General Specification for Weighing of Materials

ONTARIO PROVINCIAL METRIC STANDARD OPSS 102 OCTOBER 1992 SPECIFICATION

GENERAL SPECIFICATION FOR WEIGHING OF MATERIALS

TABLE OF CONTENTS

102.01 SCOPE

102.02 REFERENCES

102.03 DEFINITIONS

102.04 SUBMISSION AND DESIGN REQUIREMENTS - Testing and Certification of Scales

102.04.01 Testing Procedures .02 Portable Scales .03 Permanently Installed Scales .04 Conveyor Scales

102.06 EQUIPMENT

102.06.01 General .02 Platform Scales .03 Conveyor Scales .04 Scale Houses or Trailers

102.07 CONSTRUCTION - Weighing

102.07.01 Mass Measurements .02 Scale Location .03 Vehicle Tares

102.07.03.01 General .02 Weighing Non-Liquid Materials .03 Weighing Liquid Materials .04 Volumetric Measurement

102.07.04 Checking of Weigh Scales by Enforcement Officers

102.08 QUALITY ASSURANCE

102.08.01 Scale Accuracy

102.08.01.01 Conveyor Scales

Page 1 Rev. Date: 10/1992 OPSS 102 102.10 BASIS OF PAYMENT

102.10.01 Weighing

102.01 SCOPE

This specification covers the requirements for the weighing of materials where payment is based on mass.

102.02 REFERENCES

This specification refers to the following standards, specifications or publications:

Government of Canada Weights and Measures Act 1985.

Government of Canada Weights and Measures Regulations, 1990

102.03 DEFINITIONS

For the purpose of this specification the following definitions apply:

Limits of Error: means the In Service Limits of Error contained in the Government of Canada Weights & Measures Act.

Weigh Scales, weigh machines: means any device that measures mass and has a moving or movable part that has or can have an effect on the accuracy of the device.

102.04 SUBMISSION AND DESIGN REQUIREMENTS - Testing and Certification of Scales

102.04.01 Testing Procedures

The Contractor shall give the Contract Administrator a minimum of 48 h notice in advance of any test to be carried out on the weigh scales. The Contract Administrator will be present throughout the duration of the test. Failure to comply may result in a re-test being required.

102.04.02 Portable Scales

Portable scales shall be tested and certified conforming to the Government of Canada Weights and Measures Act and Government of Canada Weights and Measures Regulations.

A completed copy of the "Heavy Duty Scale Inspection Report", form CCA-1409 of the Consumer and Corporate Affairs Department, the Federal Government of Canada shall be sent to the nearest office of the District Inspector of the Weights and Measures Division in each of the following circumstances: a. After the initial installation on a contract and before use on that contract. b. When the scale is moved to a new location. c. When the scale has undergone adjustments, alterations or repairs to the weighing mechanism.

Page 2 Rev. Date: 10/1992 OPSS 102 d. When weighing is resumed after winter suspension. e. When digital heads are changed or added.

A duplicate copy of the above report shall be on view in the scale house or trailer before weighing operations commence and at all times thereafter.

102.04.03 Permanently Installed Scales

Permanently installed scales shall show a Government of Canada certificate of inspection.

Where a rejection tag is on display and the Government of Canada certificate of inspection is shown as not currently in effect, but subsequent alterations, adjustments or repair have been carried out, verification of this work is required by the Contract Administrator and should either be on display or located on file in the scale house or trailer. Verification shall be documented on a form CCA-1409 including the following minimum requirements: a. Date work carried out. b. Items required, altered or adjusted. c. Name and signature of person performing the work and name of firm or organization responsible for the work.

102.04.04 Conveyor Scales

Conveyor scales shall be certified by an Inspector of the Government of Canada, Weights and Measures. a. After the initial installation on a contract and before use on that contract. b. After every relocation on that contract.

102.06 EQUIPMENT

102.06.01 General

Where the contract includes items that require measurement for payment by weighing, weigh scales shall be provided which meet the requirements of the Government of Canada Weights and Measures Act and Regulations for the purposes for which they are to be used.

102.06.02 Platform Scales

Platform scales shall be of sufficient capacity and dimension so as to fully contain the loaded vehicle or coupled vehicle combination in one setting and so as to permit weighing of the entire load in one operation. Weighing of various axle combinations in more than one operation will not be permitted. Scale foundations shall be adequate to support the largest gross load without any settlement occurring during the weighing operation. Scale pits shall be properly drained. Substantial retaining walls, which may be concrete, shall be built at each end of the scale platform to support the entrance and exit ramps. These retaining walls shall be of sufficient strength and so placed as to support the ramp material without binding on the ends of the platform.

Page 3 Rev. Date: 10/1992 OPSS 102 In order to minimize the effect of impact loads on the scale adjustment and to reduce the effect of vehicle braking and kickback on the scale platform and scale adjustments, the approach ramp shall be constructed conforming to the weights and measures requirements on a straight and level grade at the same elevation as the scale platform. Vehicles shall enter and leave the platform at a maximum speed of 8.0 km/h.

The scale platform and mechanism shall at all times be maintained clean and free from encumbrances such as gravel, asphalt, snow and ice. The mass indicator mechanism shall be enclosed in the scale house or trailer.

102.06.03 Conveyor Scales

In order to ensure that the required operating temperature has been reached, electric power for conveyor scales shall be applied to the weighing system at least 30 min before the commencement of weighing.

Each conveyor scale shall be provided with a calibration chain certified by the testing agency of the Government of Canada and readily available at all times.

The mass recording device shall clearly indicate the mass so that weigh tickets can be conveniently completed by the weigher.

The mass recording device shall be enclosed in the scale house or trailer.

Span calibration controls shall be sealed during the period of operation and accessible only to the testing personnel.

102.06.04 Scale Houses or Trailers

Each scale house or trailer shall be properly ventilated and shall be clean, dry and weathertight, with a minimum floor space of 4.5 m2 and minimum head room of 2.1 m. They shall be equipped with windows which can be opened and closed from within and from which the weigher, while seated at the scale or console, has an unobstructed view of the vehicle to be weighed, the scale platform or conveyor and the approach ramp.

Each scale house or trailer shall also have the following:

1. A free sliding window or other approved means for passing out weigh tickets.

2. Screens for doors and windows.

3 A door located remotely from the scale platform suitable for the occupant's unobstructed exit in case of fire.

4. Theft and vandal-proof locking devices for doors and windows.

5. Door key for the weigher.

6. Table, chair and bench, so that the weigher can be seated during weighing operations in front of the scale or console.

7. Heating equipment sufficient to maintain the temperature in the scale house at 20°C.

8. Adequate lighting to facilitate office work.

9. Fuel, for heating and lighting.

10. Sanitary facilities within 100 m of the scale house or trailer.

Page 4 Rev. Date: 10/1992 OPSS 102 102.07 CONSTRUCTION - Weighing

102.07.01 Mass Measurements

Mass measurements will be made by a weigher supplied by the Contract Administrator except where the weigh scales to be used are equipped with an automatic printing device capable of producing tickets conforming to the Owner's requirements.

102.07.02 Scale Location

Scales for weighing hot mixed asphaltic concrete shall be located at the mixing plant. Scales for weighing other materials shall be installed at locations selected by the Contractor.

Where material is from a commercial source, the tickets issued at the source are acceptable providing the weighing operation conforms to this specification.

When, in the opinion of the Contract Administrator, waste or loss of material between the above scale location and the material's intended destination on the contract occurs, the hauling operation may be terminated until a scale has been provided on a site which is approved by the Contract Administrator and which is close enough to the intended destination to preclude the possibility of waste or loss.

102.07.03 Vehicle Tares

102.07.03.01 General

Vehicles shall be tared for all weighing operations with the normal hauling complement of driver, accessories and fuel.

The same scale shall be used for truck taring and establishing gross vehicle mass and the mass of the material to be delivered, with the exception of commercial sources, where separate tare scales are permitted in the same pit or quarry providing the electronics are interfaced from one scale to the other.

Each truck and each coupled vehicle combination shall have a distinguishing number prominently displayed where it will be readily visible to the weigher.

102.07.03.02 Weighing Non-Liquid Materials

When a platform scale is being used on the contract, the tares of the hauling vehicles will be determined randomly at least once daily, and more frequently if required by the Owner.

102.07.03.03 Weighing Liquid Materials

Weighing of liquid materials shall be carried out on permanently installed scales with automatic printing devices.

102.07.03.04 Volumetric Measurement

Where specified in the Contract as an alternative to weighing, a metering device, conforming to the Government of Canada Weights and Measures Act and Regulations thereto, shall be used in the conversion of liquid volume, to an equivalent mass in tonnes, using the factor specified in the Contract.

Page 5 Rev. Date: 10/1992 OPSS 102 102.07.04 Checking of Weigh Scales by Enforcement Officers

During normal contract working hours weigh scales shall be at the disposal of Provincial Police Officers and enforcement officers of the Owner for the purpose of checking the mass of the loads of vehicles employed on this contract.

Scale houses or trailers shall be accessible during normal contract working hours so that weighing records may be examined.

102.08 QUALITY ASSURANCE

102.08.01 Scale Accuracy

The Owner reserves the right to check the accuracy or test the Contractor's scales at any time.

Where a device is found to be in error, in excess of the Limits of Error but less than three times the Limits of Error, the Owner will accept material measured for payment by the device for a period of 48 hours from the time the Contractor is notified in writing that the error exceeds the Limits of Error.

When a device is found to be in error, in excess of three times the Limits of Error, the Owner will immediately cease to accept material measured for payment by the device.

102.08.01.01 Conveyor Scales

A conveyor scale test shall be conducted a minimum of twice weekly or as required by the Owner. A minimum ten minute run is required for this test.

The material shall be collected in truck boxes and the total mass for each truck recorded. The material shall be reweighed on a recently verified platform scale, arranged for by the Contractor, and the material mass compared. The maximum allowable variation between the truck scale mass and the conveyor scale mass shall not exceed 0.5%. The test results are to be recorded and available at all times.

The Contractor shall be responsible for arranging the use of the platform scale.

102.10 BASIS OF PAYMENT

102.10.01 Weighing

Payment for the weighing of material shall be included in the contract price of the item(s) for the materials to be placed or the work to be done and shall be deemed to include full compensation for all labour, equipment and material required to carry out the weighing operation including any delay or inconvenience due to any checking or testing carried out by the Owner.

Page 6 Rev. Date: 10/1992 OPSS 102 ONTARIO PROVINCIAL METRIC STANDARD OPSS 180 SPECIFICATION NOVEMBER 2011

GENERAL SPECIFICATION FOR THE MANAGEMENT OF EXCESS MATERIALS

TABLE OF CONTENTS

180.01 SCOPE

180.02 REFERENCES

180.03 DEFINITIONS

180.04 DESIGN AND SUBMISSION REQUIREMENTS

180.05 MATERIALS - Not Used

180.06 EQUIPMENT - Not Used

180.07 CONSTRUCTION

180.08 QUALITY ASSURANCE - Not Used

180.09 MEASUREMENT FOR PAYMENT - Not Used

180.10 BASIS OF PAYMENT

APPENDICES

180-A Commentary

180.01 SCOPE

This specification covers requirements for the management of excess materials.

Where the management of excess material requirements of other Ontario Provincial Standard Specifications differs from this specification, the requirements of this specification will take precedence.

180.01.01 Specification Significance and Use

This specification has been developed for use in provincial- and municipal-oriented Contracts. The administration, testing, and payment policies, procedures, and practices reflected in this specification correspond to those used by many municipalities and the Ontario Ministry of Transportation.

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2011 OPSS 180 180.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Inclusion of an appendix as part of the Contract Documents is solely at the discretion of the Owner. Appendices are not a mandatory part of this specification and only become part of the Contract Documents as the Owner invokes them.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

The decision to use any appendix is determined by an Owner after considering their contract requirements and their administrative, payment, and testing procedures, policies, and practices. Depending on these considerations, an Owner may not wish to invoke some or any of the available appendices.

180.02 REFERENCES

When the Contract Documents indicate that provincial-oriented specifications are to be used and there is a provincial-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.PROV, unless use of a municipal-oriented specification is specified in the Contract Documents. When there is not a corresponding provincial- oriented specification, the references below shall be considered to be to the OPSS listed, unless use of a municipal-oriented specification is specified in the Contract Documents.

When the Contract Documents indicate that municipal-oriented specifications are to be used and there is a municipal-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.MUNI, unless use of a provincial-oriented specification is specified in the Contract Documents. When there is not a corresponding municipal- oriented specification, the references below shall be considered to be the OPSS listed, unless use of a provincial-oriented specification is specified in the Contract Documents.

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 206 Grading OPSS 209 Swamp Excavation

Ontario Provincial Standard Specification, Material

OPSS 1004 Aggregates - Miscellaneous

Canadian and Provincial Statutes

Environmental Protection Act, R.S.O. 1990, c.E.19 & R.R.O. 1990, Regulation 347 GENERAL - WASTE MANAGEMENT As amended

Page 2 Rev. Date: 11/2011 OPSS 180 Transportation of Dangerous Goods Act, 1992, S.C. 1992, c. 34

Fire Protection and Prevention Act, 1997 S.O. 1997, CHAPTER 4

180.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Bituminous Pavement means any combination of asphaltic material and aggregate, excluding asbestos modified asphaltic material.

Commercial Waste means waste described as commercial waste in Regulation 347, under the Environmental Protection Act, Ontario.

Concrete means concrete mixtures produced with Portland cement and may include blended hydraulic cement, supplementary cement materials, spent debris and silica sand abrasive blasting media from abrasive cleaning of concrete and reinforcing steel, and concrete brick and block and associated mortar. It may include embedded steel and excludes asbestos modified Portland cement concrete mixtures.

Disposable Fill means excess material other than that disposed of at a certified disposal site and that is managed in berms and mounds and as fill other than in road embankments.

Earth means earth as defined in OPSS 206.

Excess Material means material removed under the Work specified in the Contract Documents for which management is not specified and includes surplus and unsuitable materials.

Fabricated Metal and Plastic Products means metal and plastic products such as culverts, fence materials, and guide rails. It does not include containers, other packaging materials, storage tanks, septic tanks and ancillary equipment associated with sanitary sewage systems, septic systems, and fuel or lubricant dispensing and storage systems.

Groundwater means subsurface water and water that occurs beneath the water table in soils and rock formations that are fully saturated.

Manufactured Wood means wood that is not entirely natural wood.

Masonry means clay brick and associated mortar.

Natural Wood means stumps, trunks, branches, debris from tree and shrub removal, and wood products that are not treated, coated, or glued.

Non-Hazardous Solid Industrial Waste means waste described as non-hazardous solid waste in Regulation 347, under the Environmental Protection Act, Ontario.

Re-Use means using, processing, re-processing, or recycling of excess material into a construction material or other useful product and managed by these means for the Contract and other work.

Rock means rock as defined in OPSS 206.

Subject Waste means waste defined as subject waste in Regulation 347, under the Environmental Protection Act, Ontario.

Page 3 Rev. Date: 11/2011 OPSS 180 Swamp Material means swamp material as defined in OPSS 209.

Waste means excess material that is not managed by re-use, open burning, or as disposable fill and includes any excess material.

Waterbody means waterbody as defined in OPSS 182.

180.04 DESIGN AND SUBMISSION REQUIREMENTS

180.04.01 Submission Requirements

180.04.01.01 Notification of Site Selection and Property Owner Release

A copy of the completed form OPSF 180-1, Site Selection Notification for Stockpiling Materials Managed Through Re-Use, or OPSF 180-2, Site Selection Notification for Material Managed as Disposable Fill or both shall be submitted to the Contract Administrator and the property owner at least two weeks prior to the use of the property. These forms are not required for property owned by the Owner or designated for use in the Contract Documents.

At the completion of such work, a completed copy of the form OPSF 180-3, Property Owner's Release, shall be provided to the Contract Administrator.

180.04.01.02 Verification of Management by Disposal as Non-Hazardous Solid Industrial or Commercial Waste

When excess material is managed by disposal as non-hazardous solid industrial or commercial waste, a copy of the weigh ticket or receipt provided by the disposal site operator shall be submitted to the Contract Administrator on a weekly basis. When such documentation is not available, written confirmation that the waste has been received shall be obtained from the operator of the disposal site and provided to the Contract Administrator within two weeks after disposal activities are complete.

Within three weeks of the completion of all disposal activities associated with the work, a completed copy of the form OPSF 180-5, Waste Quantity Report, shall be provided to the Contract Administrator and shall account for all excess material managed by disposal as solid non-hazardous industrial or commercial waste.

180.04.01.03 Notification of Forest Resource Licensees

Forest Resource licensees identified in the Contract Documents shall be notified at least two weeks prior to commencement of open burning.

180.04.01.04 Certificate of Approval

When Certificates of Approval for a Waste Management System or a Waste Disposal Site are required, a copy of such certificate shall be supplied to the Contract Administrator prior to transporting excess material from the Working Area.

180.04.01.05 Subject Waste Documentation

For each subject waste listed in the form OPSF 180-4, Subject Waste Classification, that is being shipped from the Working Area to a waste disposal site, the following shall be completed: a) The Contract Administrator shall be notified at least two weeks prior to the first shipment of subject waste, and at least 24 hours prior to each subsequent shipment of subject waste.

Page 4 Rev. Date: 11/2011 OPSS 180 b) A Regulation 347 manifest with Part B completed by the carrier for each truckload of subject waste, shall be submitted to the Contract Administrator for Part A completion. Copies #1 and #2 of the manifest with Parts A and B completed shall be retained by the Contract Administrator and the remaining copies #3 to #6 returned to the carrier. c) Copy #6 of the Regulation 347 manifest shall be forwarded to the Contract Administrator at the mailing address indicated on Part A of the manifest, within four weeks of the shipment of subject waste from the Working Area.

For each subject waste that is generated by the Contractor’s operations and that is not listed in form OPSF 180-4, Subject Waste Classification, that is being shipped from the Working Area to a waste disposal site, the following documentation shall be provided to the Contract Administrator. a) Prior to shipment of the subject waste:

i. Test results from testing to determine the Regulation 347 waste class and characteristics of the subject waste from the Canadian Association for Laboratory Accreditation (CALA) accredited laboratory selected by the Contractor; ii. Notification from the Ministry of the Environment (MOE) Hazardous Waste Information Network (HWIN) of the registration of the subject waste to obtain a Regulation 347 Generator Registration Number (GRN); and iii. A duplicate of Copy #2 of the Regulation 347 manifest with Parts A and B completed and signed by the generator and carrier respectively. b) After shipment of the subject waste:

i. Notification of payment of all registration, manifest, and tonnage fees associated with the shipment from the MOE HWIN; ii. A duplicate of Copy #6 of the Regulation 347 manifest with Part C completed and signed by the receiver; and iii. Notification of de-activation of the Regulation 347 GRN in the MOE HWIN.

A record of all test sample numbers and sample dates shall be kept and made available to the Contract Administrator upon request.

180.04.01.06 Excess Material Audit or Inventory Document

When an excess material audit or inventory is imposed by statute or is a condition specified in the Contract Documents, a copy of the audit or inventory documents shall be provided to the Contract Administrator.

180.04.01.07 Alternative Management Condition Approvals

When certain excess material is to be managed according to the conditions approved in writing by the local District office of the Ministry of Environment of Ontario and such conditions differ from those specified in Table 1, a copy of such approval shall be provided to the Contract Administrator at least two weeks prior to commencement of the work governed by the condition.

180.07 CONSTRUCTION

180.07.01 Conditions on Management of Excess Material - General

Management of excess material shall be as described in Tables 1 and 2 and the appropriate subsections of this specification, unless prior alternative management conditions are approved in writing by the Ministry of Environment of Ontario (MOE).

Page 5 Rev. Date: 11/2011 OPSS 180 When an excess material is a mixture of materials, it shall be managed in compliance with the most stringent conditions associated with any of the constituent excess material.

When excess material includes asbestos waste, the asbestos waste shall be managed as specified in the Contract Documents.

Excess materials shall not be permitted in waterbodies and sensitive areas as identified in the Contract Documents, except when re-used according to the appropriate Ontario Provincial Standard.

180.07.02 Conditions on Management by Re-Use

Management of excess material by re-use for incorporation into the work or for other designated re-use shall be as specified in the Contract Documents.

Management by re-use shall otherwise be outside the Owner's property.

Distance separations described in Table 2 do not apply for the following: a) Re-use of excess materials for the same purpose. b) Re-use of bituminous pavement, concrete, and masonry within a road right-of-way. c) Re-use of concrete as aggregate in bituminous pavement. d) Re-use of concrete as rip-rap, gabion stone, or rock protection in compliance with the requirements of OPSS 1004.

Except cutting for construction purposes, excess material consisting of manufactured wood shall not be reprocessed.

180.07.03 Conditions on Management as Disposable Fill

Management of excess material as disposable fill, including sidecasting of swamp material, within the Owner's property and on other property designated in the Contract Documents shall be as specified in the Contract Documents.

Natural wood and debris from open fires may be managed as disposable fill only within a road right-of- way or on property with a boundary common to a road right-of-way, both within the Contract limits.

Such material shall be top covered by at least 300 mm of earth or topsoil.

180.07.04 Conditions on Management by Open Burning

Management of excess material by open burning is permitted only when specified in the Contract Documents. Where management by open burning is permitted, it shall be subject to the following conditions and conducted in accordance with the Fire Protection and Prevention Act, 1997 where it applies, and with any applicable, local, municipal by-law(s): a) A permit from the Ministry of Natural Resources (MNR) under the Fire Protection and Prevention Act, and/or applicable local or municipal by-law shall be obtained by the Contractor for open burning, as required. b) Open burning is prohibited in areas subject to a restricted fire zone order as issued by MNR or to a smog alert advisory as issued by MOE.

Page 6 Rev. Date: 11/2011 OPSS 180 180.07.05 Conditions on Management by Disposal as Non-Hazardous Solid Industrial or Commercial Waste

Management of excess material by disposal as non-hazardous solid industrial or commercial waste at receiving sites designated in the Contract Documents shall be as specified in the Contract Documents.

When receiving sites are not specified in the Contract Documents for management by disposal as non- hazardous solid industrial or commercial waste, such material shall be disposed of at sites identified by the Contractor.

Management as non-hazardous solid industrial waste or commercial waste shall be subject to the following conditions: a) Non-hazardous solid industrial or commercial waste shall be transported from the Working Area directly to a site that has a Certificate of Approval for a Waste Disposal Site that is valid for non- hazardous solid industrial or commercial waste. b) Non-hazardous solid industrial or commercial waste may be transported by a hauler who is engaged in other work on the Contract, without a Certificate of Approval for a Waste Management system, provided the waste is transported from the Working Area directly to the disposal site. c) Non-hazardous solid industrial or commercial waste shall otherwise be transported by a hauler with a Certificate of Approval for a Waste Management System that is valid for the following:

i. The entire period of the work. ii. The entire area within the limits of the work and the entire hauling route to the receiving site. iii. The equipment to be used. iv. Non-hazardous solid industrial or commercial waste.

180.07.06 Conditions on Management by Stockpiling

Management of excess material by stockpiling within the Owner's property and on other property designated in the Contract Documents shall be as specified in the Contract Documents.

Stockpiling shall otherwise be outside the Owner's property.

Stockpiles of bituminous pavement, concrete, and masonry shall be separated according to Table 2, unless either of the following occurs: a) Stockpiles are located within a road right-of-way or on property with a boundary common to a right-of- way, both within the Contract limits for a period not exceeding 120 Days. b) Stockpiles are located within a provincial or municipal works yard or in a commercially licensed pit or quarry.

For all other excess materials, where Table 1 indicates that stockpiling is subject to management conditions in Table 2, such management conditions only apply to stockpiles that are to be in place for a period exceeding 120 Days.

180.07.07 Conditions on Management by Disposal as Subject Waste

When an excess material is identified as a dangerous good waste or a subject waste in form OPSF 180-4, Subject Waste Classification, management shall be as follows:

Page 7 Rev. Date: 11/2011 OPSS 180 a) Subject waste shall be carried only by a certified carrier directly to a certified waste disposal site. The carrier and waste disposal site shall have Certificates of Approval for a Waste Management System and a Waste Disposal Site, respectively, issued by the MOE that is valid for the following:

i. The entire period of the work. ii. The entire area within the limits of the work and the entire haul route. iii. The equipment to be used. iv. The waste class to be managed. b) When the subject waste is also a dangerous good as described in the Transportation of Dangerous Goods Act (TDGA), the carrier shall provide all necessary TDGA labels and placards. c) All shipments of subject waste shall be manifested.

When an excess material generated by the Contractor’s operations may be subject waste and it is not identified in form OPSF 180-4, Subject Waste Classification, the Contractor shall be responsible to manage it in accordance with the following: a) Conduct sampling and testing using a laboratory certified by the Canadian Association of Laboratory Accreditation (CALA) selected by the Contractor to determine whether it is subject waste and to determine the Regulation 347 waste class and characteristics. b) Register all subject waste in the MOE HWIN to obtain a Regulation 347 GRN for disposal. c) Package and label all subject waste for transportation and disposal. d) Arrange for shipment of all subject waste to a certified waste disposal site using a certified carrier. e) Complete Part A of a Regulation 347 manifest including the GRN obtained from the MOE HWIN and provide the manifest to the certified carrier for completion of Part B. f) Provide a duplicate of Copy #2 of the Regulation 347 manifest to the Contract Administrator with Parts A and B completed and signed. g) Pay all registration, manifest and tonnage fees associated with subject waste disposal in the MOE HWIN. h) De-activate the GRN in the MOE HWIN after shipment of all subject waste to a certified waste disposal site is complete and acceptance of the subject waste is acknowledged by the receiver completing and signing Part C of the Regulation 347 manifest. i) Provide a duplicate of Copy #6 of the Regulation 347 manifest to the Contract Administrator upon receipt from the receiver.

Subject waste shall be carried only by a certified carrier directly to a certified waste disposal site. The carrier and waste disposal site shall have Certificates of Approval for a Waste Management System and a Waste Disposal Site, respectively, issued by the Ministry of the Environment that is valid for the following: a) The entire period of the work. b) The entire area within the limits of the work and the entire haul route. c) The equipment to be used. d) The waste class to be managed.

Page 8 Rev. Date: 11/2011 OPSS 180 When the subject waste is also a dangerous good waste as described in the Transportation of Dangerous Goods Act, 1992 (TDGA), the carrier shall provide all necessary TDGA labels and placards.

When an excess material is tested and found not to be a dangerous good waste or a subject waste, it shall be managed by disposal as Non-Hazardous Solid Industrial or Commercial Waste in accordance with this specification.

180.10 BASIS OF PAYMENT

Payment for the management of excess material shall be included in the tender items requiring such management and shall include all costs associated with acquiring approvals, releases, and agreements.

Payment for the management of excess material that is subject waste generated by the Contractor’s operations and not listed in form OPSF 180-4 by the Owner, and is in addition to the cost of disposal as non-hazardous, solid industrial, or commercial waste, shall be paid as Extra Work, with provisions subject to testing to verify that the excess material is subject waste.

Page 9 Rev. Date: 11/2011 OPSS 180 TABLE 1 Excess Material Management Conditions

Subsection in This Specification Conditions on EXCESS Conditions on Management by MATERIAL Conditions on Conditions on Conditions on Management Disposal as Non- DESCRIPTION Management Management as Management by Open hazardous Solid by Re-Use Disposable Fill by Stockpiling Burning Industrial or Commercial Waste EARTH Yes Yes n/a Yes Yes SWAMP Yes Yes Yes n/a Yes MATERIAL TABLE 2 TABLE 2 AGGREGATE Yes Yes n/a Yes Yes

ROCK Yes Yes n/a Yes Yes BITUMINOUS Yes Not n/a Yes Yes PAVEMENT TABLE 2 Permitted Yes Not CONCRETE n/a Yes Yes TABLE 2 Permitted Yes Not MASONRY n/a Yes Yes TABLE 2 Permitted MANUFACTURED Not Not Yes Yes Yes WOOD Permitted Permitted TABLE 2 Yes Yes NATURAL WOOD Yes Yes Yes TABLE 2 TABLE 2 DEBRIS FROM Yes Yes n/a n/a Yes OPEN FIRES TABLE 2 TABLE 2 METAL/PLASTIC Not Not POLYSTYRENE Yes Yes Yes Permitted Permitted PRODUCTS Subject waste shall be managed as specified in the subsection for Conditions on Management SUBJECT WASTE by Disposal as Subject Waste. MATERIALS When excess materials that were not generated by the Contractor’s operations and are not SUSPECTED OF listed in form OPSF 180-4, Subject Waste Classification, are suspected of being contaminated, BEING direction on their management shall be obtained from the Contract Administrator. CONTAMINATED Excess materials that are not listed above shall be managed as specified in the subsection for OTHER Conditions on Management by Disposal as Non-Hazardous Solid Industrial or Commercial MATERIALS Waste, unless prior alternative management conditions are approved in writing by the Ministry of Environment of Ontario.

TABLE 2 Excess Material Management Distance Separation Requirements

ADJACENT FEATURE MINIMUM DISTANCE SEPARATION

Groundwater 2 m (Above)

Waterbodies 30 m

Water Wells 100 m

Residences 100 m

Page 10 Rev. Date: 11/2011 OPSS 180 This form to be used with Ontario Provincial Standard Specification 180

SITE SELECTION NOTIFICATION FOR STOCKPILING MATERIALS MANAGED THROUGH RE-USE

Contract Information

Contract No: Owner:

The following describes the notification process between the Owner of the Contract and the Contractor, wherein the Contractor formally notifies the Owner that agreement has been reached with a third party property owner for the stockpiling of Contract generated excess material. Such excess material, stockpiled for re-use or disposal, may be one or a combination of: earth; aggregate; swamp material; rock; concrete; masonry; bituminous pavement; natural wood; metal, plastic, and polystyrene; wood which has been treated, coated, or glued; and debris from open fires, provided the conditions on management are satisfied.

Site Information

Property Owner(s) for the subject property:

The subject property:

Lot , Concession , Township of

County/Region/District of , Quantity and Type of Excess Material stockpiled:

This is to notify you, as Owner, that permission has been obtained from the property owner(s) named herein for the management of excess materials through re-use from this Contract. The property owner has signed and been provided with a copy of this form and has been advised that a Property Owner’s Release Form, OPSF 180-3, will also be required. The use of this management site will comply with the following:

Conditions on Management

It is understood that materials are stockpiled to be re-used or held for disposal at a certified waste disposal site. Stockpiles of natural wood, manufactured wood, debris from open fires, and swamp material may only be located: a) A minimum of 2 m above the level of ground water. b) A minimum of 30 m from waterbodies. c) A minimum of 100 m from any water wells. d) A minimum of 100 m from residences.

Stockpiles of bituminous pavement, concrete, and masonry may only be located: a) A minimum of 30 m from waterbodies; and b) A minimum of 100 m from residences unless

1. on property with a boundary common to a right-of-way, within the contract limits for a period not exceeding 120 calendar days, or 2. such stockpiles are located within a provincial or municipal works yard or in a commercially licensed pit or quarry.

The property owner(s) agrees to sign the Property Owner’s Release after the Contractor has placed the excess material on the above-noted property in accordance with the terms of this form.

These conditions do not supersede any constraints imposed on this property by Federal, Provincial or Municipal, including Conservation Authority, statute or regulations and bylaws made thereto.

Dated this ______day of ______20______Print Contractor’s Name & Field Representative’s Name

______Contractor’s Field Representative Signature

______Property Owner’s Signature(s) cc: Contract Administrator, Property Owner(s), Contractor

OPSF 180-1

Page 11 Rev. Date: 11/2011 OPSS 180 This form to be used with Ontario Provincial Standard Specification 180

SITE SELECTION NOTIFICATION FOR MATERIAL MANAGED AS DISPOSABLE FILL

Contract Information

Contract No: Owner:

The following describes the notification process between the Owner of the Contract and the Contractor, wherein the Contractor formally notifies the Owner that agreement has been reached with a third party property owner for the disposition of Contract generated excess material. Such excess material, managed as disposable fill, shall be limited to one or a combination of: earth, aggregate, swamp material, rock, natural wood, and debris from open fires, provided the conditions on management are satisfied.

Site Information

Property Owner(s) for the subject property:

The subject property:

Lot ______, Concession ______, Township of

County/Region/District of ______, Quantity and Type of Excess Material used as fill:

This is to notify you, as Owner, that permission has been obtained from the property owner(s) named herein for the management of excess materials from this Contract. The property owner has signed and been provided with a copy of this form and has been advised that a Property Owner’s Release Form, OPSF 180-3, will also be required. The use of this management site will comply with the following:

Conditions on Management

Swamp material, natural wood, and debris from open fires managed as disposable fill will be top covered by a minimum of 300 mm of earth or topsoil. Swamp material, natural wood, and debris from open fires managed as disposable fill may only be placed: a) A minimum of 2 m above the level of ground water. b) A minimum of 30 m from waterbodies c) A minimum of 100 m from any water wells d) A minimum of 100 m from residences.

The Property Owner(s) agrees to sign the attached form of Property Owner’s Release after the Contractor has placed the excess material on the above-noted property in accordance with the terms of this form.

These conditions do not supersede any constraints imposed on this property by Federal, Provincial, or Municipal, including Conservation Authority, statute or regulations and bylaws made thereto.

Dated this ______day of ______20______Print Contractor’s Name & Field Representative’s Name

______Contractor’s Field Representative Signature

______Property Owner’s Signature(s)

cc: Contract Administrator, Property Owner(s), Contractor

OPSF 180-2

Page 12 Rev. Date: 11/2011 OPSS 180 This form to be used with Ontario Provincial Standard Specification 180

PROPERTY OWNER’S RELEASE

Contract No:

Work Description:

I/We being the owner(s) of Lot,

Concession ______, Township of ______, and County/Region/District of ______, verify that the Contractor for the above noted work has placed excess material from the above noted Contract on my/our property with my/our permission. I/We have signed together with the Contractor OPS Forms 180-1, Site Selection Notification for Stockpiling Materials Managed Through Re-Use, or 180-2, Site Selection Notification for Material Managed as Disposable Fill, or both, that describe Conditions on Management, and have been assured by the Contractor that these conditions have been met.

Where materials are managed as disposable fill, I/we agree to be responsible for any subsequent relocation and management of the material so placed.

Where materials are to be stockpiled, I/We agree that the stockpile(s) will be removed by the date(s) herein noted.

I/We hereby release the Owner and the Contractor in respect of the activities of the Contractor carried out in accordance with this release.

Dated this ______day of ______20____

______Property Owner’s Signature(s)

______Print Contractor’s Name & Field Representative’s Name

______Contractor’s Field Representative Signature

cc: Contract Administrator, Property Owner(s), Contractor

OPSF 180-3

Page 13 Rev. Date: 11/2011 OPSS 180 This form to be used with Ontario Provincial Standard Specification 180

SUBJECT WASTE CLASSIFICATION

The following named waste is to be disposed of as a subject waste:

The classification of the above waste is as follows:

Shipping Name of Waste

Reg. 347 Classification

TDGA Identification No. (PIN)

TDGA Classification

TDGA Packaging Group

Volume of Waste

Container Type and Condition

The following named waste is to be disposed of as a subject waste:

The classification of the above waste is as follows:

Shipping Name of Waste

Reg. 347 Classification

TDGA Identification No. (PIN)

TDGA Classification

TDGA Packaging Group

Volume of Waste

Container Type and Condition

cc: Contract Administrator, Property Owner(s), Contractor

OPSF 180-4

Page 14 Rev. Date: 11/2011 OPSS 180 This form to be used with Ontario Provincial Standard Specification 180

WASTE QUANTITY REPORT

For Solid Non-Hazardous Industrial and Commercial Waste

Contract No: ______

Contractor:

Location of Disposal Site and Material Description Quantity of Materials Certificate of Approval Number

cc: Contract Administrator, Property Owner(s), Contractor

OPSF 180-5

Page 15 Rev. Date: 11/2011 OPSS 180

Appendix 180-A, November 2011 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Note: This is a non-mandatory Commentary Appendix intended to provide information to a designer, during the design stage of a contract, on the use of the OPS specification in a municipal contract. This appendix does not form part of the standard specification. Actions and considerations discussed in this appendix are for information purposes only and do not supersede an Owner’s design decisions and methodology.

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Property available for stockpiling for re-use and disposable of fill, or management as disposable fill of excess materials. (180.04.01.01)

- Forest resource licensees within the Contract limits. (180.04.01.03)

- Excess material audit or inventory when required. (180.04.01.06)

- Management conditions of materials with asbestos waste. (180.07.01)

- Identification of waterbodies and sensitive areas. (180.07.01)

- Management by re-use. (180.07.02)

- Management of disposable fill within the Owner's property and on other property. (180.07.03)

- Conditions on management by open burning. (180.07.04)

- Management by disposal of non-hazardous solid industrial or commercial waste. (180.07.05)

- Receiving sites. (180.07.05)

- Management by stockpiling within the Owner's property or on other property. (180.07.06)

- Management of dangerous good waste or subject waste. (180.07.07)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 16 Rev. Date: 11/2011 OPSS 180 ONTARIO PROVINCIAL METRIC STANDARD OPSS 201 SPECIFICATION NOVEMBER 2011

CONSTRUCTION SPECIFICATION FOR CLEARING, CLOSE CUT CLEARING, GRUBBING, AND REMOVAL OF SURFACE AND PILED BOULDERS

TABLE OF CONTENTS

201.01 SCOPE

201.02 REFERENCES

201.03 DEFINITIONS

201.04 DESIGN AND SUBMISSION REQUIREMENTS

201.05 MATERIALS - Not Used

201.06 EQUIPMENT - Not Used

201.07 CONSTRUCTION

201.08 QUALITY ASSURANCE - Not Used

201.09 MEASUREMENT FOR PAYMENT

201.10 BASIS OF PAYMENT

APPENDICES

201-A Commentary

201.01 SCOPE

This specification covers the requirements for the removal of trees, brush, bushes, stumps, windfalls, surface boulders, and piled boulders.

201.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2011 OPSS 201 201.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

201.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 206 Grading

Ontario Government Publications

Crown Forest Sustainability Act, 1994, S.O. 1994, c. 25

201.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Clearing means the cutting of all standing trees, brush, bushes, and other vegetation to a maximum height of 300 mm above original ground level and the removal of felled materials and windfalls.

Close Cut Clearing means the cutting of all standing trees, stumps, brush, bushes, and other vegetation at original ground level and the removal of felled materials and windfalls.

Page 2 Rev. Date: 11/2011 OPSS 201 Grubbing means the removal of all stumps, roots, embedded logs, debris, and secondary growth.

Piled Boulders means any cobbles, boulders, or rock fragments that have been placed in fencerows or piles.

Rock means rock as defined in OPSS 206.

Surface Boulder means any boulder or rock fragment that measures 200 mm or greater in any one dimension, extends a minimum of 200 mm above original ground, and can be removed without excavation.

201.04 DESIGN AND SUBMISSION REQUIREMENTS

201.04.01 Submission Requirements

201.04.01.01 Crown Forest

Crown forest, as defined by the Crown Forest Sustainability Act, shall not be cut until a permit has been obtained from the Ministry of Natural Resources (MNR).

201.07 CONSTRUCTION

201.07.01 General

Trees measuring 150 mm or more in diameter, measured 1.0 m above ground, shall be cut, limbed, and stacked for collection by others. Cut trees shall not be stacked in or transported through areas identified as being environmentally sensitive in the Contract Documents or elsewhere by an Authority.

When specified in the Contract Documents, cut trees shall be stacked outside and adjacent to the right- of-way for the property owner, adjacent to and between the stations listed.

Within Crown Land areas specified in the Contract Documents for clearing and close cut clearing, marketable timber shall be made available for purchase from the Contractor to the holder of the sustainable forest licence. All cut and stacked trees shall be cut into lengths agreed to by the Contractor and the sustainable forest licence holder, but in no case exceeding 5.0 m.

All timber not purchased by others or stacked for adjacent landowners is excess material.

The work shall not damage or disturb the area outside the areas specified in the Contract Documents.

When work is done in or near waterbodies or waterbody banks, the work shall be according to the Contract Documents.

201.07.02 Clearing

The work shall consist of clearing all areas of earth excavation, earth surfaces to be covered by embankments up to and including 1.2 m in height, and any other areas specified in the Contract Documents.

201.07.03 Close Cut Clearing

The work shall consist of close cut clearing all earth surfaces to be covered by embankments greater than 1.2 m in height, and any other areas specified in the Contract Documents.

Page 3 Rev. Date: 11/2011 OPSS 201 201.07.04 Grubbing

The work shall consist of grubbing all areas of earth excavation, earth surfaces to be covered by embankments up to and including 1.2 m in height, and any other areas specified in the Contract Documents.

Grubbing is not required in swamps.

Mechanical stump cutters are permitted, provided the entire root structure is removed.

Depressions remaining after grubbing shall be backfilled with suitable earth material and compacted to avoid settlement.

When clearing has been previously completed by others, all secondary growth, brush, and debris shall be removed.

Piled boulders and surface boulders that are not specified in the Contract Documents for removal and lie within areas to be grubbed shall be removed.

201.07.05 Removal of Surface Boulders and Removal of Piled Boulders

The work shall consist of the removal of surface boulders and removal of piled boulders within the areas specified in the Contract Documents.

Depressions remaining after removal shall be backfilled with suitable earth material and compacted to avoid settlement.

201.07.06 Mechanical Stump Cutting

The work shall consist of mechanical cutting of stumps to a depth of 150 mm below original grade, as specified in the Contract Documents.

201.07.07 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

201.09 MEASUREMENT FOR PAYMENT

201.09.01 Actual Measurement

Measurement shall be by area or by each, as specified in the Contract Documents.

201.09.01.01 Clearing, Close Cut Clearing, and Grubbing

Measurement of clearing, close cut clearing, and grubbing shall be by area or by each, as specified in the Contract Documents.

201.09.01.01.01 By Area

Removal shall be measured by area in a horizontal plane in hectares or square metres.

201.09.01.01.02 By Each

For measurement purposes, a count shall be made of the trees or stumps removed.

Page 4 Rev. Date: 11/2011 OPSS 201 201.09.01.02 Removal of Surface Boulders and Removal of Piled Boulders

Removal shall be measured by area in a horizontal plane in hectares or square metres.

201.09.01.03 Mechanical Stump Cutting

For measurement purposes, a count shall be made of the stumps removed by mechanical cutting.

201.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

201.10 BASIS OF PAYMENT

201.10.01 Clearing - Item Close Cut Clearing - Item Grubbing - Item Removal of Surface Boulders - Item Removal of Piled Boulders - Item Mechanical Stump Cutting - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material to do the work.

Areas designated for removal of piled boulders that lie within areas specified in the Contract Documents for either grubbing or removal of surface boulders shall be paid separately with no deduction from the grubbing or surface boulder removal item.

Removal of individual boulders that are 1 m3 and greater in volume, shall be paid as rock excavation according to OPSS 206.

Page 5 Rev. Date: 11/2011 OPSS 201 Appendix 201-A, November 2011 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Areas identified for clearing, close cut clearing, grubbing, removal of surface boulders and removal of piled boulders, and mechanical stump cutting, in addition to those areas required by this specification. (201.07)

- Areas identified as being environmentally sensitive. (201.07.01)

- Areas for clearing and close cut clearing within Crown Land. (201.07.01)

- Areas where cut trees are to be stacked. (201.07.01)

- The areas where work is to be done in or near waterbodies or waterbody banks. (201.07.01)

- Review crown land clearing with Ministry of Natural Resources (MNR) to determine volume of marketable timber available. (201.07.01)

- Identify holders of sustainable forest licences and their addresses from the MNR and make them available to the Contractor. (201.07.01)

- Method of measurement for clearing, close cut clearing, and grubbing. (201.09.01.01)

When surface boulders and piled boulders are to be removed that are outside the general grading limits, the Removal of Surface Boulders and Removal of Piled Boulders items should be used.

Swamp excavation areas do not require grubbing, therefore, designers should not include a grubbing quantity in the Contract Documents for these areas.

The designer should include an additional quantity for individual boulders over 1 m3 in the rock excavation quantity. (201.10.01)

Mechanical stump cutting should be considered to avoid damage to adjacent structures that may result from grubbing.

Piled boulders greater than 100 m3 should be designated for removal and be included for payment in the tender item for Removal of Piled Boulders regardless of where they are located.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 6 Rev. Date: 11/2011 OPSS 201 ONTARIO PROVINCIAL METRIC STANDARD OPSS.PROV 206 SPECIFICATION NOVEMBER 2014

CONSTRUCTION SPECIFICATION FOR GRADING

TABLE OF CONTENTS

206.01 SCOPE

206.02 REFERENCES

206.03 DEFINITIONS

206.04 DESIGN AND SUBMISSION REQUIREMENTS

206.05 MATERIALS - Not Used

206.06 EQUIPMENT

206.07 CONSTRUCTION

206.08 QUALITY ASSURANCE

206.09 MEASUREMENT FOR PAYMENT

206.10 BASIS OF PAYMENT

APPENDICES

206-A Commentary

206.01 SCOPE

This specification covers the requirements for grading, including earth and rock excavation and embankment construction, rock face, and the management of excavated materials.

206.01.01 Specification Significance and Use

This specification is written as a provincial-oriented specification. Provincial-oriented specifications are developed to reflect the administration, testing, and payment policies, procedures, and practices of the Ontario Ministry of Transportation.

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2014 OPSS.PROV 206

206.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

206.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 209 Embankments Over Swamps and Compressible Soils OPSS 212 Earth Borrow OPSS 501 Compacting OPSS 802 Topsoil OPSS 804 Seed and Cover

Ontario Provincial Standard Specifications, Materials

OPSS 1010 Aggregates - Base, Subbase, Select Subgrade and Backfill Material

Ontario Ministry of Transportation Publications

MTO Form: PH-CC-820 Certification of Grade Elevation - Crossfall

206.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Angle of Repose means the maximum angle measured from the horizontal at which fill remains stable.

Page 2 Rev. Date: 11/2014 OPSS.PROV 206

Backslope means the slope in a cut between the invert of the roadside ditch and the point where the slope intersects original ground.

Benching means the keying into existing slopes by excavating horizontal planes. Benching also means the stepping of cut slopes at intermediate levels in deep cuts.

Berm means an extension of an embankment constructed to a lower height and designed to provide road embankment stability.

Bulking Factor means the ratio of the volume of rock material following excavation, placement, and compacting to the original in situ volume of the same material. The bulking factor for rock shall be 1.35. For rock excavation quantities identified as shatter, the bulking factor shall be 0.35.

Cushion Blasting means the placing of a single row of lightly-loaded closely-spaced holes along the excavation limits as specified in the Contract Documents and firing them coincident with the main excavation blast as the last delay sequence to remove rock inside the cut limits.

Ditching means the excavation in earth or rock for all water courses. The term shall include roadside ditches, all excavation lying beyond the end of drainage structures, and stream and watercourse diversions and corrections.

Earth means all soils, except those defined as rock, and excludes stone masonry, concrete, and other manufactured materials.

Embankment means the material placed within the sideslopes; below the top of subgrade; and above the original ground, excavated base, or theoretical bottom, as applicable, to the limits as specified in the Contract Documents. Widening, flattening, or other placement of material adjacent to or on top of sideslopes beyond that specified in the Contract Documents is excluded.

Existing Rock Surface means either the rock surface that is exposed at ground level prior to the beginning of the Contract or the rock surface that is exposed after the overburden above it has been removed during the Contract.

Frontslope means the slope in a cut section between the edge of shoulder and the invert of the roadside ditch.

Grubbing means the removal of all stumps, roots, embedded logs, debris, and secondary growth.

Line Drilling means the placing of a single row of very closely-spaced holes without explosives along the rock excavation limits as specified in the Contract Documents.

Mucking means the picking up of broken rock prior to haulage.

Overbreak means any broken, displaced, or loosened rock that originates outside the designated rock excavation limits as specified in the Contract Documents, regardless of whether that rock has been excavated, displaced, or loosened due to the inherent character of the rock formation itself or due to any other cause.

