIDGE CONSTRUCTION SPECIAL PROVISIONS (Updated June 2019)

This revision is based on the 2016 Standard Specifications for Highway Construction and is to be for used until the (anticipated) 2020 Standard Specifications are revised and published.

INTRODUCTION – “Bridge Construction” Special Provisions GuidelineSample “Bridge Construction” Special Provisions are provided here as a guideline for the contract originator to prepare the “Bridge Construction” special provision clauses.

The guideline is to ensure consistency and uniformity of the contract language in all the Ministry contracts and changes due to personal preference should be avoided. Where specific instructions say not to change, add or delete the contents of a clause, users must adhere to the instructions as the contract wording of the clause is unique to the requirements of the Ministry.

The Ministry Bridge Design and Construction Standards Engineer can assist the user in drafting contract language for specific requirements of the work for the Ministry contracts and making improvements and changes to the desired clauses in the Sample “Bridge Construction” Special Provisions.

RETRIEVING THE DOCUMENTThe Bridge Construction documentation can be retrieved from the following addresses:

Bridge Engineering Web Site:

https://www2.gov.bc.ca/gov/content/transportation/transportation-infrastructure/engineering-standards-guidelines/structural/standards-procedures/volume-7

The Sample Special Provisions for Section 1 - General can be retrieved from the following addresses:

Rehabilitation & Construction Section Web Site:

https://www2.gov.bc.ca/gov/content/transportation/transportation-infrastructure/contracting-to-transportation/tender-contract-documentation

ABOUT THE DOCUMENTThis document is formatted with instructions and background information for the Contract writer using “hidden text” formatting on the italicized instructions. To show the “hidden text”, click on the show/Hide symbol [ ¶ ] under the “Home” tab.

Hidden instructional text is formatted as Bold Italicized Purple, to easily distinguish it from core provisions.

Using the “hidden text” feature allows the user to work on the document without having to delete the italicized instructions. Another advantage of the “hidden text” is that the italicized instructions will not show on the screen if the Show/Hide is turned off.

To print the document with hidden text:

Click on tab File > Options > Display In the right pane scroll to "Printing options" Check the box next to "Print hidden text"

Formatting instructions included in the “General” special provision template are intended to apply to this document.

SCHED 3 - SPs PROJECT No. (Insert Project number) of 37





ADDITIONAL INFORMATIONWhen contract documents are submitted for MoTI Structural Engineering’s review, please ensure to attach the applicable standard ministry appendices.

The upper case for "D" should been used when reference is being made to the contract drawings as defined in the Glossary of Terms.

Some sections, such as "Steel Piles" and "Concrete" should vary little from job to job, apart from the blanks to be filled in, and care should be taken not to alter or customize language. Deliberate choices have been made for the language used and changes for personal preference should be avoided.

Please engage Ministry Staff for unusual situations where extensive customization is required.

Other sections, such as "Scope of Work", "Accommodation of Traffic", "Protection of Environment", "Detour" and "Approach Roadways" are more specific to each job. Care should be taken that the wording is appropriate to the work in hand, and these sections must be used in a manner that meshes with any similar requirements that may exist in Section 1 – General of the Special Provisions.

CONTACTFor assistance with Bridge Construction Sample Special Provisions, contact:

David Woolford, Senior Bridge Design & Construction Standards EngineerPhone Number: (604) 802-5738Email Address: [email protected]

For assistance with Sample Special Provisions Section 1 - General, contact:

Rehabilitation and Maintenance Branch Email Address: [email protected] Number: 778-698-4204