Pre-Shearing means the placing of a single row of closely-spaced lightly-loaded holes along the rock excavation limits as specified in the Contract Documents that are fired simultaneously before and independently of the main excavation blast. Pre-shearing is sometimes referred to as pre-splitting.

Reclaimed Asphalt Pavement (RAP) means the processed hot mix asphalt material that is recovered by partial or full depth removal.

Reclaimed Concrete Material (RCM) means removed or processed old Portland cement concrete.

Page 3 Rev. Date: 11/2014 OPSS.PROV 206

Roadside Ditch means a ditch with one of its slopes coincident with the road frontslope.

Rock means natural beds or massive fragments of the hard, stable, cemented part of the earth's crust, either igneous, metamorphic, or sedimentary in origin, that may or may not be weathered and includes boulders having a volume of 1 m3 or greater.

Rock Face means the uniform, relatively planar, maintenance-free, vertical or near vertical rock surface between the top of the existing rock surface and the designated rock or ditch grade line that is generally characterized by noticeable drill hole traces and a minimum of blast-induced fractures beyond the rock excavation limits.

Rock Surplus means the rock excavation original tender quantity multiplied by the bulking factor, plus the volume of rock material excavated from all other items as specified in the Contract Documents, minus the rock embankment original tender quantity. Rock overbreak and rock materials resulting from scaling are specifically excluded.

Scaling means the removal of loose, broken, or overhanging rock fragments from an existing rock surface or the removal of loose, broken, or overhanging rock fragments from a rock face that remain in place after the rock has been blasted and mucked.

Shale means a fine-grained, low strength, sedimentary rock that undergoes rapid deterioration on exposure.

Shatter means fractured rock broken by the use of explosives or mechanical means and left in place.

Sideslope means the slope in a fill between the edge of shoulder and the point where the slope intersects original ground.

Spall means a rock fragment, chip, or splinter from a rock surface created by weathering, stress relief, blasting, or a combination thereof.

Stripping means the excavation of the upper layer of soil, that is predominantly organic, too soft, or wet and otherwise unsuitable for the construction of embankments that is done prior to and usually independent of earth excavation or the placement of fill materials or both.

Tolerance means a construction working tolerance only that is considered to be: a) Minus when it is:

i. narrower than the Contract standard when pertaining to horizontal dimensions as measured from centreline, or ii. lower in elevation than the Contract standard when pertaining to vertical dimensions. b) Plus when it is:

i. wider than the Contract standard when pertaining to horizontal dimensions as measured from centreline, or ii. higher in elevation than the Contract standard when pertaining to vertical dimensions.

Wall Control Blasting means a blasting method using carefully-spaced and aligned drill holes intended to produce a relatively flat, maintenance-free, rock surface or rock face as specified in the Contract Documents. Wall control blasting techniques are cushion blasting, line drilling, and pre-shearing.

Page 4 Rev. Date: 11/2014 OPSS.PROV 206

206.04 DESIGN AND SUBMISSION REQUIREMENTS

206.04.01 Submission Requirements

206.04.01.01 Rock Material Management Plan (RMMP)

For each construction stage, the following information shall be submitted to the Contract Administrator a minimum of 5 Business Days prior to undertaking the work of rock excavation or rock embankment: a) A plan for rock excavation corresponding to the station intervals as specified in the Contract Documents. The plan shall identify the volume in cubic metres of the following:

i. In-situ rock prior to blasting with shatter quantity shown separately. ii. Excavated rock available calculated by applying the bulking factor to the quantity of in-situ rock prior to blasting, less the quantity of shatter. iii. Excavated rock to be placed in rock embankment. iv. Excavated rock within the Contract limits to be processed into granular material or other aggregates as specified in the Contract Documents. v. Excavated rock to be used for other purposes in completing the Work, such as rock protection, rip rap, or river stone and the types and locations of that Work. vi. Excavated rock not incorporated into the Work and the locations and uses of that material. b) A plan for the construction of rock embankments that identifies each location and volume in cubic metres where the material is going to be supplied to the corresponding station intervals as specified in the Contract Documents. c) The locations and volume in cubic metres for the sources where rock materials are obtained for the rock supply item. d) The location and volume in cubic metres for each source when additional rock or granular material or both are required to complete the Work. e) The amount of rock surplus, if any, during the applicable construction stage.

The Contractor shall be solely responsible for the assumptions and the reasonableness of the RMMP.

In addition, for each construction stage, on a monthly basis, an updated RMMP shall be submitted to the Contract Administrator which shall include an ongoing tabulation of all rock materials that have been removed by the Contractor from the rock excavation or not incorporated in embankments, shown as a cumulative reduction in rock surplus.

The work of rock excavation or rock embankment shall not commence until the RMMP in accordance with the above requirements is submitted.

206.04.01.02 Trial Section for Modified Layer Compaction Method

If the Contractor wishes to request to use the modified layer compaction method as specified in the Modified Layer Compaction Method clause, a detailed plan shall then be submitted in writing to the Contract Administrator a minimum of 48 hours prior to commencing any work on the required trial section. The plan shall include full details of the placing of material and its compaction, including layer thickness; number and type of compaction units and number of passes.

Page 5 Rev. Date: 11/2014 OPSS.PROV 206

206.06 EQUIPMENT

206.06.01 Tractor Bulldozer - Crawler Type for Rock Embankment Construction

Tractor bulldozer, crawler type for rock embankment construction required in the General clause of the Rock Embankments clause shall have a minimum net flywheel power of 200 kW.

206.06.02 Rollers for Shale Embankment Construction

Sheepsfoot, packall, padfoot, or tamping foot rollers required for the construction of shale embankments shall weigh a minimum of 18 tonnes and vibratory steel drum or pneumatic-tired rollers shall weigh a minimum of 9 tonnes.

206.07 CONSTRUCTION

206.07.01 General

206.07.01.01 Removal of Ice, Snow, and Frozen Ground

The Contractor shall remove and dispose of all ice, snow, and frozen material from all earth, rock, or granular surfaces prior to placing fill and from all earth, rock, or granular materials being used for backfill, embankments, or any other construction purposes.

206.07.01.02 Compaction

Earth and granular materials shall be compacted according to OPSS 501.

For compaction purposes, reclaimed asphalt pavement (RAP) or reclaimed concrete material (RCM) or both shall be treated as earth or rock when such material is respectively included in an earth embankment or a rock embankment.

206.07.01.03 Earth Borrow

When earth borrow is specified in the Contract Documents, it shall be according to OPSS 212.

206.07.01.04 Tolerances - General

In the event of a conflict between meeting horizontal grading tolerances and meeting vertical grading tolerances, the vertical grading tolerances shall take precedence.

206.07.01.04.01 Tolerances for Earth

Upon completion, all earth grade surfaces, excluding swamp excavations, shall be shaped to the grades and cross-sections as specified in the Contract Documents within the following tolerances: a) Vertical grading tolerances for the finished earth subgrade within the limit of the roadway:

+ 30 mm - 30 mm b) Horizontal grading tolerances for the vertical faces of excavations to be backfilled:

+ 100 mm - 0 mm

Page 6 Rev. Date: 11/2014 OPSS.PROV 206 c) Horizontal grading tolerances for ditch slopes, excluding roadside ditches:

+ 300 mm - 0 mm

Sideslopes beyond the plus tolerance may be accepted by the Contract Administrator when they are not detrimental to the work. d) Vertical grading tolerances for all ditching in earth:

+ 30 mm - 30 mm e) Horizontal grading tolerances for the backslopes in earth cut sections:

+ 300 mm - 300 mm

Backslopes beyond the plus tolerance may be accepted by the Contract Administrator when they are not detrimental to the work. f) Horizontal grading tolerances for each sideslope in earth embankment construction:

+ 300 mm - 0 mm g) Horizontal grading tolerances for roadside ditch frontslopes in earth cut sections:

+ 30 mm - 0 mm

Irrespective of compliance with the above tolerances, the completed slopes shall present a uniform appearance.

206.07.01.04.02 Tolerances for Rock

Completed rock grade surfaces shall be shaped to the grades and cross-sections as specified in the Contract Documents within the following tolerances: a) Vertical grading tolerances for the finished rock subgrade within the limits of the roadway:

For cut sections: + 30 mm - 100 mm For fill sections: + 30 mm - 75 mm

Excavation below the minus tolerances may be accepted by the Contract Administrator when it is not detrimental to the work and is brought up to grade as specified in the Rock Excavation, Grading clause.

Page 7 Rev. Date: 11/2014 OPSS.PROV 206 b) Horizontal grading tolerances for vertical rock face cut limits:

+ 0 mm - 300 mm

Final faces beyond the plus tolerance may be accepted by the Contract Administrator when they are not detrimental to the work. c) Horizontal grading tolerances for sloped rock face cut limits:

+ 300 mm - 300 mm d) Horizontal grading tolerances for ditch slopes, excluding roadside ditches:

+ 300 mm - 0 mm

Excavation beyond the plus tolerance may be accepted by the Contract Administrator when the Owner deems it is not detrimental to the work or contribute to additional rock surplus. e) Vertical grading tolerances for all ditching in rock cuts:

+ 30 mm - 30 mm

Excavation below the minus tolerance may be accepted by the Contract Administrator when it is not detrimental to the work. f) Horizontal grading tolerances at the top of each sideslope of rock embankment construction:

+ 300 mm - 0 mm

206.07.02 Drainage

Excavation operations shall be performed in a manner to avoid water saturation of embankment material and roadway foundation material and to avoid leaving undrained pockets in excavations by providing effective drainage during all stages of the work.

In excavations below subgrade and in stripping operations when provision for surface drainage is impractical, backfill materials shall be placed as soon as possible following the excavation work.

Ditching required to provide for drainage of an embankment shall be completed in advance of the embankment construction. Ditches in roadway cuts shall be constructed as soon as possible to provide drainage from the cuts. Ditches located above and beyond roadway cuts shall be constructed prior to excavating adjacent cuts. When pipe subdrains are required in the bases of roadway cuts, such work shall be carried out at the time that the roadside ditches are being constructed.

Page 8 Rev. Date: 11/2014 OPSS.PROV 206

206.07.03 Excavation and Grading

206.07.03.01 Earth Excavation - Grading

206.07.03.01.01 General

The work shall include excavating, hauling, handling and placing, shaping, compacting, trimming of earth material, applying temporary cover, and the management of excavated and excess materials as specified in the Contract Documents.

The work shall also include the excavation and removal of pipes and culverts smaller than 200 mm in diameter and expanded polystyrene insulation when located within the limits of the earth excavation, grading work.

Suitable and non-excess earth material excavated from roadway cuts, ditching, and other associated sites shall be used in earth grading and embankment construction, unless otherwise specified in the Contract Documents.

206.07.03.01.02 Stripping

Except when swamp treatment is required, the original ground shall be stripped at the locations and to the depths specified elsewhere in the Contract Documents.

Material meeting the requirements of topsoil according to OPSS 802 that is required for re-use shall be stockpiled as specified in the Contract Documents. Other material obtained from stripping shall be managed as specified in the Management of Excavated Materials clause.

206.07.03.01.03 Excavation Below Subgrade

Unsuitable materials, other than material excavated from swamps, shall be removed below the subgrade to the lengths, widths, and depths as specified in the Contract Documents. The resulting excavation shall be backfilled with material acceptable to the Contract Administrator and compacted according to OPSS 501.

206.07.03.01.04 Swamp Excavation

Swamp excavation shall be according to OPSS 209.

206.07.03.01.05 Backfilling of Overexcavated Areas

When overexcavation occurs, the overexcavated area shall be backfilled with granular material according to OPSS 1010 and compacted according to OPSS 501 at no additional cost the Owner. With the exception of frontslopes and when boulders are encountered in the excavated slopes, backfilling shall not be permitted to obtain the required slopes for excavations.

When boulders are encountered in the excavated slopes, the boulders shall be removed at the direction of the Contract Administrator and the resulting cavity or cavities shall be backfilled with properly- compacted granular material according to OPSS 1010.

206.07.03.02 Rock Excavation - General

Except where shatter is required, drilling shall not be performed outside of or extend beyond the design excavation limits as specified in the Contract Documents.

The use of explosives for rock excavation shall be as specified in the Contract Documents.

Page 9 Rev. Date: 11/2014 OPSS.PROV 206

All excavated rock, including rock materials resulting from overbreak and scaling, except the quantity of rock surplus, shall be placed in embankments.

Any excavated rock remaining after constructing the embankments shall be managed as specified in the Management of Excavated Materials clause.

206.07.03.02.01 Rock Excavation - Grading

The work shall include drilling and blasting to obtain the required rock excavation and shatter, mucking, and bringing to grade any overexcavation. Hauling shall only be part of the work when the excavated material is part of the rock surplus or is in excess of the rock embankment requirements.

When rock is to be excavated, all overlying stumps, roots, and vegetation shall be managed as excess material as specified in the Contract Documents. When earth overlies the rock to be excavated, the earth shall be removed. This work shall be performed sufficiently in advance of any blasting or rock excavation operations to allow rock cross-sections to be taken.

Scaling shall be carried out during mucking. All rock fragments or boulders either within or outside the excavated areas that are likely to slide or roll down rock cuts or are otherwise deemed to be unstable by the Contract Administrator shall be removed. Cut ditches shall be excavated at the same time as the main excavation.

Excavation below grade in rock cuts shall be brought to grade within the specified tolerances with rock shatter or other approved material at no additional cost to the Owner.

Rock in roadway cuts shall be shattered to a uniform minimum depth of 300 mm below the theoretical rock subgrade for the full width of the cut, including the ditch.

Rock scaling and the removing of all overbreak and scaled materials shall be included in the rock excavation, grading item, unless a rock face item is included in the Contract Documents.

206.07.03.02.01.01 Shale

Shale shall be excavated using methods appropriate for the site conditions. Side slopes in shale shall be as specified in the Contract Documents. Rock face and subgrade shatter are not required in shale.

206.07.03.02.02 Rock Face

The work shall include drilling and blasting using one or more wall control blasting techniques to produce the rock face required in the Contract Documents and all associated scaling, mucking, hauling and management of all overbreak and scaled rock as specified in the Management of Excavated Materials clause.

The Contractor shall decide the required spacing, diameter, and loading of all drill holes for wall control blasting in order to ensure a uniform shear face between the holes and to meet the tolerance requirements stated in the Tolerances for Rock clause for rock face. In no case shall the diameter and spacing of these holes be more than 100 mm and 0.75 m centre-to-centre, respectively,

The Contractor shall also decide the required spacing, diameter, and loading of the adjacent line of production drill holes located inside the controlled blasting limits in order to ensure that wall control blasting is able to produce the required rock face.

However, in no case shall any portion of a production drill hole be within 0.75 m of the line formed by the drill holes for wall control blasting.

Page 10 Rev. Date: 11/2014 OPSS.PROV 206

206.07.03.03 Excavation for Widening

Excavation that is adjacent to the travelled portion of the roadway shall at no time be in advance of the backfilling operation by a distance greater than the limits as specified in the Contract Documents. Any such excavation shall be backfilled and compacted with material as specified in the Contract Documents, prior to closing down operations each day.

206.07.03.04 Excavation for Pavement Widening

The work shall include excavating a trench adjacent to the existing pavement to the widths and depths as specified in the Contract Documents. Excavated material shall be spread on the adjacent shoulders and slopes.

206.07.03.05 Management of Excavated Materials

Excavated materials shall be used within the Contract limits as specified in the Contract Documents.

When the Contract Administrator has deemed that the Contractor’s sequence of operations, inadequate drainage measures, or handling processes or all have caused earth materials that were identified in the Contract Documents as being suitable for embankment or other construction purposes to become unsuitable for such purposes then, at no additional cost to the Owner, the Contractor shall either condition that material until it is suitable or manage it as excess material as specified in the Contract Documents and, if necessary, replace it with an equivalent volume of earth borrow. When the Contractor’s operations have caused the material to become unsuitable due to excessive moisture content, conditioning may then involve re-working the material as necessary or spreading out the material in layers or both so that the material is thin enough to allow it to sufficiently dry out.

Quantities of unsuitable earth as specified in the Contract Documents and deemed suitable for use by the Contract Administrator at the time of excavation shall be used to offset borrow quantities.

Rock excavated from within the right-of-way (ROW) may be used for aggregate production up to the rock surplus quantity.

Earth or rock that is surplus to embankment requirements may be placed adjacent to the embankments by widening embankments, flattening side slopes, or constructing berms if optional cross sections or locations or both have been specified for such material in the Contract Documents or as requested by the Contractor and agreed to, in writing, by the Contract Administrator.

Surplus material may only be used within the Contract limits with the written consent of the Contract Administrator.

Surplus materials that cannot be accommodated as above and unsuitable materials shall be managed as excess material as specified in the Contract Documents.

206.07.03.06 Provision for Temporary Cover

Cover used in temporary applications shall be applied according to OPSS 804 to areas as specified in the Contract Documents.

206.07.04 Rock Supply

The work shall include any required clearing, grubbing, and stripping of the source; construction and maintenance of access roads; excavating and hauling of rock materials, regardless of whether the hauling is to the Contract limits or for rock surplus; and source rehabilitation.

Page 11 Rev. Date: 11/2014 OPSS.PROV 206

The rock surplus quantity, if any, is an entitlement of the Contractor. Excavated rock may be removed for the Contractor’s purposes or disposed of as the Contractor deems appropriate up to the rock surplus quantity as the staging of the work allows. All materials removed from rock excavation and not placed in rock embankment shall be deemed to be removed as part of the Contractor’s rock surplus quantity.

All materials removed as part of the rock surplus quantity shall be accurately measured as specified in the Measurement of Rock Surplus clause and recorded by the Contractor at no additional cost to the Owner. Whenever such measurements are to be taken, the Contractor shall inform the Contract Administrator at least 1 Business Day in advance of such measurements.

All weighing of materials shall be as specified in the Contract Documents.

Within 7 Business Days of the Contractor taking a set of measurements, the Contractor shall: a) Provide the Contract Administrator with a copy of those measurements and the calculations based on those measurements. b) Advise the Contract Administrator, in writing, that the locations where the measurements were taken are ready for verification.

In the event that the Contract Administrator chooses to verify those measurements, such verification shall be undertaken within 3 Business Days of the Contract Administrator being advised that the locations are ready for verification and for those 3 Days, the Contractor shall not: a) Place rock on or remove rock materials, as the case may be, from the measured locations; or b) Impede the Contract Administrator in any way during the verification of those measurements.

206.07.04.01 Measurement of Rock Surplus

Rock removed as part of the rock surplus quantity shall be measured by the Contractor and verified by the Contract Administrator as specified in the Rock Supply subsection using one or more of the following 4 methods given below: a) Weighed Aggregate Production Quantity

All locations to be used for stockpiling processed aggregates shall be identified in writing to the Contract Administrator no less than 3 Business Days prior to production.

At each stockpile location, the Contractor shall complete an accurate survey of the initial ground elevations subject to verification by the Contract Administrator prior to any materials, including materials used for a granular pad, are placed at that location.

All aggregate materials removed from each stockpile within the Contract limits shall be weighed by the Contractor for reconciliation with the rock surplus quantity by converting the mass to a bulked broken rock volume using a factor of 0.519 m3/tonne.

Once all of the aggregates have been removed, each stockpile shall be re-surveyed by the Contractor, the measurements verified by the Contract Administrator, and the volume of material remaining determined by the Contractor.

Quantities of rock used for aggregate production and quantities of materials remaining in aggregate stockpiles shall be deducted from the rock surplus quantity.

Page 12 Rev. Date: 11/2014 OPSS.PROV 206

Any materials that are added to an aggregate production stockpile within the Contract limits that do not come from rock that was excavated on the Contract shall be weighed by the Contractor and subtracted from the weighed aggregate quantity provided. If such materials are not weighed or the Contract Administrator was not given sufficient notice or opportunity by the Contractor to verify the weight of those materials, then no deduction shall be made for those materials. b) Stockpile Volume

Excavated rock forming part of the rock surplus may be measured in stockpiles constructed by the Contractor. The Contractor shall inform the Contract Administrator, in writing, of the location where each stockpile is to be established a minimum of 3 Business Days prior to commencing any work at that stockpile location. Disposal sites shall be treated as stockpiles.

At each stockpile location, the Contractor shall complete an accurate survey of the initial ground elevations and allow the Contract Administrator to verify those measurements prior to any rock materials are placed at that location.

Once the stockpile has been completed, the stockpile shall then be resurveyed by the Contractor, the measurements verified by the Contract Administrator, and the final volume determined by the Contractor. The Contractor shall not remove any rock material from any such stockpile prior to completion of its final survey and verification by the Contract Administrator.

With the exception of excavated rock placed in rock embankment, the quantity of all other excavated rock placed within the Contract limits (e.g., for widening of pre-existing embankments, construction of access roads, crane bases, etc.) shall be measured in the same manner as the stockpiles described above. Such quantities shall be deducted from the rock surplus quantity.

At the request of the Contract Administrator, the Contractor may be required to conduct backhoe or other subsurface investigations in the Contract Administrator’s presence to determine if compressible soils are present at the Contractor’s proposed stockpile locations. Backfilling of such investigated areas shall be carried out using properly-compacted material acceptable to the Contract Administrator.

If the Contractor Administrator deems that compressible soils are present, the Contractor shall then re-locate the proposed stockpile or the Contractor shall install monitoring devices at the affected location. Each monitoring device shall consist of a circular 1.0 m diameter 6 mm thick steel plate with a 3.0 m length of 50 mm diameter steel pipe securely welded vertically to the centre of the plate. Whenever the level of rock placement surrounding the monitoring device is vertically within 300 mm of the top of a monitoring device, successive 3.0 m lengths of 50 mm diameter steel pipe shall be welded to the top of that device. The length of each new section shall be added to the original elevation. The Contractor shall be paid to supply and place each monitoring device as specified in the Contract Documents. Any monitoring devices damaged during placement of materials shall be replaced at no additional cost to the Owner.

The Contractor shall survey the top of each monitoring device prior to rock material placement. The Contractor shall resurvey the top of each monitoring device when the placement of rock materials is complete. Both sets of measurements shall be verified by the Contract Administrator. If the difference in elevation between the two surveys is greater than 300 mm, the initial ground elevations for this location shall then be lowered universally by the difference in monitoring device elevation. When more than one monitoring device is placed at a given location, the differences in elevations shall be averaged together.

The Contractor shall ensure that the Contract Administrator has free and unencumbered access to any location where excavated rock is being placed.

Page 13 Rev. Date: 11/2014 OPSS.PROV 206 c) Weighed Broken Rock

Excavated rock forming part of the rock surplus quantity shall be weighed by the Contractor prior to exiting the Contract limits. The Contract Administrator shall be informed, in writing, at least 2 Business Days in advance that such rock materials are to be weighed as rock surplus, the specific locations where the broken rock material is to be obtained, and the locations where it is to be placed.

Excavated rock weighed as part of the rock surplus shall be converted to a bulked broken rock volume using a factor of 0.519 m3/tonne. d) In-situ Measure of Distinct Rock Cut

Excavated rock from distinct rock cut locations may be removed as part of the rock surplus specified in the Contractor’s RMMP. A distinct rock cut location shall be one that begins with and ends at points of zero rock excavation. The excavated rock shall be used in it’s entirety as rock surplus material from distinct rock cuts and shall not be split between Contract rock embankment requirements and the rock surplus quantity. This quantity shall be the quantity of the distinct rock cut in cubic meters, multiplied by the bulking factor.

206.07.05 Embankments

Only materials that are specified in the Contract Documents for use in embankments shall be used, unless approved by the Owner, in writing, prior to placement.

Materials shall not be placed over either frozen earth or ice surfaces. Ice, frozen earth, or other unsuitable materials shall not be incorporated into embankments.

RAP materials used in embankments shall be surplus to the recycling requirements of the Contract.

The Contractor shall notify the Contract Administrator, in writing, when an embankment has been completed to the dimensions that are as specified in the Contract Documents, at least 3 Business Days prior to the Contractor places any topsoil or any other material on the embankment slopes.

206.07.05.01 Earth Embankments

206.07.05.01.01 General

Material for earth embankments shall be deposited and spread in uniform layers for the full width of the embankment, except as otherwise permitted for berms. Each layer shall be compacted prior to the succeeding layer is placed. The lower portion of side hill or sloping sections shall be similarly constructed in layers and compacted until the full width surface of the specified cross-section is obtained. The embankment shall be completed thereafter with full width layers or as staged construction allows.

The construction of a core through the embankment and the subsequent completion of the embankment are prohibited, except when core construction is permitted in swamps according to OPSS 209.

Boulders, cobbles, and fragments of rock, RAP, and RCM over 150 mm in their maximum dimension shall not be placed within 300 mm of the surface of the earth grade.

Boulders, cobbles, and fragments of rock, RAP, and RCM up to 0.5 m3 may be incorporated into an earth embankment provided: a) They are placed only in the bottom layer of the embankment. b) The maximum dimension of the largest particle shall not exceed 800 mm.

Page 14 Rev. Date: 11/2014 OPSS.PROV 206 c) They are not located within 300 mm of the final embankment side slopes. d) They are not located within 1.0 m of the surface of the earth grade.

Topsoil placed on earth embankments shall be according to OPSS 802.

Berms may be constructed separately, but shall be completed prior to the road embankment is built to a higher level than the berm.

Any excavation necessary for establishing compaction results throughout any embankment or any trial areas such as the one described in the Modified Layer Compaction Method clause shall be done by hand and the excavated areas shall be backfilled with the same material or material otherwise acceptable to the Contract Administrator and properly re-compacted by the Contractor.

206.07.05.01.02 Layer Compaction Method

Earth embankments shall be built using the layer compaction method, unless otherwise specified in the Contract Documents or the requirements specified in the Modified Layer Compaction Method clause have been met.

In the layer compaction method, the embankment material shall be spread out in uniform full width layers not more than 300 mm in depth prior to compaction. Each layer shall be shaped and compacted to the line and cross-section as specified in the Contract Documents prior to the succeeding layer is placed.

All boulders, cobbles, fragments of rock, RAP, and RCM shall have a maximum vertical dimension after placement, not greater than the fully compacted layer depth.

When the ground cannot support construction equipment using this method then, at the discretion of the Contract Administrator, the first layer may be increased in thickness as specified in the Modified Layer Compaction Method clause.

206.07.05.01.03 Modified Layer Compaction Method

The modified layer compaction method may be used if the Contract Administrator deems that it is practical to construct an earth embankment or a portion of an earth embankment in thicker lifts than that specified in the Layer Compaction Method clause.

In this case, the embankment material shall be spread out in uniform full width layers not more than 600 mm in depth prior to compaction. Each layer shall be shaped and compacted to the line and cross- section specified prior to the succeeding layer is placed.

All boulders, cobbles, and fragments of rock shall have a maximum vertical dimension when placed not exceeding the modified layer depth. All RAP and RCM shall have a maximum vertical dimension after placement not exceeding 300 mm.

Prior to placing any material, the Contractor shall provide proof to the Contract Administrator of the ability of the proposed method to achieve the specified density by means of a trial section consisting of a single uniform lift covering a minimum area of 400 m2 as specified in the Trial Section for Modified Layer Compaction Method clause. The location and extent of the trial section shall be acceptable to the Contract Administrator.

When it has been successfully demonstrated to the Contract Administrator that compaction can be achieved throughout the entire lift based on the acceptance requirements for a control strip specified in OPSS 501, the procedure that the Contractor used shall then be permitted for the remainder of the work to which it is applicable. Any excavation, backfilling, and re-compaction necessary for establishing the compaction results within the trial section shall be carried out by the Contractor.

Page 15 Rev. Date: 11/2014 OPSS.PROV 206

If at any time, test results show that the permitted procedure is no longer producing the required degree of compaction, a new trial section shall then be constructed. In this case, the Contractor shall propose changes in the procedure to satisfy the requirements of this specification. Such changes shall be proposed in writing to the Contract Administrator prior to commencing work on the new trial area. Otherwise, the Contractor shall revert back to the layer compaction method as specified in the Layer Compaction Method clause.

206.07.05.02 Rock Embankments

206.07.05.02.01 General

The work shall include hauling, placement, and compaction of excavated rock.

Excavated rock used to construct rock embankments shall be obtained from within the Contract limits. If there is insufficient material to complete the rock embankments, the additional material shall then be provided and paid for under the rock supply item.

All rock from other items as specified in Contract Documents shall be used to construct rock embankments.

Rock embankments shall be constructed by placing embankment materials full width in successive uniform layers.

For rock embankments other than shale, the layers shall not exceed 1.5 m thickness prior to compaction. Material in each layer shall be fully compacted prior to the succeeding layer is placed. Each rock fill layer shall be compacted with a tractor bulldozer, crawler type as specified in the Tractor Bulldozer - Crawler Type for Rock Embankment Construction subsection. The minimum number of complete passes shall be 6 and the maximum number of passes shall be 8. A complete pass shall be defined as 100% coverage of the layer surface. The maximum speed of the equipment during each pass shall be 3.2 km/h.

For all rock embankments, materials shall be placed in their final position by blading. End dumping or depositing of rock over the end of any layer by hauling equipment is not permitted, except as otherwise noted below. Each layer shall be levelled in place and compacted to minimize voids and bridging of large rock fragments within the embankment.

Rock fragments exceeding a maximum of 1.0 m in any dimension shall be well distributed throughout the embankment. Rock fragments up to a maximum of 3.0 m in any dimension may be incorporated into the embankment, provided that the rock fragments are less than two-thirds the remaining embankment height when measured from the bottom of the oversized rock fragment at the point of placement to the top of the rock embankment, and shall be sufficiently spaced to allow free access of the specified equipment to compact the intervening fill.

Placement and compaction in layers is not required when rock is placed under water. In this case, end dumping may be used. However, end dumping shall only be used to an elevation of 1.0 m above the water level that is present at the time of placement. After that, the rock embankment shall be constructed using the equipment and method specified in the paragraphs above. The materials shall be well distributed to form a solid embankment constructed to full width as the work progresses or as staged construction allows.

When a rock embankment is constructed in a wet area such as swamps with full, partial, or no excavation, the direction of the rock placement shall be so that mud waves generated by the rock placement are able to move away from the embankment. Mud waves shall be displaced or removed to prevent their entrapment below or within the embankment.

Page 16 Rev. Date: 11/2014 OPSS.PROV 206

End dumping from the top of the embankments may also be carried out at locations as specified in the Contract Documents when narrow and relatively shallow widening of an existing embankment is required for the shoulder portion of the highway.

The top surface of the embankment shall be chinked with rock fragments and spalls to form the subgrade prior to the placement of the roadway subbase in order to minimize voids and prevent migration of the subbase material into the rock fill.

Care shall be taken to avoid large boulders and rock fragments protruding above the average embankment surface within a distance of 3 m beyond the edge of shoulder.

With the written approval of the Contract Administrator, dumping of surplus rock over the sides of rock embankments by the Contractor is permitted as follows: a) After the rock embankments have been completed to the grades and tolerances specified in the Contract Documents and all such measurements have been verified by the Contract Administrator. b) Only in areas that do not affect features that are located within the right-of-way (e.g., ditches, culverts, and signs) or the right-of-way limits and shall not detrimentally affect stability or drainage or cause other potentially negative impacts. c) At the direction of the Owner.

206.07.05.02.02 Shale Embankments

Shale embankment materials shall be deposited and spread in uniform layers for the full width of the embankment. Layers shall not exceed 450 mm in thickness prior to compaction. When a harder, more durable rock (e.g., limestone) is present as an integral part of a shale formation, no pieces shall be placed in the embankment that after placement are greater than 150 mm measured vertically or greater than 600 mm measured parallel to the embankment layers, respectively.

Compaction of each layer shall be in two stages using equipment specified in the Rollers for Shale Embankment Construction subsection. In the first stage, a minimum of 2 passes shall be made with a static sheepsfoot, packall, padfoot, or tamping foot type roller. In the second stage, a minimum of 2 passes shall be made with a vibratory steel drum or pneumatic-tired roller. The maximum speed of rollers shall not exceed 5 km/hr.

206.07.06 Rock Backfill to Structure

When rock backfill to structures is specified, the rock backfill shall only be comprised of rock fragments no larger than 250 mm in their greatest dimension and free of all debris, earth, topsoil, wood, chemical, or other contamination.

Rock backfill shall be placed in a manner that the structure is not damaged. Dumping of rock backfill against a structure shall not be permitted.

206.07.07 Quality Control

206.07.07.01 Grade Checks

The Contractor shall be responsible for carrying out all quality control (QC) grade checks to ensure that horizontal and vertical grading tolerances are met.

Page 17 Rev. Date: 11/2014 OPSS.PROV 206

A competent survey crew shall carry out grade checks on all finished earth and rock grade surfaces. QC of earth and rock grade surfaces shall be based on horizontal and vertical grading tolerances as specified in the Tolerances for Earth and Tolerances for Rock clauses, respectively. The grade shall be certified at the stations and offsets shown in the grading templates or where grading templates are not available, at the frequency requirements specified for the layout elsewhere in the Contract Documents.

206.07.07.01.01 Submission of Grade Checks

The Contractor shall submit all grade checks relating to horizontal and vertical grading tolerances, including all non-compliances, to the Contract Administrator within 2 Business Days following completion of the grade.

When grading templates are available, the Contractor shall sign and certify on the grading template that the components of the work indicated on that template have been correctly constructed to the specified line and grade tolerances. If a template is not available, then the Contractor shall complete, sign, and submit MTO form PH-CC-820 to the Contract Administrator.

206.07.07.02 Compaction Quality Control

The Contractor shall use Method B according to OPSS 501 for quality control of compaction.

206.07.08 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

206.08 QUALITY ASSURANCE

206.08.01 Grade Checks

The Owner may conduct random QA grade checks to verify horizontal and vertical grading tolerances.

Provided that the Owner's grade checks conform to those determined by the Contractor, no action shall be taken. If discrepancies between QA and QC grade checks occur, the Owner may then conduct additional QA grade checks at the Owner’s discretion.

If the finished grade or cross-section is found to be outside the specification limits specified in the Tolerances - General clause, then: a) The Contract Administrator shall notify the Contractor. b) The Contractor shall be charged for each station where the finished grade is outside of the specification limits, at the rate specified in the Finished Grade Checks Outside Specification Limits subsection. c) The Contractor shall then bring the earth or rock grade surface to within the specified tolerances for grade, at no additional cost to the Owner.

Page 18 Rev. Date: 11/2014 OPSS.PROV 206

206.09 MEASUREMENT FOR PAYMENT

206.09.01 Actual Measurement

206.09.01.01 Earth Excavation, Grading

Measurement for earth excavation, grading shall be the in-place volume of earth in cubic metres computed from field measurements of cross-sections taken both prior to grubbing and upon completion of the work.

When benching is required to key-in new fills into existing slopes, the quantity of materials that are excavated as part of that operation shall not be included in the measurement for payment.

206.09.01.01.01 Overbuilding, Earth

When the Contract requires earth borrow, the quantity of material placed beyond the earth grading tolerances shall be deducted from the measured quantity of earth borrow on a cubic metre for cubic metre basis, with no correction for changes in the density of the material.

206.09.01.02 Excavation for Pavement Widening

Measurement of excavation for pavement widening shall be the horizontal length in metres along each edge of the existing pavement when widening is specified in the Contract Documents.

206.09.01.03 Rock Excavation, Grading

206.09.01.03.01 General

Measurement of rock excavation, grading shall be the in-place volume in cubic metres computed from field measurements of cross-sections bounded by the original rock line after the earth overburden has been removed and the theoretical rock face and the bottom excavation limits designated in the Contract Documents. Where shatter is specified, the bottom of the cut shall be 300 mm below the designated rock grade.

The quantity of rock excavation shall also include:

a) All shatter that is specified in the Contract Documents.

b) Any rock that is excavated beyond the limits that are as specified in the Contract Documents at the Contract Administrator’s written instructions.

206.09.01.03.02 Overbuilding, Rock

When the Contract has a rock supply item, the quantity of excavated rock placed beyond the rock grading tolerance at the top of subgrade and beyond the angle of repose for rock fills shall be deducted from the rock surplus quantity on a cubic metre for cubic metre basis with no correction for changes in density of the material.

206.09.01.03.03 Boulders

Measurement of each boulder classified as rock shall be by volume in cubic metres computed on the basis of the product of the actual rock measurement of the 3 maximum rectilinear dimensions in metres of the boulder.

Page 19 Rev. Date: 11/2014 OPSS.PROV 206

206.09.01.04 Rock Face

Measurement of rock face shall be by area of the rock face in square metres.

206.09.01.05 Rock Supply

The quantity of rock supply shall be determined in cubic metres either at the end of a distinct stage or at the end of the Contract.

The quantity shall be determined as one of the following: a) The rock surplus quantity less the quantities of rock materials removed as part of the rock surplus and measured as specified in the Measurement of Rock Surplus clause. b) The quantity of rock materials determined by the Contract Administrator required to complete the embankments. c) The total of both a) and b).

At the discretion of the Contract Administrator, earlier access to the rock supply item may be granted; however, the quantities shall be reconciled at the end of the stage or Contract.

The rock supply quantity shall be measured in-situ by the Contractor in neat lines at the source. The in- situ volume shall be the rock supply quantity divided by the bulking factor.

For rock materials supplied under the rock supply item for the completion of rock embankments, any rock materials remaining at the rock supply source after rock embankment construction has been completed or otherwise used on the Contract as specified in the Management of Excavated Materials clause, shall be paid for as specified in the Rock Supply subsection under the Basis of Payment section.

The Contract Administrator shall be informed in writing 2 Business Days prior to commencing drilling operations at the rock supply source or 2 Business Days prior to removing rock from the rock pile or both. The Contract Administrator reserves the right to verify any measurements at any source. The Contractor shall give the Contract Administrator complete access to all such sources.

206.09.01.06 Rock Embankment

Measurement of rock embankment shall be by volume in cubic metres of rock embankments. Adjustments to the Plan Quantity shall be limited to those supported with topographic survey information.

206.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

206.10 BASIS OF PAYMENT

206.10.01 Earth Excavation, Grading - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

Payment for earth grade checks, including provision of all labour, Equipment, and Material to conduct quality control testing shall be included in the Contract price as part of the work of earth excavation, grading.

Page 20 Rev. Date: 11/2014 OPSS.PROV 206

206.10.02 Excavation for Pavement Widening - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

When the Contract Administrator directs that material excavated under this item is to be handled other than as specified in the Excavation for Pavement Widening clause, then such material shall be managed in accordance with the Contract Documents and treated as a Change in the Work.

Material used to backfill the excavation shall be paid for at the Contract price for the tender item of the type of material used.

206.10.03 Rock Excavation, Grading - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

When a rock face item is not included in the Contract, rock scaling and the removing of all overbreak and scaled materials shall be included in the rock excavation, grading item.

When a rock embankment item is not included in the Contract, the work of rock embankment shall be included in the rock excavation, grading item.

When excavated rock is to be used for any other Contract item work (e.g., rock embankment, granular materials, or rip-rap), the hauling costs are deemed to be included in payment for the work associated with the appropriate tender item. However, when excavated rock is not to be used for any other Contract item work, the hauling costs are then deemed to be included in payment for the work under the rock excavation, grading item.

Payment for rock grade checks, including provision of all labour, Equipment, and Material to conduct quality control testing, shall be included in the Contract price as part of the work of rock excavation, grading.

When drilling, blasting, and mucking are required as a part of the work for this tender item, the following progress payments shall be made: a) 33% of the progress volume for drilling. b) 33% of the progress volume for blasting.

206.10.04 Rock Face - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

On completion of drilling and blasting, a progress payment of 50% of this tender item shall be made.

On completion of mucking, a progress payment of an additional 25% of this tender item shall be made.

When the Contract does not contain a separate tender item for rock face, the Contract price for rock excavation, grading, shall include full compensation for all labour, Equipment, and Material to do the work of rock face.

Page 21 Rev. Date: 11/2014 OPSS.PROV 206

206.10.05 Rock Supply - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work, and all costs for fees and royalties.

The unit price tendered for this item is excluded from the provisions specified in the Contract Documents for renegotiation of unit prices.

For rock materials supplied under the rock supply item for completion of rock embankments as specified in the Contract Documents, any rock materials remaining at the rock supply source after completion of all rock excavation and rock embankment construction shall be paid at 50% of the tender unit rate for rock supply.

As specified in part b) of the Measurement of Rock Surplus clause, the Contractor shall be paid $400.00 for each monitoring device used to monitor compressible soils, regardless of the number of additional pipe sections that are required.

206.10.06 Rock Embankment - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

When the Contract does not contain a separate tender item for rock embankment, the Contract price for rock excavation, grading shall include full compensation for all labour, Equipment, and Material to do the work of rock embankment.

206.10.07 Backfill for Overexcavation

Payment shall not be made for backfill of any overexcavation in excess of the specified tolerances.

206.10.08 Backfill for Subexcavation

Material used to backfill subexcavations and transition or grade point treatments shall be paid for at the Contract price for the tender item of material used.

206.10.09 Finished Grade Checks Outside Specification Limits

As specified in the Grade Checks subsection of the Quality Assurance section, for each station where the QA grade check of the finished grade is outside of specification limits, the Contractor shall be charged $250.00.

Page 22 Rev. Date: 11/2014 OPSS.PROV 206

Appendix 206-A, November 2014 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

No information provided here.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 23 Rev. Date: 11/2014 OPSS.PROV 206

ONTARIO PROVINCIAL METRIC STANDARD OPSS 310 SPECIFICATION NOVEMBER 2010

CONSTRUCTION SPECIFICATION FOR HOT MIX ASPHALT

TABLE OF CONTENTS

310.01 SCOPE

310.02 REFERENCES

310.03 DEFINITIONS

310.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

310.05 MATERIALS

310.06 EQUIPMENT

310.07 CONSTRUCTION

310.08 QUALITY ASSURANCE

310.09 MEASUREMENT FOR PAYMENT

310.10 BASIS OF PAYMENT

APPENDICES

310-A Commentary 310-B Supplemental Requirements for Using the MTO Performance Graded Asphalt Cement (PGAC) Price Index in Municipal Contracts 310-C Supplemental Requirements for Using Warm Mix Asphalt in Municipal Contracts

310.01 SCOPE

This specification covers the requirements for the placement and compaction of hot mix asphalt designed using the Marshall or Superpave methods.

310.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2010 OPSS 310 310.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

310.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Material

OPSS 1003 Aggregates - Hot Mix Asphalt OPSS 1101 Performance Graded Asphalt Cement OPSS 1103 Emulsified Asphalt OPSS 1150 Hot Mix Asphalt OPSS 1151 Superpave and Stone Mastic Asphalt Mixtures

Ontario Ministry of Transportation Publications

MTO Laboratory Testing Manual: LS-261 Preparation of Marshall Specimens LS-262 Bulk Relative Density of Compacted Bituminous Mixtures LS-263 Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus LS-264 Theoretical Maximum Relative Density of Bituminous Paving Mixtures LS-265 Percent Air Voids in Compacted Dense Bituminous Pavement Mixtures LS-282 Quantitative Extraction of Asphalt Cement and Analysis of Extracted Aggregate from Bituminous Paving Mixtures

Page 2 Rev. Date: 11/2010 OPSS 310 LS-287 The Determination of Percent Compaction of Compacted Bituminous Paving Mixture (MRD Method) LS-292 Quantitative Determination of Asphalt Cement Content by Ignition and Analysis of Remaining Aggregate from Bituminous Paving Mixtures LS-306 Bulk Relative Density of Compacted Bituminous Mixtures Using Paraffin-Coated Specimens

ASTM International

D 6752-09 Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Automatic Vacuum Sealing Method

American Association of State Highway and Transportation Officials (AASHTO)

M320-09 Standard Specification for Performance Graded Asphalt Binder M323-07 Standard Specification for Superpave Volumetric Mix Design T40-02(2006) Sampling Bituminous Materials T166-07 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface-Dry Specimens T209-09 Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures T275-07 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Paraffin-Coated Specimens

310.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

AMRL means the AASHTO Materials Reference Laboratory.

Anti-Stripping Additive means hydrated lime and liquid anti-stripping additive used to minimize or eliminate stripping of asphalt cement from aggregates in hot mix asphalt (HMA).

Attribute means one of the following: Designated Large Sieve (DLS), 4.75 mm sieve, 600 µm sieve, 75 µm sieve, asphalt cement content, air voids, or compaction.

Binder Course means the lower layer or layers of an asphalt concrete pavement distinguished from the surface course. It supports the surface course, distributes the load to the base, and adds to the strength of the pavement.

CCIL means the Canadian Council of Independent Laboratories.

Designated Large Sieve (DLS) means the sieve size specifically designated for each mix type for gradation testing according to Table 1.

Draindown means that portion of stone mastic asphalt or stone matrix asphalt (SMA) mix, fines, and asphalt cement that separates and flows downwards through the mix.

Fat Spot means an area of pavement substantially blacker than the surrounding pavement.

Hot Mix Asphalt (HMA) means hot mixed, hot laid asphaltic concrete. The terms are used interchangeably. HMA may include recycled or specialty mixes.

Hot Mix Asphalt Miscellaneous means HMA that is placed in areas other than the roadway, as specified in the Contract Documents.

Page 3 Rev. Date: 11/2010 OPSS 310 Hot Mix Asphalt Padding means an HMA layer used for correcting crossfall and profile deficiencies in the existing pavement before placing the levelling, binder, or surface course.

Hot Mix Asphalt Patching means an HMA surface course placed over localized areas of distressed pavement, generally for the purpose of improving strength, rideability, or safety.

Job-Mix Formula (JMF) means the percentage passing on each designated sieve of the total mass of aggregate and the amount of asphalt cement as a percentage by mass of the mix that are based on specified mix design procedures that when mixed result in an HMA that is according to this specification.

Joint means a vertical contact between an HMA pavement course and any HMA pavement or any rigid object that exists at the time the HMA is laid.

Levelling Course means an HMA course of variable thickness used to eliminate transverse and longitudinal irregularities on an existing surface prior to placing an HMA binder or surface course.

Lot means a specific quantity of material or a specific amount of construction normally from a single source and produced by the same process.

Mix Properties means the per cent passing the DLS, 4.75 mm sieve, 600 µm sieve, and 75 µm sieve; the asphalt cement content; and the air voids.

Paving in Echelon means two or more pavers are used to pave multiple adjacent lanes simultaneously.

Performance Graded Asphalt Cement (PGAC) means an asphalt cement that is produced from petroleum residue, either with or without the addition of non-particulate modifiers, according to AASHTO M320.

Quality Assurance (QA) means a system or series of activities carried out by the Owner to ensure that materials received from the Contractor meet the specified requirements.

Quality Control (QC) means a system or series of activities carried out by the Contractor to ensure that materials supplied to the Owner meet the specified requirements.

Random Sample means a sample from a location chosen by the Contract Administrator based on random numbers such that any portion of a lot or sublot has an equal probability of being selected.

Range means the numerical difference between the maximum and minimum test results within a lot.

Reclaimed Asphalt Pavement (RAP) means the processed HMA material that is recovered by partial or full-depth removal.

Referee Testing means testing by an independent laboratory selected by the Owner and acceptable to the Contractor, the results of which are used for resolving differences between QC and QA testing.

Screed means the unit of the paver that strikes off and imparts initial compaction to the HMA.

Segregation means a condition of the pavement characterized by areas with comparatively coarser or finer texture than that of the surrounding pavement.

Southern Ontario means that area of Ontario south of a line joining Waubaushene, Severn Bridge, Bancroft, and Ottawa.

Stone Mastic Asphalt or Stone Matrix Asphalt (SMA) means HMA consisting of a gap graded, stone- on-stone coarse aggregate skeleton with an asphalt cement-rich mortar.

Page 4 Rev. Date: 11/2010 OPSS 310 Sublot means approximately equal divisions or portions of a lot.

Superpave means the method for specifying material components and asphalt mix design using the Superpave gyratory compactor (SGC).

Surface Course means an HMA wearing course of any flexible or composite pavement.

Vertical Surface means all edges of concrete curbs, catch basins and other appurtenances, longitudinal joints, and transverse joints for application of tack coat.

310.05 MATERIALS

310.05.01 Hot Mix Asphalt

The materials used in the production of the HMA shall be according to OPSS 1150 for Marshall mixes and OPSS 1151 for Superpave and SMA mixes.

310.05.02 Tack Coat Material

Tack coat shall consist of SS-1 emulsified asphalt diluted with an equal volume of water. The undiluted material shall be according to OPSS 1103.

The use of an alternate product may be permitted at the Contractor’s request, provided that such a request is submitted in writing to the Contract Administrator a minimum of 14 Days prior to the intended use of the alternate product. The Contractor’s proposal shall include, but not be limited to, the following: a) The reasons for the use of the alternate material. b) Material Safety Data Sheets and any other information for the safe handling, transportation, and storage of the product. c) Testing protocols to be used in confirming the properties of the material. d) Typical test results. e) Required application rates. f) Cost implications for the use of the alternate product.

The Contract Administrator shall review this proposal and respond in writing within 7 Days of receiving it, either accepting the use of the alternate product or not accepting its use with reasons. The alternate product shall not be used until permission has been granted in writing by the Contract Administrator.

310.06 EQUIPMENT

310.06.01 Paving Equipment

Asphalt pavers shall be self-propelled and capable of laying a consistent satisfactory mat that is true to the crossfall, profile, cross-section, and alignment specified in the Contract Documents. Pavers shall be equipped with hoppers and distributing augers capable of placing the HMA evenly in front of the screeds. Screeds shall be capable of being heated and being adjustable as to level and crown. Pavers shall be capable of simultaneously placing the shoulder pavement and roadway pavement whether the shoulder pavement is at the same or different crossfall from the roadway pavement.

Page 5 Rev. Date: 11/2010 OPSS 310 In all cases, pavers shall be equipped with automatic longitudinal and transverse grade and slope controls capable of being operated from either side of the paver. The longitudinal grade control shall be adjustable for mat thickness in small increments, without the necessity of stopping the paver. The paver shall be equipped to operate from a 12 m ski or floating beam, a 3 m ski, or a joint matching shoe. Where the ski is a flexible unit, it shall be equipped with a spring-tensioned wire extending between brackets fitted on and slightly above each end of the ski. The sensing grid shall ride on the wire, not on the ski.

Plows or other edge ramping devices that are attached to or towed by the screed portion of the paver shall not be permitted.

A 3 m straight edge shall be provided on each paver. The straight edge shall be made of metal with a level recessed in its upper surface parallel to the lower edge.

310.06.02 Rollers

310.06.02.01 Classification of Rollers

Rollers shall be classified into categories as follows:

Class S Self-propelled steel-drum, tandem, or three-wheel rollers according to Table 2.

Class R Self-propelled pneumatic-tired rollers according to Table 3.

Class V Self-propelled vibratory rollers specifically designed for HMA compaction having either dual vibratory rolls or a combination of vibratory roll and pneumatic tires with a contact area equal to or greater than 70% of the roll width according to Table 4.

310.06.02.02 Requirements for Rollers

310.06.02.02.01 General

All rollers shall be capable of reversing without backlash.

The Contract Administrator shall be provided with the mass of the rollers. The Contract Administrator may require the weighing of the rollers in his presence.

The rolls or drums shall be kept moist with water or non-petroleum based release agents to prevent adhesion of HMA to them. Excess water or release agents shall not be permitted.

310.06.02.02.02 Steel-Drum Rollers

The drums of tandem steel-drum rollers shall not be less than 1.20 m in width.

310.06.02.02.03 Pneumatic-Tired Rollers

Pneumatic-tired rollers shall be constructed such that the wheels on either the front or back oscillate either independently or in pairs. The wheels shall be mounted with smooth rubber tires. Tire inflation pressure shall be a minimum of 350 kPa when the tires are cold. All tires shall have equal pressure. Skirts or windbreaks shall be provided at all times to protect all tires from the cooling effects of atmospheric conditions. Each roller shall be equipped with a suitable tire pressure gauge for checking tire inflation pressure.

For SMA mixes, pneumatic-tired rollers are not permitted.

Page 6 Rev. Date: 11/2010 OPSS 310 310.06.02.02.04 Vibratory Rollers

Vibratory rollers shall be according to the following requirements: a) Frequency of vibrations of the vibratory roller shall be 2,200 vibrations per minute or greater. b) Rollers shall be equipped with provision for automatic shutoff of vibrations before coming to a stop.

310.07 CONSTRUCTION

310.07.01 Quality Control

QC procedures shall be conducted to ensure HMA meets the requirements of the Contract Documents. The Contractor shall be responsible for the interpretation of the QC test results and the determination of any action to be taken to ensure that all materials and work are according to the requirements of the Contract Documents. QC documentation shall be made available to the Contract Administrator upon request. Sampling and testing methods shall be included in the QC documentation.

A laboratory that has current CCIL Type B Certification or AMRL equivalent certification or other equivalent certified laboratory acceptable to the Contract Administrator shall be used. Testing of the samples shall be conducted under the direction and constant supervision of technicians certified to perform the QC tests according to CCIL or equivalent certification.

310.07.02 Preparation of Foundation and Existing Pavement

310.07.02.01 Granular Grade

Prior to placing any course of HMA on a granular grade, a Class S roller of a minimum of 7 tonnes or an equivalent Class V roller with a drum width of at least 1.2 m shall be used to finish roll the grade ahead of the paver to ensure a compacted, smooth, and float-free surface.

310.07.02.02 Existing Pavement

Prior to placing any HMA, all HMA and concrete surfaces shall be clean of all loose, broken, and foreign materials. Milled surfaces shall be swept with a power broom.

310.07.03 Tack Coat

Tack coat shall be applied to all surfaces and at the application rate specified in the Contract Documents prior to placing HMA.

310.07.04 Transportation of Hot Mix Asphalt

The HMA shall be transported from the asphalt plant to the work in leak proof truck boxes that have been previously cleaned of all foreign materials. If required, truck boxes shall be lightly coated with a uniform application of a non-petroleum based release agent. Truck boxes shall be drained after each application and before loading. No release agents shall be used that can adversely affect the quality or performance of the HMA. Release agents shall be used according to the proprietary requirements.

Each truck shall use a canvas tarpaulin of sufficient size to completely cover the load at all times.

Page 7 Rev. Date: 11/2010 OPSS 310 310.07.05 Sampling

310.07.05.01 Asphalt Cement

310.07.05.01.01 General

When specified in the Contract Documents, the Contractor shall obtain asphalt cement samples according to AASHTO T40 for QA testing.

310.07.05.01.02 Frequency and Location

The asphalt cement sampling frequencies and locations shall be as specified in the Contract Documents. A minimum of one sample shall be randomly chosen for each asphalt cement used on the Contract.

310.07.05.01.03 Labelling

Asphalt cement samples shall be labelled with the following: a) Contract number. b) Date (i.e., yyyy-mm-dd) and time of sampling. c) Performance grade of the asphalt cement. d) Supplier's name. e) Refinery name. f) Waybill number. g) Tanker number. h) Whether the sample was taken from a delivery tanker or from a storage tank at the plant. i) Name and proportions of additives in the asphalt cement.

310.07.05.01.04 Delivery

Samples for the Owner shall be delivered within 4 hours of sampling to the location specified in the Contract Documents.

310.07.05.02 Hot Mix Asphalt

310.07.05.02.01 General

The Contractor is responsible for obtaining QA and referee HMA samples using sample plates for Marshall mixes and other methods approved by the Contract Administrator for Superpave and SMA mixes. The Contractor may obtain a QC sample at the same location of the QA and referee samples. Samples shall be taken in accordance with the Contract Documents under the direction and in the presence of the Contract Administrator. Samples shall be placed in an appropriate container supplied by the Contractor. The Contract Administrator may apply security seals to the samples prior to transportation.

310.07.05.02.02 Frequency and Location

The minimum frequency for sampling and testing shall be as specified in Table 6.

Page 8 Rev. Date: 11/2010 OPSS 310 310.07.05.02.03 Labelling

HMA samples shall be labelled with the following: a) Contract number. b) Location of sampling. c) Date (i.e., yyyy-mm-dd) and time of sampling. d) Asphalt type.

310.07.05.02.04 Cores

When a coring and testing program is undertaken to resolve a dispute related to HMA compaction, the Contractor shall be responsible for all traffic control required to carry out the coring, obtaining and labelling the core samples, delivery of the samples to a mutually agreed upon third part referee laboratory, and repairing core sample holes.

Cores shall be 150 mm in diameter.

The minimum frequency of sampling and testing shall be as determined by the Contract Administrator.

Core samples shall be labelled with the following: a) Contract number. b) Location of core sample. c) Date (i.e., yyyy-mm-dd) and time of sampling. d) Asphalt type.

310.07.05.02.05 Delivery

All samples for the Owner shall be delivered within 4 hours of sampling to the location specified in the Contract Documents.

310.07.05.03 Repair of Sampling Locations

HMA and compaction requirements for filling all sample holes shall be the same as the adjacent undisturbed pavement. All sample holes shall be cleaned, dried, and filled and then compacted using a mechanical, self-powered gas, electric, or air powered compactor immediately after sampling.

310.07.06 Placing Hot Mix Asphalt

310.07.06.01 General

Prior to roller compaction, obvious defects in the HMA material placed shall be corrected. Irregularities in the alignment and grade along the outside edges shall be corrected.

A through lane paving course shall be completed prior to the placement of adjacent side roads, speed change lanes, and other paved areas. For all courses, each adjacent lane shall be completed to approximately the same location at the end of each day’s paving.

Page 9 Rev. Date: 11/2010 OPSS 310 At the end of each completed portion and prior to opening the lanes to traffic, the completed sections of HMA course shall be ramped transversely to the existing pavement for a minimum distance of 1.5 m. In all cases, the ramps shall not form part of the permanent asphalt pavement and shall be removed prior to continuing paving operations.

The temperature of the HMA prior to placement shall be within the temperature range that corresponds to the PGAC manufacturers recommended mix temperature.

The temperature of the HMA immediately after spreading and prior to initial rolling shall not be less than 120 °C.

310.07.06.02 Operational Constraints

Paving shall not be carried out if the roadbed is frozen.

The granular grade shall be free of standing water at the time of HMA placement.

The surface of a pavement upon which HMA is to be placed shall be dry at the time of HMA placement. An HMA course shall not be placed on a previously laid course until a minimum 4 hours have elapsed, following final compaction of the previous course, and the temperature of the previous course is 50 °C or less.

Binder courses shall not be placed unless the air temperature at the surface of the road is a minimum of 2 °C and rising.

For surface course, the air temperature at the surface of the road shall be at least 7 °C, except for SMA and Superpave 12.5 FC2, the air temperature at the surface of the road shall be at least 12 °C.

Traffic shall be kept off the SMA surface until it has cooled below 50 °C.

310.07.07 Use of Paving Equipment

Levelling, binder, and surface courses shall be laid by means of mechanical self-propelled pavers.

Pavers working in echelon shall maintain a distance of less than 60 m between them.

The longitudinal alignment of the spreader shall be controlled by the use of a string line placed at each outer edge of the pavement. The spreader shall be directed at all times by the string line and not by the edge of the preceding course, except for the trailing paver when paving in echelon.

The automatic screed controls and all compaction aids on the paver shall be operational while the HMA is being placed, except when placing padding, a levelling course, or paving around appurtenances.

Single pavers or the lead paver when paving in echelon shall be controlled as to longitudinal grade by a 12 m ski or floating beam.

The pavers shall operate continuously at a uniform speed necessary to match the output of the HMA plant. However, in no case shall the speed of the paver exceed 18 m/min.

If the HMA for surface course paving comes from more than one mixing plant, the HMA from each plant shall be placed by a separate paver.

310.07.08 Widenings and Irregular Sections

When it is necessary to hand-spread the HMA in sections adjacent to machine-laid areas, such hand- spreading shall be carried out concurrently with machine-laying operations.

Page 10 Rev. Date: 11/2010 OPSS 310 a) Widenings

The HMA shall be placed in widenings such that the top of the compacted HMA is flush with the top of the existing pavement. When stepped joints are specified in the Contract Documents, the layers placed in the widening shall be placed to the top of each step in separate operations.

HMA shall be placed in the widening using equipment specially designed for this purpose. b) Irregular Sections

In turn-outs, driveways, and other irregular sections where it is impractical to use machine methods to spread and finish the binder, levelling, or surface courses, the Contractor shall use other spreading equipment or shall spread the HMA by hand.

310.07.09 Hot Mix Asphalt Padding

HMA padding shall be carried out as specified in the Contract Documents.

310.07.10 Hot Mix Asphalt Patching

Prior to HMA patching, temporary patching material shall be removed from the locations designated for such removal in the Contract Documents. The resulting areas shall be filled and compacted with HMA, as specified in the Contract Documents.

The HMA patching material shall be machine laid to the required thickness, grade, and crossfall.

Transverse and longitudinal joints between the existing pavement and the patch shall be perpendicular butt joints formed by a milling process or keyed in, as specified in the Contract Documents.

310.07.11 Longitudinal and Transverse Joints

310.07.11.01 General

All joints shall be made to ensure a full face bond and a smooth riding surface.

Longitudinal and transverse butt or stepped joints between the new HMA pavement and the existing pavement shall be constructed by trimming the existing pavement edge to a straight clean vertical surface of at least 40 mm.

All dirt or other foreign material and all loose material shall be removed from all vertical surfaces.

When matching a compacted joint, the depth of the uncompacted mat shall be set to allow for compaction. The paver screed shall overlap the adjoining mat by no more than 50 mm.

310.07.11.02 Tack Coating of Joints

Vertical surfaces at which joints are made shall be tack coated with a thin uniform and continuous coating of tack coat material, except for longitudinal joints between lanes paved in echelon.

310.07.11.03 Longitudinal Joints

Longitudinal joints shall be properly set up, with the back of a rake or lute, at the proper height and grade prior to rolling, unless the Contractor has demonstrated acceptable joint construction.

Page 11 Rev. Date: 11/2010 OPSS 310 For multiple lifts of HMA, the width of subsequent courses shall be staggered to an offset of 150 to 300 mm so that longitudinal joints do not coincide. This shall also apply to the joint between through lanes and speed change lanes and other similar longitudinal joints. The longitudinal joints in the surface course shall correspond to the demarcation between the driving lanes, speed change lanes, and tapers specified in the Contract Documents.

During surface course paving, excess material shall not be cast onto the surface of the freshly laid mat.

When resurfacing against a rigid object, a butt joint shall be constructed by milling the existing pavement to provide an exposed vertical surface of at least 25 mm at the face of the rigid object. The milling shall be feathered out to zero over a minimum length of 1.25 m from and parallel to the exposed face of the rigid object providing a minimum of 40 mm of resurfacing material over the area of removal.

310.07.11.04 Transverse Joints

The paver shall not move more than 15 m from any transverse joint until that joint has been rolled and checked with a straight edge. If the joint is not satisfactory, it shall be corrected immediately before the paver is allowed to proceed.

Joints between HMA pavement laid under this Contract and existing HMA courses not laid under this Contract shall be constructed as follows: a) When a binder course is placed flush against an existing HMA pavement and a butt joint is to be made, the existing pavement shall be trimmed back to form a straight vertical surface. b) When a surface course is placed flush against an existing HMA pavement, a stepped joint shall be prepared by removing the existing surface course to its full depth for a minimum length of 0.5 m and the remaining face shall be trimmed to form a straight vertical surface. c) When a binder course and surface course are not placed flush against an existing HMA pavement, the binder course shall be feathered out and the surface course shall be butt jointed by removing the existing surface course to a minimum depth of 40 mm and for a longitudinal distance not less than 3 m.

310.07.12 Compaction

310.07.12.01 Rolling

310.07.12.01.01 Static Rolling

Compaction shall be accomplished using the minimum combination number of rollers specified in Table 5.

The Contractor shall determine the correct sequence of rollers used for compacting in order to achieve compaction requirements.

The operating speed of steel drum rollers shall not exceed 5 km/h and shall be operated in a manner to avoid undue displacement of the mix. Rollers shall operate with the drive wheel forward in the direction of paving.

Rolling procedures shall be as follows: a) Breakdown Rolling

The mix shall be uniformly compacted as soon after placing as it can support the roller without checking or undue displacement. Rolling shall start longitudinally at the lower edge and proceed towards the

Page 12 Rev. Date: 11/2010 OPSS 310 higher edge of the course, overlapping on successive passes. Alternate passes of the roller shall be staggered. b) Intermediate Rolling

The intermediate roller shall follow the breakdown roller as closely as possible. Passes shall overlap previous passes. The roller shall be operated to prevent pick-up of the HMA on the tires. c) Finish Rolling

Finish rolling shall start longitudinally at the higher edge and proceed towards the lower edge.

310.07.12.01.02 Vibratory Rolling

For all HMA being compacted on bridge decks, vibratory rollers shall be operated in static mode.

310.07.12.02 Compaction of Irregular Sections and Inaccessible Areas

At all places not accessible to rollers, the mix shall be compacted by mechanical, self-powered gas, electric, or air powered equipment.

310.07.13 Tolerances

After final compaction, each course shall be smooth and true to the established crown and grade. HMA binder and surface courses shall be free from deviations exceeding 6 mm and 3 mm, respectively, as measured in any direction with a 3 m straight edge.

310.07.14 Surface Appearance

Each course after final compaction shall be of uniform texture and shall be free of defects such as segregation, fat spots, oil spills, and roller marks. Defective areas shall be removed and replaced with HMA of the same type and compacted to the satisfaction of the Contract Administrator.

310.07.15 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

310.08 QUALITY ASSURANCE

310.08.01 General

The Contract Administrator is responsible for conducting QA procedures for all HMA aggregates, asphalt cement, and compaction to meet the requirements of the Contract. QA HMA testing shall be conducted at a frequency specified in Table 6 or as specified in the Contract Documents.

Acceptance of hot mix aggregates and asphalt cement shall be according to OPSS 1003 and OPSS 1101, respectively.

All QA testing shall be completed in a certified laboratory that is CCIL Type B and C, or AMRL accredited, or equivalent. Testing of the samples shall be conducted under the direction and constant supervision of technicians certified to perform the QA tests.

The Contract Administrator may reject visually defective HMA areas based on, but not limited to the following defects: flushing, bleeding, segregation, fat spot, surface damage, and surface contamination. Such defective HMA or areas shall be removed from the work and replaced with acceptable HMA.

Page 13 Rev. Date: 11/2010 OPSS 310 When the HMA fails to consistently meet the requirements of the Contract Documents, the Contract Administrator may refuse further material until the mix properties are verified for compliance by one of the following methods: a) For Marshall mixes, samples shall be used to determine compliance to asphalt cement content, aggregate gradation, air voids, flow, voids in mineral aggregate, and stability requirements. b) For Superpave mixes, samples shall be used to determine compliance to asphalt cement content, aggregate gradation, and Superpave mix properties in accordance to AASHTO M323.

310.08.02 Aggregate Gradation and Asphalt Cement Content Acceptance

Aggregate gradation and asphalt cement content test results for HMA samples based on LS-282 and LS-292 shall meet the JMF tolerance requirements as specified in Table 7.

If the HMA is deemed borderline for aggregate gradation or asphalt cement content according to Table 7, the Contractor shall be notified in writing by the Contract Administrator and shall take immediate corrective action through process control at the HMA plant. A total of three borderline test results for the same attributes representing up to 5,000 tonnes of HMA production shall result in the work being deemed rejectable.

If the HMA is deemed rejectable according to Table 7, both the Contract Administrator and the Contractor shall review, agree, and identify the limits of rejected HMA that has been placed. Referee samples within the limits of the affected area shall be delivered by the Contractor to a mutually agreed upon third party referee laboratory to verify aggregate gradation or asphalt cement content or both. When the results from the referee samples are deemed rejectable according to Table 7, the HMA pavement shall be removed and replaced with acceptable HMA pavement. Alternatively, the Contract Administrator may accept a guaranteed maintenance bond, an increased maintenance period, or a negotiated price adjustment.

310.08.03 Hot Mix Asphalt Properties Acceptance

Marshall test results for hot mix samples based on LS test procedures shall meet the requirements specified in Table 8. The production air voids for all HMA mixes shall be evaluated according to Table 9.

If the HMA is borderline for air voids as specified in Table 9, the Contractor shall be notified in writing by the Contract Administrator and shall take immediate corrective action through process control at the HMA plant.

If the HMA does not meet Table 8 minimum requirements for Marshall stability or Marshall flow or is deemed rejectable for air voids according to Table 9, both the Contract Administrator and Contractor shall review, agree, and identify the limits of rejected HMA that has been placed. Referee samples within the limits of the affected area shall be delivered by the Contractor to a mutually agreed upon third party referee laboratory to verify Marshall test or air void results or both. When the results from the referee samples do not meet Table 8 minimum requirements or are deemed rejectable according to Table 9, the HMA pavement shall be removed and replaced with acceptable HMA pavement. Alternatively, the Contract Administrator may accept a guaranteed maintenance bond, an increased maintenance period, or a negotiated price adjustment.

310.08.04 Compaction Requirements

310.08.04.01 General

Compaction testing of the placed HMA shall meet the requirements specified in Table 10.

Nuclear density test gauge results shall be used to assess in-place compaction. When compaction test results do not meet the minimum per cent compaction specified in Table 10, the Contractor shall be

Page 14 Rev. Date: 11/2010 OPSS 310 notified in writing and either the affected area of HMA pavement shall be removed and replaced with acceptable HMA pavement or, in the case of a dispute, the Contractor or the Owner may request that a coring and testing program be undertaken to verify compaction percentage of the mix. The cores shall be provided to the Owner and compaction shall be determined according to the Compaction Determined by Core Density Testing clause using a mutually agreed upon third party referee laboratory. When compaction results from core densities do not meet the minimum per cent compaction specified in Table 10, the HMA pavement shall be removed and replaced with acceptable HMA pavement.

310.08.04.02 Compaction Determined by Nuclear Density Gauge

Compaction testing shall be conducted randomly at a minimum frequency of every 100 m per lane or 150 m2 area.

310.08.04.02.01 Marshall Hot Mix Asphalt

Per cent compaction shall be determined by comparing the nuclear density in situ Bulk Relative Density (BRD) according to LS-262 to the average plant produced HMA Maximum Relative Density (MRD) according to LS-264.

310.08.04.02.02 Superpave Hot Mix Asphalt

Per cent compaction shall be determined by comparing the nuclear density in situ BRD to the average plant produced HMA MRD both according to AASHTO T209.

310.08.04.03 Compaction Determined by Core Density Testing

310.08.04.03.01 Marshall Hot Mix Asphalt

Density testing of the cores shall be in accordance with LS-287. Per cent compaction shall be determined by comparing the core BRD according to LS-262 to the average MRD according to LS-264 of the plant produced HMA.

310.08.04.03.02 Superpave Hot Mix Asphalt

Density testing of the cores shall be in accordance with AASHTO T166. If the per cent water absorbed by the specimen is found to exceed 2% by volume as described in AASHTO T166, then the bulk specific gravity shall be according to AASHTO T275, LS-306, or ASTM D 6752. Per cent compaction shall be determined by comparing the core BRD to the average MRD both according to AASHTO T209 of the plant produced HMA.

310.09 MEASUREMENT FOR PAYMENT

310.09.01 Actual Measurement

310.09.01.01 Hot Mix Asphalt

Measurement of each type of HMA shall be by mass in tonnes or by area in square metres as specified in the Contract Documents.

Page 15 Rev. Date: 11/2010 OPSS 310 310.09.01.01.01 By Mass

When payment is by mass:

All HMA that is delivered to the Work site shall be accompanied by a truck weigh ticket showing the truck number, type of hot mix, Contract number, truck time in and out of the hot mix plant, tare mass to the nearest 50 kg, gross mass to the nearest 50 kg, net mass in kg, and the driver’s signature.

The truck weigh ticket shall be printed by an electronic printer interfaced with the truck scale readout and capable of recording the tare mass, gross mass, and net mass. The tare mass for the truck shall include the vehicle, operator, fuel, spare tire, etc. The tare mass of the truck shall be taken at least once per shift.

The Contractor shall be responsible for ensuring that the truck weigh ticket or delivery ticket for each load is handed to the Contract Administrator inspecting the HMA paving operation at the time the delivery truck unloads at the paving site. The Contract Administrator may not accept delivery tickets that are not submitted at the proper time or are submitted in groups after the delivery trucks have left the paving site.

The Contractor shall permit the Contract Administrator to make random checks of the gross mass and tare mass of trucks hauling HMA by requiring them to be driven over an independent certified scale.

310.09.01.01.02 By Area

When payment is by area:

Random pavement cores, maximum 100 mm in diameter, shall be taken to verify the actual thickness approximately every 100 m along the length of the roadway or 300 m2 of pavement surface area. The average thickness for a core shall be based on the measurement from each quadrant of the core. The average thickness for the area shall be determined by averaging the core thicknesses.

When the average thickness is more than or equal to 95% of the specified thickness, the payment area shall be the total surface area of the HMA type laid for the course.

When the average thickness is less than 95% of the specified thickness, the surface area for payment purposes shall be calculated as follows:

Payment area = actual area x average thickness specified thickness

310.09.01.02 Tack Coat

Measurement for tack coat shall be of the area applied in square metres.

310.09.01.03 Hot Mix Asphalt Miscellaneous

Measurement for HMA miscellaneous shall be of the area in square metres, regardless of the number of lifts placed.

310.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

Page 16 Rev. Date: 11/2010 OPSS 310 310.10 BASIS OF PAYMENT

310.10.01 Hot Mix HL (“type”) - Item Hot Mix HL (“type”) Patching - Item Heavy Duty Binder Course Mix - Item Medium Duty Binder Course Mix - Item Dense Friction Course Mix - Item Superpave (“type”) - Item Superpave (“type”) Patching - Item SMA - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material to do the work.

Removal and replacement of the following shall be at no extra cost to the Owner: a) Defective areas of HMA, including but not limited to those due to flushing, bleeding, segregation, fat spots, surface damage, and surface contamination. b) HMA that does not meet the requirements of the Contract Documents.

Referee testing undertaken to resolve a dispute shall be at no extra cost to the Owner if the referee test results confirm that the HMA does not meet the minimum requirements of Table 8 or is deemed borderline or rejectable according to Table 9.

A coring, testing, and traffic control program undertaken to resolve a dispute shall be at no extra cost to the Owner if the mix compaction is confirmed to be below the minimum specified compaction.

No additional payment shall be made for any delays or costs attributed to verification of the gross mass and tare mass of trucks requested by the Contract Administrator.

310.10.02 Hot Mix Asphalt Miscellaneous - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

310.10.03 Tack Coat - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

Tack coating in association with bridge deck waterproofing is included in the bridge deck waterproofing item.

Page 17 Rev. Date: 11/2010 OPSS 310 TABLE 1 Designated Large Sieve for Mix Types Mix Type Designated Large Sieve mm Superpave 25.0 19.0

Superpave 19.0 12.5 Superpave 12.5, 12.5 FC1, and 12.5 FC2, 9.5 HL 1, HL 3, HL 3F, HL 3HS, DFC, and SMA 12.5 Superpave 9.5 4.75

Superpave 4.75 2.36

HL 8, MDBC, and HDBC (Note 1) 16.0

HL 4 and HL 4F 13.2

HL 2 and HL 2 Modified 2.36

Note:

1. HBDC is also known as HL 8HS.

TABLE 2 Requirements for Class S Rollers Roller Minimum Minimum Mass Mass Per mm Total Roll Width t kg S 1 7 3.5

S 2 9 4.5

TABLE 3 Requirements for Class R Rollers Roller Minimum Mass Minimum Mass Per Tire t kg R 1 8 900

R 2 18 2,500

R 3 25 3,600

Page 18 Rev. Date: 11/2010 OPSS 310 TABLE 4 Requirements for Class V Rollers Minimum Static Mass Minimum Roll Minimum Roll Roller Per mm Diameter Width Total Roll/Tire Width m m kg

V1 1.00 1.40 2.0

V2 1.20 1.60 2.6

V3 1.40 1.90 2.9

TABLE 5 Maximum Production Rates Per Paver for Combinations of Rollers

Minimum Roller Combinations Maximum Production t/h Southern Ontario All Ontario

S2 + R1 + S1 S2 + R2 + S1 120 V1 + R1 V1 + R2

V2 + R1 V1 + R3 135 V1 + R2 V2 + R2

S2 + 2 x R1 + S1 S2 + 2 x R2 + S1

150 S2 + R2 + S1 S2 + R3 + S1 V2 + R2

200 V3 + R2 V3 + R2

220 V3 + R3 V3 + R3

Page 19 Rev. Date: 11/2010 OPSS 310 TABLE 6 Sampling and Testing Frequency of Hot Mix Asphalt Quantity Per Day Minimum Frequency of Minimum Marshall Minimum Superpave Per HMA Type Sampling and Testing Sampling Size Sampling Size (Note 1) kg kg

≤ 500 tonnes One sample

One sample per 500 tonnes > 500 and ≤ 1,500 tonnes 10 20 or part thereof One sample per 500 tonnes > 1,500 tonnes (Note 2), minimum of 3 Notes:

1. One additional 5 kg sample is required for SMA mixes to test for draindown.

2. The Contract Administrator may reduce the testing frequency for HMA that is consistently being produced to meet the specification requirements.

TABLE 7 Tolerances for the Job-Mix Formula Aggregate Gradation and Asphalt Cement Content Tolerances on the Job-Mix Formula (Note 1) Mix Attribute % Acceptable Borderline Rejectable DLS, 4.75 mm < 5.0 5.0 to 7.5 > 7.5 sieve size Surface Course 600 µm sieve size < 3.5 3.5 to 5.0 > 5.0

75 µm sieve size < 2.0 2.0 to 3.0 > 3.0 DLS, 4.75 mm < 7.0 7.0 to 10.0 > 10.0 sieve size Binder and Levelling Courses 600 µm sieve size < 4.5 4.5 to 6.0 > 6.0 75 µm sieve size < 2.0 2.0 to 3.0 > 3.0 Asphalt Cement All Mixes < 0.30 0.30 to 0.50 > 0.50 Content Note:

1. Tolerances on the job-mix formula apply as both plus and minus from the job-mix formula per cent.

Page 20 Rev. Date: 11/2010 OPSS 310 TABLE 8 Marshall Stability and Flow Properties for Hot Mix Asphalt Types HL 1, HL 3, HL 3HS, Production Properties DFC HL 2, HL 3F, HL 4, HL 8, HDBC, and Test Methods and HL 4F and MDBC Minimum Marshall Stability: Newtons (N) at 60 °C, (Note 1) (Note 1) (Note 1) LS-261, and LS-263 Marshall Flow at 3.5% Air Voids: 8.0 minimum 8.0 - 14.0 9.0 - 18.0 LS-261, and LS-263 Note:

1. Stability requirements shall be according to OPSS 1150.

TABLE 9 Air Void Criteria for Hot Mix Asphalt Types (LS-265)

Mix Acceptable Borderline Rejectable % % %

DFC 2.5 to 4.5 2.0 to 2.4 and 4.6 to 5.0 < 2.0 and > 5.0

All Other Mixes 3.0 to 5.0 2.0 to 2.9 and 5.1 to 6.0 < 2.0 and > 6.0

TABLE 10 Minimum Pavement Compaction Based on Maximum Relative Density

Mix Minimum Compaction %

HDBC, Superpave 19.0 and 25.0 91.0

All Other Mixes 92.0

Page 21 Rev. Date: 11/2010 OPSS 310 Appendix 310-A, November 2010 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should be aware that excluded from the specification is recycled ratio and Owner specified use of reclaimed asphalt pavement in hot mix asphalt (HMA).

The designer should specify the following in the Contract Documents:

- HMA crossfall, profile, cross-section, and alignment. (310.06.01)

- HMA type requirements. (310.07.01)

- Tack coat surfaces and application rate. (310.07.03)

- Sampling frequencies and locations for asphalt cement. (310.07.05.01.02)

- Asphalt cement sample delivery location. (310.07.05.01.04)

- Quality assurance (QA) sample requirements. (310.07.05.02.01)

- HMA sample delivery location. (310.07.05.02.04)

- Stepped joints when required. (310.07.08)

- HMA padding requirements. (310.07.09)

- Temporary patching material removal locations. (310.07.10)

- Existing HMA patching locations requirements. (310.07.10)

- Butt joint forming method. (310.07.10)

- Lane demarcation. (310.07.11.03)

- QA HMA testing frequency if different than OPSS 310, Table 6. (310.08.01)

- Unit of measure for each HMA type. (310.09.01.01)

The designer may specify in a special provision when quality control (QC) test results are to be used for acceptance in place of QA test results.

The designer may consider extending delivery times for samples required on Contracts in remote areas. (310.07.05.01.04)

The designer should be aware that there is a 4 hour delivery requirement for samples and the laboratory should be open to receive them. (310.05.01.04 and 310.07.05.02.05)

Page 22 Rev. Date: 11/2010 OPSS 310 Appendix 310-A

The designer may consider specifying a joint heater to address cold joint conditions. (310.06.01)

For smaller projects, the borderline category for tolerances on the job-mix formula in Table 7 may not be appropriate. The designer may consider specifying that all work represented by borderline test results shall be deemed rejectable. (310.08.03.01)

The complete tender item description for HMA should include a “type” of HMA according to Table 1 of OPSS 1150 for Marshall mixes and according to Tables 1 and 2 of OPSS 1151 for Superpave mixes.

For Superpave mixes, the designer should refer to the appropriate lift thickness guidelines according to National Asphalt Pavement Association (NAPA), Information Series 128, HMA Pavement Mix Type Selection Guide, page 10, Figure 5, Recommended Minimum Lift Thickness Ranges for Dense Graded Mixes. Fine and coarse graded mixes as defined using primary control sieves are defined in OPSS 1151.

The designer may refer to the Best Practices for Testing of Superpave Hot Mix Quality Control Samples guidelines developed by the Ontario Superpave Implementation Committee. When the designer is including bonus or penalty clauses or both in relation to OPSS 310, more stringent laboratory procedures should be considered.

In times of volatile asphalt cement prices, on multi-year contracts, and on Contracts with greater than 500 tonnes of machine laid HMA, municipal designers may consider using the MTO PGAC price index for payment adjustment. If the designer wishes to use the PGAC price index, Appendix 310-B should be invoked in the Contract Documents. Appendix 310-B contains information that amends OPSS 310 to include the requirements for using the MTO PGAC price index for payment adjustment on municipal contracts.

The MTO PGAC price index is available on the Ontario Ministry of Transportation website at www.raqs.mto.gov.on.ca, by clicking on Contractor, Contract Bulletin, Asphalt Price Index.

The MTO PGAC price index is only a tool for qualifying hot mix prices and is not intended as a standard asphalt cement price to be incorporated into the contract bid.

The MTO PGAC price index calculation for a given month takes in the average of the 4 weeks of the month and is published on the last day of the month.

If the designer wishes to allow the use of warm mix asphalt, Appendix 310-C should be invoked in the Contract Documents. Appendix 310-C contains information that amends OPSS 310 to include the requirements for using warm mix asphalt on municipal contracts.

The following warm mix asphalt (WMA) processes are available: wax based, chemical based, and foam based.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 23 Rev. Date: 11/2010 OPSS 310 Appendix 310-B, November 2010 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Note: This is a non-mandatory Additional Information Appendix intended to provide supplementary requirements for the OPS specification in a municipal contract, when the appendix is invoked by the Owner. It is written in mandatory language to permit invoking it by reference in the Contract Documents. If the appendix has not been invoked by reference in the Contract Documents, it does not apply.

Supplemental Requirements for Using the MTO Performance Graded Asphalt Cement (PGAC) Price Index in Municipal Contracts

OPSS 310, Hot Mix Asphalt, is amended as follows:

310.02 REFERENCES

Section 310.02 is modified by the addition of the following to the Ontario Ministry of Transportation Publications:

Contract Bulletin: Asphalt Price Index

310.10 BASIS OF PAYMENT

Section 310.10 is amended by the addition of the following:

310.10.04 Payment Adjustment for Changes in the MTO Performance Graded Asphalt Cement Price Index

Payment to the Contractor shall be adjusted based on changes to the MTO PGAC price index. The MTO PGAC price index shall be published monthly in the Contract Bulletin. The MTO PGAC price index shall be used to calculate the amount of the payment adjustment per tonne of new asphalt cement accepted into the Work.

The MTO PGAC price index is based on the price, excluding taxes, f.o.b. (free on board) the depots in the Toronto area, of asphalt cement grade PG 58-28 or equivalent. One MTO PGAC price index shall be used to establish and calculate the payment adjustment for all grades. The MTO PGAC price index is published on the last day of the month and shall be applied to the hot mix asphalt placed in the same month.

A payment adjustment per tonne of new asphalt cement shall be established for each month in which paving occurs when the MTO PGAC price index for the month differs by more than 5% from the MTO PGAC price index for the month prior to tender opening. When the MTO PGAC price index differential is less than 5%, there shall be no payment adjustment established for that month. Payment adjustments due to changes in the MTO PGAC price index are independent of any other payment adjustments made to the hot mix asphalt tender items.

The payment adjustment per tonne shall apply to the quantity of new asphalt cement in the hot mix asphalt accepted into the Work during the month for which the payment adjustment is established. A payment adjustment for paving work done after the approved time for completion of the Contract has expired, including the expiration of any extensions of time that have been granted, shall be the lesser of the MTO PGAC price index in the last month of the Contract or the month in which the paving is completed.

Page 24 Rev. Date: 11/2010 OPSS 310 Appendix 310-B

The payment adjustment for the month shall be calculated from one of the following formula: a) When Ip is greater than 1.05 ITO, the payment adjustment per tonne of asphalt cement shall be (Ip - 1.05 ITO) and the Contractor shall receive additional compensation of:

PA = (Ip - 1.05 ITO) x quantity of new asphalt cement in tonnes b) When Ip is less than .95 ITO, the payment adjustment per tonne of asphalt cement is (.95 ITO- Ip) and the Owner receives a rebate of:

PA = (.95 ITO - Ip) x quantity of new asphalt cement in tonnes

where:

PA = payment adjustment for new asphalt cement, in dollars ITO = MTO PGAC price index published for the month prior to Tender opening Ip = MTO PGAC price index published for the month in which paving occurs

The quantity of new asphalt cement includes all grades of asphalt cement supplied by the Contractor with and without polymer modifiers. For each month in which a payment adjustment has been established, the quantity shall be calculated using the hot mix quantity accepted into the Work and its corresponding asphalt cement content as required by the job mix formula except for mixes which contain reclaimed asphalt pavement (RAP).

For mixes which contain RAP, the quantity of new asphalt cement shall be determined from the difference between the asphalt cement content required by the job mix formula and the asphalt cement content of the RAP incorporated into the hot mix, as calculated by the Owner.

For mixes containing a liquid anti-stripping additive, the quantity of anti-stripping additive shall be deducted from the quantity of new asphalt cement. No other deductions shall be made for any other additives.

For progress payment purposes, payment adjustments shall be made on the monthly progress payment certificate for the months in which hot mix paving occurs.

Page 25 Rev. Date: 11/2010 OPSS 310 Appendix 310-C, November 2010 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Supplementary Requirements for Using Warm Mix Asphalt in Municipal Contracts

OPSS 310, Hot Mix Asphalt, is amended as follows:

310.01 SCOPE

Section 310.01 of OPSS 310 is amended by the addition of the following:

This specification covers the requirements for the placement and compaction of warm mix asphalt (WMA) designed using the Marshall or Superpave methods.

310.03 DEFINITIONS

Section 310.03 is amended by the deletion of the definition for Hot Mix Asphalt (HMA) and its replacement with the following:

Hot Mix Asphalt (HMA) means hot mixed, hot laid asphaltic concrete and includes mix produced using WMA technologies. The terms are used interchangeably. HMA may include recycled or specialty mixes.

Section 310.03 is amended by the addition of the following:

Warm Mix Asphalt (WMA) means warm mixed, warm laid asphaltic concrete produced using technologies that allow for the mixing, handling, and compaction of the asphaltic concrete mixture at a temperature typically 20 to 50 °C lower than conventional hot mix asphalt.

OPSS 310 is amended by the addition of the following:

310.04 DESIGN AND SUBMISSION REQUIREMENTS

310.04.01 Design Requirements for Warm Mix Asphalt

The Contractor shall be responsible for the following: a) Selecting the WMA technology to be used on this Contract from recognized WMA technologies or from the WMA technologies specified in the Contract Documents. b) The WMA mix design and the job mix formula at the anticipated WMA production temperature, both of which shall be according to the requirements detailed in the Contract Documents, except as amended by this specification. c) Ensuring that, during the development and verification of the WMA mix design, the WMA technology does not adversely affect the asphalt cement performance grade and the WMA mixture performance.

Page 26 Rev. Date: 11/2010 OPSS 310 Appendix 310-C

310.04.02 Submission Requirements for Warm Mix Asphalt

A minimum of 14 Days prior to paving with WMA, the following information shall be submitted to the Contract Administrator in writing: a) The name of the WMA technology selected for use on the Contract. b) The complete name and address of the WMA technology supplier, if applicable. c) Details on how the requirements of this specification shall be met. d) If applicable, the type and dosage of WMA additives, how the additives are to be incorporated to produce the WMA, and the WMA technology supplier's established recommendations for usage.

310.05 MATERIALS

Subsection 310.05.01 is deleted in its entirety and replaced by the following:

310.05.01 Warm Mix Asphalt

The materials used in the production of WMA shall be according to OPSS 1150 for Marshall mixes or OPSS 1151 for Superpave and SMA mixes.

The Contractor shall be responsible for the following: a) Identifying and using a facility capable of producing the WMA in accordance with the WMA technology supplier’s instructions for the use of its WMA technology. b) Obtaining from the WMA technology supplier all information required for the proper preparation, handling, storage, and use of the WMA materials, including Material Safety Data Sheets. c) Obtaining materials; producing mixes; and the transportation, storage, and use of all materials. d) Ensuring that the WMA is produced in accordance with the WMA technology supplier’s recommendations to prevent any deleterious effects to the finished product. e) Using an anti-stripping additive recommended by the WMA technology supplier when an anti- stripping additive is to be incorporated into the WMA.

The WMA shall be produced within the temperature range recommended by the WMA technology supplier to achieve target compaction in the field and to meet the requirements specified in the Contract Documents.

310.06.02.02 Requirements for Rollers

The last paragraph in clause 310.06.02.02.01, General, is deleted in its entirety and replaced by the following:

The rolls or drums shall be operated in accordance with the WMA technology supplier's requirements to avoid mix segregation or roller pickup or both.

Page 27 Rev. Date: 11/2010 OPSS 310 Appendix 310-C

Subsection 310.07.04 is deleted in its entirety and replaced with the following:

310.07.04 Transportation of Warm Mix Asphalt

The WMA shall be transported from the asphalt plant to the work in leak-proof truck boxes that have been previously cleaned of all foreign materials. If required, truck boxes shall be lightly coated with a uniform application of release agent in accordance with the WMA technology supplier's recommendations. Truck boxes shall be drained after each application and before loading. No release agents shall be used that can adversely affect the quality or performance of the WMA. Release agents shall be used according to the proprietary requirements.

310.07.06 Placing Warm Mix Asphalt

310.07.06.01 General

Subsection 310.07.06.01 is deleted in its entirety and replaced with the following:

The Contractor shall provide notice of their intent to pave in writing to the Contract Administrator a minimum of 7 Days prior to placing the WMA.

The WMA technology supplier‘s recommendations for placing the WMA mix shall be followed.

The temperature of the WMA immediately after spreading shall be within the limits identified in Table 11.

Prior to roller compaction, obvious defects in the WMA material placed shall be corrected. Irregularities in the alignment and grade along the outside edges shall be corrected.

At the end of each completed portion and prior to opening the lanes to traffic, the completed sections of WMA course shall be ramped transversely to the existing pavement for a minimum distance of 1.5 m. In all cases, the ramps shall not form part of the permanent asphalt pavement and shall be removed prior to continuing paving operations.

OPSS 310.07 is amended by the addition of the following subsection:

310.07.16 Temperature Measurement

The Contractor shall provide plant production temperatures, obtained once per hour during the production of the WMA, to the Contract Administrator no later than 7 Days from the date of measurement.

310.08 QUALITY ASSURANCE

310.08.01 General

Clause 310.08.01of OPSS 310 is amended by the addition of the following:

When the selected WMA technology requires that additives be added to the asphalt cement, acceptance of the asphalt cement shall be based on the samples that contain the WMA additive. Acceptance of WMA emulsion shall be based on testing the asphalt cement residue obtained from the WMA emulsion.

Page 28 Rev. Date: 11/2010 OPSS 310 Appendix 310-C

310.10 BASIS OF PAYMENT

Subsection 310.10.01 is deleted in its entirety and replaced with the following:

310.10.01 Warm Mix HL ("type") - Item Warm Mix HL ("type") Patching - Item Heavy Duty Binder Course Warm Mix - Item Medium Duty Binder Course Warm Mix - Item Dense Friction Course Warm Mix - Item Superpave Warm Mix ("type") - Item Superpave Warm Mix ("type") Patching - Item SMA Warm Mix

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material to do the work.

Removal and replacement of the following shall be at no extra cost to the Owner: c) Defective areas of WMA, including but not limited to those due to flushing, bleeding, segregation, fat spots, surface damage, and surface contamination. d) WMA that does not meet the requirements of the Contract Documents.

Referee testing undertaken to resolve a dispute shall be at no extra cost to the Owner if the referee test results confirm that the WMA does not the minimum requirements of Table 8 or is deemed borderline or rejectable according to Table 9.

A coring and testing program undertaken to resolve a dispute shall be at no extra cost to the Owner if the mix compaction is confirmed to be below the minimum specified compaction.

No additional payment shall be made for any delays or costs attributed to verification of the gross mass and tare mass of trucks requested by the Contract Administrator.

Table 11 is added:

TABLE 11 Allowable Limits for WMA Paving Temperature

Minimum Allowable Maximum Allowable WMA Paving Temperature WMA Paving Temperature

The higher of 60 °C and the minimum temperature The lower of 125 °C and the maximum recommended by the WMA technology supplier. temperature recommended by the WMA technology supplier.

Page 29 Rev. Date: 11/2010 OPSS 310 ONTARIO PROVINCIAL METRIC STANDARD OPSS 314 SPECIFICATION NOVEMBER 2013

CONSTRUCTION SPECIFICATION FOR UNTREATED GRANULAR SUBBASE, BASE, SURFACE, SHOULDER, AND STOCKPILING

TABLE OF CONTENTS

314.01 SCOPE

314.02 REFERENCES

314.03 DEFINITIONS

314.04 DESIGN AND SUBMISSION REQIREMENTS - Not Used

314.05 MATERIALS

314.06 EQUIPMENT - Not Used

314.07 CONSTRUCTION

314.08 QUALITY ASSURANCE

314.09 MEASUREMENT FOR PAYMENT

314.10 BASIS OF PAYMENT

APPENDICES

314-A Commentary

314.01 SCOPE

This specification covers the requirements for the construction of untreated granular subbase, base, roadway surface and shoulder, edge ramping for bituminous pavements, and stockpiling at specified sites.

314.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2013 OPSS 314

314.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

314.02 REFERENCES

When the Contract Documents indicate that provincial-oriented specifications are to be used and there is a provincial-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.PROV, unless use of a municipal-oriented specification is specified in the Contract Documents. When there is not a corresponding provincial-oriented specification, the references below shall be considered to be to the OPSS listed, unless use of a municipal-oriented specification is specified in the Contract Documents.

When the Contract Documents indicate that municipal-oriented specifications are to be used and there is a municipal-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.MUNI, unless use of a provincial-oriented specification is specified in the Contract Documents. When there is not a corresponding municipal-oriented specification, the references below shall be considered to be the OPSS listed, unless use of a provincial-oriented specification is specified in the Contract Documents.