DELETE THIS AND THE ABOVE TEXT BEFORE PUBLICATION


PROJECT NO. XXXXX-XXXX PROJECT NAME

TABLE OF CONTENTS

SECTION 2.................................................................................................................................62.01 General...................................................................................................................... 62.02 Working Office...........................................................................................................72.03 Structure Identification Numbers..............................................................................72.04 Navigation Channel...................................................................................................72.05 Dewatering................................................................................................................82.06 Access....................................................................................................................... 82.07 Cofferdam(s).............................................................................................................92.08 Detour..................................................................................................................... 102.09 Demolition of Existing Bridge..................................................................................112.10 Demolition of Concrete............................................................................................132.11 Preparation of Existing Concrete Surfaces..............................................................142.12 Foundation Excavation and Backfill.........................................................................142.13 Bridge End Fill.........................................................................................................162.14 Steel Piles................................................................................................................162.15 Formwork and Falsework........................................................................................272.16 Reinforcing Steel.....................................................................................................272.17 Cast-in-Place Concrete............................................................................................272.18 Slope Pavement......................................................................................................312.19 Supply and Manufacture of Prestressed Concrete Girders......................................312.20 Shipping and Erection of Prestressed Concrete Girders..........................................312.21 Steel Bracing between Concrete I-Girders...............................................................312.22 Supply and Manufacture of Precast Concrete Members..........................................322.23 Shipping and Erection of Precast Concrete Members..............................................322.24 Post-Tensioning.......................................................................................................332.25 Supply and Fabrication of Structural Steelwork.......................................................332.26 Shipping and Erection of Structural Steelwork........................................................342.27 Coating of Structural Steelwork...............................................................................342.28 Coating of Existing Structural Steelwork.................................................................342.29 Deck Joints..............................................................................................................342.30 Bearing Assemblies.................................................................................................352.31 Parapet Railings......................................................................................................352.32 Sidewalk Fence and/or Bicycle Fence......................................................................362.33 Deck Drains.............................................................................................................362.34 Standard Bridge Parapet Transition........................................................................362.35 Riprap Protection.....................................................................................................362.36 Restrainer Bolt Assemblies......................................................................................372.37 Drilling Dowel Holes, Supply and Placement of Grout.............................................372.38 Concrete Overlay....................................................................................................382.39 Concrete Overlay....................................................................................................39


2.40 Silane Surface treatment........................................................................................392.41 Linseed Oil Surface treatment.................................................................................392.42 Waterproofing Membrane and Asphalt Pavement Overlay......................................402.43 Approach Roadways................................................................................................402.44 Catch Basins............................................................................................................412.45 Roadside Barriers....................................................................................................412.46 Expanded Polystyrene (EPS) Fill and Polyethylene Sheeting...................................422.47 Interlocking Concrete Block Retaining Walls...........................................................432.48 Provisional Sum for Modifications on Site................................................................45

APPENDIX/APPENDICESAppendix No. ____ - Installation of Bailey/Acrow Bridge

Appendix No. ____ - Removal of Bailey/Acrow Bridge

Appendix No. ____ - Supply and Installation of Bearings


BRIDGE CONSTRUCTION

SECTION 22.01 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.

2.02 Working OfficeThe Contractor shall supply, maintain and remove a Type (X) Ministry Working 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 NumbersThe 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 ChannelThe Contractor shall maintain an unobstructed navigable channel in the waterway. The extent of the channel will be subject to the approval of Transport Canada, Navigation Protection Program. The Contractor shall supply, install and maintain any lights, 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 NPP officer. During construction, navigation channel clearances must not be less than X metres vertical for all water levels during the duration of the restriction with a minimum width of X 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 NPP officer (Transport Canada, Navigable Protection Program) 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 NPP 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 NPP 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 Navigation 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 upon completion of construction.

Navigable Waters Works 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 NPP officer for this Project is:

References for the above mentioned requirements are as follows;

Navigation 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 DewateringDewatering 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 licensed by the Association of Professional Engineers and Geoscientists of the Province of British Columbia experienced in the design of works similar to those required for this


project. No access work shall commence until the Ministry completes its review process and accepts the submission.

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 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 Contractor shall construct the foundations at X, and X, within cofferdams.

The Contractor shall submit drawings, sealed by a professional engineer licensed by the Association of Professional Engineers and Geoscientists of the Province of British Columbia, for review by the Ministry. Drawings shall be submitted a minimum of three (3) weeks prior to start of the cofferdam installation. Cofferdam installation shall not proceed until the Ministry has completed its review process and accepts the submission.