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 350 Concrete Pavement and Concrete Base OPSS 501 Compacting

Ontario Provincial Standard Specifications, Material

OPSS 1001 Aggregates - General OPSS 1010 Aggregates - Base, Subbase, Select Subgrade, and Backfill Material

314.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Construction Grading Report means a tabular report provided by the Contract Administrator that identifies stations, offsets, and elevations for granular surfaces consistent with the design cross-section.

Page 2 Rev. Date: 11/2013 OPSS 314

Quality Assurance (QA) means a system or series of activities carried out by the Owner to ensure that materials received from the Contractor meet the specified requirements.

Quality Control (QC) means a system or series of activities carried out by the Contractor to ensure that materials supplied to the Owner meet the specified requirements.

314.05 MATERIALS

314.05.01 Aggregates

Granular material and select subgrade material shall be according to OPSS 1010.

314.07 CONSTRUCTION

314.07.01 Granular Subbase, Base, and Surface

Material shall be kept free from clay and other types of deleterious material. The Contractor's operations shall not disturb underlying work.

Material shall be placed without segregation in uniform layers such that the thickness of the compacted layer is not greater than 150 mm, except as provided under the Modified Layer Compaction Method clause.

Each layer shall be bladed to a smooth surface according to the required cross-section and maintained until placement of a subsequent layer, when applicable.

Prior to closing down operations for the completion of each day's work, the subbase material shall be bladed and compacted and, if necessary, covered with sufficient base material to carry traffic.

The granular base shall be maintained to the tolerances in grade and cross-section and to the specified density until the project is accepted or, if the Contract includes paving, until the surface is paved.

314.07.02 Winter Grading of Granular

All ice and snow shall be removed from all portions of the Work Area. Frozen material shall not be incorporated into the Work. Material shall not be placed over frozen ground, except, at the Contractor's option, a single lift may be placed over frozen ground; in which case, final grading and compaction shall be done after the underlying material has thawed.

314.07.03 Edge Ramping of Bituminous Pavement

A ramp of the specified granular material shall be built along the outside edges of each bituminous pavement construction course. Such ramps shall be at a height level with the pavement course and fall away from its edge at a slope not steeper than 4H:1V. Care shall be taken to prevent any ramping material from being spilled or pushed onto the pavement. Any material that is spilled shall be removed immediately without damage to the pavement and the surface thoroughly cleaned with the use of a power broom or other suitable means.

Prior to paving any section, only sufficient material to construct the ramps shall be placed on the shoulders. No other shoulder material shall be placed until the conditions, as detailed in the Shoulders subsection, have been attained.

Edge ramps shall be completed prior to opening adjacent pavement to traffic.

Page 3 Rev. Date: 11/2013 OPSS 314

314.07.04 Shoulders

Granular shouldering material shall be placed and compacted at locations and to the line, grade, and cross- section specified in the Contract Documents.

Before commencing shoulder construction, all debris and deleterious material shall be removed from the shoulder area.

Shouldering operations shall commence as soon as, but not before, the following pavement conditions are met: a) Bituminous Pavements

Placement of granular material for shouldering operations shall not commence along any section of pavement until 24 hours have elapsed from the time of completion of the final bituminous pavement course in that section. The shouldering operations shall be completed within 24 hours on sections of pavement that are open to traffic. When the pavement is not open to traffic, the shouldering shall be completed before traffic is permitted. b) Concrete Pavement and Concrete Base

Shouldering operations shall commence according to OPSS 350. Shouldering shall be completed before opening the concrete base or concrete pavement to traffic.

All shoulder construction material shall be conveyed from the transport vehicle onto the shoulder area. End dumping of shoulder construction material directly on to the adjacent pavement surface or directly on to the shoulder shall not be permitted. The material shall be uniformly distributed within the specified shoulder limits without segregation. Grading and shaping operations shall confine all material to within the specified shoulder limits without overspill. Any shoulder construction material deposited, dragged, or inadvertently placed on the pavement surface shall be removed immediately and the pavement surface shall be thoroughly cleaned with the use of a power broom or other suitable means.

Operation of equipment shall not cause any damage to the pavement.

314.07.05 Compaction

314.07.05.01 General

Each layer of material shall be compacted as specified before the next layer is placed.

314.07.05.02 Compaction Requirements

The compaction requirements shall be according to OPSS 501.

314.07.05.03 Modified Layer Compaction Method

At the option of the Contractor, granular material may be placed in layers thicker than permitted under the Granular Subbase, Base, and Surface subsection, subject to the following provisions: a) All material shall be placed in uniform layers such that each layer shall have a depth of not more than 300 mm after compaction.

Page 4 Rev. Date: 11/2013 OPSS 314

b) Before placing each material in thicker layers, the Contractor shall prove, in a two lane trial area, the ability of the proposed compaction method to achieve the specified density. The location and extent of the trial area shall be approved by the Contract Administrator. At least 48 hours notice shall be given to the Contract Administrator before any work commences on the trial area. Full details of the proposed placing and compacting system or systems, including the rate of placing, depth of layer, number and type of compaction units, and number of passes shall be given to the Contract Administrator. The areas designated to evaluate each system shall be of sufficient length to be representative of the proposed method and shall normally be approximately 150 m in length.

c) When the Contract Administrator, on the basis of test results, approves a system of placing and compacting, the system shall be used for the remainder of the work to which it is applicable, except that:

i. Should the Contractor find it necessary at any time to change the system or any part of it, including the source of material or the rate of placing the material, the Contractor shall first obtain approval from the Contract Administrator, who may require a further trial area. ii. If at any time tests show that a previously approved system is no longer producing the specified compaction, the Contractor shall make whatever changes are necessary to satisfy the requirements of this specification.

314.07.06 Tolerances

314.07.06.01 General

The surface of the uppermost layer of granular material shall be bladed, shaped, and compacted to produce the specified grade and cross-section.

In the event of a conflict between meeting horizontal grading tolerances and meeting vertical grading tolerances, the vertical grading tolerance shall take precedence.

314.07.06.02 Granular Courses

The finished granular courses shall not deviate more than 30 mm from the specified grade and cross-section and the surface shall not deviate more than 15 mm at any place as measured in any direction with a 3 m straight edge.

314.07.06.03 Bituminous Courses, Sidewalk, Curb, and Gutter

The finished granular surface shall not deviate more than 30 mm from the specified grade and cross- section, except when the finished bituminous grade is controlled by fixed components such as existing pavements and curbs, in which case the finished granular surface shall not deviate more than 10 mm from the specified grade. Granular surfaces shall not deviate more than 10 mm at any place as measured in any direction with a 3 m straight edge.

314.07.06.04 Concrete Courses, Sidewalk, Curb, and Gutter

The finished granular surface shall not deviate more than 10 mm from the specified grade and cross- section and the surface shall not deviate more than 10 mm at any place as measured in any direction with a 3 m straight edge.

314.07.07 Stockpiling of Granular Material

Stockpiles of granular material shall be constructed according to OPSS 1001 at sites specified in the Contract Documents.

Page 5 Rev. Date: 11/2013 OPSS 314

314.07.08 Quality Control

The Contractor shall carry out grade checks on the finished granular surfaces and carry out all QC grade checks required to ensure that the finished granular courses are built to within the specified tolerances for grade and cross-section. QC of granular grading shall be based on surface tolerances of the finished granular courses, as provided in the Tolerances subsection. The grade shall be certified at the stations and offsets shown in the Construction Grading Report.

314.07.09 Submission of Grade Checks

All grade checks relating to horizontal and vertical grading tolerances, including all non-compliances, shall be submitted to the Contract Administrator within 2 Business Days following completion of the grade. The Contractor shall sign and certify the construction grading report as correct.

When grading templates are available, the Contractor shall sign and certify the template as correct. If no template is available, the Contractor shall complete, sign, and submit form OPSF 314-1 to the Contract Administrator.

314.07.10 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

314.08 QUALITY ASSURANCE

314.08.01 General

The Contract Administrator may conduct random QA grade checks to verify that the grade and cross-section are within the specified tolerances.

314.08.02 Finished Grades Outside Specification

When the finished granular grade or cross-section or both do not meet the acceptance criteria, the granular course shall be brought to grade or cross-section or both within the specified tolerances.

314.08.03 Acceptance

Provided that the Contract Administrator's grade checks are according to those determined by the Contractor, no action shall be taken. If discrepancies between QA and QC grade checks occur, additional QA grade checks may be conducted by the Contract Administrator. If the Contract Administrator chooses not to take QA grade checks, the work shall be accepted on the basis of QC grade checks.

If the finished grade or cross-section or both are not according to the specification, the Contractor shall be required to bring the granular surface to grade or cross-section or both within the specified tolerances and recertify the grade.

Page 6 Rev. Date: 11/2013 OPSS 314

314.09 MEASUREMENT FOR PAYMENT

314.09.01 Actual Measurement

314.09.01.01 Granular A, B Type I, B Type II, B Type III, M, O, and S Granular A, B Type I, B Type II, B Type III, M, and O Stockpiled Granular A, B Type I, B Type II, B Type III, M, and O from Stockpile Select Subgrade Material

314.09.01.01.01 Tonne

When payment is by the tonne:

a) When the Contractor supplies Granular A and M composed of air-cooled iron blast-furnace slag or nickel slag, the payment quantities shall be determined by applying the following factors:

i. The total measured mass of air-cooled iron blast-furnace slag incorporated into the work shall be multiplied by a factor of 1.116. ii. The total measured mass of nickel slag incorporated into the work shall be multiplied by a factor of 0.85. b) When Granular B is composed of slag, the payment quantities shall be determined by comparing the density of the material to the average density of granular material as set by the Owner for that specific area and applying the conversion factors so determined to the weighed tonnes. c) When granular material is composed of slag, it is necessary to determine the amount of overrun or underrun. Such overrun and underrun shall be the difference between the tender quantity and the payment quantity as determined by applying the foregoing factors to the weighed tonnes.

314.09.01.01.02 Cubic Metre

When payment is by cubic metre, one of the following methods shall be employed as determined by the Contract Administrator: a) End Area Method

i. At Source

The volume of material shall be measured at the source in their original location and computed in cubic metres by the method of average end areas.

Cross-sections shall be taken after the source has been cleared, grubbed, and stripped of all unsuitable surface material.

The volume of boulders removed from borrow pits that cannot be accommodated in embankments shall be deducted.

ii. In Place

When the measurement for payment of material in their original location is not possible, the measurement for payment shall be made of material measured in place with no allowance for shrinkage and computed in cubic metres by the method of average end areas.

Page 7 Rev. Date: 11/2013 OPSS 314 b) Truck Box Method

Material shall be measured in cubic metres, loose, by predetermined truck box capacities. The predetermined capacity of each truck shall be that computed from its box dimensions.

Each truck shall be uniquely and readily identifiable.

314.09.01.01.03 Square Metre

When payment is by square metre, the area shall be based on that shown in the Contract Documents.

314.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

314.10 BASIS OF PAYMENT

314.10.01 Granular A - Item Granular A, Stockpiled - Item Granular A, from Stockpile - Item

Granular B Type I - Item Granular B Type I, Stockpiled - Item Granular B Type I, from Stockpile - Item

Granular B Type II - Item Granular B Type II, Stockpiled - Item Granular B Type II, from Stockpile - Item

Granular B Type III - Item Granular B Type III, Stockpiled - Item Granular B Type III, from Stockpile - Item

Granular M - Item Granular M, Stockpiled - Item Granular M, from Stockpile - Item

Granular O - Item Granular O, Stockpiled - Item Granular O, from Stockpile - Item

Granular S - Item Select Subgrade Material, Compacted - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material to do the work.

The cost of any additional QA grade checks on the recertified area shall be the responsibility of the Contractor. All grading carried out by the Contractor as a result of QA grade checks to ensure tolerances shall be carried out at no additional charge to the Owner.

Page 8 Rev. Date: 11/2013 OPSS 314

Compensation for the cleanup of the stockpile site on completion of the operation, when required, shall be included as part of the granular item cost.

314.10.02 From Stockpile

Compensation for clearing, grubbing, stripping, cleanup of the stockpile site, and for supplying and placing a pad upon which the materials are to be stockpiled shall be included as part of the granular item cost.

Page 9 Rev. Date: 11/2013 OPSS 314

CERTIFICATION OF GRADE ELEVATION / CROSSFALL CONTRACT ______LOCATION ______

COMPONENTS ______LOCATION ______

In compliance with the Contract, I hereby certify that the following component of the work has been correctly constructed to the specified line and grade tolerances.

FROM TO TYPE OF CERTIFIED BY DATE STATION STATION GRADE Print name Signature

OPSF 314-1

Page 10 Rev. Date: 11/2013 OPSS 314

Appendix 314-A, November 2013 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Location, line, grade, and cross-section for granular material. (314.07.04)

- Sites for stockpiles of granular material. (314.07.07)

On projects requiring grading, the designer should provide a Construction Grading Report.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 11 Rev. Date: 11/2013 OPSS 314

ONTARIO PROVINCIAL METRIC STANDARD OPSS.MUNI 401 SPECIFICATION NOVEMBER 2015 (Formerly OPSS 401, November 2013)

CONSTRUCTION SPECIFICATION FOR TRENCHING, BACKFILLING, AND COMPACTING

TABLE OF CONTENTS

401.01 SCOPE

401.02 REFERENCES

401.03 DEFINITIONS

401.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

401.05 MATERIALS

401.06 EQUIPMENT - Not Used

401.07 CONSTRUCTION

401.08 QUALITY ASSURANCE - Not Used

401.09 MEASUREMENT FOR PAYMENT

401.10 BASIS OF PAYMENT

APPENDICES

401-A Commentary

401.01 SCOPE

This specification covers the requirements for excavating, backfilling, and compacting trenches for the installation of sanitary and storm pipe sewers; pipe culverts and end sections; pipe subdrains; forcemains and associated appurtenances; watermains and associated appurtenances; and other underground Utilities.

401.01.01 Specification Significance and Use

This specification is written as a municipal-oriented specification. Municipal-oriented specifications are developed to reflect the administration, testing, and payment policies, procedures, and practices of many municipalities in Ontario.

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013) 401.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

401.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 206 Grading OPSS 403 Rock Excavation for Pipelines, Utilities, and Associated Structures in Open Cut OPSS 404 Support Systems OPSS 412 Sewage Forcemain Installation in Open Cut OPSS 441 Watermain Installation in Open Cut OPSS 490 Site Preparation for Pipelines, Utilities, and Associated Structures OPSS 491 Preservation, Protection, and Reconstruction of Existing Facilities OPSS 492 Site Restoration Following Installation of Pipelines, Utilities, and Associated Structures OPSS 501 Compacting OPSS 510 Removal OPSS 517 Dewatering of Pipeline, Utility, and Associated Structure Excavation OPSS 539 Temporary Protection Systems OPSS 902 Excavating and Backfilling - Structures

Ontario Provincial Standard Specifications, Material

OPSS 1010 Aggregates - Base, Subbase, Select Subgrade, and Backfill Material OPSS 1359 Unshrinkable Backfill

Page 2 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013) Provincial Statute

Occupational Health and Safety Act R.S.O. 1990, c. O.1, as amended Ontario Regulations 213/91 - Regulations for Construction Projects, as amended

401.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Additional Excavation means all excavation ordered in writing by the Contract Administrator beyond excavation specified in the Contract Documents.

Associated Appurtenances means as defined in OPSS 412 and OPSS 441.

Backfilling means the operation of filling the trench with bedding, cover, and backfill material or embedment and backfill material.

Backfill Material means fill material used above the embedment or cover material and below the lower of the subgrade or finished grade or the original ground.

Bedding Class means a classification system that defines the depth of the bedding material.

Bedding Material means material as it relates to rigid pipe, from the bottom of the trench to the bottom of the cover.

Cover Material means the material placed from the top of the bedding to the bottom of the backfill for rigid pipe.

Embedment Material means material as it relates to flexible pipe, from the bottom of the trench to the bottom of the backfill.

Excavation, Earth and Rock means the excavation classified as earth and rock according to OPSS 206.

Flexible Pipe means pipe that can deflect 2% or more without cracking such as polyvinyl chloride, polyethylene, or steel pipe.

Imported Material means material obtained from a source other than the Work Area.

Native Material means the material removed to form an excavation within the Work Area for return to the same or other excavation.

Pipe means sanitary or storm pipe sewers, watermains, forcemains, pipe culverts, and subdrains.

Rigid Pipe means pipe that cannot deflect more than 2% without cracking such as concrete pipe.

Trench means the definition as provided in the Occupational Health and Safety Act and Regulations for Construction Projects.

Trenching means the earth or rock excavation required to construct a trench in which to install pipes and their associated appurtenances.

Trench Width means the horizontal distance between the trench walls as measured at the bedding grade.

Page 3 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013)

Unshrinkable Fill means as defined in OPSS 1359.

401.05 MATERIALS

401.05.01 Embedment Material

Embedment material shall be one of the following, as specified in the Contract Documents: a) Granular A. b) Granular B, Type I, II, or III, with 100% passing the 26.5 mm sieve. c) Unshrinkable fill.

401.05.02 Bedding Material

Bedding material shall be one of the following, as specified in the Contract Documents: a) Granular A. b) Granular B, Type I, II, or III, with 100% passing the 26.5 mm sieve. c) Unshrinkable fill.

401.05.03 Cover Material

Cover material shall be one of the following, as specified in the Contract Documents: a) Granular A. b) Granular B, Type I, II, or III, with 100% passing the 26.5 mm sieve.

401.05.04 Granular Material

Granular material shall be according to OPSS 1010.

401.05.05 Backfill Material

401.05.05.01 General

Backfill material shall be one of the following, as specified in the Contract Documents: a) Granular A. b) Granular B, Type I, II, or III. c) Unshrinkable fill. d) Native material.

Page 4 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013) 401.05.05.02 Native and Imported Material

Native and imported material shall be approved by the Contract Administrator. All material shall be free from frozen lumps, cinders, ashes, refuse, vegetable or organic matter, rocks and boulders over 150 mm in any dimension, and other deleterious material.

401.05.06 Unshrinkable Fill

Unshrinkable fill shall be according to OPSS 1359.

401.07 CONSTRUCTION

401.07.01 General

Trenches shall be stable and dry, unless designated as subaqueous Work.

401.07.02 Site Preparation

Site preparation shall be according to OPSS 490.

401.07.03 Preservation and Protection of Existing Facilities

Preservation and protection of existing facilities shall be according to OPSS 491.

401.07.04 Removals

Removals shall be according to OPSS 510.

401.07.05 Dewatering

Dewatering shall be according to OPSS 517 for placement of pipe or to OPSS 902 for placement of structure.

401.07.06 Support Systems

Support systems shall be according to OPSS 404.

401.07.07 Temporary Protection Systems

The construction of all temporary protection systems shall be according to OPSS 539. When the stability, safety, or function of an existing roadway, railway, other works, or proposed works may be impaired due to the method of operation, appropriate protection shall be provided. Protection may include sheathing, shoring, and the driving of piles, when necessary.

401.07.08 Removal of Frozen Ground

Written permission shall be obtained from the Contract Administrator prior to starting any excavation in frozen ground. The method used for removal of frozen ground shall not cause damage to adjacent structures or Utilities.

401.07.09 Trenching

Trenches shall be excavated to the lines, grades, and dimensions specified in the Contract Documents. The width of the trench at the bottom shall not exceed the width at the top.

Page 5 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013) Trenching for pipe culverts shall include the excavation for frost tapers and end sections.

No more than 15 m of trench shall be open in advance of the completed pipe system.

The Contract Administrator shall be notified immediately if the bottom of the trench appears to give an unsuitable foundation.

When installing rigid pipe, if the trench is excavated wider than the allowable width without authorization, the Contract Administrator may require the use of a stronger pipe or a higher class of bedding or both.

If the trench depth is excavated beyond the limits of the required excavation without the Contract Administrator’s authorization, granular material shall be placed and compacted in the trench to reinstate the required trench limits prior to backfilling the trench as specified in the Contract Documents. Alternatively, another structurally accepted design shall be provided by adjusting the limits of the excavation prior to backfilling.

Rock excavation for trenches shall be according to OPSS 403.

401.07.10 Backfilling and Compacting

401.07.10.01 General

The diameter or the span and rise of flexible pipes shall not vary from the manufactured dimensions by more than 5% during cover and backfill placing operations.

Pipe installation and backfilling shall be completed prior to the start of subbase and base course construction over the pipe location.

Compacting of embedment, bedding, cover, and backfill materials during pipe installation shall be according to OPSS 501.

Prior to allowing the movement of any construction equipment or vehicular traffic over the buried infrastructure, the depth of backfill shall be sufficient enough to protect the buried infrastructure from damage.

401.07.10.02 Embedment

Placement of embedment material shall be as described in the Bedding and Cover clauses.

401.07.10.03 Bedding

Pipe bedding shall be of the class specified in the Contract Documents.

The surface upon which the pipe is to be laid shall be true to grade and alignment.

The pipe bedding shall be shaped to the dimensions specified in the Contract Documents. When bell and spigot pipe is to be laid, recesses shall be shaped to receive the bells.

Bedding material placed in the haunches shall be compacted prior to continued placement of cover material.

Bedding material shall be placed in uniform layers not exceeding 200 mm in thickness, loose measurement, and each layer shall be compacted according to OPSS 501 before a subsequent layer is placed.

Page 6 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013) Bedding material shall be placed on each side of the pipe and shall be completed simultaneously. At no time shall the levels on each side differ by more than the 200 mm uncompacted layer.

401.07.10.04 Cover

Cover material shall be placed so that damage to or movement of the pipe is avoided.

Cover material shall be placed in uniform layers not exceeding 200 mm in thickness, loose measurement, and each layer shall be compacted according to OPSS 501 before a subsequent layer is placed.

Cover material shall be placed on each side of the pipe and shall be completed simultaneously. At no time shall the levels on each side differ by more than the 200 mm uncompacted layer.

401.07.10.05 Backfill

Backfill material shall be placed in uniform layers not exceeding 300 mm in thickness, loose measurement, for the full width of the trench and each layer shall be compacted according to OPSS 501 before a subsequent layer is placed.

Backfill material shall be placed to a minimum depth of 900 mm above the crown of the pipe before power operated tractors or rolling equipment shall be used for compacting. Uniform layers of backfill material exceeding 300 mm in thickness may be placed with the approval of the Contract Administrator.

When the Contract specifies native backfill material, acceptable earth backfill material may be substituted with the approval of the Contract Administrator. In areas within the roadway, for a depth equal to the frost treatment, the earth backfill material shall have frost susceptible characteristics similar to the adjacent material.

401.07.11 Additional Trenching, Backfilling, and Compacting

Additional trenching, backfilling, and compacting shall be as described in the Trenching and Backfilling and Compacting subsections.

Unsuitable material shall be excavated and the resulting excavation shall be backfilled and compacted to obtain a suitable foundation.

401.07.12 Site Restoration

Site restoration shall be according to OPSS 492.

401.07.13 Management of Excess Material

Management of excess material shall be as specified in the Contract Documents.

401.09 MEASUREMENT FOR PAYMENT

401.09.01 Actual Measurement

401.09.01.01 Additional Trenching, Backfilling, and Compacting

Additional trenching, backfilling, and compacting shall be based on the volume of the additional excavation measured in cubic metres prior to installation of the pipe.

The volume of the excavation that is in addition to the limits specified in the Contract Documents shall be determined.

Page 7 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013) 401.10 BASIS OF PAYMENT

401.10.01 Trenching, Backfilling, and Compacting

Payment at the Contract price for the appropriate tender items for the installation of sanitary and storm pipe sewers, pipe culverts and end sections, subdrains, forcemains and associated appurtenances, watermains and associated appurtenances, and other underground Utilities shall be full compensation for all labour, Equipment, and Material to do the work.

When the Contract contains separate items for work required by this specification, payment shall be at the Contract prices and according to the specifications for such work.

Any expenses for remedial work resulting from unauthorized over-excavation of the trench width and depth shall be borne by the Contractor.

When native material is deemed unsuitable for backfill for reasons other than those attributed to the Contractor's mode of operation, any additional work done to provide acceptable backfill beyond the work herein specified shall be paid for as Extra Work.

401.10.02 Additional Trenching, Backfilling, and Compacting - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

401.10.03 Rock Excavation for Trenches

Payment for rock excavation for trenches shall be according to OPSS 403.

Page 8 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013) Appendix 401-A, November 2013 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer may consider including soil boring data, a geotechnical report, a subsurface report, or a soils report in the tender documents.

The designer may consider specifying requirements for a pre-condition survey in the Contract Documents.

The designer should specify the following in the Contract Documents:

- Type of embedment material. (401.05.01)

- Type of bedding material. (401.05.02)

- Type of cover material. (401.05.03)

- Type of backfill material. (401.05.05.01)

- Trench line, grade, and dimensions. (401.07.09)

- Pipe bedding class and dimensions. (401.07.10.03)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 802.010 Flexible Pipe Embedment and Backfill, Earth Excavation OPSD 802.013 Flexible Pipe Embedment and Backfill, Rock Excavation OPSD 802.014 Flexible Pipe Embedment in Embankment, Original Ground: Earth or Rock OPSD 802.020 Flexible Pipe Arch Embedment and Backfill, Earth Excavation OPSD 802.023 Flexible Pipe Arch Embedment and Backfill, Rock Excavation OPSD 802.024 Flexible Pipe Arch Embedment in Embankment, Original Ground: Earth or Rock OPSD 802.030 Rigid Pipe Bedding, Cover and Backfill, Type 1 or 2 Soil - Earth Excavation OPSD 802.031 Rigid Pipe Bedding, Cover and Backfill, Type 3 Soil - Earth Excavation OPSD 802.032 Rigid Pipe Bedding, Cover and Backfill, Type 4 Soil - Earth Excavation OPSD 802.033 Rigid Pipe Bedding, Cover and Backfill, Rock Excavation OPSD 802.034 Rigid Pipe Bedding and Cover in Embankment, Original Ground: Earth or Rock OPSD 802.050 Horizontal Elliptical Rigid Pipe Bedding, Cover and Backfill, Type 1 or 2 Soil - Earth Excavation OPSD 802.051 Horizontal Elliptical Rigid Pipe Bedding, Cover and Backfill, Type 3 Soil - Earth Excavation OPSD 802.052 Horizontal Elliptical Rigid Pipe Bedding, Cover and Backfill, Type 4 Soil - Earth Excavation OPSD 802.053 Horizontal Elliptical Rigid Pipe Bedding, Cover and Backfill, Rock Excavation OPSD 802.054 Horizontal Elliptical Rigid Pipe Bedding and Cover in Embankment, Original Ground: Earth or Rock OPSD 803.010 Backfill and Cover for Concrete Culverts OPSD 803.030 Frost Treatment - Pipe Culverts, Frost Penetration Line Below Bedding Grade OPSD 803.031 Frost Treatment - Pipe Culverts, Frost Penetration Line Between Top of Pipe and Bedding Grade

Page 9 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013)

Page 10 Rev. Date: 11/2015 OPSS.MUNI 401 (Formerly OPSS 401, November 2013) ONTARIO PROVINCIAL METRIC STANDARD OPSS 402 SPECIFICATION NOVEMBER 2013

CONSTRUCTION SPECIFICATION FOR EXCAVATING, BACKFILLING, AND COMPACTING FOR MAINTENANCE HOLES, CATCH BASINS, DITCH INLETS, AND VALVE CHAMBERS

TABLE OF CONTENTS

402.01 SCOPE

402.02 REFERENCES

402.03 DEFINITIONS

402.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

402.05 MATERIALS

402.06 EQUIPMENT - Not Used

402.07 CONSTRUCTION

402.08 QUALITY ASSURANCE - Not Used

402.09 MEASUREMENT FOR PAYMENT

402.10 BASIS OF PAYMENT

APPENDICES

402-A Commentary

402.01 SCOPE

This specification covers the requirements for excavating, backfilling, and compacting for the installation of storm and sanitary pipe sewer maintenance holes, storm sewer catch basins and ditch inlets, and valve chambers for watermains and forcemains.

402.01.01 Specification Significance and Use

Page 1 Rev. Date: 11/2013 OPSS 402

Use of this specification or any other specification shall be according to the Contract Documents.

402.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

402.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 206 Grading OPSS 403 Rock Excavation for Pipelines, Utilities, and Associated Structures in Open Cut OPSS 404 Support Systems OPSS 490 Site Preparation for Pipelines, Utilities, and Associated Structures OPSS 491 Preservation, Protection, and Reconstruction of Existing Facilities OPSS 492 Site Restoration Following Installation of Pipelines, Utilities, and Associated Structures OPSS 501 Compacting OPSS 510 Removal OPSS 517 Dewatering of Pipeline, Utility, and Associated Structure Excavation

Ontario Provincial Standard Specifications, Material

OPSS 1010 Aggregates - Base, Subbase, Select Subgrade, and Backfill Material OPSS 1359 Unshrinkable Backfill

Page 2 Rev. Date: 11/2013 OPSS 402

402.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Additional Excavation means all excavation ordered in writing by the Contract Administrator beyond excavation specified in the Contract Documents.

Backfilling means the operation of filling the excavation with bedding and backfill material.

Backfill Material means approved fill material used above the bedding and below the lower of the subgrade or finished grade or original ground.

Bedding Material means the material used to support the maintenance hole, catch basin, ditch inlet, or valve chamber.

Excavation, Earth and Rock means the excavation classified as earth and rock according to OPSS 206.

Imported Material means material obtained from a source other than the Work Area.

Native Material means the material removed to form an excavation within the Work Area for return to the same or other excavation.

Over-Excavation means all excavation beyond that specified in the Contract Documents, performed without the written order of the Contract Administrator.

Structure means maintenance hole, catch basin, ditch inlet, or valve chamber.

Unshrinkable Fill means a controlled density cement treated aggregate material.

402.05 MATERIALS

402.05.01 Granular Material

Granular material shall be according to OPSS 1010.

402.05.02 Backfill Material

402.05.02.01 General

Backfill material shall be as specified in the Contract Documents.

402.05.02.02 Native and Imported Material

Native and imported material shall be material approved by the Contract Administrator. All material shall be free from frozen lumps, cinders, ashes, refuse, vegetable or organic matter, rocks, and boulders over 150 mm in any dimension, and other deleterious material.

402.05.03 Unshrinkable Fill

Unshrinkable fill shall be according to OPSS 1359.

Page 3 Rev. Date: 11/2013 OPSS 402

402.07 CONSTRUCTION

402.07.01 General

Excavations shall be stable and dry, unless designated as subaqueous Work.

402.07.02 Site Preparation

Site preparation shall be according to OPSS 490.

402.07.03 Preservation and Protection of Existing Facilities

Preservation and protection of existing facilities shall be according to OPSS 491.

402.07.04 Removals

Removals shall be according to OPSS 510.

402.07.05 Dewatering

Dewatering shall be according to OPSS 517.

402.07.06 Support Systems

Support systems shall be according to OPSS 404.

402.07.07 Removal of Frozen Ground

Written permission shall be obtained from the Contract Administrator prior to starting an excavation in frozen ground. The method used for removal of frozen ground shall not cause damage to adjacent structures or Utilities.

402.07.08 Excavation

402.07.08.01 General

Excavation shall be performed to the lines, elevations, and dimensions specified in the Contract Documents plus an allowance for support systems, where required.

Rock excavation for maintenance holes, catch basins, ditch inlets, or valve chambers shall be according to OPSS 403.

402.07.08.02 Additional Excavation

Structures shall not be placed or constructed on an unsuitable foundation as may be determined by the Contract Administrator.

Unsuitable material shall be excavated and the resulting excavation shall be backfilled and compacted to obtain a suitable foundation.

402.07.08.03 Over-Excavation

Corrective measures ordered by the Contract Administrator to rectify deficiencies caused by overexcavation shall be performed. Soil that has become disturbed by construction methods or procedures shall be removed and replaced with granular material compacted to 95% maximum dry density where the excavated surface is below or beside the proposed structure.

Page 4 Rev. Date: 11/2013 OPSS 402

402.07.09 Backfilling and Compacting

402.07.09.01 Bedding

A 150 mm layer of granular bedding material shall be placed on the bottom of the excavation and compacted according to OPSS 501, prior to the placing of a structure.

402.07.09.02 Backfill

Backfill material shall be placed simultaneously on all sides of the structure in layers not exceeding 300 mm in thickness, loose measurement, and compacted according to OPSS 501, prior to the placement of a subsequent layer.

Backfill material shall not commence around cast-in-place concrete structures until approval has been obtained from the Contract Administrator.

402.07.10 Additional Excavating, Backfilling, and Compacting

Additional excavating, backfilling, and compacting shall be as described in the Excavation and Backfilling and Compacting subsections.

The volume of the excavation that is in addition to the limits specified in the Contract Documents shall be determined.

402.07.11 Site Restoration

Site restoration shall be according to OPSS 492.

402.07.12 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

402.09 MEASUREMENT FOR PAYMENT

402.09.01 Actual Measurement

402.09.01.01 Additional Excavating, Backfilling, and Compacting

Additional excavating, backfilling, and compacting shall be based on the volume of the additional excavation measured in cubic metres prior to installation of a structure.

The volume of the additional excavation shall be determined beyond the limits specified in the Contract Documents.

402.10 BASIS OF PAYMENT

402.10.01 Excavating, Backfilling, and Compacting for Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

Payment at the Contract price for the appropriate tender items for the installation of maintenance holes, catch basins, ditch inlets, and valve chambers shall be full compensation for all labour, Equipment, and Material to do the work.

Page 5 Rev. Date: 11/2013 OPSS 402

When the Contract contains separate items for work required by this specification, payment shall be at the Contract prices and according to the specifications for such work.

Any expenses for remedial work resulting from over-excavation shall be borne by the Contractor.

402.10.02 Additional Excavating, Backfilling, and Compacting - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

402.10.03 Rock Excavation for Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

Payment for rock excavation for maintenance holes, catch basins, ditch inlets, and valve chambers shall be according to OPSS 403.

Page 6 Rev. Date: 11/2013 OPSS 402

Appendix 402-A, November 2013 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer may consider including soil boring data, a geotechnical report, a subsurface report, or a soils report in the tender documents.

The designer should specify the following in the Contract Documents:

- Type of backfill material. (402.05.02)

- Lines, elevations, and dimensions of structure excavation. (402.07.08.01)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 701.010 to 701.015 Precast Concrete Maintenance Holes, 1,200 mm to 3,600 mm in Diameter OPSD 701.030 to 701.081 Precast Concrete Maintenance Hole Components, 1,200 mm to 3,600 mm in Diameter OPSD 702.040 to 702.050 Precast Concrete Ditch Inlet Maintenance Hole, 1,200 mm x 1,200 mm OPSD 703.011 to 703.015 Precast Concrete Single Inlet Flat Cap, 1,500 mm to 3,600 mm in Diameter OPSD 703.021 to 703.024 Precast Concrete Twin Inlet Flat Cap, 1,500 mm to 3,000 mm in Diameter OPSD 705.010 to 705.020 Precast Concrete Catch Basins OPSD 705.030 to 705.040 Precast Concrete Ditch Inlets OPSD 706.010 to 706.041 Precast Concrete Ditch Inlets with 1,500 mm to 3,000 mm Diameter Flat Cap OPSD 1100.010 Cast-In-Place Chamber for Valves up to 350 mm Diameter OPSD 1101.010 Precast Valve Chamber, 1,200 mm and 1,500 mm Diameter OPSD 1101.012 to 1101.015 Precast Concrete Valve Chamber with Poured-In-Place Thrust Blocks, 1,800 mm x 2,400 mm OPSD 1101.016 to 1101.019 Precast Concrete Valve Chamber with Poured-In-Place Thrust Blocks, 2,400 mm x 3,000 mm

Page 7 Rev. Date: 11/2013 OPSS 402

ONTARIO PROVINCIAL METRIC STANDARD OPSS 405 SPECIFICATION NOVEMBER 2008

CONSTRUCTION SPECIFICATION FOR PIPE SUBDRAINS

TABLE OF CONTENTS

405.01 SCOPE

405.02 REFERENCES

405.03 DEFINITIONS

405.04 DESIGN AND SUBMISSION REQUIREMENTS

405.05 MATERIALS

405.06 EQUIPMENT - Not Used

405.07 CONSTRUCTION

405.08 QUALITY ASSURANCE

405.09 MEASUREMENT FOR PAYMENT

405.10 BASIS OF PAYMENT

APPENDICES

405-A Commentary

405.01 SCOPE

This specification covers the requirements for the installation of pipe subdrains.

405.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2008 OPSS 405 405.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

405.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 320 Open Graded Drainage Layer OPSS 409 Closed-Circuit Television Inspection of Pipelines OPSS 421 Pipe Culvert Installation In Open Cut OPSS 501 Compacting

Ontario Provincial Standard Specifications, Material

OPSS 1004 Aggregates - Miscellaneous OPSS 1010 Aggregates - Base, Subbase, Select Subgrade, and Backfill Material OPSS 1801 Corrugated Steel Pipe Products OPSS 1840 Non-Pressure Polyethylene Plastic Pipe Products OPSS 1841 Polyvinyl Chloride (PVC) Pipe Products OPSS 1860 Geotextiles

Page 2 Rev. Date: 11/2008 OPSS 405 Canadian Standards Association (CSA)

G164-M92 (R2003) Hot Dip Galvanizing of Irregularly Shaped Articles

Bureau De Normalisation Du Quebec (BNQ)

3624-115 (2007) Polyethylene (PE) Pipe and Fittings - Flexible Corrugated Pipes for Drainage - Characteristics and Test Methods.

Water Research Centre (WRc) Publication

MSCC Manual of Sewer Condition Classification, 4th Edition, December 2003

405.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Backfilling means the operation of filling the trench with embedment and backfill material.

Backfill Material means the material used to fill the trench above the embedment material and below the lower of the subgrade or finished grade or the original ground.

Bedding means the embedment material placed in the subdrain and outlet pipe trenches below the pipe.

CCTV means closed-circuit television.

Embedment Material means the material used to fill the trench from the bottom of bedding to the height specified in the Contract Documents.

Knitted Sock Geotextile means a textile structure produced by knitting in a continuous tube specifically intended to cover perforated subdrain. Knitted geotextiles are suitable only for wrapping of perforated subdrain pipe.

OGDL means open graded drainage layer.

Outlet means the terminal 2.5 m of the outlet pipe.

Outlet Pipe means a non-perforated 100 or 150 mm diameter pipe that is placed for the purpose of conveying subsurface water from a subdrain to a proper outlet.

Subdrain means a perforated 100 or 150 mm diameter pipe that is placed for the purpose of collecting subsurface water and conveying it to a proper outlet pipe.

405.04 DESIGN AND SUBMISSION REQUIREMENTS

405.04.01 Submission Requirements

Upon request, prior to the placement of subdrain or outlet pipe, documentation from the manufacturer verifying that the material supplied meets the Contract requirements shall be submitted to the Contract Administrator.

Page 3 Rev. Date: 11/2008 OPSS 405 405.05 MATERIALS

405.05.01 General

Subdrain shall be a perforated polyvinyl chloride pipe, polyethylene pipe, or corrugated steel pipe.

Outlet pipe shall be a non-perforated corrugated steel pipe or a non-perforated smooth inside wall pipe constructed of high density polyethylene or polyvinyl chloride.

Outlets shall be constructed of non-perforated corrugated steel pipe or double-walled polyethylene or polyvinyl chloride pipe having a minimum stiffness of 300 kPa.

405.05.02 Corrugated Steel Pipe Products

Corrugated steel pipe products shall be according to OPSS 1801 and as specified in the Contract Documents.

405.05.03 Polyethylene Pipe Products

Polyethylene pipe products shall be according to OPSS 1840 or BNQ 3624-115 and as specified in the Contract Documents.

405.05.04 Polyvinyl Chloride Pipe Products

Polyvinyl chloride pipe products shall be according to OPSS 1841 and as specified in the Contract Documents.

405.05.05 Geotextiles

Geotextiles shall be according to OPSS 1860 and as specified in the Contract Documents.

405.05.06 Fittings

Fittings shall be suitable for and compatible with the class and type of pipe with which they will be used.

Caps shall be polyethylene.

Galvanizing of rodent gates shall be according to CSA G164.

405.05.07 Granular

Granular material shall be according to OPSS 1010 and as specified in the Contract Documents.

405.05.08 Clear Stone

Clear stone shall be 19 mm, Type I or Type II, according to OPSS 1004.

405.05.09 Open Graded Drainage Layer Aggregate

OGDL aggregate shall be according to OPSS 320.

Page 4 Rev. Date: 11/2008 OPSS 405 405.07 CONSTRUCTION

405.07.01 General

Contractor inspection reports shall confirm the following at each outlet pipe connection and at the midpoint between outlets: a) Trench alignment, grade, and width. b) Grade of bedding material. c) Condition of subdrain, outlet pipe, and geotextile. d) Compaction.

Contractor inspection reports shall be submitted to the Contract Administrator upon request.

Geotextile, subdrain, or outlet pipe damaged by exposure to sunlight or damaged by any other means shall be replaced.

The stability of the subdrain and outlet pipe trenches shall be maintained at all times during excavation and backfilling.

405.07.02 Excavation

Trenches shall be excavated to the lines, grades, and dimensions specified in the Contract Documents.

The excavation shall be inspected with grade checks and certified by the Contractor prior to placement of the pipe bedding.

405.07.03 Unstable Foundations

When unstable foundation conditions are encountered, the Contractor shall take the necessary steps to ensure a stable foundation as directed by the Contract Administrator. An inspection report to verify the foundation stability shall be submitted to the Contract Administrator upon request.

405.07.04 Geotexile

Subdrain shall be wrapped with a knitted sock geotextile.

When a geotextile wrapped trench is specified in the Contract Documents, wrapping of the subdrain with a knitted sock geotextile shall not be required, and the geotextile shall be installed as specified in the Contract Documents.

When OGDL or 19 mm clear stone embedment are specified in the Contract Documents, the subdrain trench and outlet pipe trench shall be wrapped with geotextile.

When granular embedment and backfill material are specified for an outlet pipe connection to a catch basin, the outlet pipe trench shall not require geotextile wrap.

405.07.05 Bedding

Bedding shall be placed in the trench to the depth specified in the Contract Documents prior to laying the subdrain or outlet pipe.

Page 5 Rev. Date: 11/2008 OPSS 405 The pipe bedding grade shall be inspected with grade checks and certified by the Contractor prior to laying the subdrain or outlet pipe.

405.07.06 Laying Subdrain and Outlet Pipe

405.07.06.01 General

Pipe installation shall be according to OPSS 421 and as specified below.

The pipe shall be placed firmly on the bedding and secured in place to prevent any movement or disturbance during backfilling. Pipe with perforations on only one side shall be installed with perforations down. Pipe shall not be laid in water or on saturated bedding. Pipe shall not be used as a drain for the Contractor’s operation.

Connections between the subdrain and outlet pipe shall be made with prefabricated 45° elbows or pre- manufactured pipe curves as required.

Outlet pipe shall be installed at all low lying areas, at the end of subdrain, and at a uniform spacing of 100 m along the length of the subdrain.

Subdrain and outlet pipe installation shall be inspected and approved by the Contractor prior to backfilling.

405.07.06.02 Outlets

405.07.06.02.01 General

The outlet shall have an internal diameter that is slightly larger that the outlet pipe diameter so that the outlet pipe can be inserted into the outlet a minimum distance of 300 mm.

Outlets shall extend beyond the front of the ditch or fill slope for a distance of 300 mm.

The ends of all outlets shall be fitted with galvanized rodent gates.

The joint between the outlet pipe and the outlet shall be wrapped with a 0.5 m width of geotextile.

405.07.06.02.02 Marking of Outlets

Each outlet location shall be marked with a 25 x 25 mm square galvanized steel bar, 2.2 m long, embedded from 0.6 to 1.0 m into the ground, adjacent to the outlet, clearly visible from the driving portion of the roadway.

405.07.06.03 Connection to Drainage Structures

Subdrain shall be connected to maintenance holes, catch basins, and ditch inlets by a 1 m section of non- perforated pipe. Subdrain and outlet pipe connections to concrete maintenance holes, catch basins, and ditch inlets shall be cored and grouted as specified in the Contract Documents.

405.07.07 Embedment and Backfill Material

Embedment material shall be clear stone, granular, or open graded drainage layer aggregate as specified in the Contract Documents.

Backfill material shall be as specified in the Contract Documents.

Page 6 Rev. Date: 11/2008 OPSS 405 The Contractor shall ensure that the subdrain and outlet pipe are not damaged or dislodged during the placement and compaction of embedment and backfill material. Damaged or dislodged subdrain and outlet pipe shall be removed and replaced.

Any earth from cave-ins and all other unsuitable material shall be removed from embedment and backfill material.

Compaction of embedment and backfill material shall be according to OPSS 501.

At the termination of a day’s work, backfilling shall be complete over all subdrain and outlet pipe placed.

405.07.07.01 Winter Grading of Material

All ice and snow shall be removed from all portions of the work area. Frozen material shall not be incorporated into the work. Material shall not be placed over frozen ground, ice or snow, except, at the Contractor's option, a single lift may be placed over frozen ground in which case final grading and compaction shall be done after the underlying materials have thawed.

405.07.08 Closed-Circuit Television Inspection

When specified in the Contract Documents, the Contractor shall inspect the drainage system using CCTV inspection to ensure that the subdrain and outlet pipes are intact and were not crushed or damaged during construction. CCTV inspection shall be according to OPSS 409.

CCTV inspection shall be based on selected sampling at locations identified by the Contract Administrator. A minimum of 5% of the entire length of subdrain pipe and 100% of the outlet pipes shall be video inspected and recorded. Where defective, damaged, or improperly installed pipe is encountered, the Contract Administrator may request additional CCTV inspection. The inspection shall be conducted following the placement of the granular course and prior to the placement of the pavement surface.

The equipment used for CCTV inspection of the drainage system shall be according to OPSS 409 with the following exceptions: a) The system shall be capable of providing CCTV inspection of subdrain and outlet pipes of minimum 100 mm inside diameter within a wet environment and shall be capable of negotiating a minimum 45° bend. b) The system shall be capable of inspecting a length of pipe up to 90 m by push rodding, pull cabling, jetting, or tractoring the camera through the pipe. c) The system shall be capable of recording the distance traversed by the camera to within 150 mm.

When the CCTV inspection report shows any of the following defects, as defined by the MSCC manual, they shall be identified to the Contract Administrator and the defective, damaged, or improperly installed subdrain and outlet pipe sections shall be removed and replaced: a) Fracture. b) Broken. c) Large joint displacement. d) Large open joint.

Page 7 Rev. Date: 11/2008 OPSS 405 e) Deformed pipe such that the camera is not able to navigate though the pipe. f) Ponding water.

Replaced subdrain and outlet pipes shall be re-inspected by CCTV to verify installation.

405.07.09 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

405.08 QUALITY ASSURANCE

The Contractor shall demonstrate the outlet pipe is on grade and unobstructed for its full length after backfilling.

405.08.01 Acceptance Criteria

Acceptance of the subdrain and outlet pipes shall be installation according to the requirements of the Contract Documents and no damage or defects as defined in this specification. Subdrain and outlet pipe with damage or defects or that is improperly installed shall be removed and replaced.

405.09 MEASUREMENT FOR PAYMENT

405.09.01 Actual Measurement

405.09.01.01 Pipe Subdrain

Measurement of pipe subdrain shall be by length in metres horizontally along the centreline of the pipe between the ends of the pipe subdrain, including outlets, or between the upstream end of the pipe subdrain and the centre of a maintenance hole, catch basin, or ditch inlet.

405.09.01.02 CCTV Inspection

Measurement for a CCTV inspection of subdrain and outlet pipe shall be by length in metres on the ground surface along the centreline of the subdrain from the centre of one drainage structure to the centre of another drainage structure or the outlet end of the subdrain.

405.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

405.10 BASIS OF PAYMENT

405.10.01 Pipe Subdrain - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

When excavation and backfilling of subdrain and outlet pipe overlaps the excavation and backfilling required for other work, payment for overlapping excavation and backfilling shall be made in accordance with the specifications for such other work as though no excavation and backfilling were required for pipe subdrain.