The Contractor shall strictly adhere to the environmental guidelines specified in SS 165 and the requirements of the environmental agencies as listed in these SP X.XX 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 X metres wide to accommodate traffic.

Detour bridges shall be designed in accordance with CSA S6-14 and Ministry standards using BCL-625 loading and project specific requirements. Engineered drawings of the detour bridge, prepared and sealed by a professional engineer licensed by the Association of Professional Engineers and Geoscientists of the Province of British Columbia shall be submitted to the Ministry for review a minimum of two (2) weeks before detour bridge construction commences on site. No detour installation shall commence until the Ministry has completed the review process and accepted the submittal. After construction of the detour bridge, the Contractor shall provide a letter signed and sealed by a professional engineer stating that the detour structure has been constructed in accordance with the design.


The Contractor shall strictly adhere to the environmental guidelines specified in SS 165 and the requirements of the environmental agencies as listed in these SP X.XXduring 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 Road surface type Accommodation for pedestrian and bicycle traffic Bridge loading

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 has been completed and traffic has been permanently routed onto it.

(a) 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 of the existing bridge, if available, will be provided to the Contractor following Award of the Contract.

(b) Submittals

The Contractor shall submit three (3) sets of complete plans and details of the proposed demolition procedure 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 the Association of Professional Engineers and Geoscientists of the Province of British Columbia and shall clearly define procedures, equipment and the proposed schedule of work. Demolition work shall not commence until the Ministry has completed the review process and accepted the procedure.

Demolition work near or above the railway will require the approval of the Railway Authority . The Ministry Representative will forward a copy of the Contractor’s demolition procedure to the Railway Authority for its review and approval. All work shall be carried out in strict compliance with the requirements of the Railway Authority.

The Contractor shall demolish concrete decks and curbs by means approved by the Railway Authority. 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.

(c) 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 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 lead coatings 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.

Removal of the existing bridge shall be carried out in accordance with SS 165 and SP X.XX The Contractor shall take precautions to prevent debris from falling into the X River/Creek. Any debris that falls into the waterway shall be immediately recovered by the Contractor. Demolition procedures that result in the existing components entering the waterway will not be permitted.

The Contractor shall arrange works and use protective devices, safety nets and other, precautionary measures as required, to prevent damage to railway property. The Contractor shall be responsible for and shall bear the cost of all protective devices. All railway authority costs and charges, including but not limited to, flagging, damage to railway property caused during the demolition phase of the existing structure, associated costs of train delays, will be the responsibility of the Contractor. All damages or revisions to the track infrastructure necessitated by the demolition will be carried out by the railway authority and charged to the Contractor.

The Contractor shall take all appropriate measures to ensure that, during demolition, its operations shall not cause an obstruction to navigation.

(d) 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 145.27.02.

(e) Salvage of Materials


(f) Restoration

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.

(g) 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 cleanup and all other costs associated with the demolition.

2.10 Demolition of ConcreteThe 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 145.27.02

No debris shall be permitted to fall into the X 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 cleanup 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 SurfacesWhere 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

2.12 Foundation Excavation and Backfill (a) Excavation

The Contractor shall remove all materials 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

Materials will be classified in accordance with SS 201.11

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”. Sources of “Bridge End Fill” shall be tested for sulphate and chloride content in accordance with CSA A23.2-3B and ASTM C1218 or A23.2-4B and shall not exceed the site exposure category identified in SP X.XX without consent of the Ministry Representative.

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. Imported aggregates shall be tested for sulphate and chloride content in accordance with CSA A23.2-3B and ASTM C1218 or A23.2-4B and shall not exceed the site exposure category identified in in in SP X.XX without consent of the Ministry Representative.

Drainage course material shall be installed as shown on the Drawings. The gradation of drainage course material shall be as follows:

SIEVE SIZE mm % PASSING BY MASS OF TOTAL SAMPLE40 10020 0 - 10010 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, and compaction tests. 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:

2.13 Bridge End FillBridge 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 testing shall include but may not necessarily be limited to; materials sampling, sieve analyses, laboratory proctor density testing and in-situ density testing. Sources of “Bridge End Fill” shall be tested for sulphate and chloride content in accordance with CSA A23.2-3B and ASTM C1218 or A23.2-4B and shall not exceed the site exposure category identified in SP X.XX without consent of the Ministry Representative.

Payment for bridge end fill will be made in accordance with SS 202.36.

2.14 Steel Piles(a) H Piles and Closed Ended Pipe Piles

(i) 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.

(ii) Supply

Material for H piles and end plates for pipe piles shall conform to CAN/CSA-G40.21-M, Grade 300W. Steel pipe for pipe piles shall conform to ASTM Specification A252, Grade (2 or 3) or API 5L Grade (X42 or X52). Previously used or coated H piling or pipe will


Type A Type DExcavation 80% 60%

Backfilling or Disposal 20% 40%

not be accepted. The boron content of steel piling shall not exceed 0.0008%. Pipes fabricated to ASTM A252 are subject to the following additional requirements:

(1) Piles with seams shall be fabricated with full penetration butt welds.

(2) Chemical analysis of the material shall show an equivalent carbon content of less 0.43%, and a total carbon content of less than 0.3%.

(3) The full length of external welds and reasonable accessible internal welds shall be visually inspected by the Contractor in accordance with CSA W59 clause 11. Alignment deviations shall be less than 3mm.

(4) Welds shall be ultrasonically tested by an independent testing firm in accordance with W59 clause 11.

Mill test reports 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 three (3) meters shall not be used except to finish a pile to final cut off elevation.

Where mill test reports originate from outside Canada or the United States of America, the Contractor shall have mill test reports verified by a certified laboratory in Canada by testing the material to the specified material standards, including boron content. The testing laboratory shall be certified to ISO/IEC 17025 by an organization accredited by the Standards Council of Canada for the tests required. Samples for testing shall be collected by personnel employed by the certified laboratory. A verification letter shall be provided by the certified laboratory that includes at a minimum, the applicable mill test reports, testing standards, date of verification testing, and declaration of material compliance with Contract requirements. The verification letter shall be signed by an authorized officer of the certified laboratory.

(iii) 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 2 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.

(iv) 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 75 mm


at cut off for extended piles 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 to allow WEAP analysis. Details shall include but not be limited to hammer type, cushion type and thickness, and helmet weight.

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. Vibratory hammers 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 Contract.

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 as shown on the Drawings. Concrete shall be placed in the dry or by an acceptable tremie method in accordance with SS 211.20. Type GUL (General Use Limestone) Cement for concrete infill for piles may be approved by the Ministry subject to the requirements identified in SP X.XX Cast-in-Place Concrete.

All steel pipe piles shall be temporarily capped after installation for safety reasons.

(v) 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.

(vi) Payment

Payment for supply and installation of piles will be made under the following items:

(1) 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 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.

(2) 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.

(3) 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.

(4) 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.

(5) Installation


Payment for installation of piling will be made at the Unit Price(s) per pile bid for each pile. The Unit Prices(s) shall apply for installation up to installed up to 20% of pile length (from cut-off to pile tip elevation) below the anticipated pile tip elevation. Payment for driving time beyond the 20% incremental depth will be paid for as Extra Work. 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 (X).

(6) 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.

If the Contractor uses sections of piles shorter than 12.2 m, no payment will be made for splices that would not have been required for 12.2 m piles.

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.

(b) Open Ended Pipe Piles

(i) 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.

(ii) Supply

Steel pipe for pipe piles shall conform to ASTM Specification A252, Grade (2 or 3) or API 5L Grade (X42 or X52). Previously used or coated pipe will not be accepted. The boron content of steel piling shall not exceed 0.0008%. Pipes fabricated to ASTM A252 are subject to the following additional requirements:

(1) Piles with seams shall be fabricated with full penetration butt welds.