Page 8 Rev. Date: 11/2008 OPSS 405 When subdrain and outlet pipe are placed below subgrade and the embedment and backfill material are the same material used in the road base or subbase, the embedment and backfill material shall be paid for with the road base or subbase item. When embedment or backfill material or both are different than the material used for the road base or subbase, payment for the embedment and backfill material shall be included in the Contract price for the pipe subdrain.

When unstable foundations are encountered, payment for stabilization shall be as Extra Work.

Maintenance of the stability of the trench shall be at no extra cost to the Owner.

Correction of any defective workmanship and defective or damaged material shall be at no extra cost to the Owner.

405.10.02 Closed-Circuit Television Inspection - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

Re-inspection by CCTV inspection to verify the installation of replaced subdrain or outlet pipe shall be at no extra cost to the Owner.

Page 9 Rev. Date: 11/2008 OPSS 405 Appendix 405-A, November 2008 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Pipe size, metal thickness, corrugation profile, and coating requirements of corrugated steel pipe. (405.05.02)

- Pipe size, type, and stiffness requirements of polyethylene and polyvinyl chloride pipe products. (405.05.03 and 405.05.04)

- The width, grade, and alignment of trench excavation. (405.07.02)

- Bedding depth. (405.07.05)

The designer should determine if the following is required and, if so, it should be specified in the Contract Documents:

- Type, Class, and Filtration Opening Size (FOS) of geotextile trench wrap. (405.05.05)

- Whether the subdrain trench and outlet are to be wrapped with geotextile. (405.07.04)

- Installation details of the geotextile trench wrap. (405.07.04)

- Material type(s) for embedment and backfill of subdrain and outlet pipes. (405.05.07 and 405.07.07)

- Tender item for the inspection of subdrain and outlet pipes by CCTV. (405.07.08 and 405.10.02)

In specifying material types for embedment material, the designer should be aware that certain granulars may have lower permeability and may not be suitable as a drainage medium.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 206.050 Subdrain Pipe Connections and Outlet Details - Rural OPSD 207.044 Subdrain Pipe Connections and Outlets for Open Graded Drainage Layer OPSD 216.021 Subdrain Pipe Connections and Outlet Details - Urban

Page 10 Rev. Date: 11/2008 OPSS 405 ONTARIO PROVINCIAL METRIC STANDARD OPSS 407 SPECIFICATION NOVEMBER 2015

CONSTRUCTION SPECIFICATION FOR NEW MAINTENANCE HOLE, CATCH BASIN, DITCH INLET, AND VALVE CHAMBER INSTALLATION

TABLE OF CONTENTS

407.01 SCOPE

407.02 REFERENCES

407.03 DEFINITIONS

407.04 DESIGN AND SUBMISSION REQUIREMENTS

407.05 MATERIALS

407.06 EQUIPMENT - Not Used

407.07 CONSTRUCTION

407.08 QUALITY ASSURANCE - Not Used

407.09 MEASUREMENT FOR PAYMENT

407.10 BASIS OF PAYMENT

APPENDICES

407-A Commentary

407.01 SCOPE

This specification covers the requirements for the installation of maintenance holes, catch basins, ditch inlets, and valve chambers.

407.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2015 OPSS 407

407.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

407.02 REFERENCES

When the Contract Documents indicate that provincial-oriented specifications shall be used and there is a provincial-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.PROV, unless use of a municipal-oriented specification is specified in the Contract Documents. When there is not a corresponding provincial- oriented specification, the references below shall be considered to be to the OPSS listed, unless use of a municipal-oriented specification is specified in the Contract Documents.

When the Contract Documents indicate that municipal-oriented specifications shall be used and there is a municipal-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.MUNI, unless use of a provincial-oriented specification is specified in the Contract Documents. When there is not a corresponding municipal- oriented specification, the references below shall be considered to be the OPSS listed, unless use of a provincial-oriented specification is specified in the Contract Documents.

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 353 Concrete Curb and Gutter Systems OPSS 402 Excavating, Backfilling, and Compacting for Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers OPSS 404 Support Systems OPSS 408 Adjusting or Rebuilding Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers OPSS 490 Site Preparation for Pipelines, Utilities, and Associated Structures OPSS 491 Preservation, Protection, and Reconstruction of Existing Facilities OPSS 492 Site Restoration Following Installation of Pipelines, Utilities, and Associated Structures OPSS 510 Removal OPSS 517 Dewatering of Pipeline, Utility, and Associated Structure Excavation OPSS 904 Concrete Structures OPSS 920 Deck Joint Assemblies, Preformed Seals, Joint Fillers, Joint Seals, Joint Sealing Compounds, and Waterstops - Structures

Page 2 Rev. Date: 11/2015 OPSS 407

Ontario Provincial Standard Specifications, Material

OPSS 1004 Aggregates - Miscellaneous OPSS 1301 Cementing Materials OPSS 1302 Water OPSS 1350 Concrete - Materials and Production OPSS 1351 Precast Reinforced Concrete Components for Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers OPSS 1440 Steel Reinforcement for Concrete OPSS 1850 Frames, Grates, Covers, and Gratings OPSS 1853 Rubber Adjustment Units for Maintenance Holes, Catch Basins, and Valve Chambers OPSS 1854 High Density Polyethylene (HDPE) and Expanded Polystyrene (EPS) Adjustment Units for Maintenance Holes, Catch Basins, and Valve Chambers

Canadian General Standards Board (CGSB)

1.181-99 Ready-Mixed Organic Zinc-Rich Coating

ASTM International

C 923M-08 Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals

407.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Adjustment Units means circular and rectangular units used between the structure and the frame to adjust the elevation of the frame for grates and covers.

Structure means cast-in-place and precast maintenance holes, catch basins, ditch inlets, and valve chambers.

407.04 DESIGN AND SUBMISSION REQUIREMENTS

407.04.01 Submission Requirements

The Contract Administrator shall be notified in writing a minimum of 10 Days prior to precast components for structures being delivered to the site of the works giving the following information: a) Name of the company that shall be supplying the materials. b) The schedule for the delivery of each component to the site of the works.

407.05 MATERIALS

407.05.01 Concrete

Concrete for cast-in-place structures shall be according to OPSS 1350 with a nominal minimum 28-Day compressive strength of 30 MPa.

Page 3 Rev. Date: 11/2015 OPSS 407

407.05.02 Steel Reinforcement

Steel bar reinforcement, bar mats, and wire fabric for cast-in-place structures shall be according to OPSS 1440.

407.05.03 Precast Concrete Components for Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

Precast units shall be according to OPSS 1351 and as specified in the Contract Documents.

407.05.04 Steps and Ladders

Steps shall be according to OPSS 1351 and as specified in the Contract Documents.

Ladders shall be as specified in the Contract Documents.

407.05.05 Adjustment Units

Precast concrete adjustment units shall be according to OPSS 1351.

Rubber adjustment units shall be according to OPSS 1853.

High density polyethylene (HDPE) and expanded polystyrene (EPS) adjustment units shall be according to OPSS 1854.

407.05.06 Mortar and Grout

Mortar shall consist of a mixture of one part Portland cement according to OPSS 1301 and three parts mortar sand according to OPSS 1004, wetted with sufficient water to make the mixture plastic. Water shall be according to OPSS 1302.

Grout shall consist of a mixture of one part Portland cement according to OPSS 1301 and two parts mortar sand according to OPSS 1004, wetted with sufficient water to make the mixture plastic. Water shall be according to OPSS 1302.

407.05.07 Frames With Covers or Grates

Frames with covers or grates shall be according to OPSS 1850 and as specified in the Contract Documents.

407.05.08 Aluminum Safety Platforms

Aluminum safety platforms shall be according to OPSS 1351 and as specified in the Contract Documents.

407.05.09 Joint Seal Systems

Joint seal systems for precast concrete structures shall be according to OPSS 1351.

407.05.10 Zinc Rich Paint

Zinc rich paint shall be according to CAN/CGSB 1.181.

407.05.11 Resilient Connectors

Resilient connectors between pipes and structures shall be according to ASTM C 923M.

Page 4 Rev. Date: 11/2015 OPSS 407

407.07 CONSTRUCTION

407.07.01 General

Structures of the type specified in the Contract Documents shall be installed on undisturbed and competent foundations at the locations and to the elevations specified in the Contract Documents and shall be constructed plumb and true to alignment.

The top of structures shall be installed below the final grade to allow for the placement of adjustment units to facilitate the placement of the top of the frame with grate or cover to the final grade.

407.07.02 Restrictions

The following restrictions shall apply: a) Precast concrete maintenance hole tees may be used only when the mainline pipe sewer is concrete. b) Precast concrete maintenance hole tees may not be used when a change in pipe size, longitudinal grade, or direction is required.

407.07.03 Site Preparation

Site preparation shall be according to OPSS 490.

407.07.04 Preservation and Protection of Existing Facilities

Preservation and protection of existing facilities shall be according to OPSS 491.

407.07.05 Protection Against Floatation

Damage to the structure due to floatation shall be prevented during construction and until completion of the work.

407.07.06 Cold Weather Work

All work shall be protected from freezing. Structures shall not be installed on frozen ground.

407.07.07 Transporting, Unloading, Storing, and Handling

Manufacturer's recommendations for transporting, unloading, storing, and handling shall be followed.

Materials that are unsound or damaged shall be rejected.

407.07.08 Excavating, Backfilling, and Compacting

Excavating, backfilling, and compacting for the installation of structures shall be according to OPSS 402.

407.07.09 Support Systems

Support systems shall be according to OPSS 404.

407.07.10 Dewatering

Dewatering shall be according to OPSS 517.

Page 5 Rev. Date: 11/2015 OPSS 407

407.07.11 Cast-In-Place Structures

Concrete placement shall be according to OPSS 904.

All inside wall protuberances shall be removed once the forms are stripped.

407.07.12 Precast Structures

Precast or mono bases shall be placed level. Subsequent sections complete with joint seal systems shall be installed according to the manufacturer's recommendations. Joint seal systems for special site conditions (infiltration/exfiltration) shall be as specified in Contract Documents.

Adjustment of the structure shall be carried out by lifting the affected sections free of the excavation, re- levelling the base, if necessary, and re-installing the sections. Damaged sections and gaskets shall be replaced.

Lift holes shall be plugged with mortar.

407.07.13 Installation of Inlet and Outlet Pipes Into Concrete Structures

Inlet and outlet pipes shall be securely set into the structure's concrete base or walls using grout or approved pipe connectors so that the structure is watertight.

One of the following connections shall be provided where a pipe connects to a structure: a) A flexible pipe joint shall be provided within 300 mm of the outside face of the structure for flexible and rigid pipe. b) A concrete cradle to the first joint for rigid pipe. c) A resilient connector (i.e., a flexible, watertight connector) in the structure opening for flexible and rigid pipe. d) A special approved structure designed for pipe support.

Installation of pipe connectors shall be according to the manufacturer's recommendations.

All pipes, except in valve chambers, shall be flush with the inside walls of the structure.

When specified in the Contract Documents, cast iron or medium density polyethylene goss traps shall be placed at the outlet pipe of the catch basin.

When a subdrain is specified in the Contract Documents, the opening for the connection of the subdrain outlet shall be formed by coring. The subdrain outlet pipe shall be sealed into place using non-shrink grout. A 50 mm diameter weep hole shall be cored into the same wall as the subdrain connection and at the same invert elevation.

407.07.14 Benching and Channelling

When specified in the Contract Documents, the inside concrete bottom of the structures shall be benched and channelled to accommodate the pipe.

Where benching is hand finished, it shall have a wood float finish and channelling shall have a steel trowel finish. Channelling shall be smooth and flush with adjacent pipe inverts.

Page 6 Rev. Date: 11/2015 OPSS 407

407.07.15 Installation of Adjustment Units

Installation of adjustment units shall be according to OPSS 408.

407.07.16 Installation of Frames with Grates or Covers

When precast concrete adjustment units are used, frames with grates or covers shall be set in a full bed of mortar on the precast concrete adjustment units.

When HDPE or EPS adjustment units are used, frames with grates or covers shall be installed and sealed according to the HDPE or EPS adjustment unit manufacturer’s instructions.

When rubber adjustment units are used, frames with grates or covers shall be set firmly in place on the rubber adjustment unit by laying a continuous strip of butyl tape on the top surface of the rubber adjustment units and on the bottom of the frame.

Ditch inlet grates shall be installed as specified in the Contract Documents.

Installation of frames with grates or covers which lie within the flow lines of a curb and gutter system shall be according to OPSS 353.

407.07.17 Installation of Aluminum Safety Platforms

Aluminum safety platforms shall be installed as specified in the Contract Documents.

407.07.18 Installation of Extension Stems and Boxes for Valve Chambers

Extension stems and boxes shall be installed as specified in the Contract Documents.

Caps for valve boxes shall be installed flush with the final grade. Guides for the valve extension stems shall be securely anchored to the valve chamber.

407.07.19 Installation of Ladders and Steps

Ladders shall be installed as specified in the Contract Documents.

Steps shall be installed according to OPSS 1351. Steps shall be accurately set in the forms and supported to prevent their displacement if they are being cast-in-place during the placing of concrete for the structure.

407.07.20 Installation of Frost Straps

Frost straps shall be installed as specified in the Contract Documents.

407.07.21 Valve Chamber Insulation

Insulation for the roof, wall, or access way of the valve chamber shall be installed as specified in the Contract Documents.

407.07.22 Catch Basin Apron

Curb and gutter with concrete aprons on existing catch basins shall be constructed at the locations as specified in the Contract Documents.

The work shall include, but not be limited to, the following:

Page 7 Rev. Date: 11/2015 OPSS 407 a) Remove existing curb and gutter and existing pavement by saw cutting to the limits shown in the Contract Documents. b) Disposal of all materials designated for removal shall be according to OPSS 510. c) Construction of concrete curb and gutter shall be according to OPSS 353. d) Adjustment of frame and grate to suit final pavement elevations shall be according to OPSS 408. e) Placement of concrete for concrete apron shall be according to OPSS 904. f) Concrete for curb and gutter and apron shall be poured in place as one structure. g) Placement of hot-poured rubberized asphalt joint sealing compound and joint filler in construction joints shall be according to OPSS 920. h) The horizontal limits of the concrete apron to fit local conditions.

407.07.23 Clean Out of Structures

During the progress of the work and until completion and acceptance of the work, structures shall be kept clean and free of all foreign material.

407.07.24 Site Restoration

Site restoration shall be according to OPSS 492.

407.07.25 Leakage Test

Sanitary sewer maintenance holes and storm sewer maintenance holes shall be tested for leakage when specified in the Contract Documents. Leakage shall not exceed a rate of 3 litres per hour per metre of head above the lowest pipe invert in the maintenance hole.

The test shall be performed by plugging all pipe openings in the maintenance hole and filling the maintenance hole with water. After one hour has elapsed, the distance the surface of the water has dropped shall be measured and the leakage determined by calculating the volume of that portion of the maintenance hole formerly occupied by the water.

Maintenance holes failing the initial test shall have the leaks repaired and be re-tested until the leakage is below the allowable limit.

There shall be no visible infiltration.

407.07.26 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

407.09 MEASUREMENT FOR PAYMENT

407.09.01 Actual Measurement

407.09.01.01 Maintenance Holes, Catch Basins, Apron, Ditch Inlets, and Valve Chambers

For measurement purposes, a count shall be made of the number of structures installed and adjusted.

Page 8 Rev. Date: 11/2015 OPSS 407

407.09.01.02 Maintenance Hole Leakage Testing

For measurement purposes, a count shall be made of the number of maintenance holes passing the leakage test.

407.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

407.10 BASIS OF PAYMENT

407.10.01 Maintenance Holes, “type, size” - Item Catch Basins “type, size” - Item Ditch Inlets “size” - Item Valve Chambers “size” - Item Maintenance Hole Leakage Testing - Item Catch Basin Apron - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material to do the work.

The horizontal limits of the concrete apron to fit local conditions shall be at no additional cost to the Owner.

When the Owner raises or lowers the depth of a maintenance hole by up to and including 150 mm, it shall not constitute a Change in the Work and adjustment shall not be made to the payment. Where the depth of a maintenance hole is raised or lowered by more than 150 mm, this shall then constitute a Change in the Work for the full extent of the change from the original grade.

Page 9 Rev. Date: 11/2015 OPSS 407

Appendix 407-A, November 2015 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer may consider including soil boring data, a geotechnical report, a subsurface report, and/or a soils report in the Contract Documents.

The designer should specify the following in the Contract Documents:

- Material requirements for: - Precast units. (407.05.03) - Steps and ladders. (407 05.04) - Frames with covers or grates. (407.05.07) - Aluminum safety platforms. (407.05.08)

- Structure type, location, and elevation. (407.07.01)

- Type and location of goss traps. (407.07.13)

- Subdrains. (407.07.13)

- Benching. (407.07.14)

- Installation of: - Ditch inlet grates. (407.07.16) - Aluminum safety platforms. (407.07.17) - Extension stems and boxes. (407.07.18) - Ladders and steps. (407.07.19) - Frost straps. (407.07.20) - Valve chamber insulation. (407.07.21) - Curb and gutter with concrete aprons. (407.07.22)

The Contractor may use any of the connections shown in subsection 407.07.13 d). If a specific connection is required, it shall be specified in the Contract Documents.

Designer should determine if leakage testing for storm and sanitary sewer maintenance holes is required. If it is required, it shall be specified in the Contract Documents. Ground water conditions shall determine the type of test required and shall be specified in the Contract Documents. Alternative leakage test method(s) can be considered such as air or CCTV inspection. (407.07.25)

The tender item description for Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers should include reference to one or more of the attributes shown (i.e., type of structure or size of structure, to be complete). (407.10.01)

Page 10 Rev. Date: 11/2015 OPSS 407

Appendix 407-A

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 400.001 Hoisting Hook Rib for Cast Iron Frames for Catch Basins, Maintenance Holes, and Valve Chambers OPSD 400.010 to 400.120 Cast Iron Catch Basin Frames With Grates OPSD 401.010 to 401.060 Cast Iron Maintenance Hole Frames With Covers

OPSD 402.010 to 402.021 Cast Iron Valve Chamber Frames With Covers OPSD 403.010 Galvanized Steel Honey Comb Grating for Ditch Inlets OPSD 404.010 to 404.022 Aluminum Safety Platforms OPSD 405.010 to 405.020 Maintenance Hole Steps OPSD 610.010 to 610.030 Catch Basin Frame With Grate Installation OPSD 701.010 to 701.015 Precast Concrete Maintenance Holes, 1,200 to 3,600 mm in Diameter OPSD 701.021 Maintenance Hole Benching and Pipe Opening Details OPSD 701.030 to 701.081 Precast Concrete Maintenance Hole Components, 1,200 to 3,600 mm in Diameter OPSD 701.100 Frost Strap Installation OPSD 702.040 to 702.050 Precast Concrete Ditch Inlet Maintenance Hole OPSD 703.011 to 703.015 Precast Concrete Single Inlet Flat Cap, 1,500 to 3,600 mm in Diameter OPSD 703.021 to 703.024 Precast Concrete Twin Inlet Flat Cap, 1,500 to 3,000 mm in Diameter OPSD 704.010 to 704.012 Maintenance Hole, Catch Basin, and Valve Chamber Adjustment Units OPSD 705.001 to 705.002 Concrete Catch Basin Apron OPSD 705.010 to 705.020 Precast Concrete Catch Basins OPSD 705.030 to 705.040 Precast Concrete Ditch Inlets OPSD 706.010 to 706.041 Precast Concrete Ditch Inlets Types A and B with 1,500 to 3,000 mm Diameter Flat Cap OPSD 707.010 Precast Maintenance Hole Manufactured Tee OPSD 708.020 Support for Pipe at Catch Basin or Maintenance Hole OPSD 1100.010 Cast-In-Place Chamber for Valves Up to 350 mm Diameter OPSD 1101.010 Precast Valve Chamber 1,200 mm and 1,500 mm Diameter OPSD 1101.020 Valve Operator

Page 11 Rev. Date: 11/2015 OPSS 407

Page 12 Rev. Date: 11/2015 OPSS 407

ONTARIO PROVINCIAL METRIC STANDARD OPSS.MUNI 410 SPECIFICATION NOVEMBER 2015 (Formerly OPSS 410, November 2013)

CONSTRUCTION SPECIFICATION FOR PIPE SEWER INSTALLATION IN OPEN CUT

TABLE OF CONTENTS

410.01 SCOPE

410.02 REFERENCES

410.03 DEFINITIONS

410.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

410.05 MATERIALS

410.06 EQUIPMENT - Not Used

410.07 CONSTRUCTION

410.08 QUALITY ASSURANCE - Not Used

410.09 MEASUREMENT FOR PAYMENT

410.10 BASIS OF PAYMENT

APPENDICES

410-A Commentary

410.01 SCOPE

This specification covers the requirements for the installation of storm and sanitary pipe sewers, laterals, service connections, and concrete appurtenances in open cut.

410.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

410.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

410.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 206 Grading OPSS 401 Trenching, Backfilling, and Compacting OPSS 404 Support Systems OPSS 407 Maintenance Hole, Catch Basin, Ditch Inlet, and Valve Chamber Installation OPSS 409 Closed-Circuit Television Inspection of Pipelines OPSS 490 Site Preparation for Pipelines, Utilities, and Associated Structures OPSS 491 Preservation, Protection, and Reconstruction of Existing Facilities OPSS 492 Site Restoration Following Installation of Pipelines, Utilities, and Associated Structures OPSS 510 Removal OPSS 517 Dewatering of Pipeline, Utility, and Associated Structure Excavation OPSS 539 Temporary Protection Systems OPSS 904 Concrete Structures OPSS 905 Steel Reinforcement for Concrete

Ontario Provincial Standard Specifications, Material

OPSS 1004 Aggregates - Miscellaneous OPSS 1205 Clay Seal OPSS 1301 Cementing Materials OPSS 1302 Water OPSS 1350 Concrete - Materials and Production OPSS 1440 Steel Reinforcement for Concrete OPSS 1801 Corrugated Steel Pipe Products OPSS 1820 Circular Concrete Pipe OPSS 1840 Non-Pressure Polyethylene Plastic Pipe Products OPSS 1841 Non-Pressure Polyvinyl Chloride (PVC) Pipe Products

Page 2 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

OPSS 1843 Non-Pressure Polypropylene (PP) Plastic Pipe Products OPSS 1860 Geotextiles

CSA Standards

B182.1-11 Plastic Drain and Sewer Pipe and Pipe Fittings [Part of B1800-11, Plastic Non-Pressure Pipe Compendium]

ASTM International

C 507-12 Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe

410.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Backfilling means the operation of filling the trench with bedding, cover, and backfill material or embedment and backfill material.

Concrete Appurtenances means concrete head walls, cut-off walls, stiffeners, aprons, collars, and any other concrete fixtures associated with the pipe sewer, excluding concrete bedding or concrete structures specified in the Contract Documents.

Dimension Ratio means the average specified outside diameter of a pipe divided by the minimum specified wall thickness.

Drainage Structure means a maintenance hole, catch basin, or ditch inlet.

Excavation, Earth and Rock means the excavation classified as earth and rock according to OPSS 206.

Flexible Pipe means pipe that can deflect 2% or more without cracking, such as polyvinyl chloride or polyethylene or steel pipe.

Pipe Class means a pipe’s physical material specification, such as load and pressure ratings, wall thickness, protective coatings, corrugation profiles, ring stiffness constants, and reinforcement.

Pipe Run means a section of a pipe sewer between two drainage structures or between a drainage structure and an outlet.

Pipe Sewer means an installation designed for the conveyance of sanitary sewage or storm water using preformed or precast pipe sections, circular or non-circular in cross-section, laid end to end using suitable jointing material and connected by maintenance holes for sanitary pipe sewers and by maintenance holes, catch basins, ditch inlets, or concrete appurtenances for storm pipe sewers.

Pipe Type means a pipe’s inner wall design, which can be smooth or corrugated.

Polypropylene Plastic means a material made with virgin polymers in which propylene is essentially the sole monomer.

Service Connection means the pipe used to convey sanitary sewage or storm water from the property line to the main sanitary or storm pipe sewer respectively.

Page 3 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

410.05 MATERIALS

410.05.01 Pipe Materials

410.05.01.01 General

Pipe sewer size, type, and class shall be as specified in the Contract Documents.

Pipe sewer size and class shall be consistent throughout a pipe run as specified in the Contract Documents. Pipe type shall be consistent throughout a pipe sewer as specified in the Contract Documents.

Fittings shall be suitable for and compatible with the pipe type and class for which they will be used.

410.05.01.02 Concrete Pipe

Circular concrete pipe and joints shall be according to OPSS 1820.

Elliptical concrete pipe and joints shall be according to ASTM C 507.

410.05.01.03 Corrugated Steel Pipe Products

Corrugated steel pipe products shall be according to OPSS 1801.

410.05.01.04 Polyethylene Pipe Products

Polyethylene pipe products shall be according to OPSS 1840.

410.05.01.05 Polyvinyl Chloride Pipe Products

Polyvinyl chloride pipe products shall be according to OPSS 1841.

Polyvinyl chloride service connection pipe shall be according to CSA B182.1 and shall have bell and spigot joints with elastomeric gaskets.

410.05.01.06 Polypropylene Plastic Pipe Products

Polypropylene plastic pipe products shall be according to OPSS 1843.

410.05.02 Mortar

Mortar for joints shall be composed of one part normal Portland cement and two parts mortar sand, wetted with only sufficient water to make the mixture plastic. The mortar sand shall be according to OPSS 1004, the normal Portland cement shall be according to OPSS 1301, and the water shall be according to OPSS 1302.

410.05.03 Clay Seal

Clay seal material shall be according to OPSS 1205.

410.05.04 Concrete

Concrete for concrete appurtenances shall be according to OPSS 1350 with a nominal minimum 28-Day compressive strength of 30 MPa.

Page 4 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

410.05.05 Steel Reinforcement

Steel reinforcement shall be of the size and grade specified in the Contract Documents and shall be according to OPSS 1440.

410.05.06 Geotextile

Geotextile shall be according to OPSS 1860.

410.07 CONSTRUCTION

410.07.01 Site Preparation

Site preparation shall be according to OPSS 490.

410.07.02 Removals

Removals shall be according to OPSS 510.

410.07.03 Preservation and Protection of Existing Facilities

Preservation and protection of existing facilities shall be according to OPSS 491.

410.07.04 Protection Against Floatation

Damage to the pipeline due to floatation shall be prevented during construction and until completion of the work.

410.07.05 Cold Weather Work

All work shall be protected from freezing. Pipes and bedding material shall not be placed on frozen ground.

410.07.06 Transporting, Unloading, Storing, and Handling Pipe

Manufacturer's recommendations for transporting, unloading, storing, and handling of pipe shall be followed.

All pipes, fittings, and gaskets that are unsound or damaged shall be rejected.

410.07.07 Excavation

Excavation for the placement of pipe sewers shall be according to OPSS 401.

410.07.08 Support Systems

Support systems shall be according to OPSS 404.

410.07.09 Dewatering

Dewatering shall be according to OPSS 517.

Page 5 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

410.07.10 Protection Systems

The construction of all protection systems shall be according to OPSS 539. When the stability, safety, or function of an existing roadway, railway, other works, or proposed works may be impaired due to the method of operation, such protection as may be required shall be provided. Protection may include sheathing, shoring, and the driving of piles, when necessary, to prevent damage to such works or proposed works.

410.07.11 Backfilling and Compacting

Backfilling and compacting shall be according to OPSS 401.

410.07.12 Pipe Installation

410.07.12.01 General

If a universal dimple coupler or any other coupler does not follow the contour of the flexible pipe sections to be joined, polyethylene gaskets shall then be installed at all joints when such couplers are used. Polyethylene gaskets shall be installed symmetrically about the pipe joint, between the coupler and the pipe, and shall be of sufficient length to equal the circumference of the pipe plus a minimum overlap of 300 mm.

Pipe shall be laid within the alignment and grade tolerances specified in the Contract Documents. When bell and spigot pipe is laid, the bell end of the pipe shall be laid upgrade.

Pipe shall be kept clean and dry as work progresses. The trench shall be kept dry. A removable watertight bulkhead shall be installed at the open end of the last pipe laid whenever work is suspended.

Pipe shall not be laid until the preceding pipe joint has been completed and the pipe is carefully embedded and secured in place.

When the Owner raises or lowers the invert of a pipe sewer by 150 mm or less, it shall not constitute a Change in the Work and no adjustment shall be made to the payment. When the invert of a pipe sewer is raised or lowered by more than 150 mm, it shall constitute a Change in the Work for the full extent of the change from the original grade.

When installing gaskets, all pipe ends shall be thoroughly cleaned. For gaskets requiring field lubrication, a lubricant recommended by the pipe manufacturer shall be used.

When gaskets have been affixed, the pipe shall be handled in a way so that the gasket is not damaged, displaced, or contaminated with foreign matter. Any gasket displaced or contaminated shall be removed, cleaned, and lubricated, if required, and reinstalled before closure of the joint is attempted. When specified in the Contract Documents, nitrile gaskets shall be used.

The pipe shall be properly positioned by means of an appropriate mechanism. Sufficient pressure shall be applied in making the joint to ensure that the joint is in position. Sufficient restraint shall be applied to the line to ensure that joints are held in this position.

Once the pipe has been jointed, a test shall be made with a feeler gauge at intervals around the joint to ensure that the gasket has not been displaced from the spigot groove. If the gasket is found out of position, the joint shall be opened and the gasket placed in its proper position. If necessary, a new gasket shall be installed.

Page 6 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

410.07.12.02 Circular Concrete Pipe

All circular concrete pipe joints shall have elastomeric gaskets.

410.07.12.03 Non-Circular Concrete Pipe

Elliptical concrete pipes and joints shall be used for storm pipe sewers only.

All non-circular concrete pipe joints shall be according to the procedures recommended by the manufacturer.

410.07.12.04 Corrugated Steel Pipe Products

Corrugated steel pipe products shall be used for storm pipe sewers only.

Helical corrugated steel pipe without rerolled ends shall be installed so that the helix angle is constant for the total length of the installation. Each pipe section shall be installed next to the previous section so that the lockseam forms a continuous helix. For rerolled ends, the correct fit of the coupling system does not depend on the location of the helical lockseam and corrugation.

Corrugated steel pipe sections shall be joined by means of steel couplers. The couplers shall be installed to lap approximately equal portions of the pipes being connected so that the corrugations or projections of the coupler properly engage the pipe corrugations. As the coupler is being tightened, it shall be tapped with a mallet to take up the slack.

When joint seals are specified in the Contract Documents, they shall be installed immediately prior to the installation of steel couplers.

410.07.12.05 Polyethylene Pipe

Polyethylene pipe shall be jointed by one of the following methods, as recommended by the manufacturer: a) Bell and Spigot b) Welded Joint c) Thermal Fusion Joint d) Screw-on Coupler e) Split Coupler f) Threaded Joint

410.07.12.06 Polyvinyl Chloride Pipe

Polyvinyl chloride pipe shall be jointed, as recommended by the manufacturer, using a bell and spigot joint with an elastomeric gasket.

At the end of a day's work, the last pipe shall be blocked as may be required to prevent movement.

410.07.12.07 Polypropylene Pipe

Polypropylene pipe shall be jointed by means of a bell and spigot joint with elastomeric gasket or a coupler joint as recommended by the manufacturer to satisfy the pipe joint specification.

Page 7 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

410.07.13 Service Connections

Service connections to the main pipe sewer shall be made using factory made tees or wyes, strap-on- saddles, or other approved saddles. Factory made tees or wyes shall be used for all service connections when the diameter of the main pipe sewer is: a) less than 450 mm; or b) less than twice the diameter of the service connection.

Strap-on-saddles shall be installed before laying the pipe.

Holes in the main pipe sewer shall be cut with approved cutters and shall be the minimum diameter required to accept the service connection saddle. If mortar-on saddles are used, the inside of the pipe shall be mortared at the connection.

Service connections shall be plugged at the property line with watertight caps or plugs. Plugs or caps shall be braced sufficiently to withstand test pressures.

When existing service connections shall be connected to new pipe sewers or service connections, proper jointing procedures shall be used.

410.07.14 Marking and Recording Service Connections

A painted temporary location marker consisting of a 50 x 75 mm stake or two short sections of lumber connected by a piece of heavy gauge wire shall be placed at the end of the plugged or capped service connection. The marker shall be placed from 300 mm below the finished grade to a point 300 mm above the plugged end of the service pipe.

A painted surface stake, 50 x 75 x 450 mm long, shall be placed after trench restoration.

Service connections shall not be backfilled until they have been inspected and measurements of location have been taken by the Contract Administrator.

410.07.15 Breaking into Maintenance Holes, Catch Basins, Ditch Inlets, Pipe Culverts, and Pipe Sewers

Openings shall be made as necessary in an existing maintenance hole, catch basin, ditch inlet, pipe culvert, or pipe sewer to install the new pipe sewer and connect it to the structure according to OPSS 407. Benching in existing maintenance holes shall be altered to accommodate the flow in the new pipe sewer system.

When specified in the Contract Documents, the opening for the connection of a subdrain outlet shall be formed by coring. The subdrain outlet pipe shall be sealed into place using non-shrink grout. When specified in the Contract Documents, a 50 mm diameter weep hole shall be cored into the same wall as the subdrain connection and at the same invert elevation.

410.07.16 Field Testing

410.07.16.01 General

Field tests described in this subsection shall be conducted when specified in the Contract Documents and applied to sanitary and storm pipe sewers. All tests shall be carried out in the presence of and accepted by the Contract Administrator.

Page 8 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

When specified in the Contract Documents, leakage tests shall be carried out on completed pipe sewers 1,200 mm in diameter and smaller. There shall be no visible leakage for pipe sewers larger than 1,200 mm diameter.

Testing shall be carried out from maintenance hole to maintenance hole, including house service connections as work progresses.

The construction of new mainline pipe sewers shall not proceed when three previously placed sections of the pipe sewer have not been tested or have been tested and are unsatisfactory.

Leakage up to 25% in excess of the calculated limits shall be approved in any test section provided that the excess is offset by lower leakage measurements in adjacent sections so that the total leakage is within the allowable limits for the combined sections.

Pipe sewers shall be repaired and retested, as required, until the test results are within the limits specified in this specification. Visible leaks shall be repaired regardless of the test results.

No part of the work shall be accepted until the pipe sewers are satisfactorily tested following completion of installation of service connections and backfilling.

410.07.16.02 Prequalification Leakage Tests

Prequalification leakage tests shall be carried out as either infiltration or exfiltration tests, as required.

The test shall be performed on the first section of the pipe sewer of each size, not less than 100 m in length, installed by each crew in order to prequalify the crew and the material. Tests may be carried out prior to service connections being installed in the section being tested.

When tests are unsatisfactory, the test section shall be repaired and retested until satisfactory results are obtained.

410.07.16.03 Infiltration Test

Dewatering operations shall be discontinued at least three days prior to conducting the test and allow for the groundwater level to stabilize. Infiltration tests shall be conducted when the groundwater level at the time of testing is 600 mm or more above the crown of the pipe for the entire length of the test section. The test section is normally between adjacent maintenance holes.

A watertight bulkhead shall be constructed at the upstream end of the test section. All service laterals, stubs, and fittings shall be plugged or capped to prevent water entering at these locations. A V-notch weir or other suitable measuring device shall be installed at the downstream end of the test section. Infiltrating water shall be allowed to build up behind the weir until the flow through the V-notch has stabilized. The rate of flow shall then be measured. The rate of flow shall not exceed the maximum allowable infiltration calculated for the test section. Allowable infiltration shall be calculated as 0.075 litres/millimetre diameter/100 metres of pipe sewer/hour.

410.07.16.04 Exfiltration Test

410.07.16.04.01 General

Exfiltration tests shall be conducted when the groundwater level is lower than 600 mm above the crown of the pipe or the highest point of the highest service connection included in the test section.

Page 9 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

The test section is normally between adjacent maintenance holes. The test section of the pipe sewer shall be isolated by temporarily plugging the downstream end and all incoming pipes of the upstream maintenance hole. All service laterals, stubs, and fittings are plugged or capped to prevent water entering at these locations.

410.07.16.04.02 Testing With Water

The test section shall be slowly filled with water ensuring that all air is removed from the line. A period of 24 hours for absorption or expansion shall be allowed prior to starting the test, except if exfiltration requirements are met by a test carried out during the absorption period.

Water shall be added to the pipeline prior to testing until there is a head in the upstream maintenance hole of 600 mm minimum over the crown of the pipe or at least 600 mm above the existing groundwater level, whichever is greater. The maximum limit of the net internal head on the line is 8 m. In calculating the net internal head, allowance for groundwater head, if any, shall be made.

The distance from the maintenance hole frame to the surface of the water shall be measured. After allowing the water to stand for one hour, the distance from the frame to the surface of the water shall again be measured. The leakage shall be calculated using volumes.

The leakage at the end of the test period shall not exceed the maximum allowable calculated for the test section. Allowable leakage shall be calculated as 0.075 litres/millimetre diameter/100 metres of pipe sewer/hour.

An allowance of 3.0 litres per hour per metre of head above the invert for each maintenance hole included in the test section shall be made.

Maintenance holes shall be tested separately, if the test section fails.

410.07.16.04.03 Low Pressure Air Testing

The Contract Administrator may allow or require testing by use of air when water is not readily available or the differential head in the test section is greater than 8 m or freezing temperatures exist.

Air control equipment that includes a shut off valve, safety valve, pressure regulating valve, pressure reduction valve and monitoring pressure gauge with pressure range from 0 to 35 kPa with minimum divisions of 0.5 kPa and accuracy of approximately 0.25 kPa shall be provided.

Tests shall be conducted between two consecutive maintenance holes. The test section shall be plugged at each end. One plug shall be equipped with an air inlet connection to fill the pipe sewer system with air.

The test section shall be filled slowly until a constant pressure of 24 kPa is maintained. If the groundwater is above the pipe sewer being tested, the air pressure shall be increased by 3.0 kPa for each 300 mm that the groundwater level is above the invert of the pipe.

The air pressure shall be stabilized for five minutes and then regulated to maintain it to 20.5 kPa plus the allowance for groundwater, if any. After the stabilization period, the time taken for a pressure loss of 3.5 kPa shall be recorded.

The time taken for a pressure drop of 3.5 kPa shall not be less than the times shown in Table 1.

If the length of the test section is greater than the length for minimum time, the new testing time shall be a product of the length of test section multiplied by the time shown in Table 1 for the appropriate size pipe.

If the results of an air test are marginal, the Contract Administrator may require the section to be retested using water.

Page 10 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

410.07.16.05 Deflection Testing of Pipe Sewers

Ring deflection testing shall be performed on all pipe sewers constructed using flexible pipe. The allowable deflected pipe diameter is calculated as:

Pipes 100 to 750 mm: 7.5% of the Base Inside Diameter of the Pipe Pipes Greater Than 750 mm: 5.0% of the Base Inside Diameter of the Pipe

Where:

Base Inside Diameter is defined in the CSA or ASTM standard to which the pipe is manufactured.

A suitably designed device as defined below shall be pulled through the pipe sewer to demonstrate that the pipe deflection does not exceed the allowable deflected pipe diameter. The device shall be pulled manually through the pipe not sooner than 30 Days after the completion of backfilling and installation of service connections.

The suitably designed device shall be a mandrel, cylindrical in shape, and constructed with an odd number of evenly spaced arms or prongs, minimum 9 in number. The minimum diameter of the circle scribed around the outside of the mandrel arms shall be equal to the allowable deflected pipe diameter  1 mm. The contact length of the mandrel shall be measured between the points of contact on the mandrel arm or between sets of prongs. This length shall not be less than that shown in Table 2.

The mandrel shall be checked with a go-no-go proving ring. The proving ring shall have a diameter equal to the allowable deflected pipe diameter  0.1 mm. An acceptable mandrel shall not pass through the proving ring. The proving ring shall be fabricated from steel a minimum of 6 mm thick.

Any section of pipe that does not allow the mandrel to pass shall be considered to have failed the deflection test.

All sections of pipe that fail the deflection test shall be repaired and retested.

410.07.16.06 Closed-Circuit Television (CCTV) Inspection

Pipe sewers shall be inspected using CCTV equipment. CCTV inspection of pipe sewers shall be according to OPSS 409.

410.07.17 Cleaning and Flushing of Pipe Sewers

When specified in the Contract Documents, all pipe sewers shall be cleaned and flushed immediately prior to inspection and acceptance.

410.07.18 Clay Seals

Clay seals shall be placed as specified in the Contract Documents and compacted to 95% of the maximum dry density.

410.07.19 Concrete Appurtenances

Concrete appurtenances shall be constructed as specified in the Contract Documents. Concrete in concrete appurtenances shall be placed according to OPSS 904. Steel reinforcement shall be placed according to OPSS 905. Steel grating shall be installed when specified in the Contract Documents.

Page 11 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

410.07.20 Site Restoration

Site restoration shall be according to OPSS 492.

410.07.21 Management of Excess Material

Management of excess material shall be as specified in the Contract Documents.

410.09 MEASUREMENT FOR PAYMENT

410.09.01 Actual Measurement

410.09.01.01 Pipe Sewers

Measurement of pipe sewers shall be by length in metres along the horizontal centreline length of the pipe from the centre of one drainage structure to the centre of another drainage structure or outlet end of the pipe sewer. When the grade of the pipe sewer is 10% or greater, the above measurement is then of the slope length.

410.09.01.02 Service Connections

Measurement of the service connections shall be by length in metres along its horizontal centreline from the centreline of the main pipe sewer to the end of the service connection.

410.09.01.03 Breaking into Maintenance Holes, Catch Basins, Ditch Inlets, Pipe Culverts, and Pipe Sewers

For measurement purposes, a count shall be made of the number of openings made in maintenance holes, catch basins, ditch inlets, pipe culverts and pipe sewers.

410.09.01.04 Concrete Appurtenances

Measurement for concrete appurtenances shall be by volume in cubic metres for the volume of concrete placed. Alternatively, concrete appurtenances may be a lump sum item.

410.09.01.05 Clay Seal

Measurement for clay seal shall be by volume in cubic metres for the volume of clay placed. Alternatively, clay seal may be a lump sum item.

410.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

Page 12 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

410.10 BASIS OF PAYMENT

410.10.01 "size, type, class" Pipe Sewers - Item Service Connections - Item Breaking into Maintenance Holes, Catch Basins, Ditch Inlets, Culverts and Sewers - Item Concrete Appurtenances - Item Clay Seal - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material to do the work.

410.10.02 Closed-Circuit Television (CCTV) Inspection

When a CCTV inspection of pipe sewers is specified in the Contract Documents, payment for CCTV inspection shall be according to OPSS 409.

Page 13 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

TABLE 1 Exfiltration Test - Low Pressure Air Testing

Length for Time For NominalPipe Size MinimumTime Minimum Time Longer Length mm min:sec m sec 100 1:53 182 0.623 150 2:50 121 1.140 200 3:47 91 2.493 250 4:43 73 3.893 300 5:40 61 5.606 375 7:05 48 8.761 450 8:30 41 12.615 525 9:55 35 17.171 600 11:20 30 22.425 675 12:45 27 28.382 750 14:10 24 35.040 825 15:35 22 42.397 900 17:00 20 50.450

TABLE 2 Deflection Testing of Pipe Sewers

Nominal Pipe Size Mandrel Contact Length mm mm 150 100 200 150 250 200 300 250 350 300 375 300 400 300 450 350 500 400 525 450 600 500 675 575 750 675 900 750 1050 900 1200 1050

Page 14 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

Appendix 410-A, November 2013 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Pipe sewer size, type, and class. (410.05.01.01)

- Pipe size. (410.05.01.01)

- Size and grade of steel reinforcement. (410.05.05)

- Alignment and grade tolerances for the pipe installation. (410.07.12.01)

- Placement of clay seals. (410.07.18)

- Requirements to construct concrete appurtenances. (410.07.19)

- Depth of backfill over the pipe sewer. (410.07.20)

The designer should determine if the following are required and, if so, add the requirement in the Contract Documents:

- Use of nitrile gaskets. (410.07.12.01)

- Use of joint seals with corrugated steel pipe products. (410.07.12.04)

- Coring for the installation of subdrain. (410.07.15)

- Coring of a 50 mm diameter weep hole. (410.07.15)

- Field tests. (410.07.16.01)

- Cleaning and flushing prior to inspection and acceptance. (410.07.17)

- Use of steel grating. (410.07.19)

- Payment of concrete appurtenances by volume or lump sum. (410.09.01.04)

The tender item description for pipe sewer should include reference to one or more of the attributes shown, i.e., size, type, class. (410.10.01)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Page 15 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

Appendix 410-A

Related Ontario Provincial Standard Drawings

OPSD 708.010 Catch Basin Connection for Rigid Main Pipe Sewer OPSD 708.020 Support for Pipe at Catch Basin or Maintenance Hole OPSD 708.030 Catch Basin Connection for Flexible Main Pipe Sewer OPSD 802.010 Flexible Pipe Embedment and Backfill Earth Excavation OPSD 802.013 Flexible Pipe Embedment and Backfill Rock Excavation OPSD 802.014 Flexible Pipe Embedment in Embankment Original Ground: Earth or Rock OPSD 802.020 Flexible Pipe Arch Embedment and Backfill Earth Excavation OPSD 802.023 Flexible Pipe Arch Embedment and Backfill Rock Excavation OPSD 802.024 Flexible Pipe Arch Embedment in Embankment Original Ground: Earth or Rock OPSD 802.030 Rigid Pipe Bedding, Cover, and Backfill, Type 1 or 2 Soil - Earth Excavation OPSD 802.031 Rigid Pipe Bedding, Cover, and Backfill, Type 3 Soil - Earth Excavation OPSD 802.032 Rigid Pipe Bedding, Cover, and Backfill, Type 4 Soil - Earth Excavation OPSD 802.033 Rigid Pipe Bedding, Cover, and Backfill, Rock Excavation OPSD 802.034 Rigid Pipe Bedding and Cover in Embankment, Original Ground: Earth or Rock OPSD 802.050 Horizontal Elliptical Rigid Pipe Bedding, Cover, and Backfill, Type 1 or 2 Soil - Earth Excavation OPSD 802.051 Horizontal Elliptical Rigid Pipe Bedding, Cover, and Backfill, Type 3 Soil - Earth Excavation OPSD 802.052 Horizontal Elliptical Rigid Pipe Bedding, Cover, and Backfill, Type 4 Soil - Earth Excavation OPSD 802.053 Horizontal Elliptical Rigid Pipe Bedding, Cover, and Backfill, Rock Excavation OPSD 802.054 Horizontal Elliptical Rigid Pipe Bedding and Cover in Embankment, Original Ground: Earth or Rock OPSD 802.095 Clay Seal for Pipe Trenches OPSD 804.030 Concrete Headwall for Pipe Less Than 900 mm Diameter OPSD 804.040 Concrete Headwall for Sewer or Culvert Pipe OPSD 804.050 Grating for Concrete Endwall OPSD 805.010 Height of Fill Table, Round Corrugated Steel Pipe and Structural Plate Corrugated Steel Pipe OPSD 805.020 Height of Fill Table, Corrugated Steel Pipe Arch and Structural Plate Corrugated Steel Pipe Arch OPSD 805.030 Height of Fill Table, Spiral Rib Round Pipe OPSD 805.040 Height of Fill Table, Spiral Rib Pipe Arch OPSD 806.020 Height of Fill Table, Dual Wall Corrugated Polyethylene Gravity Sewer Pipe, 210 and 320 kPa OPSD 806.021 Height of Fill Table, Closed Profile Wall Polyethylene Pipe, RSC 160 and 250 OPSD 806.022 Height of Fill Table, Dual Wall Corrugated Polyethylene Gravity Sewer Pipe, RSC 100 and RSC 160 OPSD 806.030 Height of Fill Table, Dual and Triple Wall Corrugated Polypropylene Gravity Sewer Pipe, 320 kPa OPSD 806.040 Height of Fill Table, Polyvinyl Chloride Gravity Sewer Pipe, 210, 320, and 625 kPa OPSD 806.060 Height of Fill Table, Polyvinyl Chloride Pressure Pipe for Different Dimension Ratios OPSD 807.010 Height of Fill Table, Reinforced Concrete Pipe - Confined Trench Class 50-D, 65-D, 100-D, and 140-D OPSD 807.030 Height of Fill Table, Reinforced Concrete Pipe - Embankment Class 50-D, 65-D, 100-D, and 140-D OPSD 807.040 Height of Fill Table - Nonreinforced Concrete Pipe Class 3 OPSD 807.050 Height of Fill Table, Horizontal Elliptical Concrete Pipe Class HE-A, HE-I, HE-Il, HE-Ill, and HE-IV OPSD 1006.010 Sewer Service Connections for Rigid Main Pipe Sewer OPSD 1006.020 Sewer Service Connections for Flexible Main Pipe Sewer

Page 16 Rev. Date: 11/2015 OPSS.MUNI 410 (Formerly OPSS 410, November 2013)

ONTARIO PROVINCIAL METRIC STANDARD OPSS.MUNI 421 SPECIFICATION NOVEMBER 2015 (Formerly OPSS 421, November 2013)

CONSTRUCTION SPECIFICATION FOR PIPE CULVERT INSTALLATION IN OPEN CUT

TABLE OF CONTENTS

421.01 SCOPE

421.02 REFERENCES

421.03 DEFINITIONS

421.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

421.05 MATERIALS

421.06 EQUIPMENT - Not Used

421.07 CONSTRUCTION

421.08 QUALITY ASSURANCE - Not Used

421.09 MEASUREMENT FOR PAYMENT

421.10 BASIS OF PAYMENT

APPENDICES

421-A Commentary

421.01 SCOPE

This specification covers the requirements for the installation of pipe culverts, pipe culvert end sections, and concrete appurtenances in open cut.