(2) Chemical analysis of the material shall show an equivalent carbon content of less 0.43%, and a total carbon content of less than 0.3%.

(3) The full length of external welds and reasonable accessible internal welds shall be visually inspected by the Contractor in accordance with CSA W59 clause 11. Alignment deviations shall be less than 3mm.

(4) Welds shall be ultrasonically tested by an independent testing firm in accordance with W59 clause 11.

Mill test reports 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 metres shall not be used, except to finish a pile to final cut off elevation.


Where mill test reports originate from outside Canada or the United States of America, the Contractor shall have mill test reports verified by a certified laboratory in Canada by testing the material to the specified material standards, including boron content. The testing laboratory shall be certified to ISO/IEC 17025 by an organization accredited by the Standards Council of Canada for the tests required. Samples for testing shall be collected by personnel employed by the certified laboratory. A verification letter shall be provided by the certified laboratory that includes at a minimum, the applicable mill test reports, testing standards, date of verification testing, and declaration of material compliance with Contract requirements. The verification letter shall be signed by an authorized officer of the certified laboratory.

(iii) 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 2 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.

(iv) 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 75 mm

at cut off for extended piles 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 to allow WEAP analysis. Details shall include but not be limited to hammer type, cushion type and thickness, and helmet weight.

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. Vibratory hammers or 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 Ministry Representative. However, disturbance of the original soils is to be limited to a maximum of (X) mm beyond the diameter of the pile. Any obstructions encountered during pile installation shall be removed by cleaning the soils inside of the pile and the obstruction itself to facilitate advancement of the pile to the anticipated tip elevation without damaging 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.

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.

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 as shown on the Drawings. Concrete shall be placed in the dry or by an acceptable tremie method in accordance


with SS 211.20. Type GUL (General Use Limestone) Cement for concrete infill for piles may be accepted by the Ministry subject to the requirements identified in SP X.XX Cast-in-Place Concrete.

All steel pipe piles shall be temporarily capped after installation for safety reasons.

(v) 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 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.

(vi) 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.

(vii) Payment

Payment for supply and installation of piles will be made under the following items:


(1) 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 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.

(2) 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.

(3) 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.

(4) 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.

(5) Installation

Payment for installation of piling will be made at the Unit Price(s) per pile bid for each pile. The Unit Prices(s) shall apply for installation up to 20% of pile length (from cut-off to pile tip elevation) below the anticipated pile tip elevation. Payment for driving time beyond the 20% incremental depth will be paid for as Extra Work. 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 (X).

(6) 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.

If the Contractor uses sections of piles shorter than 12.2 m, no payment will be made for splices that would not have been required for 12.2 m length piles.

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 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 FalseworkThe Contractor shall provide formwork and falsework 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 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 SteelThe Contractor shall supply and install reinforcing steel in accordance with SS 412 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 ConcreteThe Contractor shall complete all concrete work in accordance with SS 211 and 413, unless otherwise modified by this clause. The project site has been identified as having a low/moderate/severe/very severe degree of exposure to sulphates as defined by CSA A23.1.

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. GU and GUL cement shall have a C3A content of greater than 4.0% (by standard Bogue calculation) or 5% by mill certificate, and GUL cement shall have a Blaine Fineness of less than 480m2/kg. GUL cement in not permitted for sites identified with a very severe degree of exposure to sulphates.

The Contractor shall be responsible for and shall provide the Ministry Representative with current certified results for all 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)”. In addition to the requirements of SS211, all aggregate shall be tested for sulphate and chloride content in accordance with CSA A23.2-3B and ASTM C1218 or A23.2-4B. The aggregate shall have a sulphate content less than the identified exposure category unless approved by the Ministry Representative.

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

Deck Concrete:Deck Slab, Approach Slab, Parapet and Median Barrier GU Standard(1)(2)(3) 35 28(4) 5 ± 1 50 ± 20 0.38 GU With Silica Fume 35 28(4) 6 ± 1 80± 20(5) 0.38 GU With Class F

Flyash(1)(6) 35 28(4)

6 ± 1 50 ± 20 0.38

GUL late chloride exposure (1)(10)(11) 35 28(4)

6 ± 1 50 ± 20 0.38

GUL early chloride exposure(10)(12) 35 28(4)

6 ± 1 80± 20(15) 0.38

Substructure Concrete:Piers, Abutments, Retaining Walls, Pipe Pile infill, Working Floors GU Standard(1)(6) 30 28 5 ± 1 50 ± 20 0.45 GUL low to moderate(1)(11) 30 28 5 ± 1 50 ± 20 0.45 GUL severe(1)(13) 30 28 5 ± 1 50 ± 20 0.40Keyways between Box Stringers GU Standard(1)(2)(7) 35 14 5 ± 1 20 ± 10 0.38 GUL early chloride

exposure(1)(12) 35 14 6 ± 1 20 ± 10 0.38

Concrete Slope Pavement Standard(4) 30 20 5 ± 1 30 ± 20 0.45 GUL low to moderate(4)(11) 30 20 5 ± 1 30 ± 20 0.45 GUL severe(4)(12) 30 20 5 ± 1 30 ± 20 0.40Deck Overlay Concrete: High Density(1)(14) 35 20(9) 5 ± 1 30 ± 20 0.38 Silica Fume Modified(14)

45 14(8)

6 ± 1 60 ± 20(5) 0.38

Notes:

(1) Superplasticizers or high range water reducers shall not be used.

(2) No supplemental cementing materials shall be used in this concrete (i.e. silica fume, fly ash, etc.).

(3) Cement shall be Type GU and total cement content shall not exceed 380 kg/m3.

(4) The maximum proportion of aggregate passing the 5 mm screen shall be 37-38% of the total mass of aggregate.

(5) Silica fume application rates shall be 8% maximum by mass of cementing materials. Slump specification is based on superplasticized concrete.

(6) The addition of Type F fly ash shall not exceed 15% by mass of cementing materials.

(7) Cement shall be Type GU and total cement content shall not be less than 400 kg/m3.


(8) The maximum proportion of aggregate passing the 5 mm screen shall be 42% of the total mass of aggregate.

(9) The maximum proportion of aggregate passing the 5 mm screen shall be 38% of the total mass of aggregate.

(10) The total cement content shall not exceed 380 kg/m3.

(11) The addition of 15% Type F fly ash by mass of cementing materials is required.

(12) The addition of 12% Type F fly ash and 8% silica fume by mass of cementing materials is required.

(13) The addition of 25% Type F fly ash by mass of cementing materials is required.

(14) GUL cement is not permitted.

(15) Slump specification is based on superplasticized concrete.

The gradation of the aggregates shall conform to Table 211-B of the SS 211 unless noted otherwise in this clause.

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 Trowelled 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

Slope Pavement

(a) 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.

(b) 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 PavementThe 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.

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.

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.

2.19 Supply and Manufacture of Prestressed Concrete GirdersThe Contractor shall supply and manufacture prestressed concrete girders in accordance with SS 415. Portland-limestone cements are not permitted for prestressed concrete girders.

Payment for supply and manufacture of prestressed concrete girders will be in accordance with SS 415.91.


2.20 Shipping and Erection of Prestressed Concrete GirdersThe Contractor shall ship and erect prestressed concrete girders in accordance with SS 415.

Payment for shipping and erection of prestressed concrete girders will be in accordance with SS 415.92.

2.21 Steel Bracing between Concrete I-GirdersThe Contractor shall supply, fabricate and install steel bracing between concrete I-girders as shown on the Drawings and in accordance with SS 422. All steel components shall be galvanized.

Payment for steel bracing between concrete I-girders will be made at the Lump Sum Price bid. Payment shall include shop drawings and the supply, fabrication, galvanizing and installation of the bracing system.