421.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013) 421.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

421.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standards Specifications, Construction

OPSS 206 Grading OPSS 401 Trenching, Backfilling, and Compacting OPSS 404 Support Systems OPSS 409 Closed-Circuit Television (CCTV) Inspection of Pipelines OPSS 490 Site Preparation for Pipelines, Utilities, and Associated Structures OPSS 491 Preservation, Protection, and Reconstruction of Existing Facilities OPSS 492 Site Restoration Following Installation of Pipelines, Utilities, and Associated Structures OPSS 510 Removal OPSS 517 Dewatering of Pipeline, Utility, and Associated Structure Excavation OPSS 539 Temporary Protection Systems OPSS 904 Concrete Structures OPSS 905 Steel Reinforcement for Concrete

Ontario Provincial Standard Specifications, Material

Page 2 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013) OPSS 1840 Non-Pressure Polyethylene Plastic Pipe Products OPSS 1841 Non-Pressure Polyvinyl Chloride (PVC) Pipe Products OPSS 1843 Non-Pressure Polypropylene (PP) Plastic Pipe Products OPSS 1860 Geotextiles

ASTM International

C 507-12 Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe

421.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Backfilling means the operation of filling the trench with bedding, cover, and backfill material or embedment and backfill material.

Concrete Appurtenances means concrete head walls, cut-off walls, stiffeners, aprons, collars, and any other concrete fixtures associated with the pipe culvert, excluding concrete bedding or concrete structures specified in the Contract Documents.

Excavation, Earth and Rock means the excavation classified as earth and rock according to OPSS 206.

Flexible Pipe means pipe that can deflect 2% or more without cracking, such as polyvinyl chloride, polyethylene, or steel pipe.

Pipe Class means a pipe’s physical material specification, such as load and pressure ratings, wall thickness, protective coatings, corrugation profiles, ring stiffness constants, and reinforcement.

Pipe Culvert means an installation designed to provide for the conveyance of surface water, pedestrians, or livestock using preformed or precast pipe sections, circular or non-circular in cross-section, laid end to end using suitable joint materials.

Pipe Type means a pipe’s inner wall design, which can be smooth or corrugated.

Polypropylene Plastic means a material made with virgin polymers in which propylene is essentially the sole monomer.

421.05 MATERIALS

421.05.01 Pipe Materials

421.05.01.01 General

Pipe culvert size, type, and class shall be as specified in the Contract Documents.

Pipe culvert type shall be consistent throughout the length of the pipe culvert as specified in the Contract Documents.

Fittings shall be suitable for and compatible with the pipe type and class for which they will be used.

421.05.01.02 Concrete Pipe

Circular concrete pipe and joints shall be according to OPSS 1820.

Page 3 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013) Elliptical concrete pipe and joints shall be according to ASTM C 507.

421.05.01.03 Corrugated Steel Pipe Products

Corrugated steel pipe products shall be according to OPSS 1801.

421.05.01.04 Polyethylene Pipe Products

Polyethylene pipe products shall be according to OPSS 1840.

421.05.01.05 Polyvinyl Chloride Pipe Products

Polyvinyl chloride pipe products shall be according to OPSS 1841.

421.05.01.06 Polypropylene Plastic Pipe Products

Polypropylene plastic pipe products shall be according to OPSS 1843.

421.05.02 Mortar

Mortar for joints shall consist of one part Portland cement and two parts mortar sand, wetted with sufficient water to only make the mixture plastic. The mortar sand shall be according to OPSS 1004, the normal Portland cement shall be according to OPSS 1301, and the water shall be according to OPSS 1302.

421.05.03 Clay Seal

Clay seal material shall be according to OPSS 1205.

421.05.04 Concrete

Concrete for concrete appurtenances shall be according to OPSS 1350 with a nominal minimum 28-Day compressive strength of 30 MPa.

421.05.05 Steel Reinforcement

Steel reinforcement shall be of the size and grade specified in the Contract Documents and shall be according to OPSS 1440.

421.05.06 Geotextile

Geotextile shall be according to OPSS 1860.

421.07 CONSTRUCTION

421.07.01 Site Preparation

Site preparation shall be according to OPSS 490.

421.07.02 Removals

Removals shall be according to OPSS 510.

421.07.03 Preservation and Protection of Existing Facilities

Page 4 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013) Preservation and protection of existing facilities shall be according to OPSS 491.

421.07.04 Protection Against Floatation

Damage to the pipeline due to floatation shall be prevented during construction and until completion of the work.

421.07.05 Cold Weather Work

All work shall be protected from freezing. Pipes and bedding material shall not be placed on frozen ground.

421.07.06 Transporting, Unloading, Storing, and Handling Pipe

Manufacturer's recommendations for transporting, unloading, storing, and handling of pipe, shall be followed.

All pipes, fittings, and gaskets that are unsound or damaged shall be rejected.

421.07.07 Excavation

Excavation for the placement of pipe culverts shall be according to OPSS 401.

421.07.08 Support Systems

Support systems shall be according to OPSS 404.

421.07.09 Dewatering

Dewatering shall be according to OPSS 517.

421.07.10 Protection Systems

The construction of all protection systems shall be according to OPSS 539. When the stability, safety or function of an existing roadway, railway, other works, or proposed works may be impaired due to the method of operation, such protection as may be required shall be provided. Protection may include sheathing, shoring and driving piles, when necessary, to prevent damage to such works or proposed works.

421.07.11 Backfilling and Compacting

Backfilling and compacting shall be according to OPSS 401.

421.07.12 Pipe Installation

421.07.12.01 General

Pipe shall be laid within the alignment and grade tolerances specified in the Contract Documents. When bell and spigot pipe is laid, the bell end of the pipe shall be laid upgrade.

Page 5 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013) Pipe shall be kept clean and dry as work progresses. The trench shall be kept dry. A removable watertight bulkhead shall be installed at the open end of the last pipe laid whenever work is suspended.

Pipe shall not be laid until the preceding pipe joint has been completed and the pipe is carefully embedded and secured in place.

When the Owner raises or lowers the invert of a pipe culvert by up to 150 mm, it shall not constitute a Change in the Work and no adjustment shall be made to the payment. When the invert of a pipe culvert is raised or lowered by more than 150 mm, then this shall constitute a Change in the Work for the full extent of the change from the original grade.

The pipe culvert cut-end finish, end sections, and safety slope end treatments shall be as specified in the Contract Documents.

When installing gaskets, all pipe ends shall be thoroughly cleaned. For gaskets requiring field lubrication, a lubricant recommended by the pipe manufacturer shall be used.

421.07.12.02 Circular Concrete Pipe

All circular concrete pipe joints shall have elastomeric gaskets.

421.07.12.03 Non-Circular Concrete Pipe

All non-circular concrete pipe joints shall be according to the procedures recommended by the manufacturer.

421.07.12.04 Corrugated Steel Pipe Products

Corrugated steel pipe sections shall be joined by means of steel couplers. The couplers shall be installed to lap approximately equal portions of the pipe being connected so that the corrugations or projections of the coupler properly engage the pipe corrugations. As the coupler is being tightened, it shall be tapped with a mallet to take up the slack.

When joint seals are specified in the Contract Documents, they shall be installed immediately prior to the installation of steel couplers.

Page 6 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013) Structural plate pipe culverts may be assembled in the trench or beside the excavation. If the assembled structure has to be moved to its final position, it shall be moved so that no damage or distortion is caused to the structure.

When the structural plate pipe culvert has been placed to the alignment and grade as specified in the Contract Documents, all assembly bolts shall be retightened with a torque wrench to a minimum of: a) 200 Nm for 3.5 and 3.0 mm gauge of pipe. b) 340 Nm for heavier than 3.5 mm gauge of pipe.

421.07.12.05 Polyethylene Pipe

Polyethylene pipe shall be jointed by one of the following methods, as recommended by the pipe manufacturer: a) Bell and Spigot b) Welded Joint c) Thermal Fusion Joint d) Screw-on Coupler e) Split Coupler f) Threaded Joint

421.07.12.06 Polyvinyl Chloride Pipe

Polyvinyl chloride pipe shall be jointed, as recommended by the manufacturer, using a bell and spigot joint with an elastomeric gasket.

At the end of a day's work, the last pipe shall be blocked as may be required to prevent movement.

421.07.12.07 Polypropylene Pipe

Polypropylene pipe shall be jointed by means of a bell and spigot joint with elastomeric gasket or a coupler joint as recommended by the manufacturer to satisfy the pipe joint specification.

421.07.13 Closed-Circuit Television (CCTV) Inspection

When specified in the Contract Documents, pipe culverts shall be inspected using CCTV equipment. CCTV inspection of pipe culverts shall be according to OPSS 409.

421.07.14 Cleaning and Flushing of Pipe Culverts

When specified in the Contract Documents, pipe culverts shall be cleaned and flushed just prior to inspection and acceptance.

421.07.15 Clay Seals

Clay seals shall be placed as specified in the Contract Documents and compacted to 95% of the Proctor maximum dry density.

Page 7 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013) 421.07.16 Concrete Appurtenances

421.07.17 Site Restoration

Site restoration shall be according to OPSS 492.

421.07.18 Management of Excess Material

Management of excess material shall be as specified in the Contract Documents.

421.09 MEASUREMENT FOR PAYMENT

421.09.01 Actual Measurement

421.09.01.01 Pipe Culverts Non-Circular Pipe Culverts Pipe Culvert Extensions Non-Circular Pipe Culvert Extensions

Measurement of pipe culverts, non-circular pipe culverts, pipe culvert extensions, and non-circular pipe culvert extensions shall be along the horizontal length of the pipe in metres, from one end of the pipe or pipe end section to the other end of the pipe or the other pipe end section. When the grade of the pipe culvert is 10% or greater, the above measurement shall then be of the slope length.

421.09.01.02 Concrete Appurtenances

Measurement for concrete appurtenances shall be by volume in cubic metres for the volume of concrete placed. Alternatively, concrete appurtenances may be a lump sum item.

421.09.01.03 Clay Seal

Measurement for clay seal shall be by volume in cubic metres for the volume of clay placed. Alternatively, clay seal may be a lump sum item.

421.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

421.10 BASIS OF PAYMENT

421.10.01 "size, type, class" Pipe Culverts - Item “size, type, class” Non-Circular Pipe Culverts - Item "size, type, class" Pipe Culvert Extensions - Item “size, type, class” Non-Circular Pipe Culvert Extensions - Item Clay Seal - Item Concrete Appurtenances - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material to do the work.

Page 8 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013)

421.10.02 Swamp Excavation

When the Contract requires swamp excavation to place a pipe culvert, payment for the swamp excavation shall be under the tender item covering the swamp excavation for earth embankment construction. No alterations shall be made to the tender item for the pipe culvert so affected.

421.10.03 Closed-Circuit Television (CCTV) Inspection

When a CCTV inspection of pipe culverts is specified in the Contract Documents, payment for the CCTV inspection shall be according to OPSS 409.

Page 9 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013) Appendix 421-A, November 2013 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Pipe culvert size, type, and class. (421.05.01.01)

- Size and grade of steel reinforcement. (421.05.05)

- Alignment and grade tolerances, including camber, for the pipe installation. (421.07.12.01)

- Pipe culvert cut-end finish, end sections, and safety slope end treatments. (421.07.12.01)

- Alignment and grade for the placement of structural plate pipe culvert. (421.07.12.04)

- Placement of clay seals at the inlet side of culverts, as required. (421.07.15)

- Requirements to construct concrete appurtenances. (421.07.16)

- Pipe culvert size, type, class, or other pipe attribute to complete the tender item description. (421.10.01)

The designer should determine if the following are required and, if so, add the requirement in the Contract Documents:

- Use of nitrile gaskets. (421.07.12.01)

- Use of joint seals with corrugated steel pipe products. (421.07.12.04)

- CCTV inspection and any other testing. (421.07.13)

- Cleaning and flushing prior to inspection and acceptance. (421.07.14)

- Use of steel grating. (421.07.16)

- Payment of concrete appurtenances by volume or lump sum. (421.09.01.02)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

Page 10 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013) Appendix 421-A

OPSD 801.040 Culvert and Sewer Safety Slope End Treatment, Notes and Tables OPSD 801.041 Culvert and Sewer Safety Slope End Treatment, Assembly Details OPSD 801.042 Culvert and Sewer Safety Slope End Treatment, Connection Details OPSD 801.043 Culvert and Sewer Safety Slope End Treatment, Installation Details OPSD 802.010 Flexible Pipe Embedment and Backfill, Earth Excavation OPSD 802.013 Flexible Pipe Embedment and Backfill, Rock Excavation OPSD 802.014 Flexible Pipe Embedment in Embankment, Original Ground: Earth or Rock OPSD 802.020 Flexible Pipe Arch Embedment and Backfill, Earth Excavation OPSD 802.023 Flexible Pipe Arch Embedment and Backfill, Rock Excavation OPSD 802.024 Flexible Pipe Arch Embedment in Embankment, Original Ground: Earth or Rock OPSD 802.030 Rigid Pipe Bedding, Cover, and Backfill, Type 1 or 2 Soil - Earth Excavation OPSD 802.031 Rigid Pipe Bedding, Cover, and Backfill, Type 3 Soil - Earth Excavation OPSD 802.032 Rigid Pipe Bedding, Cover, and Backfill, Type 4 Soil - Earth Excavation OPSD 802.033 Rigid Pipe Bedding, Cover, and Backfill, Rock Excavation OPSD 802.034 Rigid Pipe Bedding and Cover in Embankment, Original Ground: Earth or Rock OPSD 802.050 Horizontal Elliptical Rigid Pipe Bedding, Cover, and Backfill, Type 1 or 2 Soil - Earth Excavation OPSD 802.051 Horizontal Elliptical Rigid Pipe Bedding, Cover, and Backfill, Type 3 Soil - Earth Excavation OPSD 802.052 Horizontal Elliptical Rigid Pipe Bedding, Cover, and Backfill, Type 4 Soil - Earth Excavation OPSD 802.053 Horizontal Elliptical Rigid Pipe Bedding, Cover, and Backfill, Rock Excavation OPSD 802.054 Horizontal Elliptical Rigid Pipe Bedding and Cover in Embankment, Original Ground: Earth or Rock OPSD 802.095 Clay Seal for Pipe Trenches OPSD 804.030 Concrete Headwall, for Pipe Less Than 900 mm Diameter OPSD 804.040 Concrete Headwall, for Sewer or Culvert Pipe Outlet OPSD 804.050 Grating, for Concrete Endwall OPSD 805.010 Height of Fill Table, Round Corrugated Steel Pipe and Structural Plate Corrugated Steel Pipe OPSD 805.020 Height of Fill Table, Corrugated Steel Pipe Arch and Structural Plate Corrugated Steel Pipe Arch OPSD 805.030 Height of Fill Table, Spiral Rib Round Pipe OPSD 805.040 Height of Fill Table, Spiral Rib Pipe Arch OPSD 806.020 Height of Fill Table, Dual Wall Corrugated Polyethylene Gravity Sewer Pipe, 210 and 320 kPa OPSD 806.021 Height of Fill Table, Closed Profile Wall Polyethylene Pipe, RSC 160 and 250 OPSD 806.022 Height of Fill Table, Dual Wall Corrugated Polyethylene Gravity Sewer Pipe RSC 100 and RSC 160 OPSD 806.030 Height of Fill Table, Dual and Triple Wall Corrugated Polypropylene Gravity Sewer Pipe, 320 kPa OPSD 806.040 Height of Fill Table, Polyvinyl Chloride Gravity Sewer Pipe, 210, 320, and 625 kPa OPSD 806.060 Height of Fill Table, Polyvinyl Chloride Pressure Pipe for Different Dimension Ratios OPSD 807.010 Height of Fill Table, Reinforced Concrete Pipe - Confined Trench, Class 50-D, 65-D, 100-D, and 140-D OPSD 807.030 Height of Fill Table, Reinforced Concrete Pipe - Embankment, Class 50-D, 65-D, 100-D, and 140-D OPSD 807.040 Height of Fill Table, Non-reinforced Concrete Pipe Class 3 OPSD 807.050 Height of Fill Table, Horizontal Elliptical Concrete Pipe, Class HE-A, HE-I, HE-Il, HE- Ill, and HE-IV

Page 11 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013)

Page 12 Rev. Date: 11/2015 OPSS.MUNI 421 (Formerly OPSS 421, November 2013)

ONTARIO METRIC PROVINCIAL OPSS 491 STANDARD NOVEMBER 2010 (Formerly OPSS 504, November 2009) SPECIFICATION

CONSTRUCTION SPECIFICATION FOR PRESERVATION, PROTECTION, AND RECONSTRUCTION OF EXISTING FACILITIES

TABLE OF CONTENTS

491.01 SCOPE

491.02 REFERENCES

491.03 DEFINITIONS

491.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

491.05 MATERIALS - Not Used

491.06 EQUIPMENT - Not Used

491.07 CONSTRUCTION

491.08 QUALITY ASSURANCE - Not Used

491.09 MEASUREMENT FOR PAYMENT - Not Used

491.10 BASIS OF PAYMENT

APPENDICES

491-A Commentary

491.01 SCOPE

This specification covers the requirements of preservation, protection, replacement, and reconstruction of existing services and structures during the installation or removal of sanitary and storm pipe sewers, pipe culverts and end sections, forcemains and associated appurtenances, watermains and associated appurtenances, and other underground Utilities; maintenance holes, catch basins, ditch inlets, or valve chambers; and any other specified subsurface construction.

491.01.01 Specification Significance and Use

This specification has been developed for use in provincial and municipal-oriented Contracts. The administration, testing, and payment policies, procedures, and practices reflected in this specification correspond to those used by many municipalities and the Ontario Ministry of Transportation.

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2010 OPSS 491 (Formerly OPSS 504, November 2009) 491.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

491.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 412 Sewage Forcemain Installation in Open Cut OPSS 441 Watermain Installation in Open Cut

491.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Associated Appurtenances means as defined in OPSS 412 and OPSS 441.

Page 2 Rev. Date: 11/2010 OPSS 491 (Formerly OPSS 504, November 2009) 491.07 CONSTRUCTION

491.07.01 General

The requirements and regulations of road authorities, Utility companies, and railway companies shall be adhered to at all times.

491.07.02 Notification

All road authorities, Utility companies, and railway companies shall be notified in writing at least 48 hours before approaching their facilities or entering their rights-of-way.

All owners of underground services shall be requested to locate, stake, and clearly mark in the field all underground services which are located on or near the line of the proposed work. Certificates shall be obtained from all owners of underground services having facilities in the area of the proposed work certifying that their facilities have been marked to confirm the Utility location.

Necessary arrangements shall be made with railway companies for the support and protection of their tracks.

491.07.03 Existing Services and Structures

All water or gas mains, sewers or drains, conduits, cables, service pipes, sidewalks, curbs, and all other structures or property in the vicinity of the work, whether above or underground shall be sustained in place and protected from damage. All water and gas service and flow in all sewers, drains, house or inlet connections, and all watercourses encountered during the progress of the work shall be maintained.

Excavation shall be performed with care to expose buried pipes, cables, conduits, and structures whenever trenching operations approach the indicated location of buried services.

If any Utility is broken or damaged, the Utility company shall be immediately notified.

Access to fire hydrants and water and gas valves shall be maintained at all times to the satisfaction of the local authority.

491.07.04 Reconstruction of Existing Facilities

Where an existing Utility is within the limits of or crosses an excavation and cannot be sustained in place, the existing facility shall be removed, realigned, relocated, or replaced as directed in writing by the Contract Administrator. All materials comprising the Utility shall be handled with care, cleaned, salvaged, and inspected before reconstruction commences.

491.07.05 Contamination

The contents of any sewer, drain, or inlet connection shall not be allowed to flow into an excavation.

All offensive matter shall be removed from the proximity of the work.

491.07.06 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

Page 3 Rev. Date: 11/2010 OPSS 491 (Formerly OPSS 504, November 2009) 491.10 BASIS OF PAYMENT

Payment at the Contract price for the appropriate tender items for the installation of sanitary and storm pipe sewers, pipe culverts and end sections, forcemains and associated appurtenances, watermains and associated appurtenances, and other underground Utilities; maintenance holes, catch basins, ditch inlets or valve chambers; and any other specified subsurface construction, shall be full compensation for all labour, Equipment, and Material to do the work of the preservation, protection, or reconstruction of existing facilities.

When the Contract contains separate items for work required by this specification, payment shall be at the Contract prices and according to the specifications for such work.

Page 4 Rev. Date: 11/2010 OPSS 491 (Formerly OPSS 504, November 2009) Appendix 491-A, November 2010 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 5 Rev. Date: 11/2010 OPSS 491 (Formerly OPSS 504, November 2009) ONTARIO PROVINCIAL METRIC STANDARD OPSS 492 SPECIFICATION NOVEMBER 2015

CONSTRUCTION SPECIFICATION FOR SITE RESTORATION FOLLOWING INSTALLATION OF PIPELINES, UTILITIES, AND ASSOCIATED STRUCTURES

TABLE OF CONTENTS

492.01 SCOPE

492.02 REFERENCES

492.03 DEFINITIONS

492.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

492.05 MATERIALS

492.06 EQUIPMENT - Not Used

492.07 CONSTRUCTION

492.08 QUALITY ASSURANCE - Not Used

492.09 MEASUREMENT FOR PAYMENT - Not Used

492.10 BASIS OF PAYMENT

APPENDICES

492-A Commentary

492.01 SCOPE

This specification covers the requirements for the restoration of a site following installation of sanitary and storm pipe sewers, pipe culverts and end sections, forcemains and associated appurtenances, watermains and associated appurtenances, and other underground utilities; maintenance holes, catch basins, ditch inlets, or valve chambers; and any other specified subsurface construction.

492.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2015 OPSS 492 492.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

492.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 206 Grading OPSS 304 Single and Double Surface Treatment OPSS 310 Hot Mix Asphalt OPSS 313 Hot Mix Asphalt - End Result OPSS 314 Untreated Granular, Subbase, Base, Surface Shoulder, and Stockpiling OPSS 350 Concrete Pavement and Concrete Base OPSS 351 Concrete Sidewalk OPSS 353 Concrete Curb and Gutter Systems OPSS 412 Sewage Forcemain Installation in Open Cut OPSS 441 Watermain Installation in Open Cut OPSS 490 Site Preparation for Pipelines, Utilities, and Associated Structures OPSS 721 Steel Beam Guide Rail and Cable Guide Rail OPSS 771 Standard Highway Fence OPSS 772 Chain-Link Fence OPSS 802 Topsoil OPSS 803 Sodding OPSS 804 Seed and Cover

Page 2 Rev. Date: 11/2015 OPSS 492 Ontario Provincial Standard Specification, Material

OPSS 1010 Aggregates - Base, Subbase, Select Subgrade, and Backfill Material OPSS 1540 Standard Highway Fence Components OPSS 1541 Chain-Link Fence Components OPSS 1601 Wood - Material, Preservative Treatment, and Shop Fabrication

Canadian General Standards Board (CGSB)

138.2-96 Steel Framework for Chain Link Fence

492.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Associated Appurtenances means as defined in OPSS 412 and OPSS 441.

492.05 MATERIALS

492.05.01 Granular Materials

Granular materials shall be according to OPSS 1010.

492.05.02 Barbed Wire

Barbed wire shall be according to CAN/CGSB-138.2.

492.05.03 Electric Fence Wire

Electric fence wire shall be 2 mm diameter hot dipped galvanized wire.

492.05.04 Wood Fence

Wood fence material shall be according to OPSS 1601.

492.05.04.01 Board or Split Rail Fence

Posts and boards shall be the same size and type as used in the original fence.

Rails shall be split cedar in good condition and of adequate lengths to build either a straight or snake fence.

492.05.04.02 Wood Braces for Wire Fence

Diagonal wood braces shall be according to OPSS 1540.

492.05.05 Highway Fence

Highway fence material shall be according to OPSS 1540.

492.05.06 Steel Posts

Steel posts shall be according to OPSS 1540.

Page 3 Rev. Date: 11/2015 OPSS 492 492.05.07 Chain-Link Fence

Chain-link fence material shall be according to OPSS 1541.

492.05.08 Gates

Gates shall be fabricated from material suitable to the fence on either side of the gate opening. Material for highway fence gates shall be according to OPSS 1540. Material for chain-link fence gates shall be according to OPSS 1541.

492.05.09 Guide Rail

Guide rail material shall be according to OPSS 721.

492.05.10 Concrete

Concrete for sidewalks shall be according to OPSS 351.

Concrete for curb and gutter shall be according to OPSS 353.

492.07 CONSTRUCTION

492.07.01 General

All disturbed areas shall be restored to an equivalent or better condition than existed prior to the commencement of construction.

492.07.02 Grading

Rough grading shall be performed to the levels, grades, and contours as specified in the Contract Documents allowing for the placement of surface materials. Soil shall not be disturbed within the drip line of trees and shrubs during grading.

Final grading shall be performed to the lines and elevations specified in the Contract Documents. The final grading shall be according to OPSS 206.

492.07.03 Roadway Restoration

The restoration of the roadway shall be scheduled to follow closely behind trench backfilling. The roadway shall be made and maintained safe for the passage of vehicular and pedestrian traffic after completion of backfilling and until permanent restoration takes place, as specified in the Contract Documents.

Granular subbase and base courses of the type specified in the Contract Documents shall be placed on the prepared subgrade to the dimensions specified in the Contract Documents and shall be according to OPSS 314.

The surface course of the type specified in the Contract Documents shall be placed on the prepared base course to the dimensions specified in the Contract Documents in accordance as follows: a) Asphalt pavement shall be according to OPSS 310 or OPSS 313 as specified in the Contract Documents. b) Concrete paving shall be not less than 150 mm in thickness and shall be according to OPSS 350.

Page 4 Rev. Date: 11/2015 OPSS 492 c) Gravel surface courses shall be according to OPSS 314. d) Surface treatment shall be according to OPSS 304.

492.07.04 Fences and Guide Rails

Fences and guide rails shall be restored with the same type of fence or guide rail that existed prior to construction along the lines and levels specified in the Contract Documents. A maximum clearance of 150 mm from ground level shall be maintained at any point along the fence line.

The erection of highway fence shall be according to OPSS 771.

The erection of chain-link fence shall be according to OPSS 772.

Posts for fences other than highway and chain-link fences shall be installed to the spacing that existed prior to construction.

Gates shall be installed at the same location and height as the gates that existed prior to construction. Gate size shall be according to the dimensions of the gate that existed prior to construction. Gates shall be secured with fittings to match the fence complete with latches, hinges, stops, and all necessary fittings.

Colour and finish material of the restored fence shall match the existing colour scheme and finish material. Where required, two coats of finish material shall be applied.

The construction of guide rails shall be according to OPSS 721.

492.07.05 Topsoil

Topsoil shall be placed after final grading operations have been completed and immediately prior to seeding or sodding operations. Topsoil shall be obtained from stockpiles prepared according to OPSS 490 or, if the required quantity is not obtainable from stockpiles, the Contractor shall import the required topsoil.

The quality of the topsoil and the construction methods for placing topsoil shall be according to OPSS 802. Stockpile sites within or adjacent to the Contract limits shall be restored to the original condition or to a condition acceptable to the Contract Administrator.

492.07.06 Shrub and Tree Replanting

Shrubs and trees shall be replanted as specified in the Contract Documents.

492.07.07 Sodding and Seeding

Lawns and grassed areas shall be sodded or seeded and covered as specified in the Contract Documents.

Sodding shall be according to OPSS 803.

Seeding and cover shall be according to OPSS 804.

492.07.08 Sidewalk and Concrete Curb and Gutter Systems

Concrete sidewalk shall be placed according to OPSS 351. Alignment and dimensions shall match existing sidewalk on either end of the restored sidewalk. Damaged sections of any sidewalk slab shall be removed and replaced to the nearest joint on either end of the damaged section.

Page 5 Rev. Date: 11/2015 OPSS 492 Concrete curb and gutter systems shall be placed according to OPSS 353. Alignment and dimensions shall match the existing curb and gutter systems on either side of the restored curb and gutter. Damaged sections of curb and gutter shall be removed and replaced to the nearest joint or neat saw cut.

Placement of Granular A shall be according to OPSS 314 with a minimum depth of 100 mm as a base for the curb and gutter and sidewalk.

492.07.09 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

492.10 BASIS OF PAYMENT

Payment at the Contract price for the appropriate tender items for the installation of sanitary and storm pipe sewers, pipe culverts and end sections, forcemains and associated appurtenances, watermains and associated appurtenances, and other underground utilities; maintenance holes, catch basins, ditch inlets, or valve chambers; and any other specified subsurface construction shall be full compensation for all labour, Equipment, and Material to do the work of site restoration.

When the Contract contains separate items for work required by this specification, payment shall be at the Contract prices and according to the specifications for such work.

Page 6 Rev. Date: 11/2015 OPSS 492 Appendix 492-A, November 2015 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Levels, grades, and contours for rough grading. (492.07.02)

- Lines and elevations for final grading. (492.07.02)

- Requirements for temporary roadway. (492.07.03)

- Type of granular subbase and base courses and surface course. (492.07.03)

- Dimensions of the granular subbase and base courses and surface course. (492.07.03)

- OPSS 310 or OPSS 313 for asphalt pavement. (492.07.03, a))

- Lines and levels for restoration of fences and guide rails. (492.07.04)

- Replanting of shrubs and trees. (492.07.06)

- Sodding or seeding and cover of lawns and grassed areas. (492.07.07)

Designer should determine if the Contract is to have separate items to cover the various components of site restoration or if the items for the installation of pipelines, utilities, and their associated structures will be all inclusive to cover the work. If separate items are desired, they should then be included in the Contract Documents along with the details of the work.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 912.101 to 912.532 Guide Rail System, Steel Beam OPSD 913.101 to 913.130 Guide Rail System, Cable OPSD 971.101 to 971.102 Fence, Highway Installation OPSD 972.101 to 972.131 Fence, Chain-Link

Page 7 Rev. Date: 11/2015 OPSS 492

Page 8 Rev. Date: 11/2015 OPSS 492 ONTARIO PROVINCIAL METRIC STANDARD OPSS.MUNI 501 SPECIFICATION NOVEMBER 2014

CONSTRUCTION SPECIFICATION FOR COMPACTING

TABLE OF CONTENTS

501.01 SCOPE

501.02 REFERENCES

501.03 DEFINITIONS

501.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

501.05 MATERIALS

501.06 EQUIPMENT

501.07 CONSTRUCTION

501.08 QUALITY ASSURANCE

501.09 MEASUREMENT FOR PAYMENT

501.10 BASIS OF PAYMENT

APPENDICES

501-A Commentary 501-B Field Compaction Report

501.01 SCOPE

This specification covers the requirements for compaction of earth and granular materials.

501.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2014 OPSS.MUNI 501

501.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

501.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 206 Grading OPSS 401 Trenching, Backfilling, and Compacting OPSS 506 Dust Suppressants

Ontario Provincial Standards Specifications, Materials

OPSS 1010 Aggregates - Base, Subbase, Select Subgrade, and Backfill Material

Ontario Ministry of Transportation Publications

MTO Laboratory Testing Manual: LS-706 Moisture - Density Relationship of Soils Using 2.5 kg Rammer and 305 mm Drop

MTO Forms: PH-CC-009 Field Compaction Report

ASTM International

D 6938-10 Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

Page 2 Rev. Date: 11/2014 OPSS.MUNI 501

501.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Backfill Material means as defined in OPSS 401.

Bedding Material means as defined in OPSS 401.

Cover Material means as defined in OPSS 401.

Earth means as defined in OPSS 206.

Embedment Material means as defined in OPSS 401.

Rut means a sunken track or groove made at the surface by the passage of vehicles.

Utility Structures means maintenance holes, catch basins, valve chambers, ditch inlets, and other similar structures used to access services such as sewer, water, electric, and telephone to carry out maintenance and repair work.

501.05 MATERIALS

501.05.01 Granular Material

Granular material shall be according to OPSS 1010.

501.05.02 Water

Water shall be according to OPSS 506.

501.06 EQUIPMENT

501.06.01 Compaction

501.06.01.01 General

The type of compaction equipment used shall be suited to the material to be compacted, degree of compaction required, and space available.

Compaction equipment for control strips shall have a minimum static weight of 9,000 kg.

501.06.01.02 Hand Operated Vibratory Equipment

Hand operated vibratory equipment shall have a power output no greater than 9.9 kW.

501.06.02 Water

Equipment for applying water shall be capable of uniform distribution with proper flow control.

Page 3 Rev. Date: 11/2014 OPSS.MUNI 501

501.06.03 Nuclear Moisture and Density Gauge

Each nuclear moisture and density gauge (gauge) shall have been calibrated within the last 12 months either by the manufacturer or other qualified agent against certified density and moisture reference blocks. In addition, the Density Standard Count and the Moisture Standard Count shall be within 2.0% and 4.0%, respectively, of the most recent calibration values. The registered owner of the gauge shall maintain a valid Radioisotope License for each gauge.

501.07 CONSTRUCTION

501.07.01 General

The method of placing and lift thickness of earth or granular material shall be according to the specifications that govern the Work. When field tests indicate that the required degree of compaction cannot be obtained with the equipment in use or the procedure being followed, the operations shall be modified so that the equipment and procedures will produce the required results.

501.07.02 Restricted Zones

Hand operated vibratory type compaction equipment shall be used behind all retaining structures to compact fill material within restricted zones as follows: a) Abutments and Retaining Walls

An area within a plane extending from the base of the back face of the wall where it contacts the footing upwards at a slope of 1H:1.5V to a maximum distance of 2.5 m from the wall. b) Wingwalls

An area within 1.5 m from the back face of the wall.

501.07.03 Water for Compaction

Water shall be applied, as necessary, to achieve the degree of compaction required.

When the Contract includes a separate item for water for compaction, the water shall be applied with the approval of the Contract Administrator.

501.07.04 Quality Control

501.07.04.01 General

Quality control (QC) testing shall be carried out to ensure that earth and granular materials used in the Work are compacted according to the requirements as specified in the Contract Documents.

The 2 methods for conducting QC for compaction are referred to as Method A and Method B. Method A shall be used when Method B is not specified in the Contract Documents.

Field density and field moisture determinations shall be made according to ASTM D 6938.

501.07.04.02 Method A

The Contractor is responsible for establishing QC procedures.

Page 4 Rev. Date: 11/2014 OPSS.MUNI 501

501.07.04.03 Method B

501.07.04.03.01 General

When Method B is specified in the Contract Documents, QC compaction testing shall be based on material placed and compacted in the Work on a lot-by-lot basis according to the Lot Testing clause. Compaction acceptance shall be according to the Acceptance clause and shall be based on target densities established according to the Target Density clause, QC compaction field test results, and, where applicable, a statistical analysis of those results.

501.07.04.03.02 Submission of Test Data

Prior to construction of a control strip, a copy of all QC laboratory test results for LS-706 required by the Control Strip clause to determine optimum moisture content (OMC) of the control strip material shall be delivered to the Contract Administrator.

All field test results and information relating to control strip, target density, lot location, lift thickness, probe depth, moisture content, and wet density shall be recorded at the time of testing. All of this data, as well as the QC lot compaction calculations, shall be submitted to the Contract Administrator within 2 Business Days following completion of a lot and prior to placement of any subsequent lift using the most recent version of MTO form PH-CC-009.

501.07.04.03.03 Test Equipment and Operator Training

501.07.04.03.03.01 General

Field density and field moisture measurements for QC compaction testing of earth and granular materials shall be carried out using gauges and ancillary equipment.

Only qualified operators using properly calibrated gauges shall conduct QC compaction testing.

501.07.04.03.03.02 Nuclear Moisture and Density Gauge Requirements

A copy of a valid calibration certificate, including the make, model number, and serial number for each gauge, shall be submitted to the Contract Administrator, prior to use of the gauge in compaction testing.

In addition, the Contract Administrator may request that the operator perform a standardization procedure according to ASTM D 6939.

If the gauge does not meet the standardization requirements or exhibits malfunctions of any kind, the gauge shall be replaced.

501.07.04.03.03.03 Operator Requirements

Each operator shall have been trained in the safe operation, transportation, and handling of the gauge.

Prior to conducting QC compaction testing, the operator shall provide acceptable proof of proficiency in the use of a gauge and the correct procedures to determine lot and sublot sizes, field dry density, percent relative compaction, mean, standard deviation, and the Quality Index of a compacted lot of material by submitting one of the following: a) a gauge operator certification document or card from a training program acceptable to the Owner and conducted within the Province of Ontario within the last 2 years; or

Page 5 Rev. Date: 11/2014 OPSS.MUNI 501 b) a document (e.g., instruction notice or letter) signed by the Owner showing that the operator has demonstrated proficiency on a Contract either constructed or being constructed for the same Owner within the same construction year as the compaction testing being carried out for this Contract.

If the operator cannot provide either of the two documents stated above, then at the Contract Administrator’s discretion, the operator shall demonstrate his or her proficiency to the Owner. In this case, arrangements shall be made with the Contract Administrator regarding the schedule, location, and materials for such demonstrations. The first 2 demonstrations may include up to 5 operators and 5 gauges and shall be carried out at no charge. Additional demonstrations shall be charged at the rate of $500. Where a demonstration is carried out, acceptability of the operator shall be valid for the current calendar year only.

501.07.04.03.04 Target Density

New target densities shall be established for each separate component of the Work (e.g., backfilling of a trench, construction of a granular base, or placement of cover) at the following times: a) For earth and granular materials:

i. At the time of initial use of each source. ii. When there is a perceptible change in the appearance or gradation of materials or both. iii. At least once per calendar year on all carry-over Contracts. b) For earth, after each 10 QC lots of material have been completed, whether accepted or rejected, on the basis of one set of target density values. c) For granular materials, after each 25 QC lots of material have been completed, whether accepted or rejected, on the basis of one set of target density values.

The target density shall be established by the construction of a control strip according to the Control Strip clause.

When a control strip cannot be reasonably constructed or is impractical, with the consent of the Contract Administrator, the target density shall be based on the maximum dry density (MDD) as determined by LS-706, not more than 14 Days prior to placing the material. In this case, the MDD used for the new target density shall be based on the average of all individual MDD's calculated from a minimum of 3 independent samples selected from materials to be used in the Work.

501.07.04.03.04.01 Control Strip

Prior to construction of a control strip, the Contractor shall: a) Give a minimum notice of 24 hours to the Contract Administrator. b) Determine the optimum moisture content (OMC) according to LS-706.

Each control strip shall consist of a single uniform lift not more than 0.30 m in depth and covering at least 400 m2 in area.

During construction of the control strip, the average field moisture content shall be maintained within the range of no less than 2.0% lower than and no more than 1.0% greater than the OMC of the control strip material.

Page 6 Rev. Date: 11/2014 OPSS.MUNI 501

After initial placement of the material, the compaction equipment for that operation shall make 6 passes over the entire surface of the control strip. The field wet density and field moisture content shall be determined at a minimum of 3 randomly selected locations. The dry density shall be calculated for each of these locations and the average dry density and moisture content values used as the initial values for dry density and moisture content.

The compaction equipment shall then make 2 additional passes over the entire surface of the control strip.

All passes of the compaction equipment for the control strip shall be carried out in vibratory mode at a speed of no more than 5 km/hour.

A minimum of 3 separate random field density and moisture content determinations shall then be made and a new average dry density and moisture content shall be calculated.

If the new average dry density exceeds the previous value by more than 0.030 t/m3, additional passes of the equipment shall be carried out as described above. If the new average dry density does not exceed the previous value by more than 0.030 t/m3, the compaction of the control strip shall be considered satisfactory and complete.

Upon satisfactory completion of the control strip, an additional 7 field wet density and moisture content tests shall be taken at random locations and the dry density and moisture content values determined. The final dry density and moisture content of the control strip shall be the average of these 7 values plus the 3 most recent values that were obtained upon completion of the control strip. If the final moisture content lies within the allowable range of the OMC specified above, then the final dry density that was determined shall be the target density of the control strip.

501.07.04.03.05 Lot Testing

For compaction control, a unique set of lots distinguished from each other by an appropriate letter or number designation, shall be established for each of the following: a) Each separate component of the Work (e.g., backfilling a structure or a trench or construction of a granular base). b) Materials from different sources. c) Materials with different compaction properties. d) When recompaction is carried out following restoration, scarification, or placement of additional material onto previously tested and accepted lots. e) When directed by the Contract Administrator.

The individual lots within each unique set of lots shall be consecutively numbered and with no duplication. Lot sizes shall not exceed the limits as shown in Table 1.

All visibly soft or loose areas shall be compacted prior to testing.

For the situations described in Table 1, Part IV, a minimum of 2 field density and moisture content tests shall be carried out at random locations within each lot.

For all other situations, each lot shall be divided into 4 equal sublots and a minimum of one field density and moisture test shall be carried out at random locations within each sublot and the results used to calculate the Quality Index according to the Quality Index clause.

Page 7 Rev. Date: 11/2014 OPSS.MUNI 501

In addition, regardless of the situation, when a lot of material is split between both sides of a pipe, sewer, or culvert, at least one field density and moisture content test shall be taken on each side of that pipe, sewer, or culvert.

The nuclear gauge probe shall extend to the full depth of the lift, unless otherwise allowed by the Modified Layer Compaction Method according to OPSS 206. The probe shall not extend beyond the lift being tested.

For each test, the field wet density value and moisture content shall be immediately recorded on Form PH-CC-009. The dry field density of each sublot shall then be calculated as a percentage of the target density to the nearest 0.1%. The mean and the standard deviation and Quality Index, where applicable, of the field dry density values shall be calculated to the nearest 0.1% and recorded for each lot.

501.07.04.03.06 Quality Index

The Quality Index (Qi), shall be calculated from the mean ( x ) and standard deviation (s) of the percent target density which has been determined from all sublots within a QC compaction lot. The values for Quality Index, lot mean, and lot standard deviation shall be computed as follows: a) For materials placed in embankments within 50 m of a structure; placed as bedding, embedment, cover, or backfill material to pipes, sewers, or culverts; or placed as backfill to structures, utility structures, or small foundations (e.g., anchor blocks, sign posts, and formwork): x - 95 x - 98 For earth materials: Q = For granular materials: Q = i s i s b) For materials placed in all other situations:

x - 90 x - 95 For earth materials: For granular materials: Qi = Qi = s s

Where:

Qi = Quality Index, calculated to two decimal places.

x = Lot mean, the statistical value that describes the arithmetic average of sublot test results (dry density expressed as a percentage of the target density). Lot mean is the sum of individual sublot test results divided by the number of test results, calculated to 0.1% as follows: 4 x1  x2  x3  x4 1 x    xi 4 4 i1

S = Lot standard deviation (n-1), the statistical value that describes the distribution of sublot test results (dry density expressed as a percentage of the target density) about the lot mean. Standard deviation is the square root of the sum of the squares of the difference between each sublot test result and the lot mean divided by the number of test results minus one. It is calculated to 0.1% using the following expression:

4 2  ( xi - x ) s = i=1 3

Page 8 Rev. Date: 11/2014 OPSS.MUNI 501

501.07.04.03.07 Acceptance

For the situations described in Table 1, Part IV, acceptance or rejection of a QC lot for compaction shall be based on 2 or more random field density and moisture content tests taken within the lot. For a lot to be acceptable, all tests shall be at least 100% and 98% of the target density established for granular and earth materials, respectively. Otherwise, the QC lot shall be rejected for compaction.

For all other situations, acceptance or rejection of a QC lot for compaction shall be established by calculation of the Quality Index, according to the Quality Index clause. When Qi has a value equal to or greater than 1.47, the QC lot shall be accepted; otherwise, the lot shall be rejected for compaction.

Accepted QC lots damaged by vehicular traffic shall be restored prior to placement of any overlying material. Surfaces of accepted QC lots with ruts greater than 50 mm in depth in earth or 25 mm in depth in granular materials shall be regraded and the upper lift recompacted to meet the specified compaction requirements. Materials that cannot be successfully recompacted shall be removed and replaced with new material.

501.07.04.03.07.01 Rejected Lots

If a QC lot is rejected for compaction, the lot shall be recompacted with adjustment to the moisture content, as required, until satisfactory compaction is achieved. The recompacted lot shall be retested and a decision made, as described in the Acceptance clause.

When compaction of a QC lot does not meet the acceptance criteria and when the Contract Administrator has been satisfied that this is not a result of the Contractor's operation or equipment, a new target density shall be established for that operation.

501.07.05 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

501.08 QUALITY ASSURANCE

501.08.01 General

Field density and field moisture determinations shall be made in accordance with ASTM D 6938.

When Method B is specified for the QC of compaction, then Method B shall be used for quality assurance (QA).

501.08.02 Method A

The MDD shall be determined using LS-706.

Granular materials shall be compacted to a density of 100% of the MDD and all earth materials shall be compacted to a density of 95% of the MDD.

The frequency and location of testing for QA shall be as determined by the Contract Administrator.

Page 9 Rev. Date: 11/2014 OPSS.MUNI 501

501.08.03 Method B

501.08.03.01 General

The Contract Administrator shall conduct random testing or inspection of QC records or both to establish the acceptability of the QC compaction testing and verification of the field moisture content, field dry density, OMC, MDD, target density, and the Quality Index, where applicable.

The Contract Administrator may verify that the target density established for a control strip is based on the use of suitable compaction equipment. Provided that the MDD and OMC values determined by LS-706, as applicable, indicate an adequate target density is being achieved, the compaction equipment shall be considered suitable. If the compaction equipment is not capable of obtaining an adequate target density at the required moisture content, the equipment shall be considered unsuitable and shall be replaced with equipment that is able to obtain an appropriate target density.

Reasonable access to a control strip or to compacted QC lots shall be provided prior to placement of subsequent lifts of material. Subsequent lifts, including HMA, may not be placed until QA testing has been conducted or waived by the Contract Administrator.

501.08.03.02 Gauge Verification

Gauge verification QA shall consist of taking 4 random field density and moisture content measurements of a compacted lot or control strip and the subsequent calculation of the average dry density. Provided that the average dry density determined by QC test results for the same material is within 139 kg/m3 for granulars and 150 kg/m3 for earth when compared with the QA average dry density, the QC test results shall be considered valid.

501.08.03.03 Compaction

For the situations described in Table 1, Part IV, compaction QA shall consist of taking 2 or more random field density and moisture content measurements of each compacted lot and the subsequent determination of percent target density.

For all other situations, compaction QA shall consist of taking 4 random field density and moisture measurements of a compacted lot or control strip and the subsequent calculation of the Quality Index for the lot.

Provided that the lot is acceptable, according to the requirements specified in the Acceptance clause, no further action shall be taken.

However, if the lot is rejected based on compaction testing or demonstrates errors in QC reporting, an investigation shall take place to determine and resolve the discrepancies. The investigation may include, but is not limited to, any of the following: a) Recompaction of the lot. b) Retesting of the lot by the Contractor. c) Establishment of a new target density by control strip. d) Re-inspection of the gauge or operator or both by the Owner. e) Recalibration of the gauges. f) Removal of unsuitable materials.

Page 10 Rev. Date: 11/2014 OPSS.MUNI 501

501.08.03.04 Quality Control Records Inspections

QC records of the lot or control strip selected by the Contract Administrator shall be inspected for calculation errors, missing test data, or improper lot quantities. If errors or omissions are found that identify insufficiently compacted or improperly or untested lots, the Contractor shall make all such lots available and recompact or retest these lots or both so that they comply with the specified compaction requirements.

501.08.03.05 Charges

The Contract Administrator shall charge the Contractor $450.00 for each lot that requires retesting which has been identified through QA compaction testing or a review of QC records. In addition, immediately following the discovery of a discrepancy or inadequate compaction, all new lots shall be subjected to QA compaction testing prior to acceptance. If any of the new lots do not meet the specified compaction requirements, the Contractor shall be charged a fee of $450.00 for each lot. These conditions shall continue until 3 consecutive new lots have met the specified compaction requirements.

501.09 MEASUREMENT FOR PAYMENT

501.09.01 Actual Measurement

501.09.01.01 Water for Compaction

Measurement of water for compaction shall be in cubic metres using one of the following methods: a) The mass of the water shall be determined by weighing as specified in the Contract Documents. The mass of the water shall be converted to cubic metres using a factor of 1,000 kg to 1 m3. b) The water tank shall be measured and its volume computed in cubic metres. c) The water shall be measured through a water meter of approved design.

501.10 BASIS OF PAYMENT

501.10.01 Compaction

Payment at the Contract price of the appropriate tender item requiring compaction of earth and granular materials shall be full compensation for all labour, Equipment, and Material to do the work of compacting, including the water used for compaction, unless the Contract contains a separate tender item for Water for Compaction.

Any work required to repair or remove and replace damaged QC lots accepted using Method B shall be at no additional cost to the Owner.

Replacement of unsuitable equipment to obtain an appropriate target density using Method B shall be at no additional cost to the Owner.

Replacement of a gauge shall be at no additional cost to the Owner.

Any work required to recompact or retest material as a result of QA compaction testing or QC records inspection shall be at no additional cost to the Owner.

Page 11 Rev. Date: 11/2014 OPSS.MUNI 501

501.10.02 Water for Compaction - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

When the Contract does not contain a separate tender item for water for compaction, the Contract price for the tender item in which the water for compaction is used shall include full compensation for all labour, Equipment, and Material to do the work.

Page 12 Rev. Date: 11/2014 OPSS.MUNI 501

TABLE 1 Compaction Lot Size

Part Construction Lot Size

Every lift, 500 m Earth embankments, granular base, granular subbase, and granular I maximum length. shoulders. (Note 1) Every lift, 50 m II Structure approach fill for earth. maximum length. Bedding, embedment, cover, or backfill material for pipe and sewer Every lift, 200 m III sections > 20.0 m in length that are being placed in one operation, maximum length. earth or granular.

Bedding, embedment, cover, or backfill material for pipes and sewer sections  20.0 m in length that are being placed in one operation or Every lift, 20 m IV backfill to utility structures or small foundations (e.g., anchor blocks, maximum length. sign posts, and formwork), earth or granular.

Every lift for every Structure backfill and culvert bedding, embedment, cover, or backfill V stage of material, granular. construction.

Note: 1. The width of the lot shall be the limits established for the placement of current material only and shall not include adjacent material to be placed at a future date.

Page 13 Rev. Date: 11/2014 OPSS.MUNI 501

Appendix 501-A, November 2014 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should determine if the following is required and, if so, specify it in the Contract Documents:

- Use of Method B. (501.07.04.01)

Method A is based on laboratory testing to determine optimum moisture content and maximum dry density and is generally used by municipalities.

Method B is a statistically based end result method that recognizes the variability of materials and testing and is generally used by the Ministry of Transportation of Ontario.

If the form in Appendix 501-B is to be used for submission purposes rather than the MTO form, it needs to be invoked by reference in the Contract Documents and a special provision should be written to delete the MTO form from the specification. (501.07.04.03.02)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 14 Rev. Date: 11/2014 OPSS.MUNI 501

Appendix 501-B, November 2014 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

FIELD COMPACTION REPORT MATERIAL: CONTRACT NO.: SOURCE: QC LOCATION: GAUGE (make/model): Serial No.: QA

Quality Index, Qi

Target Density For embankments within 50 m of a structure; bedding, Standard Readings embedment, cover, or backfill material to pipes, sewers, or culverts; or backfill to structures, utility structures, or small 3 Control Strip, t/m foundations (e.g., anchor blocks, sign posts; and formwork): x95 x98 Calibration Reference Difference (%) Proctor, % i  i  Earth: Q s Granular: Q s Density ( 2.0% max) MDD, t/m3 For materials placed in all other situations: Moisture ( 4.0% max) OMC, % x90 Earth: Qi  Granular: s

Accepted

Test Location Density Relative Compaction

3 (A)

Lot Lot

Quality Rejected

% Standard

cm cm Lift Lift % Target Mean

Lot Station Offset Index (X)

Probe Probe Depth

Dry Dry Wet Wet

Content Density _ Deviation

Moisture Moisture

Count/ minute

Thickness Q Retest Density,

Density, i

Sublot Grade Pipe Sewer Culvert Other tonnes/m tonnes/m x Structure s

Foundation (R) 1 2 3 4 1 2 3 4 1 2 3 4

NOTES: a) Where Qi > 1.47, then 99% of the lot will have compaction above the specified limits, otherwise, the lot is rejected and shall be recompacted and retested. b) Retested areas should be indicated with “R” using the original lot number. REMARKS: TECHNICIAN: PRINT NAME

SIGNATURE DATE Copies to: Contract Administrator Contractor

Page 15 Rev. Date: 11/2014 OPSS.MUNI 501 ONTARIO PROVINCIAL METRIC STANDARD OPSS.MUNI 510 SPECIFICATION NOVEMBER 2014

CONSTRUCTION SPECIFICATION FOR REMOVAL

TABLE OF CONTENTS

510.01 SCOPE

510.02 REFERENCES

510.03 DEFINITIONS

510.04 DESIGN AND SUBMISSION REQUIREMENTS

510.05 MATERIALS

510.06 EQUIPMENT - Not Used

510.07 CONSTRUCTION

510.08 QUALITY ASSURANCE - Not Used

510.09 MEASUREMENT FOR PAYMENT

510.10 BASIS OF PAYMENT

APPENDICES

510-A Commentary

510.01 SCOPE

This specification covers the requirements for demolition, salvage, removal, and in-place abandonment, either completely or partially, of those materials and structures so designated, including the requirements for backfilling resulting excavations, trenches, holes, and pits.

510.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2014 OPSS.MUNI 510

510.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

510.02 REFERENCES

When the Contract Documents indicate that municipal-oriented specifications are to be used and there is a municipal-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.MUNI, unless use of a provincial-oriented specification is specified in the Contract Documents. When there is not a corresponding municipal-oriented specification, the references below shall be considered to be the OPSS listed, unless use of a provincial-oriented specification is specified in the Contract Documents.

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 301 Restoring Unpaved Roadway Surfaces OPSS 410 Pipe Sewer Installation in Open Cut OPSS 421 Pipe Culvert Installation in Open Cut OPSS 422 Precast Reinforced Concrete Box Culverts and Box Sewers in Open Cut OPSS 501 Compacting

Ontario Provincial Standard Specifications, Materials

OPSS 1004 Aggregates - Miscellaneous OPSS 1150 Hot Mix Asphalt OPSS 1151 Superpave and Stone Mastic Asphalt Mixtures OPSS 1301 Cementing Materials OPSS 1302 Water OPSS 1350 Concrete - Materials and Production

Ontario Ministry of Transportation Publications

Structural Manual

CSA Standards

S6-00 Canadian Highway Bridge Design Code

Page 2 Rev. Date: 11/2014 OPSS.MUNI 510

510.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Bridge Structure means that portion of a bridge and associated wing and retaining walls above the bridge footing, excluding modular bridges.

CIR means cold in-place recycling.

CIREAM means cold in-place recycling with expanded asphalt.

Concrete Appurtenances mean as defined in OPSS 410, 421, and 422.

Culvert means a single or multiple cell structure designed to provide an opening under a roadway, pedestrian way, railway, or side entrance for the passage of surface water, livestock, or pedestrians.

Curb and Gutter means any combination of curb, gutter, curb with gutter, gutter setbacks, bullnoses, gutter outlets, and spillways.

Engineer means a professional engineer licensed by the Professional Engineers Ontario to practice in the Province of Ontario.

HIR means hot in-place recycling.

Pipe means any closed conduit originally designed to convey liquid or gas.

Sundry Asphalt Pavements means paved islands, medians, boulevards, and walkways.

510.04 DESIGN AND SUBMISSION REQUIREMENTS

510.04.01 Design Requirements

Caps for capping maintenance holes, catch basins, ditch inlets, and valve chambers shall be designed according to CAN/CSA S6 and the Structural Manual.

510.04.02 Submission Requirements

510.04.02.01 Removal of Bridge Structures

Two weeks prior to commencement of the work, a work plan shall be submitted to the Contract Administrator outlining the equipment to be used, dust and debris control, and the sequence of removals for bridge demolition.

Where any portion of the bridge structure is to support traffic or equipment loading during demolition, the entire structure shall be evaluated for load carrying capacity according to the CAN/CSA S6 and the Structural Manual.

All submissions shall bear the seal and signature of the design Engineer and design check Engineer.

Page 3 Rev. Date: 11/2014 OPSS.MUNI 510

510.05 MATERIALS

510.05.01 Mortar

510.05.02 Concrete

Concrete for concrete seals shall be according to OPSS 1350 with minimum specified 28-Day compressive strength of 30 MPa.

Concrete for filling abandoned pipes shall be according to OPSS 1350 with minimum specified 28-Day compressive strength of 15 MPa.

510.05.03 Grout

510.07 CONSTRUCTION

510.07.01 General

Removal, abandonment, demolition, or salvage of a particular item shall be as specified in the Contract Documents.

The work shall include all associated excavation, backfill, compaction, trimming, plugging, capping, filling, sealing, and right-of-way preparation.

If provided, existing drawings from the Owner pertaining to bridge structures, modular bridges, culverts, and noise barriers designated for removal shall be reviewed prior to commencement of any activities.

Stockpiling requirements shall be as specified in the Contract Documents.

Where work is done in waterbodies and on waterbody banks, the work shall be according to the Contract Documents.

510.07.01.01 Excavation

Excavation required for the removal work to be carried out shall be part of the removal operation and shall be performed in such a manner as to leave undisturbed any portions not designated for removal.

510.07.01.02 Removal

Removal shall be performed in such a manner and with such equipment as to leave undisturbed and undamaged any portion not designated for removal or salvage. All damaged or disturbed portions shall be corrected expeditiously and repaired to the satisfaction of the Contract Administrator. The broken edges of portions to be left in place that are visible after construction shall be squared and neatly trimmed.

Page 4 Rev. Date: 11/2014 OPSS.MUNI 510

510.07.01.03 Salvage

Any material designated for salvage shall remain the property of the Owner and shall be maintained in a reasonable condition and stockpiled in a manner acceptable to the Contract Administrator.

Salvaged materials that are surplus to the Contract requirements shall be delivered to the location specified in the Contract Documents. When designated for salvage and surplus to the Contract requirements, salvaged frames and related grates or covers shall be kept together as a unit for delivery and stockpiling.

Any material designated for salvage damaged by the Contractor's operations or lost by the Contractor at any time prior to re-use or stockpiling shall be replaced with new material.

510.07.01.04 Backfilling, Compacting, and Trimming

Where a removal or partial removal requires the filling of a resulting trench, hole, or pit, backfilling shall be to the required grade using either suitable excavated material or imported material as required or as specified in the Contract Documents, and shall include levelling and trimming of the site to match required contours and provide adequate drainage. Backfill material shall be placed in layers not exceeding 300 mm and compacted according to OPSS 501.

510.07.02 Bridge Work

510.07.02.01 Removal of Bridge Structures and Bridge Footings

The work of bridge structure removal shall include the complete removal of bridge structure components above the top of the bridge footings to the lines and grades specified in the Contract Documents.

The work of bridge footings removal shall include cutting the piles to the underside of the footing and the complete removal of the bridge footings.

510.07.02.02 Removal of Modular Bridges

The work of modular bridge removal shall include the dismantling and removal and salvage of the modular bridge components, all timber in the deck, curbs, running strips, and steel beam guide rail system attached to the bridge. The work shall include the unloading and erection of the launching nose and subsequent dismantling.

Modular bridge components that are the property of the Owner, including the dismantled launching nose, shall be loaded onto transport vehicles, supported on 100 x 100 mm timber to allow forklift access, securely fastened, and then transported to the location specified in the Contract Documents.

All components shall be delivered in good condition during normal working hours and neatly stockpiled. All small parts shall be crated to prevent loss.

The approximate weight of the modular bridge, as specified in the Contract Documents, includes the weight of the steel components of the bridge, the ramps, and the launching nose, but excludes the weight of the wooden deck, construction tools, and rollers.

Vehicles required to transport the launching nose and the modular bridge components and parts shall be provided by the Contractor and of sufficient size to fully support the modular bridge components.

Page 5 Rev. Date: 11/2014 OPSS.MUNI 510

510.07.02.02.01 Operational Constraints

Prior to dismantling of the modular bridge, qualification information shall be provided to the Contract Administrator to ensure that the person supervising the removal of the modular bridge is competent to successfully fulfill such duties.

The Contract Administrator shall be notified a minimum of 7 Days in advance of the date on which modular bridge removal is to commence. The Owner shall make the launching nose available to the Contractor, following such notification.

510.07.02.02.02 Removal of Modular Bridge Substructures

The work shall include the removal of modular bridge substructures, bank seats, cribs, and timber or steel bents, and any rock in the cribs.

Modular bridge substructure materials shall be removed from the right-of-way or managed as specified in the Contract Documents.

Rocks from cribs shall not be placed in any waterbody.

510.07.03 Drainage Work

510.07.03.01 General

Any sediment or deposited material required to be removed shall not be allowed to enter any waterbody.

Frames with grates or covers and watermain appurtenances, within valve chambers that are to be removed, shall be salvaged.

510.07.03.02 Removal of Curb and Gutter

The work shall include the removal of asphalt, concrete, and cut stone curb and gutter. Cut stone curb shall be salvaged.

510.07.03.03 Removal of Asphalt Curb and Gutter

The work shall include the removal of asphalt curb and gutter.

510.07.03.04 Removal of Concrete Curb and Gutter

The work shall include the removal of concrete curb and gutter.

510.07.03.05 Removal of Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

The work shall consist of the removal of maintenance holes, catch basins, ditch inlets, and valve chambers.

510.07.03.06 Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

The work shall include the partial removal of maintenance holes, catch basins, ditch inlets, and valve chambers where structures and the Utility systems therein are abandoned. Such partial removal, when within the roadway, shall be to a minimum of 1.0 m below subgrade.

Prior to backfilling, the bottom of each structure designated for partial removal shall be broken to allow for the free movement of groundwater.

Page 6 Rev. Date: 11/2014 OPSS.MUNI 510

As an alternative to partial removal, maintenance holes, catch basins, ditch inlets, or valve chambers may be removed in their entirety.

510.07.03.07 Capping Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

The work shall include the capping of maintenance holes, catch basins, ditch inlets, and valve chambers where the Utility systems therein are to remain in service. Such capping shall include the removal of all adjustment units. Where the structure exists within the roadbed, the upper portion of the structure shall be removed to a minimum of 1.0 m below subgrade and the walls of the structure shall be saw cut or similarly finished to produce a neat horizontal cut suitable for placing a concrete cap.

510.07.03.08 Removal of Pipes and Culverts

The work shall include the removal of pipes and culverts of 200 mm diameter and greater, including multiple cell timber culverts.

Concrete, clay, and plastic pipes may be removed by rupturing or collapsing the pipe with suitable equipment and leaving the debris in place in a manner as to eliminate all voids and so as not to be detrimental to the work.

When removing pipes that enter into a concrete culvert, maintenance hole, catch basin, ditch inlet, or valve chamber and the structure is to remain in service, the openings left in the structures from the pipe shall be sealed with concrete or brick suitable for outdoor use and mortar. Brick seals shall be a minimum thickness of one brick length. The contact surface of each brick shall be coated with mortar to provide a watertight seal. Concrete seals shall be the minimum thickness of the structure wall.

510.07.03.09 Abandonment of Pipes and Culverts

The work shall include the filling of all pipes and culverts when the Contract Documents specify abandonment.

Abandoned sections of pipes and culverts up to 1200 mm in diameter shall be filled with grout or concrete.

Access points shall be provided to allow for confirmation that the pipe has been completely filled.

When abandoning pipes that enter into a concrete culvert, maintenance hole, catch basin, ditch inlet, or valve chamber and the structure is to remain in service, the openings in the structure shall be sealed according to the Removal of Pipes and Culverts clause.

510.07.03.10 Removal of Pipe Subdrains

The work shall include the removal of pipe subdrains smaller than 200 mm in diameter.

Excavate, as required, to remove existing pipe subdrains, backfill the resulting trenches with native material, and compact.

510.07.03.11 Removal of Hydrants, Valves, and Watermain Appurtenances

The work shall include the removal or abandonment of hydrants, valves, and watermain appurtenances.

When a hydrant is removed, the hydrant shall be removed with its boot intact and salvaged.

When the mainline is to remain in service after a removal, the work shall include capping at the tee at the mainline.

When a mainline valve is to be abandoned and the valve is not in a valve chamber, the valve box shall be removed.

Page 7 Rev. Date: 11/2014 OPSS.MUNI 510

When a water service connection is abandoned, the work shall include shutting off the service at the mainline.

510.07.04 Fence and Noise Barrier Work

510.07.04.01 Removal of Fence

The work shall include the removal of all fences, regardless of type.

The work shall consist of the dismantling and removal of the fence, including all posts, fence fabric, footings, gates, components, and fittings forming part of the fence designated for removal.

Where the means of egress and ingress between the right-of-way and adjacent property is being controlled by an existing fence designated for removal, that control shall be maintained for the duration of the Contract.

When only part of an existing fence is removed, repairs to match the existing fence shall be made to the ends remaining.

510.07.04.02 Removal of Noise Barriers

The work shall include the dismantling of the noise barrier including posts, panels, framing, doors, fire access openings, and the removal of concrete footings to a depth of 1.3 m.

510.07.05 Delineators, Traffic Barriers, and Energy Attenuator Work

510.07.05.01 Removal of Delineator Posts

The work shall include the removal of delineator and guide posts, including wooden, metal, and flexible posts, and associated hardware.

510.07.05.02 Removal of Guide Rail Systems

The work shall include the removal of cable guide rail, steel beam guide rail, and box beam guide rail systems, including cables, steel beams, box beams, channels, hardware, posts, anchor blocks, and anchoring systems to the limits specified in the Contract Documents.

510.07.05.03 Removal of Concrete Barriers

The work shall include the removal of cast-in-place concrete barriers; the removal and salvage of precast concrete barriers; the removal of back to back installed concrete barriers, concrete or granular fill between the back to back concrete barriers, barrier transition sections; and the removal of associated pads and hardware as specified in the Contract Documents.

510.07.05.04 Removal of Energy Attenuators

The work shall include the removal of energy attenuators, including pads and anchoring devices. At specified locations, the energy attenuators shall be dismantled and salvaged as a complete system, including all hardware.

510.07.05.05 Removal of Ramp Closure Gates

The work shall include removal of ramp closure gate concrete footings, gates, signs, and all associated hardware.

The gates and associated hardware shall be salvaged and delivered to the location specified in the Contract Documents.

Page 8 Rev. Date: 11/2014 OPSS.MUNI 510

510.07.06 Pavement Work

510.07.06.01 General

During pavement removal operations, care shall be taken to prevent contamination with granular and other foreign materials.

Removal shall be performed in such a manner as to leave adjacent pavement and structures remaining in place undisturbed.

When the roadway is to be opened to traffic after the daily shut down and full width pavement removal is required, the following shall apply: a) For two-lane highways, removal shall be done to the same station for the full pavement width prior to shutdown at the end of the day. b) For multi-lane highways, removal shall be done to essentially the same station for the full pavement width for a specific direction prior to shutdown at the end of the day. c) Prior to opening the lanes to traffic, temporary ramping shall be provided as specified in the Contract Documents.

Asphalt pavement material from removal operations that is to be used on this Contract or stockpiled for future use by the Owner shall be weighed according to the Contract Documents then processed prior to stockpiling so 100% of the resultant material passes the 26.5 mm sieve. RAP shall be stockpiled according to the requirements of OPSS 1150 or OPSS 1151, as applicable to the Contract.

Removed asphalt pavement materials that are different due to the removal equipment used or pavement type shall be stockpiled separately.

510.07.06.02 Cutting Existing Pavement

Pavement shall be cut for neat removal to the depth specified in the Contract Documents.

Suitable mechanical sawing equipment or pavement milling equipment capable of producing a straight clean vertical face shall be used for cutting the pavement. The existing pavement type, thickness, and, if any, size of reinforcement shall be as specified in the Contract Documents.

510.07.06.03 Removal of Pavement, Treated Base, and Concrete Base

The work shall include the full-depth removal of asphalt pavement, concrete pavement, asphalt pavement from concrete surfaces and concrete base, cement-treated base, and asphalt-treated base. All materials shall be managed as specified in the Contract Documents.

When removed material is to remain temporarily on site due to construction operations, the removed material shall be placed on an asphalt or concrete surface until final disposition.

When the operation for full-depth asphalt removal from concrete base or concrete surfaces other than structures causes thickness reductions or surface variations exceeding 10 mm, the removal operations shall be corrected expeditiously and the damaged concrete areas repaired.

As part of the work of full-depth pavement removal, where public traffic is to be maintained throughout the work without the use of a temporary bypass, temporary granular ramping shall be constructed and maintained to convey public traffic through the area. The ramping shall be at 20H:1V. Temporary ramps shall be removed to accommodate subsequent construction after traffic has been routed off the temporary ramp.

Page 9 Rev. Date: 11/2014 OPSS.MUNI 510

Following pavement removal, the existing roadway granular shall be restored according to OPSS 301, when such roadway is not designated for abandonment.

Prime, surface treatments, and mulch pavements greater than 50 mm in depth are considered to be asphalt pavement.

This work shall not include removal of materials for jointing done as part of a paving operation.

510.07.06.04 Removal of Asphalt Pavement, Partial-Depth

The work shall include the partial-depth removal of asphalt pavement. Such material shall be managed as specified in the Contract Documents.

The asphalt pavement shall be removed to the average depth specified in the Contract Documents.

Before commencing removal operations, all debris, deleterious material, and existing windrows shall be removed from the roadway surface, including material beyond the theoretical roadway width, to provide positive drainage.

If the remaining asphalt pavement does not require further processing or if the remaining asphalt pavement is to be recycled using CIR or CIREAM or HIR processes, then the equipment used for partial depth removal shall be automatically controlled for grade and slope during removal. The surface remaining after removal shall have a constant and continuous crossfall matching the intended surface course crossfall. The surface remaining after removal shall have an even texture and be free of significantly different grooves and ridges in all directions.

Removed asphalt pavement material shall not remain on the roadway after completion of the day's operation. Placing of the material on grade other than a bituminous surface prior to hauling to a stockpile shall not be permitted.

Temporary transverse ramping shall be as specified in the Contract Documents. If due to unforeseen circumstances, removal cannot be done full width prior to shut down at the end of the day, then temporary, longitudinal ramping shall also be provided as specified in the Contract Documents. All ramping shall be removed prior to placing adjacent hot mix asphalt pavement.

Partial-depth asphalt pavement removal operations and the resulting surfaces from partial-depth asphalt removal operations shall not be permitted between November 16th and June 1st, unless approved by the Contract Administrator.

510.07.06.05 Removal of Asphalt Pavement from Concrete Surfaces on Structures

The work shall include the removal of asphalt pavement and waterproofing from the concrete surfaces on structures. All materials shall be managed as specified in the Contract Documents.

When pavement-milling equipment is used, the weight of milling equipment shall be limited to: a) 43 tonnes maximum weight for post-tensioned decks and rigid frame decks, b) 26 tonnes maximum weight for thin slab concrete bridge deck on girders. For thin slab concrete bridge deck on girders, the equipment shall not travel laterally beyond 1.0 m from the centreline of the exterior girder.

Page 10 Rev. Date: 11/2014 OPSS.MUNI 510

When the method of asphalt removal results in impact damage or excessive vibration is observed, operations shall be modified to eliminate these effects.

Unless the Contract Documents specify a concrete or latex-modified concrete overlay is to be placed on the existing concrete deck, the milling operation shall be controlled such that the milling teeth do not come in contact with the concrete deck surface and bridge joints. Any remaining asphalt pavement and waterproofing not removed by rotary milling equipment shall be removed by other methods.

If the milling operation damages the surface of the concrete deck, causing surface variations or concrete thickness reductions exceeding 2 mm, the milling operation shall be corrected expeditiously and the damaged concrete areas repaired. The proposed repair method shall be submitted in writing to the Contract Administrator, prior to commencing repairs. Surface preparation, placement, and curing of the repair materials shall be according to the repair material manufacturer's instructions.

510.07.06.06 Removal of Concrete Pavement, Partial-Depth

The concrete pavement shall be removed to the depths indicated in the Contract Documents.

The equipment used for partial-depth concrete pavement removal shall be automatically controlled for grade and slope during removal. The surface remaining after removal shall have a constant and continuous cross fall matching the intended surface cross fall. The surface remaining after removal shall have an even texture free of significantly different grooves and ridges in all directions.

The removed concrete pavement material shall not remain on the roadway after completion of the day’s operation.

After partial-depth removal of existing concrete pavement, the Contractor shall reshape and compact the existing shoulder material to ensure proper drainage of the remaining surface and adjoining shoulders.

Removal operations and resulting surfaces from removal operations shall not be permitted during the winter months on highways with posted speeds of 80 km/h or higher.

510.07.07 Concrete Work

510.07.07.01 Removal of Concrete

The work shall include the removal of retaining walls; footings; foundations; concrete culverts, including associated wingwalls and retaining walls; concrete appurtenances; and similar concrete structures specified in the Contract Documents.

510.07.08 Right-of-Way Work

510.07.08.01 Preparing Right-of-Way

When preparing the right-of-way is specified in the Contract Documents, all objects and materials within the specified road allowance that interfere with the execution of the work and are not covered under separate removal items, shall be removed under this work. The work includes, but is not limited to the removal of trees less than 150 mm diameter, tree roots and stumps, brush and hedges, culverts, wooden and steel posts, signs, sidewalks, precast or poured driveway curbs, asphalt curbs, boulders, stone walls and retaining walls, and other surface materials that require removal in order to complete all parts of the Contract.

Any precast concrete slabs, bricks and stones, cut stone curbs, timbers, or similar landscaping elements that are removed shall remain the property of the adjacent property owner and shall be piled neatly on such adjacent property.

Page 11 Rev. Date: 11/2014 OPSS.MUNI 510

510.07.08.02 Removal of Driveways, Sidewalks, and Sundry Asphalt Pavements

When collective work to remove driveways and sidewalks needs to be done, work shall include the removal of asphalt, concrete, stone or brick driveways and sidewalks, and sundry asphalt pavements.

510.07.08.03 Removal of Concrete Sidewalk

The work shall include the removal of concrete sidewalk.

510.07.08.04 Removal of Gabions

The work shall include the removal of gabions, including rock and wire.

510.07.09 Overhead Signs and Sign Support Structure Work

Overhead signs and sign support structures shall be salvaged.

Sign support structure footings shall be removed to a minimum of 1.3 m below subgrade.

510.07.10 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

510.09 MEASUREMENT FOR PAYMENT

510.09.01 Actual Measurement

510.09.01.01 Removal of Bridge Footings

Measurement of removal of bridge footings shall be the volume in cubic metres of the concrete removed.

510.09.01.02 Removal of Curb and Gutter Removal of Asphalt Curb and Gutter Removal of Concrete Curb and Gutter

Measurement of removal of curb and gutter shall be the length in metres horizontally along the flow lines of the curb and gutter removed, whether straight or circular, without separation into types. When the slope of the curb and gutter is 4H:1V or steeper, then the above measurement is of the slope length.

No deduction shall be made from the measured length for the spaces occupied by maintenance hole and catch basin castings. Where the removal includes runs of curb and gutter that converge to form bullnoses, each run shall be measured for payment and such measurement shall be deemed to include the concrete fillet within the bullnose.

510.09.01.03 Removal of Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

For measurement purposes, a count shall be made of the number of maintenance holes, catch basins, ditch inlets, and valve chambers removed regardless of type, depth, or size.

Page 12 Rev. Date: 11/2014 OPSS.MUNI 510

510.09.01.04 Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers, Partial-Depth

For measurement purposes, a count shall be made of the number of maintenance holes, catch basins, ditch inlets, and valve chambers abandoned regardless of type or size.

510.09.01.05 Capping of Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

For measurement purposes, a count shall be made of the number of maintenance holes, catch basins, ditch inlets, and valve chambers capped regardless of type or size.

510.09.01.06 Removal of Pipes and Culverts

Measurement of removal of pipes and culverts shall be the length in metres horizontally along the pipe or culvert, from one end or end section to the other end or the other end section. Where the grade of the pipe or culvert is 10% or greater, then the above measurement is of the slope length. Pipes and culverts smaller than 200 mm diameter shall be treated as part of the excavation work.

No deduction shall be made from the measured length for the spaces occupied by intermediate maintenance holes, catch basins, ditch inlets, and valve chambers.

510.09.01.07 Abandonment of Pipes and Culverts

Measurement of abandonment of pipes and culverts shall be by length in metres horizontally along the pipe or culvert, from one end or end section to the other end or the other end section. Where the grade of the pipe or culvert is 10% or greater, then the above measurement is of the slope length.

510.09.01.08 Removal of Pipe Subdrains

Measurement of removal of pipe subdrains shall be by length in metres horizontally along the centerline of the pipe subdrains, including outlets.

510.09.01.09 Removal of Hydrants Removal of Valves Removal of Watermain Appurtenances

For measurement purposes, a count shall be made of the number of hydrants, valves, and watermain appurtenances removed.

510.09.01.10 Removal of Fence Removal of Noise Barrier

Measurement of removal of fence and noise barrier shall be the length in metres, horizontally along each fence or noise barrier removed.

510.09.01.11 Removal of Delineator Posts

For measurement purposes, a count shall be made of the number of delineator and guide posts removed.

510.09.01.12 Removal of Cable Guide Rail Removal of Concrete Barrier Removal of Steel Beam Guide Rail Removal of Steel Box Beam Barrier

Page 13 Rev. Date: 11/2014 OPSS.MUNI 510

Measurement of removal of traffic barrier shall be the length in metres horizontally along each type of traffic barrier removed, excluding energy attenuators.

Where cable guide rail and steel box beam barrier are anchored to concrete anchor blocks, measurement shall be made between the end anchor points with no additional measurement made of the overlapping sections at intermediate anchorages.

510.09.01.13 Removal of Anchor Blocks

For measurement purposes, a count shall be made of the number of anchor blocks removed.

510.09.01.14 Removal of Energy Attenuators

For measurement purposes, a count shall be made of the number of complete energy attenuators systems removed.

510.09.01.15 Removal of Ramp Closure Gates

For measurement purposes, a count shall be made of the number of ramp closure gates removed.

510.09.01.16 Cutting Existing Pavement

Measurement of cutting of existing pavement shall be by length in metres along each cut.

510.09.01.17 Removal of Asphalt Pavement Removal of Asphalt Pavement from Concrete Surfaces Removal of Concrete Pavement Removal of Asphalt-Treated Base Removal of Cement-Treated Base Removal of Concrete Base

Measurement of removal of asphalt pavement, asphalt pavement from concrete surfaces, concrete pavement, asphalt-treated base, cement-treated base, and concrete base shall be by area in square metres.

No deductions shall be made from the area for the space occupied by maintenance holes, catch basins, and valve chambers.

The full-depth removal of asphalt pavement, asphalt pavement from concrete surfaces, concrete pavement, asphalt-treated base, cement-treated base, and concrete base shall be measured for payment whether on the roadway surface or within an excavation, where such pavement or base has remained in place since its construction.

510.09.01.18 Removal of Asphalt Pavement, Partial-Depth Removal of Concrete Pavement, Partial-Depth

Measurement of removal of partial-depth asphalt or concrete pavement shall be by area in square metres or by mass in tonnes as specified in the Contract Documents.

510.09.01.19 Removal of Asphalt Pavement from Concrete Surfaces on Structures

Measurement of removal of asphalt pavement from concrete surfaces on structures shall be by area in square metres.

Page 14 Rev. Date: 11/2014 OPSS.MUNI 510

510.09.01.20 Removal of Concrete

Measurement of removal of concrete shall be by volume in cubic metres.

When broken concrete or masonry is used as rip-rap or rock protection, deductions shall not be made from the concrete removal item.

510.09.01.21 Removal of Driveways, Sidewalks, and Sundry Asphalt Pavements

Measurement of removal of driveways, sidewalks, and sundry asphalt pavements shall be by horizontal area in square metres.

510.09.01.22 Removal of Concrete Sidewalk

Measurement of removal of concrete sidewalks shall be by horizontal area in square metres.

510.09.01.23 Removal of Gabions

Measurement of removal of gabions shall be by volume in cubic metres.

510.09.01.24 Removal of Sign Support Structure Removal of Sign Support Structure Footings

For measurement purposes, a count shall be made of the number of sign supports and sign support footings removed.

510.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

510.10 BASIS OF PAYMENT

510.10.01 Removal of Bridge Structure - Item Removal of Bridge Footings - Item Removal of Modular Bridge - Item Removal of Modular Bridge Substructure - Item Removal of Curb and Gutter - Item Removal of Asphalt Curb and Gutter - Item Removal of Concrete Curb and Gutter - Item Removal of Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers - Item Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers Partial-Depth - Item Capping of Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers - Item Removal of Pipe and Culverts - Item Abandonment of Pipes and Culverts - Item Removal of Pipe Subdrains - Item Removal of Hydrants - Item Removal of Valves - Item Removal of Watermain Appurtenances - Item Removal of Fence - Item Removal of Noise Barriers - Item

Page 15 Rev. Date: 11/2014 OPSS.MUNI 510

Removal of Delineator Posts - Item Removal of Cable Guide Rail - Item Removal of Concrete Barrier - Item Removal of Steel Beam Guide Rail - Item Removal of Steel Box Beam Barrier - Item Removal of Anchor Blocks - Item Removal of Energy Attenuators - Item Removal of Ramp Closure Gates - Item Cutting Existing Pavement - Item Removal of Asphalt Pavement - Item Removal of Asphalt Pavement from Concrete Surfaces - Item Removal of Concrete Pavement - Item Removal of Asphalt-Treated Base - Item Removal of Cement-Treated Base - Item Removal of Concrete Base - Item Removal of Asphalt Pavement, Partial-Depth - Item Removal of Asphalt Pavement from Concrete Surfaces on Structures - Item Removal of Concrete Pavement, Partial-Depth Removal of Concrete - Item Preparing Right-of-Way - Item Removal of Driveways, Sidewalks, and Sundry Asphalt Pavements - Item Removal of Concrete Sidewalk - Item Removal of Gabions - Item Removal of Sign Support Structure - Item Removal of Sign Support Structure Footings - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material to do the work.

Imported backfill shall be paid for separately according to the tender item of the material specified in the Contract Documents.

Payment at the Contract price for the appropriate removal tender item shall be full compensation for all labour and Equipment for earth excavation required in the course of the removal operations.

Material designated for salvage but damaged by Contractor operations or lost by the Contractor shall be replaced with new material at no additional cost to the Owner.

If the Contractor elects to remove maintenance holes, catch basins, ditch inlets, and valve chambers in their entirety rather than as a partial removal, the removal shall be at no additional cost to the Owner.

When the Contract does not contain a separate item for the removal of pipe subdrain, the contract price for the items directly associated with the removal of pipe subdrain shall include full compensation for all labour, Equipment, and Materials required to do the work described in this specification.

Disturbed or damaged portions not designated for removal or salvage that result from the Contractor's operations shall be corrected or repaired at no additional cost to the Owner.

510.10.02 Excavation for Underpavement Objects

When the Contract contains separate items for the removal of concrete pavement, asphalt pavement, concrete base, cement-treated base, sidewalk, and curb and gutter, such items removed because of the removal of under-pavement objects such as sewers, culverts, Utilities, and watermains, payment shall be at the Contract prices and according to the specifications for the removal of concrete pavement, asphalt pavement, concrete base, cement-treated base, sidewalk, or curb and gutter, respectively.

Page 16 Rev. Date: 11/2014 OPSS.MUNI 510

510.10.03 Excavation for Removal

When excavation for removal overlaps the excavation required for other work under the Contract, the overlapping excavation for the removal shall be paid for in accordance with the specification for other work.

No deductions shall be made to the quantities of concrete base, cement-treated base, sidewalk, curb and gutter, and any other structure or portion of structure where these items removed are included within the established lines of an excavation item measured for separate payment.

Page 17 Rev. Date: 11/2014 OPSS.MUNI 510

Appendix 510-A, November 2014 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Items that are to be removed, abandoned, demolished, or salvaged. (510.07.01)

- Stockpiling requirements. (510.07.01)

- Requirements for work that is to be carried out in waterbodies or on waterbody banks. (510.07.01)

- For removal items, - Delivery locations for salvaged materials in excess to Contract requirements (510.07.01.03) - For bridge structures, specify the line and grade to which the structure is to be removed. (510.07.02.01) - Destination of modular bridge components. (510.07.02.02) - Approximate weight of the modular bridge to be removed. (510.07.02.02) - Management of modular bridge substructure materials. (510.07.02.02.01) - Delivery requirements for ramp closure gates. (510.07.05.05) - Temporary ramping requirements. (510.07.06.01) - For pavement, specify the depth of sawcut and identify the pavement type; thickness; size of reinforcement, if any; and management of materials. (510.07.06.02 and 510.07.06.03) - For partial-depth pavement, identify the average depth of the removal and management of materials. (510.07.06.05)

- Method of measurement for the partial-depth removal of asphalt or concrete pavement. (510.09.01.18)

The designer should determine if the following is required and, if so, specify it in the Contract Documents:

- Imported backfill. (510.07.01.04)

The designer should list in the Contract Documents existing drawings available, if any, for structures to be removed. (510.07.01)

The designer should determine if special restrictions or permits apply where work under the specification is required in waterbodies or on waterbody banks.

For the demolition of bridges, OPSS 510 does not place any restrictions on the Contractor in terms of methods or equipment to be used. Therefore, when it is foreseen that a demolition will require special requirements or safety precautions, the designer should include these requirements in the Contract Documents.

The designer should determine which removals are included under Earth Excavation and Grading. (510.10.03)

The designer should ensure that the removal of asphalt from bridge decks is to be paid separately, when the entire bridge deck is removed and the asphalt cannot be mixed with concrete.

The designer should ensure that all items to be left in place are in accordance with environmental constraints and requirements.

Page 18 Rev. Date: 11/2014 OPSS.MUNI 510

Appendix 510-A

Removed items may contain materials that may be subject to specific handling and disposal requirements (e.g., asbestos and slag). The designer should ensure that these requirements are included where such materials are known to exist.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 102.010 Removals, Legend OPSD 710.010 Capping Existing Structures, Maximum 4.0 m Cover

Page 19 Rev. Date: 11/2014 OPSS.MUNI 510

ONTARIO PROVINCIAL METRIC STANDARD OPSS 511 SPECIFICATION NOVEMBER 2013

CONSTRUCTION SPECIFICATION FOR RIP-RAP, ROCK PROTECTION, AND GRANULAR SHEETING

TABLE OF CONTENTS

511.01 SCOPE

511.02 REFERENCES

511.03 DEFINITIONS - Not Used

511.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

511.05 MATERIALS

511.06 EQUIPMENT - Not Used

511.07 CONSTRUCTION

511.08 QUALITY ASSURANCE - Not Used

511.09 MEASUREMENT FOR PAYMENT

511.10 BASIS OF PAYMENT

APPENDICES

511-A Commentary

511.01 SCOPE

This specification covers the requirements for the installation of rip-rap, rock protection, granular sheeting, and geotextile.

511.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2013 OPSS 511 511.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

511.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Material

OPSS 1004 Aggregates - Miscellaneous OPSS 1860 Geotextiles

511.05 MATERIALS

511.05.01 Rip-Rap, Rock Protection, and Granular Sheeting

Rip-rap shall be according to OPSS 1004 and as specified in the Contract Documents.

Rock protection and granular sheeting shall be according to OPSS 1004.

511.05.02 Geotextile

Geotextile shall be nonwoven, Class II according to OPSS 1860, with an FOS of 75-150 µm, unless otherwise specified in the Contract Documents.

Page 2 Rev. Date: 11/2013 OPSS 511

511.07 CONSTRUCTION

511.07.01 Excavation

Prior to placing any material, the area shall be excavated or filled or both to the lines and dimensions specified in the Contract Documents and fine graded to a uniform even surface.

511.07.02 Placing Material

511.07.02.01 General

Material shall be placed to the lines and dimensions specified in the Contract Documents.

When rip-rap or rock protection is being placed on slopes, the rock shall commence at the toe of the slope and progress up the slope.

When geotextile is specified in the Contract Documents, rip-rap, rock protection, and granular sheeting shall be placed in a manner so as not to damage the geotextile.

511.07.02.02 Rip-Rap

Rip-rap shall be placed in a set and stable manner, flat on the slope with the largest dimension parallel to the slope contours. The larger pieces of rip-rap shall be placed in the bottom courses. The rip-rap shall be laid closely so that a reasonable semblance of courses is achieved. Smaller pieces of rip-rap shall be used to fill the voids.

511.07.02.03 Rock Protection

Rock protection shall be placed in a random, but stable manner.

511.07.02.04 Granular Sheeting

Granular sheeting operations shall follow earth excavation operations as closely as practical and possible.

Compaction of granular sheeting material is not required.

511.07.02.05 Geotextile

Geotextile shall be free of folds, tears, and punctures and as specified in the Contract Documents. The geotextile shall be joined so that the material overlaps a minimum of 500 mm and shall be pinned together. Alternatively, the geotextile shall be joined to conform to the seam requirements of OPSS 1860.

Geotextiles shall be fixed to prevent movement during installation. Geotextile shall be wrapped down into the ground a minimum 300 mm at termination points.

511.07.03 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

Page 3 Rev. Date: 11/2013 OPSS 511 511.09 MEASUREMENT FOR PAYMENT

511.09.01 Actual Measurement

511.09.01.01 Rip-Rap

Measurement of rip-rap shall be by area in square metres following the contour of the ground.

511.09.01.02 Rock Protection

Measurement of rock protection shall be by volume in cubic metres. The volume is a product of the area of the rock protection measured following the contour of the ground by its depth.

Truck box measurement shall be used when it is not possible to take an in place measurement.

511.09.01.03 Granular Sheeting

Measurement of granular sheeting shall be by area in square metres following the contour of the ground.

511.09.01.04 Geotextile

Measurement of geotextile shall be by area in square metres following the contour of the ground, without any allowance made for overlaps.

511.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

511.10 BASIS OF PAYMENT

511.10.01 Rip-Rap - Item Rock Protection - Item Granular Sheeting - Item Geotextile - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material to do the work.

When there is not a separate tender item for geotextile, payment for the geotextile shall be included in the tender item for rip-rap, rock protection, or granular sheeting, as appropriate.

Page 4 Rev. Date: 11/2013 OPSS 511 Appendix 511-A, November 2013 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Gradation requirements of rip-rap as per Table 8 of OPSS 1004. (511.05.01)

- Use of alternate geotextile requirements for site or project specific applications. (511.05.02)

- Lines and dimensions for excavation of rip-rap, rock protection, or granular sheeting areas. (511.07.01)

- Lines and dimension for placement of material. (511.07.02.01)

- Geotextile locations, if required. (511.07.02.01)

- Placement requirements for geotextile. (511.07.02.05)

The designer should determine if fish and fish habitat are present when placement of rip-rap, rock protection, or gravel sheeting in a watercourse is being considered. When fish and fish habitat are present, the designer should consider other options such as bioengineering techniques in consultation with relevant experts.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 810.010 General Rip-Rap Layout for Sewer and Culvert Outlets OPSD 810.020 General Rip-Rap Layout for Ditch Inlets

Page 5 Rev. Date: 11/2013 OPSS 511 ONTARIO PROVINCIAL METRIC STANDARD OPSS 517 SPECIFICATION NOVEMBER 2010

CONSTRUCTION SPECIFICATION FOR DEWATERING OF PIPELINE, UTILITY, AND ASSOCIATED STRUCTURE EXCAVATION

TABLE OF CONTENTS

517.01 SCOPE

517.02 REFERENCES

517.03 DEFINITIONS

517.04 DESIGN AND SUBMISSION REQUIREMENTS

517.05 MATERIALS - Not Used

517.06 EQUIPMENT - Not Used

517.07 CONSTRUCTION

517.08 QUALITY ASSURANCE - Not Used

517.09 MEASUREMENT FOR PAYMENT - Not Used

517.10 BASIS OF PAYMENT

APPENDICES

517-A Commentary

517.01 SCOPE

This specification covers the requirements for dewatering procedures to stabilize the ground and keep excavations free of water during installation of sanitary and storm pipe sewers, pipe culverts and end sections, forcemains and associated appurtenances, watermains and associated appurtenances, and other underground Utilities; maintenance holes, catch basins, ditch inlets, and valve chambers; and any other specified subsurface construction.

517.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2010 OPSS 517 517.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

517.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 412 Sewage Forcemain Installation in Open Cut OPSS 441 Watermain Installation in Open Cut OPSS 518 Control of Water From Dewatering Operations

517.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Associated Appurtenances mean as defined in OPSS 412 and OPSS 441.

Surrounding Area means as specified by the Ministry of the Environment (MOE) or as specified in the Contract Documents.

Page 2 Rev. Date: 11/2010 OPSS 517 517.04 DESIGN AND SUBMISSION REQUIREMENTS

517.04.01 Submission Requirements

The following information shall be submitted to the Contract Administrator for review at least two weeks prior to the commencement of dewatering operation: a) Unless provided in the Contract Documents, the permit issued by MOE for taking water from a ground water source, if required. b) Monitoring and contingency plans that address potential impacts to items such as, but not limited to, settlement, ground water usage and electrical and mechanical equipment failures. c) Stand-by power or pumping capacity or both, if required by the Contract Documents. d) Calibration documentation for the flow metering system.

517.07 CONSTRUCTION

517.07.01 Dewatering

A continuous dewatering operation shall be provided to keep the excavation stable and free of water. The excavation shall be monitored to ensure it remains stable and free of water.

The dewatering system shall be maintained and the surrounding area monitored for impacts to items such as, but not limited to, settlement and ground water usage. Any impacts shall be immediately reported to the Contract Administrator.

When a stand-by power or pumping system or both are required, they shall be as specified in the Contract Documents, and shall be installed on-site.

The availability, location, and use of automatic transfer switching shall be as specified in the Contract Documents.

Dewatering shall be discontinued in a manner so that disturbance of any structure or pipeline is avoided.

517.07.02 Control of Water

The control of water shall be according to OPSS 518.