2.22 Supply and Manufacture of Precast Concrete MembersThe Contractor shall supply and manufacture precast concrete footings, pile caps, ballast walls, parapet barriers and deck panels in accordance with SS 415. All surfaces of precast concrete components shall be given a class 2 finish in accordance with SS 211. The project site has been identified as having a low/moderate/severe/very severe degree of exposure to sulphates as defined by CSA A23.1. GUL cement may be used for precast parapet barriers and deck panels with the addition of 15% class F fly ash by mass cementing material. GUL cement may


be used for precast concrete footings, pile caps, ballast walls, with the addition of 15%/25%. GU and GUL cement shall have a C3A content of greater than 4.0% (by standard Bogue calculation) or 5% by mill certificate and GUL cement shall have a Blaine Fineness of less than 480m2/kg. All aggregate shall be tested for sulphate content in accordance with CSA A23.2-3B. The aggregate shall have a sulphate content less than the identified exposure category unless approved by the Ministry Representative.

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 MembersThe Contractor shall be ship and erect precast concrete footings, pile caps, ballast walls, parapet barriers and deck panels in accordance with SS 415, 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 2 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-TensioningThe Contractor shall post-tension in accordance with SS 416. Portland-limestone cements are not permitted for post-tensioned concrete.

Payment for post-tensioning will be made at the Lump Sum Price bid. Payment shall include supply and pumping of grout into the post-tensioning ducts, 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 splicing of precast segments and the supply of all material and labour.

2.25 Supply and Fabrication of Structural SteelworkThe contractor shall supply and fabricate structural steelwork in accordance with SS 421. In addition to the requirements of SS421, steel shall have a boron content not exceeding 0.0008%. Where mill test reports originate from a mill outside Canada or the United States of America, the Contractor shall have mill test reports verified by a certified laboratory in Canada by testing the material to the specified material standards, including boron content. The testing laboratory shall be certified to ISO/IEC 17025 by an organization accredited by the Standards Council of Canada for the tests required. Samples for testing shall be collected by personnel employed by the certified laboratory. A verification letter shall be provided by the certified laboratory that includes at a minimum, the applicable mill test reports, testing standards, date of verification testing, and declaration of material compliance with Contract requirements. The verification letter shall be signed by an authorized officer of the certified laboratory.

All components fabricated outside of Canada or the or the United States of America shall be shipped to a shop located in Canada that is certified by CWB in accordance with CSA W47.1 to Division 1 and by the CISC in the category of steel bridges for re-inspection and testing. The


components shall be in a condition that facilitates all re-inspection and testing requirements. The re-inspection and testing at the Canadian shop shall be completed in accordance with SS421. The Contractor shall also arrange for inspection by a CSA 178.2 Level III certified welding inspector accredited with W47.1/W59 to inspect:

• All components to ensure that they were undamaged during transportation; and

• Shop assembly in accordance with SS421.

Payment for supply and fabrication of structural steelwork shall be in accordance with SS 421.91


2.26 Shipping and Erection of Structural SteelworkThe Contractor shall ship and erect structural steelwork in accordance with SS 421.

Payment for shipping and erection of structural steelwork shall be in accordance with SS 421.91.

2.27 Coating of Structural SteelworkThe Contractor shall prepare and paint structural steelwork 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.

2.28 Coating of Existing Structural SteelworkThe Contractor or the primary Subcontractor carrying out the coating work shall hold valid SSPC QP1 certification.

The existing coating contains 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 surface preparation and the supply, application and touch-up of coating as required.

2.29 Deck JointsDeck joints shall be fabricated and installed by the Contractor as shown on the Drawings and in accordance with SS 422. Steel components shall be galvanized.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-15, 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 in accordance with the manufactures requirements and shall be 5 mm below the surface of the deck, unless shown otherwise on the Drawings. Following installation, the joint shall be tested for water tightness.


Payment for deck joints will be made at the Unit Price(s) per metre bid. Payment shall include all necessary material, shop drawings, the supply, fabrication, galvanizing of steel components, as required, formwork for blockouts, epoxy bonding agentand 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. Payment will be made only after they are demonstrated to be watertight.

2.30 Bearing AssembliesThe 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

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 Parapet RailingThe Contractor shall supply, fabricate and install the steel railing and steel components of the parapet railing system 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 shop drawings and supply, fabrication, galvanizing and 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.

2.32 Sidewalk Fence and/or Bicycle FenceThe Contractor shall supply, fabricate and install Standard Steel Sidewalk Fence and Standard Steel Bicycle Fence 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 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.

2.33 Deck DrainsThe Contractor shall supply, fabricate and install deck drains and associated down piping systems 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 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.

2.34 Standard Bridge Parapet TransitionThe Contractor shall fabricate standard bridge parapet transitions in accordance with SS 941 and Drawing SP941-03.04.01 and install 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 supply, shipping storage and installation.

2.35 Riprap ProtectionThe 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.

All material excavated 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.

Payment for riprap will be made at the Unit Price per cubic metre bid. Payment shall include, Acid Rock Drainage or Metal Leaching 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.

2.36 Restrainer Bolt AssembliesThe Contractor shall supply, fabricate and install restrainer bolt assemblies 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 shop drawings and the supply, fabrication, galvanizing and installation of the restrainer bolt assemblies.

2.37 Drilling Dowel Holes, Supply and Placement of Grout(a) General

The Contractor shall drill dowel holes 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 abandoned holes shall be filled with a non-shrink grout acceptable to the Ministry Representative. All dowels shall be installed with a 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.

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 shall 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 shall 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 shall hold the load for five (5) minutes.

Any Dowel that fails shall be re-installed and re-tested.

(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.


2.38 Concrete Overlay The Contractor shall supply and place a concrete overlay on newly constructed bridge decks as shown on the Drawings and in accordance with SS 413. Portland-limestone cements are not permitted for overlays.

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 supply and placement will be made at the Unit Price per cubic metre bid in accordance with SS 413.32.08.

2.39 Concrete Overlay The Contractor shall supply and place a concrete overlay on the existing bridge decks as shown on the Drawings and in accordance with SS 413. Portland-limestone cements are not permitted for overlays.

The depth of scarification shall be X 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.

2.40 Silane Surface treatmentThe Contractor shall treat the top and both faces of parapets and the exposed outside edges of the deck slabwith a silane solution in accordance with SS 418.

Payment for silane surface treatment will be made at the Unit Price per square meter bid in accordance with SS 418.08.

2.41 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 X.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.

2.42 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. 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.

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 shall 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 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, feeding, blending, mixing, loading, weighing, hauling, dumping, spreading, compacting and finishing of the asphalt pavement overlay

2.43 Approach RoadwaysThe 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 502 in maximum 50 mm lifts.

The Contractor shall perform the asphalt pavement construction in accordance with SS 502. . 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.

2.44 Catch BasinsThe 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.

2.45 Roadside BarriersThe 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 shall 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 shall be dry and cleaned with a wire brush in the area where the reflector is to be applied.


The temperature shall 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.

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.

2.46 Expanded Polystyrene (EPS) Fill and Polyethylene SheetingThe 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 CAN/ULC-S102.2-10, 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.

(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 mm (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 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.

2.47 Interlocking Concrete Block Retaining Walls(a) Concrete Blocks

Interlocking concrete blocks shall be in accordance with the Recognized Product List or alternate blocks acceptable to the Ministry Representative. Concrete shall comply with SP X.XX and as specified below:

Minimum 28-day compressive strength (MPa) 30

Nominal size of aggregate (mm) 28

Air content (%) 5% - 7%

Maximum slump (mm) 50 ± 20

Maximum water/cement ratio by weight 0.45

Minimum cement content (kg/m3) 320

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 A23.4-16 Section 26.2.5 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 an approved patching material.

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.

(d) Levelling 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. Backfill shall be tested for sulphate and chloride content in accordance with CSA A23.2-3B and ASTM C1218 and shall not exceed the site exposure category identified in SP X.XX without consent of 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. This block shall be located as shown on the Drawings or in a visible location to the satisfaction of the Ministry Representative.

(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.

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.

2.48 Provisional Sum for Modifications on SiteA 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.


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