517.07.03 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

517.10 BASIS OF PAYMENT

Payment at the Contract price for the appropriate tender items for the installation of sanitary and storm pipe sewers, pipe culverts and end sections, forcemains and associated appurtenances, watermains and associated appurtenances, and other underground Utilities; maintenance holes, catch basins, ditch inlets, or valve chambers; and any other specified subsurface construction shall be full compensation for all labour, Equipment, and Material to do the work.

Page 3 Rev. Date: 11/2010 OPSS 517 Appendix 517-A, November 2010 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer may consider including soil boring data, a geotechnical report, a subsurface report, or a soils report in the Tender Documents.

The designer should specify the following in the Contract Documents:

- Surrounding area. (517.03)

- Stand-by power or pumping capacity or both. (517.04.01)

- When required, stand-by power or pumping system or both. (517.07.01)

- Availability, location, and use of automatic transfer switching, based on site conditions, impacts, and risk assessment. (517.07.01)

Due to the time required, the designer should consider obtaining the dewatering permit to avoid delays. (517.04)

The need for a specific dewatering scheme should be determined. If a specific dewatering scheme is necessary, it should be specified in the Contract Documents.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 4 Rev. Date: 11/2010 OPSS 517 ONTARIO PROVINCIAL METRIC STANDARD OPSS 518 SPECIFICATION NOVEMBER 2011

CONSTRUCTION SPECIFICATION FOR CONTROL OF WATER FROM DEWATERING OPERATIONS

TABLE OF CONTENTS

518.01 SCOPE

518.02 REFERENCES

518.03 DEFINITIONS

518.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

518.05 MATERIALS - Not Used

518.06 EQUIPMENT - Not Used

518.07 CONSTRUCTION

518.08 QUALITY ASSURANCE - Not Used

518.09 MEASUREMENT FOR PAYMENT - Not Used

518.10 BASIS OF PAYMENT

APPENDICES

518-A Commentary

518.01 SCOPE

This specification covers the requirements for the control of uncontaminated water from dewatering operations to ensure that the water quality meets acceptable limits prior to discharge.

518.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2011 OPSS 518 518.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

518.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 805 Temporary Erosion and Sediment Control Measures

Federal Government Publication

Fisheries Act, R.S., 1985 c. F-14

518.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Dewatering Operation means pumping, baling, temporary ditching, or vacuum removal of uncontaminated groundwater, rain water, melt water, surface run-off, water pipe leakage from excavations and trenches or within sheeted cofferdams to improve the soil stability or for other construction purposes.

Page 2 Rev. Date: 11/2011 OPSS 518 Natural Attenuation Area means a dry flat-grassed meadow or open area with existing vegetation that is not subject to erosion.

Sediment means solid material, both mineral and organic, that is in suspension; is being transported; or has been moved from its site of origin by air, water, gravity, or ice and has come to rest on the earth surface.

Sediment Control Device means a settling pond, excavated sediment trap or basin, dewatering trap, or temporary sediment control measure according to OPSS 805.

Uncontaminated Water means any water that does not contain any deleterious substances or class of substances as defined under Section 34(1) of the Fisheries Act, and will not degrade the quality of the receiving water.

518.07 CONSTRUCTION

518.07.01 Disposal of Water

Water shall be disposed of so as not to be injurious to public health or safety, property, the environment, fisheries, or any part of the work completed or under construction. Dewatering operations shall be directed to a sediment control device or natural attenuation area prior to discharge to watercourses. If a natural attenuation area is used, a minimum 15 m setback shall be maintained from the receiving watercourse. When water is discharged to a watercourse, the water discharged shall be done in a manner that does not cause erosion or other damage to adjacent lands.

When required, a permit issued by the Ministry of the Environment (MOE) for taking water from a groundwater source shall be obtained.

518.07.02 Surface Drainage

Gutters shall be kept clear at all times for surface drainage. The flow of water shall not be directed across or over pavements or sidewalks, except through approved pipes or properly designed and constructed methods.

To protect against adverse impacts resulting from erosion and sedimentation, surface drainage from dewatering operations shall be intercepted and controlled using properly designed filtering or impoundment methods or both.

518.07.03 Settling Ponds and Sediment Traps or Basins

Settling ponds and sediment traps or basins shall be designed, constructed, and maintained according to OPSS 805 and as specified in the Contract Documents.

518.07.04 Temporary Erosion and Sediment Control Measures

The installation, maintenance, and removal of temporary erosion and sediment control measures shall be according to OPSS 805 and as specified in the Contract Documents.

518.07.05 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

Page 3 Rev. Date: 11/2011 OPSS 518 518.10 BASIS OF PAYMENT

Payment at the Contract price for the appropriate tender items associated with dewatering shall include full compensation for all labour, Equipment, and Material to do the work.

When the Contract contains separate items for work required by this specification, payment shall be at the Contract prices and according to the specifications for such work.

Page 4 Rev. Date: 11/2011 OPSS 518 Appendix 518-A, November 2011 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should be aware that this specification is only for uncontaminated water sources.

The designer should specify the following in the Contract Documents:

- Construction requirements for settling ponds and sediment basins. (518.07.03)

- Types of erosion and sediment control measures. (518.07.04)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 219.100 Light-Duty Straw Bale Barrier OPSD 219.110 Light-Duty Silt Fence Barrier OPSD 219.130 Heavy-Duty Silt Fence Barrier OPSD 219.150 Sandbag Barrier OPSD 219.180 Straw Bale Flow Check Dam OPSD 219.190 Silt Fence Flow Check Dam OPSD 219.200 Sandbag Flow Check Dam OPSD 219.210 Rock Flow Check Dam, V-Ditch OPSD 219.211 Rock Flow Check Dam, Flat Bottom Ditch OPSD 219.220 Excavated Sediment Trap in Ditch OPSD 219.230 Chute for Excavated Sediment Trap OPSD 219.231 Berm Barrier OPSD 219.240 Dewatering Trap OPSD 219.260 Turbidity Curtain OPSD 219.261 Turbidity Curtain, Seam Detail

Page 5 Rev. Date: 11/2011 OPSS 518

ONTARIO PROVINCIAL METRIC STANDARD OPSS 706 SPECIFICATION NOVEMBER 2010 (Formerly OPSS 543, December 1990)

CONSTRUCTION SPECIFICATION FOR TRAFFIC CONTROL SIGNING

TABLE OF CONTENTS

706.01 SCOPE

706.02 REFERENCES

706.03 DEFINITIONS

706.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

706.05 MATERIALS

706.06 EQUIPMENT - Not Used

706.07 CONSTRUCTION

706.08 QUALITY ASSURANCE - Not Used

706.09 MEASUREMENT FOR PAYMENT - Not Used

706.10 BASIS OF PAYMENT

APPENDICES

706-A Commentary

706.01 SCOPE

This specification covers the requirements for traffic control signing during construction.

706.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2010 OPSS 706 (Formerly OPSS 543, December 1990) 706.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

706.02 REFERENCES

When the Contract Documents indicate that provincial-oriented specifications are to be used and there is a provincial-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.PROV, unless use of a municipal-oriented specification is specified in the Contract Documents. When there is not a corresponding provincial-oriented specification, the references below shall be considered to be to the OPSS listed, unless use of a municipal-oriented specification is specified in the Contract Documents.

When the Contract Documents indicate that municipal-oriented specifications are to be used and there is a municipal-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.MUNI, unless use of a provincial-oriented specification is specified in the Contract Documents. When there is not a corresponding municipal-oriented specification, the references below shall be considered to be the OPSS listed, unless use of a provincial-oriented specification is specified in the Contract Documents.

This specification refers to the following standards, specifications or publications:

Canadian General Standards Board (CGSB)

CGSB 62-GP-11M, May 1978 - Marking Material, Retroreflective Enclosed Lens, Adhesive Backing

Authority Publications - Ministry of Transportation of Ontario:

Traffic Control Manual for Roadway Work Operations - Field Edition

Manual of Uniform Traffic Control Devices, M.U.T.C.D.

706.03 DEFINITIONS

Construction Signs means all traffic control signs and associated devices identified in Part A, Division 5, Temporary Conditions, M.U.T.C.D. Manual, including vehicles and sign trailers, required to support signs and equipment to supply sign lighting, excluding the contract identification sign and highway number markers.

Page 2 Rev. Date: 11/2010 OPSS 706 (Formerly OPSS 543, December 1990) Manual means the "Traffic Control Manual for Roadway Work Operations", Field Edition and the Manual of Uniform Traffic Control Devices, M.U.T.C.D.

706.05 MATERIALS

706.05.01 Reflective Surfaces

Reflective materials and surfaces shall conform to M.U.T.C.D.

706.05.02 Signs

All details with respect to materials, dimensions and other requirements except reflectivity, shall conform to the M.U.T.C.D.

706.07 CONSTRUCTION

706.07.01 Traffic Control Signing

Traffic control signing shall include the work of supplying, locating, relocating, erecting, operating and maintaining construction signs, and shall conform to the Manual unless otherwise specified. The contract identification signs will be supplied, erected, and maintained by the Authority.

Signs shall be in place before work affecting traffic begins, shall be well maintained to be effective at all times, shall remain operational throughout the duration of the operation requiring signs, including the shutdown period, and shall be removed upon completion of the operation.

Ramps or roadways identified in the contract for complete closure shall be signed conforming to the M.U.T.C.D.

706.07.02 Existing Signing

Any existing signs removed by the Contractor to accommodate construction shall be kept operational by placement on a temporary support and shall be reinstalled conforming to the M.U.T.C.D after the work operation is complete. Temporarily relocated existing signs shall be kept at the same height, offset and basic location from traffic as before removal.

706.07.03 Seasonal Shutdown

During seasonal shutdown, the Authority will take responsibility for the maintenance, including replacement, of construction signs unless otherwise specified.

Responsibility for the maintenance of construction signs during seasonal shutdown will not be assumed by the Authority until the signing has been inspected, sign installation deviations from the Manual corrected and signing approved in writing by the Authority.

Construction signs placed, replaced or repaired by the Authority during seasonal shutdown will become the property of the Contractor.

Upon resumption of operations, the Contractor shall review and provide written acceptance of the signing; deviations from the Manual shall be noted and these will be corrected by the Authority. Once deviations are repaired, the Contractor shall resume responsibility as specified herein.

Page 3 Rev. Date: 11/2010 OPSS 706 (Formerly OPSS 543, December 1990) 706.10 BASIS OF PAYMENT

706.10.01 Traffic Control Signing - Lump Sum Item

Payment at the contract price for the above item shall be full compensation for all labour, equipment and material required to do the work.

For progress payment, fifty percent of the contract price will be paid upon the supply and installation of the complete initial traffic control signing plan. The balance will be prorated over the balance of the working period.

Page 4 Rev. Date: 11/2010 OPSS 706 (Formerly OPSS 543, December 1990) Appendix 706-A, November 2010 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 5 Rev. Date: 11/2010 OPSS 706 (Formerly OPSS 543, December 1990)

ONTARIO PROVINCIAL METRIC STANDARD OPSS 801 SPECIFICATION NOVEMBER 2010 (Formerly OPSS 565, November 2007)

CONSTRUCTION SPECIFICATION FOR THE PROTECTION OF TREES

TABLE OF CONTENTS

801.01 SCOPE

801.02 REFERENCES - Not Used

801.03 DEFINITIONS

801.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

801.05 MATERIALS - Not Used

801.06 EQUIPMENT - Not Used

801.07 CONSTRUCTION

801.08 QUALITY ASSURANCE - Not Used

801.09 MEASUREMENT FOR PAYMENT

801.10 BASIS OF PAYMENT

APPENDICES

801-A Commentary

801.01 SCOPE

This specification describes the measures required to protect trees not designated for removal.

801.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2010 OPSS 801 (Formerly OPSS 565, November 2007) 801.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

801.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Barrier means a fence placed around a single tree or group of trees to protect them from removal and injury.

Dripline means the location on the ground surface directly beneath the theoretical vertical line from the tips of the outermost branches of the trees.

801.07 CONSTRUCTION

801.07.01 Operational Constraints

Trees not designated for removal shall not be damaged and shall be protected from flooding and sediment deposits from construction operations.

Equipment and vehicles shall not be operated within the dripline of trees not designated for removal unless specified in the Contract Documents. In such cases, operation of equipment shall be kept to the minimum necessary to perform the work required.

Equipment or vehicles shall not be parked, repaired, or fuelled within the dripline of any tree not designated for removal.

Construction materials and earth shall not be stockpiled within the dripline of any tree not designated for removal.

801.07.02 Barrier for Tree Protection

Barriers for tree protection shall be a minimum height of 1.2 m consisting of material approved by the Contract Administrator, supported by steel posts. The number of steel posts shall be enough to keep the material from sagging and the fence erect.

Page 2 Rev. Date: 11/2010 OPSS 801 (Formerly OPSS 565, November 2007) The barriers shall be erected at the dripline of trees or woodlot edges within the Working Area, prior to commencement of construction operations at locations specified in the Contract Documents. Where a clearance zone of 1.5 m cannot be established between the barrier at the dripline and the limit of grading, the barrier may be placed within the dripline, subject to the approval of the Contract Administrator. When the barrier is placed within the dripline, a) a minimum distance of 0.75 m shall be maintained between the trunk of the tree and the barrier, and b) a distance of 1.5 m shall be maintained between the barrier and the limit of grading.

When the trunks of trees are less than 4.5 m apart, the trees shall be considered a woodlot and the barrier shall be placed so it forms a continuous barricade around the woodlot as specified in the Contract Documents.

A barrier is not required where an existing fence serves the same purpose. At such locations, the barrier shall terminate at the existing fence so that a continuous barricade is provided between the trees and the area of work.

The barriers shall be maintained erect and in good repair throughout the duration of construction operations without breaks and unsupported sections and shall be removed upon completion of the work.

801.07.03 Tree Repair

Trees not designated for removal that are damaged by construction operations shall be repaired as follows, within 5 Days of the damage: a) Branches 25 mm or greater in diameter that are broken shall be cut back cleanly on the tree side of the break or to within 10 mm of their base, if a substantial portion of the branch is damaged. b) Roots 25 mm or larger in diameter that are exposed shall be cut back cleanly to the soil surface. c) Bark that is damaged shall be neatly trimmed back to uninjured bark without causing further injury to the tree.

801.07.04 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

801.09 MEASUREMENT FOR PAYMENT

801.09.01 Actual Measurement

801.09.01.01 Barrier for Tree Protection

Measurement shall be in linear metres measured along the length of the barrier. Overlaps shall not be measured.

801.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clause under Actual Measurement.

Page 3 Rev. Date: 11/2010 OPSS 801 (Formerly OPSS 565, November 2007) 801.10 BASIS FOR PAYMENT

801.10.01 Barrier for Tree Protection - Item

Payment at the Contract price for the above item shall be full compensation for all labour, Equipment, and Material required to do the work.

Progress payments shall be based on the following percentage of the Contract price:

60% for supply and erection 25% for maintenance 15% for removal

When there is not a separate item for Barrier for Tree Protection, payment at the Contract price for the applicable tender items of the Contract that necessitate the placing of barriers for tree protection shall include full compensation for all labour, Equipment, and Material to do the work of protecting and repairing trees not designated for removal.

Page 4 Rev. Date: 11/2010 OPSS 801 (Formerly OPSS 565, November 2007) Appendix 801-A, November 2010 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Locations of barriers for tree protection at trees or woodlot edges. (801.07.02)

The designer should determine the following are required and, if so, the requirements should be included in the Contract Documents:

- The need to operate equipment and vehicles within the dripline of trees not designated for removal. (801.07.01)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 220.010 Barrier for Tree Protection

Page 5 Rev. Date: 11/2010 OPSS 801 (Formerly OPSS 565, November 2007)

ONTARIO PROVINCIAL METRIC STANDARD OPSS 802 SPECIFICATION NOVEMBER 2010 (Formerly OPSS 570, November 2007)

CONSTRUCTION SPECIFICATION FOR TOPSOIL

TABLE OF CONTENTS

802.01 SCOPE

802.02 REFERENCES

802.03 DEFINITIONS - Not Used

802.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

802.05 MATERIALS

802.06 EQUIPMENT - Not Used

802.07 CONSTRUCTION

802.08 QUALITY ASSURANCE - Not Used

802.09 MEASUREMENT FOR PAYMENT

802.10 BASIS OF PAYMENT

APPENDICES

802-A Commentary

802.01 SCOPE

This specification covers the requirements for stockpiling, supplying, and placing topsoil.

802.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2010 OPSS 802 (Formerly OPSS 570, November 2007) 802.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

802.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 206 Grading

802.05 MATERIALS

802.05.01 Topsoil

Topsoil shall be a fertile loam material that is free of roots, vegetation, or other debris of a size and quantity that prevents proper placement of the topsoil. The topsoil shall not contain material greater than 25 mm in size, such as stones and clods.

Imported topsoil shall not have contaminants that adversely affect plant growth.

Soil from swamps or muskeg areas may be used in place of topsoil, when approved by the Contract Administrator.

Page 2 Rev. Date: 11/2010 OPSS 802 (Formerly OPSS 570, November 2007) 802.07 CONSTRUCTION

802.07.01 Stockpiling Topsoil

Topsoil shall be removed, stockpiled, and managed according to the Contract Documents. Stockpiles shall be constructed neatly with uniform surfaces. When required, the top surface shall be dished.

802.07.02 Preparation for Topsoil

Areas where topsoil is to be placed shall be fine graded to a uniform surface according to OPSS 206. The surface shall be loosened to a depth of 25 mm. It shall be free of all vegetation, debris, and stones which would not be covered by the depth of topsoil specified in the Placement of Topsoil subsection.

These areas shall be maintained in the condition described above until the topsoil is placed.

802.07.03 Placement of Topsoil

Topsoil shall be placed to a uniform depth of 50 mm on areas specified in the Contract Documents and up to the subgrade elevation on the roadway front slope.

Soil from swamps or muskeg areas, when used in place of topsoil, shall be placed according to the Contract Documents to a uniform depth of 75 mm, with no woody material protruding more than 50 mm above the surface.

802.07.04 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

802.09 MEASUREMENT FOR PAYMENT

802.09.01 Actual Measurement

802.09.01.01 Topsoil from Stockpiles

Measurement shall be by volume in cubic metres of topsoil placed from a stockpile.

802.09.01.02 Topsoil, Imported

Measurement shall be by volume in cubic metres of topsoil imported and placed.

802.10 BASIS OF PAYMENT

802.10.01 Preparation for Topsoil - Item

Payment at the Contract price for the above item shall be full compensation for all labour, Equipment, and Material to do the work.

Payment for this item shall be on surfaces graded under a previous Contract that require preparation for topsoil.

There is no payment for this item on surfaces constructed on this Contract.

Page 3 Rev. Date: 11/2010 OPSS 802 (Formerly OPSS 570, November 2007) 802.10.02 Topsoil from Stockpiles - Item

Payment at the Contract price for the above item shall be full compensation for all labour, Equipment, and Material to do the work.

802.10.03 Topsoil, Imported - Item

Payment at the Contract price for the above item shall be full compensation for all labour, Equipment, and Material to do the work.

Page 4 Rev. Date: 11/2010 OPSS 802 (Formerly OPSS 570, November 2007) Appendix 802-A, November 2010 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Topsoil removal and stockpiling areas. (802.07.01)

- Topsoil placement areas. (802.07.03)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 5 Rev. Date: 11/2010 OPSS 802 (Formerly OPSS 570, November 2007) ONTARIO PROVINCIAL METRIC STANDARD OPSS.PROV 804 SPECIFICATION NOVEMBER 2014

CONSTRUCTION SPECIFICATION FOR SEED AND COVER

TABLE OF CONTENTS

804.01 SCOPE

804.02 REFERENCES

804.03 DEFINITIONS

804.04 DESIGN AND SUBMISSION REQUIREMENTS

804.05 MATERIALS

804.06 EQUIPMENT

804.07 CONSTRUCTION

804.08 QUALITY ASSURANCE

804.09 MEASUREMENT FOR PAYMENT

804.10 BASIS OF PAYMENT

APPENDICES

804-A Commentary

804.01 SCOPE

This specification covers the requirements for seeding alone or seeding with either rolled or hydraulically applied erosion control products.

804.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2014 OPSS.PROV 804

804.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

804.02 REFERENCES

When the Contract Documents indicate that provincial-oriented specifications are to be used and there is a provincial-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.PROV, unless use of a municipal-oriented specification is specified in the Contract Documents. When there is not a corresponding provincial-oriented specification, the references below shall be considered to be to the OPSS listed, unless use of a municipal-oriented specification is specified in the Contract Documents.

This specification refers to the following standards, specifications, or publications:

Ontario Ministry of Transportation Publication

Seeding and Cover Quality Assurance Visual Inspection Field Guide

Canadian and Provincial Statutes

Canada Seeds Act (R.S., 1985, c. S-8) Ontario Water Resources Act

804.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Cover means any approved or specified material such as rolled erosion control products, (i.e., blankets) or hydraulically applied erosion control products (i.e., hydraulic mulch, bonded fibre matrix, fibre reinforced matrix).

Seeded Earth Area means the prepared earth area that has received the applied seed and fertilizer.

Uniform, Cohesive Mat means an application of cover that is unvarying in consistency and when all of the cover material particles are consolidated and adhere together to produce a solid layer that protects the seeded earth area from heat and adverse environmental conditions, yet allows moisture to percolate into the underlying soil.

Page 2 Rev. Date: 11/2014 OPSS.PROV 804

Waterbody means any permanent or intermittent, natural or constructed body of water including lakes, ponds, wetlands and watercourses, but does not include sewage works as defined in the Ontario Water Resources Act.

804.04 DESIGN AND SUBMISSION REQUIREMENTS

804.04.01 Submission Requirements

A legible, valid Certificate of Seed Analysis from a seed testing laboratory approved by the Canadian Food Inspection Agency for all single seed species and all seed mixtures to be used on the Contract shall be submitted to the Contract Administrator for review a minimum of 24 hours prior to any seeding operations.

804.05 MATERIALS

804.05.01 Seed

804.05.01.01 Certificate of Seed Analysis

The Certificate of Seed Analysis shall identify the seed supplier's lot designation numbers.

Test results from the Certificate of Seed Analysis shall show the germination and purity for each seed species of the mix, as well as the seed mix composition expressed as a percentage of each seed species by mass for each seed mix specified in the Contract Documents. Test results shall comply with the values shown in Table 1 for the various seed mixes.

804.05.01.02 Seed Packaging, Labeling, and Storage

All seed and seed mixes shall be in the original factory sealed package with the original legible label securely attached.

Labeling shall be in accordance with the requirements of the Canada Seeds Act and Regulations. Each package shall be labeled to show: a) The name and address of the seed supplier. b) The name of the seed mix and the various individual seed species that comprise the seed mix and the percentage by mass of each. c) The grade of the seed or seed mix. d) The supplier's lot designation number corresponding to the Certificate of Seed Analysis. e) Mass in kilograms of the seed mix. f) The inoculant type, strain, and expiry date.

All seed and inoculant shall be stored in cool, dry locations until use. Inoculant is only required for seed mixes containing Crown Vetch or Birdsfoot Trefoil.

804.05.01.03 Permanent Seed Mixes

Permanent seed mixes shall be as specified in the Contract Documents and as shown in Table 1.

Page 3 Rev. Date: 11/2014 OPSS.PROV 804

804.05.02 Annual Nurse Crop Seed

Nurse crop seed shall be either Fall Rye Grain or Winter Wheat Grain, unless otherwise approved by the Contract Administrator.

804.05.03 Fertilizer

Fertilizer shall be supplied in original factory sealed bags bearing the manufacturer's original label indicating mass and analysis. All fertilizer shall be in granular form being dry, free flowing, free from lumps, and with an analysis shown in Table 2.

804.05.04 Cover

804.05.04.01 Mulch

Mulch shall be either a mixture of straw mulch and straw mulch tackifier or hydraulic mulch.

804.05.04.02 Straw Mulch

Straw mulch shall be oat or wheat straw. Straw shall be supplied in bales, dry, and free of weeds and other foreign materials.

804.05.04.03 Straw Mulch Tackifiers

Organic straw mulch tackifiers may include wood and fibre paper mulch or guar and starch based tackifiers. Asphalt based tackifiers shall not be used.

804.05.04.04 Hydraulic Mulch

Hydraulic mulch shall consist of shredded wood or paper fibres or both, water or a stabilizing emulsion or both.

Stabilizing emulsions shall consist of an organic tackifier or an inorganic polymer. Common stabilizing emulsions include guar gum, psyllium, or polyacrylamide or all three.

Hydraulic mulch shall be capable of dispersing rapidly in water to form a homogeneous slurry and remain in such a state when agitated or mixed with other specified materials. When applied, hydraulic mulch shall form a uniform, cohesive mat. Hydraulic mulch shall not inhibit growth or germination of the seed mix. Hydraulic mulch shall be dry, free of weeds and other foreign materials, and shall be supplied in factory sealed packages bearing the manufacturer's label indicating the product name and mass.

804.05.04.05 Matrix

Matrix shall be Bonded Fibre Matrix (BFM) or Fibre Reinforced Matrix (FRM).

804.05.04.06 Bonded Fibre Matrix (BFM) and Fibre Reinforced Matrix (FRM)

BFM shall consist of thermally refined wood fibers and 10% by weight cross-linked hydro-colloidal tackifiers. BFM shall be 100% biodegradable. The curing period for BFM shall be not more than 48 hours.

FRM shall consist of thermally refined wood fibers, 10% by weight cross-linked hydro-colloidal tackifiers, and 5% by weight crimped man-made fibers. FRM shall be 100% biodegradable. FRM shall not have a curing period.

Page 4 Rev. Date: 11/2014 OPSS.PROV 804

BFM and FRM shall be hydraulically applied and after application be capable of adhering to the soil. In a dry state, BFM and FRM shall be comprised of not less than 70% by weight of long stranded wood fibres held together by organic or mineral bonding agents or both. The hydrated BFM or FRM shall form a viscous material that when applied and dried creates a high strength, porous, and erosion-resistant uniform, cohesive mat. The bonding agent shall not dissolve or disperse upon re-wetting. BFM and FRM shall not inhibit the germination or growth of plant material.

804.05.04.07 Erosion Control Blanket (ECB)

ECB shall be of a consistent thickness with a 100% biodegradable even fibre distribution. The ECB shall be covered on top with a biodegradable and photodegradable plastic mesh or may be sewn together with cotton thread. ECB shall be supplied in a dry rolled mat protected with an outer waterproof wrap bearing the manufacturer's original label indicating product name and application instructions.

804.05.05 Erosion Control Blanket (ECB) Staples

ECB staples shall be u-shaped, constructed of wire with a diameter of at least 2.5 mm with legs at least 150 mm long and 25 mm apart.

804.05.06 Water

Water shall be free of any contaminants or impurities that would adversely affect the germination and growth of vegetation.

804.06 EQUIPMENT

804.06.01 Hydraulic Seeder and Mulcher

The hydraulic seeder and mulcher shall be capable of mixing the materials into homogeneous slurry and maintaining the slurry in a homogeneous state until it is applied. The discharge pumps and gun nozzles shall be capable of applying the materials uniformly over the specified area. A hose extension for the hydraulic seeder and mulcher shall be on site and available for use for areas outside of the range of the gun nozzle.

804.06.02 Straw Mulch Blower

The straw mulch blower shall be capable of separating straw from the bales without chopping it into short lengths and applying the straw mulch in a uniform, cohesive mat.

When tackifiers are used, the straw mulch blower shall be capable of applying straw mulch and tackifiers simultaneously. The straw mulch blower shall be equipped with a minimum of two nozzles located inside the end of the blower pipe to coat the straw with the tackifier. Crimping may also be used to secure the straw mulch.

804.07 CONSTRUCTION

804.07.01 Operational Constraints

The seeding operation shall not commence until the Contract Administrator has approved the surface preparation and the layout of seed mix locations and cover types.

Page 5 Rev. Date: 11/2014 OPSS.PROV 804

Seed only and seed and cover applications or re-applications shall not be carried out under adverse weather conditions such as high wind or heavy rain or when field conditions are not conducive to seed germination such as frozen soil or soil covered with snow, ice, or standing water.

Seeded earth areas shall be maintained and erosion controlled until final acceptance of the seed and cover.

Seed or cover shall not come in contact with the foliage of any trees, shrubs, or other vegetation, except as specified in the Seeding subsection. Seed or cover shall not come in contact with waterbodies.

BFM or FRM shall be installed by personnel certified and trained by the manufacturer in the proper mixing and installation of the product. BFM shall not be applied when rainfall is expected within 48 hours, during rainfall, or within 12 hours after rainfall.

804.07.02 Surface Preparation for Seeding

The surface to be seeded shall be prepared not more than 5 Days prior to the seeding operation.

At the time of seeding, all surface areas designated for seeding shall have a fine-graded uniform surface and shall exhibit no evidence of erosion. The surface shall be uniformly cultivated to a minimum depth of 50 mm and shall not have surface stones greater than 25 mm in diameter, foreign material, and weeds.

804.07.03 Layout

The locations and limits of the seed mixes and cover types specified in the Contract Documents shall be staked out on the ground surface.

804.07.04 Seeding

804.07.04.01 Application Rates for Seed, Fertilizer, and Water

Application rates for primary seed, nurse crop seed, and fertilizer shall be as shown in Table 2.

804.07.04.02 Seed and Fertilizer Application

Seed and fertilizer shall be applied prior to the application of cover.

Seed, fertilizer, and water shall be thoroughly mixed in the hydraulic seeder and mulcher into a homogeneous water slurry. The water slurry shall be applied to the prepared earth areas by the nozzle sprayer or extension hose.

The seeding equipment shall be calibrated to provide the coverage shown in Table 2. There shall be a uniform dispersal of the mixed material over the entire area designated for seeding. The spray shall not dislodge soil or cause erosion.

Seed and fertilizer may be applied separately by a cyclone spreader.

Seeding shall overlap the adjoining ground cover by 300 mm.

804.07.05 Cover Application

Mulch, ECB, and matrix cover materials shall be applied at the locations specified in the Contract Documents as a separate operation immediately following the application of seed and fertilizer.

The hydraulic seeder and mulcher shall be properly calibrated to provide the coverage as specified for each of the hydraulically applied cover materials.

Page 6 Rev. Date: 11/2014 OPSS.PROV 804

804.07.05 Cover Application

Straw mulch shall be applied to form a uniform, cohesive mat over 100% of the seeded earth area. The straw mulch shall be applied to a minimum depth of 25 mm and a maximum depth of 50 mm measured at the time of application.

804.07.05.02 Hydraulic Mulch Application

Hydraulic mulch shall be applied at the rate of 2,000 kg of dry product per 10,000 m². Hydraulic mulch shall be thoroughly mixed with water into a homogeneous slurry.

The hydraulic mulch slurry shall be applied to the seeded earth areas by nozzle sprayer or extension hose. The mixed material shall be evenly dispersed over the entire seeded earth area to form a uniform, cohesive mat. The spray shall not dislodge soil or cause erosion.

804.07.05.03 Bonded Fibre Matrix (BFM) or Fibre Reinforced Matrix (FRM) Application

BFM or FRM shall be applied at a minimum rate of 3,700 kg of dry product per 10,000 m². BFM and FRM shall be thoroughly mixed with water in a hydraulic seeder and mulcher at a rate of 20-30 kg of dry product to 500-600 litres of water to form a homogeneous slurry.

The BFM and FRM slurry shall be applied to the seeded earth areas by nozzle sprayer or extension hose. The BFM and FRM slurry shall be evenly dispersed in successive applications from different directions over the seeded earth area to form a uniform, cohesive mat. The spray shall not dislodge soil or cause erosion.

804.07.05.04 Erosion Control Blanket (ECB) Application

ECB shall be placed and stapled into position according to the manufacturer's installation instructions over the entire designated surface area. Blankets shall be installed in direct contact with the ground surface to form a uniform, cohesive mat over the seeded earth area. The ECB shall be anchored to the soil and tenting of the ECB shall not occur.

On slopes, the uppermost edge of the ECB shall be extended 1 metre beyond the crest of the slope and anchored. When extension beyond the crest of the slope is not possible, the ECB shall be anchored in a 150 mm wide by 150 mm deep trench excavation at the top of the slope. The trench shall be backfilled with the excavated native material and compacted.

804.07.06 Cleanup

When seed and cover materials are applied to the foliage of trees, shrubs, other susceptible plant material, or waterbodies, the seed and cover materials shall be immediately removed from the trees, shrubs, plant material, and waterbodies and the trees, shrubs, and plant material washed with clean water.

When seed and cover materials are applied to areas or objects other than those designated, the seed and cover materials shall be removed from the areas and objects.

804.07.07 Protection of Waterbodies and Waterbody Banks

Protection of waterbodies and waterbody banks shall be as specified in the Contract Documents.

804.07.08 Management of Excess Material

Management of excess material shall be as specified in the Contract Documents.

Page 7 Rev. Date: 11/2014 OPSS.PROV 804

804.08 QUALITY ASSURANCE

804.08.01 Performance Measure

All seeded areas shall be inspected by the Contract Administrator using the Seeding and Cover Quality Assurance Visual Inspection Field Guide (SCQAVIFG) to ensure compliance with this specification at 30, 60, and 90-Day periods following the seed and cover operation.

At the 30-Day inspection within the seeded area: a) The applied cover shall be visually intact and shall form a uniform, cohesive mat. b) Germination of the nurse crop shall be visually evident.

At the 60-Day inspection within the seeded area: a) The nurse crop shall be evident at mature height in an evenly dispersed, uniform cover. b) Germination of the specified permanent seed species shall be visually evident in an evenly dispersed uniform cover. c) There shall not be significant bare areas, both in terms of quantity and size. d) Non-seeded, non-specified vegetation shall not exceed 20% of the seeded earth area.

At the 90-Day inspection within the seeded area: a) The specified permanent seed species shall be at an average height of 50 mm in an evenly dispersed, uniform cover. b) There shall not be significant bare areas, both in terms of quantity and size. c) Non-seeded, non-specified vegetation shall not exceed 20% of the seeded earth area.

Inspections shall not be made during the winter dormant period or when site conditions prohibit a visual field inspection. The timing intervals between inspections shall be suspended during the winter dormant period shown in Table 3.

804.08.02 Failure to Meet Performance Measure

If the completed work does not meet the performance measures of the 30-Day inspection, the Contract Administrator shall document the failed areas, notify the Contractor of those areas, and re-inspect at the 60-Day inspection.

If the completed work does not meet the performance measures of the 60-Day inspection, the Contract Administrator shall notify the Contractor in writing of the failed areas. The Contractor shall re-apply the specified material in accordance with this specification within 14 Days of receiving the notification. The Contract Administrator shall re-inspect the seeded area at the 90-Day inspection.

If the completed work does not meet the performance measures of the 90-Day inspection, the Contract Administrator shall notify the Contractor in writing of the failed areas. The Contractor shall re-apply the specified material in accordance with this specification within 14 Days of receiving the notification. The Contract Administrator shall re-inspect the seeded area 30 Days after re-application of material.

Inspections and re-application of material shall continue, as outlined in the 90-Day inspection clause above, until the seeded area has been accepted.

Page 8 Rev. Date: 11/2014 OPSS.PROV 804

All replaced seed and cover shall be subject to the Quality Assurance section of this specification.

804.08.03 Referee Evaluation

Referee evaluation shall only apply to the germination and growth of the permanent seed mix species.

Disputes arising from the performance measure evaluation shall be settled through referee testing using an actual live seedling count of the specified permanent seed mix species within the seeded earth area.

An independent consultant with experience in herbaceous plant identification shall perform the referee evaluation. Both parties shall agree on the selection of the independent consultant and both parties shall be bound by the consultant's evaluation.

The actual count shall be based on minimum germination requirements and minimum levels of acceptability to meet industry standards and federal legislation governing the testing, inspection, quality, and sale of seed.

To determine the number of seeds per unit of weight, published standard industry lists shall be referenced. When these lists show a range in the number of seeds per unit of weight, the mid-range number shall be used. When there is a difference in the estimated number of seeds by weight from one industry standard list to another, the lower figure shall be used.

To determine the germination rate for each seed species, the number of seeds per unit of weight is factored by the minimum germination rate of 70% in accordance with the Canada Seeds Act. A further 25% reduction is allowed to account for variation in seeding application, seedbed quality, seedbed preparation, and area cover.

The Contractor and the Owner may agree to use a simplified analysis, when instead of counting each seedling of each individual seeded perennial species of the mix, only the total number of seedlings of the mix is counted. If the parties cannot agree to the simplified analysis, the default method is a seedling count of each seeded perennial species.

The field inspection to determine the number of live plant seedlings should only be performed after the 90-Day inspection and when the seedlings reach an identifiable and measurable size.

The sampling procedure should be randomized over an area that both parties agree is representative of the seeded Contract. The selection and evaluation process is as follows: a) Select a representative area from the average seeded areas, eliminating the thinnest and thickest growth areas from the analysis. b) Measure its length and width. Use a random numbers table to generate five sets of X and Y axis coordinates from the area. c) Each axis coordinate is a sampling point. A sampling plot, or quadrat, is set out in a 200 x 1,000 mm plot with the axis coordinate becoming the lower right-hand corner of each quadrat. d) Each quadrant is divided into 20 sub-sampling units, each being 100 x 100 mm. e) The sub-sampling units are numbered from 1 to 20. f) Using a random numbers table, two of the twenty sub-sampling units are randomly selected. g) Live seedlings of each individual seeded perennial species of the mix are counted in the selected sub-sampling units to determine actual plant densities.

Page 9 Rev. Date: 11/2014 OPSS.PROV 804 h) An average seedling density per seeded perennial species, expressed as the number of seedlings per square metre is generated for each sampling plot or quadrat, based on the data from the two selected sub-sampling units. i) The procedure is repeated for the four other sampling points. j) The average number of seedlings per square metre for each of the seeded perennial species generated from the five sampling points is evaluated against the minimum industry standard benchmark for the seeded mix.

If the results of the referee evaluation prove that the seed and cover is unacceptable in meeting the minimum industry standard for germination, the Contractor shall then re-apply seed and cover in accordance with this specification to all areas under dispute. In addition, the Contractor shall be responsible for all costs associated with the referee evaluation process.

If the results of the referee evaluation prove that the seed and cover is acceptable in meeting the minimum industry standard for germination, the Owner shall then be responsible for all costs associated with the referee evaluation process.

804.09 MEASUREMENT FOR PAYMENT

804.09.01 Actual Measurement

804.09.01.01 Seed

Seed measurement shall be in square metres following the contours of the ground without any allowance for overlap.

804.09.01.02 Seed and Mulch

Seed and mulch measurement shall be in square metres following the contours of the ground without any allowance for overlap.

804.09.01.03 Seed and Erosion Control Blanket

Seed and erosion control blanket measurement shall be in square metres following the contours of the ground without any allowance for overlap.

804.09.01.04 Seed and Matrix

Seed and matrix measurement shall be in square metres following the contours of the ground without any allowance for overlap.

804.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

Page 10 Rev. Date: 11/2014 OPSS.PROV 804

804.10 BASIS OF PAYMENT

804.10.01 Seed - Item Seed and Mulch - Item Seed and Erosion Control Blanket - Item Seed and Matrix - Item

Payment at the Contract price for the above tender items shall be full compensation for all the labour, Equipment, and Material to do the work.

Page 11 Rev. Date: 11/2014 OPSS.PROV 804

TABLE 1 Permanent Seed Mixes and Seed Certificate Analysis Values

Permanent Seed Mix Grade Minimum Minimum Maximum Seed Seed Name Seed Seed Weed Mix Species Germination Purity Seed % Composition % % % %

Canada #1 Lawn Grass Standard Roadside Mix 70 85 0.5 Seed Mixture Creeping Red Fescue: Festuca 52 45 to 60 rubra Kentucky Bluegrass: Poa pratensis 10 5 to 15 Perennial Ryegrass: Lolium 35 30 to 40 perrenne White Clover: Trifolium repens 3 2 to 7

Common #1 Crown Vetch Mix Ground 70 N/A 0.5 Cover Creeping Red Fescue: Festuca 66 62 to 70 rubra Crown Vetch: Coronilla varia 34 30 to 38 inoculated seed

Common #1 Birdsfoot Trefoil Mix Forage 75 N/A 0.5 Mixture Creeping Red Fescue: Festuca 66 62 to 70 rubra Birdsfoot Trefoil: Lotus corniculatus 34 30 to 38 inoculated seed

Canada #1 Salt Tolerant Mix Ground 70 85 0.5 Cover Tall Fescue: Festuca arundinacea 25 20 to 30 Fults Alkali Grass: Puccinellia 20 15 to 25 distans Creeping Red Fescue: Festuca 25 15 to 30 rubra Perennial Ryegrass: Lolium 20 15 to 25 perrenne Hard Fescue: Festuca trachyphylla 10 5 to 15

Continues on Next Page

Page 12 Rev. Date: 11/2014 OPSS.PROV 804

Permanent Seed Mix Grade Minimum Minimum Maximum Seed Seed Name Seed Seed Weed Mix Species Germination Purity Seed % Composition % % % %

Canada #1 Lowland Mix Ground 70 N/A 0.5 Cover Creeping Red Fescue: Festuca 35 30 to 40 rubra Brome Grass: Bromus nerres 25 20 to 30 Kentucky Bluegrass: Poa pratensis 10 5 to 15 Birdsfoot Trefoil: Lotus corniculatus 5 3 to 7 inoculated seed White Clover: Trifolium repens 5 3 to 7 Perennial Ryegrass: Lolium 20 15 to 25 perrenne

Canada #1 Acidic Soil Mix Ground 70 N/A 0.5 Cover Birdsfoot Trefoil: Lotus corniculatus 30 25 to 40 inoculated seed Red Top: Agrostis gigantea 10 5 to 15 Tall Fescue: Festuca arundinacea 15 10 to 20 Creeping Red Fescue: Festuca 30 25 to 35 rubra Hard Fescue: Festuca trachyphylla 5 3 to 7 Alsike Clover: Trifolium hybridum 5 3 to 7 Red Clover: Trifolium pratense 5 3 to 7 Continues on Next Page

Page 13 Rev. Date: 11/2014 OPSS.PROV 804

Permanent Seed Mix Grade Minimum Minimum Maximum Seed Seed Name Seed Seed Weed Mix Species Germination Purity Seed % Composition % % % %

Canada #1 Old Field Mix Ground 70 N/A 0.5 Cover Flat-topped Aster: Aster umbellatus 37 35 to 40 New England Aster: Aster 17 10 to 20 novaeangliae Purple-stemmed Aster: Aster 16 10 to 20 punicens Canada Goldenrod: Solidago 12 10 to 15 Canadensis Panicled Aster: Aster 8 6 to 10 simplex/lanceolatus Heath Aster : Aster ericoides or 5 3 to 7 Frost Aster: Aster pilosus Grass-leaved Goldenrod: Solidago 5 3 to 7 memoralis

Canada #1 Northern Ontario Mix Ground 70 N/A 0.5 Cover Red Top: Agrostis gigantean 3 1 to 5 Canada Bluegrass: Poa compressa 7 5 to 15 Creeping Red Fescue: Festuca 40 35 to 45 rubra Birdsfoot Trefoil: Lotus corniculatus 5 2 to 8 inoculated seed Alsike Clover: Trifolium hybridum 3 1 to 5 White Clover: Trifolium repens 2 1 to 5 Perennial Rye Grass: Lolium 30 25 to 35 perrenne Meadow Fescue: Festuca pratensis 10 5 to 15

Page 14 Rev. Date: 11/2014 OPSS.PROV 804

TABLE 2 Application Rates for Seed and Fertilizer

Permanent Seed Mixes Permanent Fertilizer Rate minimum 200 kg/ha Nurse Crop Seed Mix Rate Rate kg/10,000 m² 8-32-16 0-46-0 0-0-60 kg/10,000 m²

Standard Roadside Mix 170 365 60

Crown Vetch Mix 140 365 260 60

Birdsfoot Trefoil Mix 140 365 260 60

Salt Tolerant Mix 170 350 60

Lowland Mix 170 350 60

Acidic Soil Mix 170 350 220 220 60

Old Field Mix 140 350 60

Northern Ontario Mix 170 365 60

TABLE 3 Winter Dormant Period

SOUTHWESTERN ONTARIO SOUTHERN ONTARIO NORTHERN ONTARIO

That area of Ontario south of a line That area of Ontario between the That area of Ontario north of a line joining Grand Bend and Clarkson. northern and southern boundaries joining Waubaushene, Severn of Southwestern Ontario and Bridge, Bancroft, and Ottawa. Northern Ontario respectively.

November 15 to April 15 inclusive November 1 to April 30 inclusive October 1 to June 1 inclusive

Page 15 Rev. Date: 11/2014 OPSS.PROV 804

Appendix 804-A, November 2014 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

No information provided here.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 16 Rev. Date: 11/2014 OPSS.PROV 804

ONTARIO PROVINCIAL METRIC STANDARD OPSS 805 NOVEMBER 2015 SPECIFICATION

CONSTRUCTION SPECIFICATION FOR TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES

TABLE OF CONTENTS

805.01 SCOPE

805.02 REFERENCES

805.03 DEFINITIONS

805.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

805.05 MATERIALS

805.06 EQUIPMENT - Not Used

805.07 CONSTRUCTION

805.08 QUALITY ASSURANCE - Not Used

805.09 MEASUREMENT FOR PAYMENT

805.10 BASIS OF PAYMENT

APPENDICES

805-A Commentary

805.01 SCOPE

This specification describes the requirements for the installation, maintenance, and removal of temporary erosion and sediment control measures.

805.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2015 OPSS 805 805.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

805.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 206 Grading OPSS 518 Control of Water from Dewatering Operations OPSS 804 Seed and Cover

Ontario Provincial Standard Specifications, Material

OPSS 1004 Aggregates - Miscellaneous OPSS 1801 Corrugated Steel Pipe Products OPSS 1840 Non-Pressure Polyethylene Plastic Pipe Products OPSS 1860 Geotextiles

Canadian and Provincial Statutes

Ontario Water Resources Act, R.S.O. 1990, c. 0.40

Page 2 Rev. Date: 11/2015 OPSS 805 Canadian General Standards Board (CGSB)

148.1 No 7.3-92 Methods of Testing Geosynthetics and Geomembranes - Grab Tensile Test for Geotextiles 148.1 No 10-94 Methods of Testing Geosynthetics - Geotextiles - Filtration Opening Size

805.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Diversion Ditch means a temporary channel to intercept and convey overland flow away from areas of disturbed or erodible soil and to minimize erosion of slopes from sheet flow.

Earth means as defined in OPSS 206.

Erosion means the physical removal or detachment of soil particles from an earth surface, followed by the transport of detached particles to another location by the action of a mobile agent including rain, flowing water, wind, equipment and vehicles.

Fibre Roll means an assembled or commercially available flexible, tubular structure that provides sediment control and may provide run-off filtration and includes wattles, filter socks and filter berms.

High Water Level means the highest point on the bank or floodplain of a waterbody where the water level reaches during high flow events or periods.

Riparian Vegetation means vegetation within 30 m of a waterbody.

Sediment means soil particles detached from an earth surface by erosion.

Waterbody Bank means the slope on or adjacent to a waterbody from the normal water level to the top of slope.

Watercourse means a stream, creek, river, or channel including ditches, in which the flow of water is permanent, intermittent, or temporary.

805.05 MATERIALS

805.05.01 Straw and Straw Bales

Straw shall be either wheat or oat straw.

Straw bales shall be dry and firm, be tied tightly in at least two places, show no evidence of straw or tie decay, and be free of sediment. They shall be of agricultural, rectangular formation and dimensions, as specified in the Contract Documents.

805.05.02 Geosynthetics

805.05.02.01 Geotextile

Geotextile shall be free of holes, tears, and punctures.

Page 3 Rev. Date: 11/2015 OPSS 805

805.05.02.02 Silt Fence Geotextile

Geotextile for silt fence shall be according to OPSS 1860, Table 3.

Geotextile for silt fence may be separate from the stakes used to install it as a sediment barrier.

805.05.02.03 Berm Barrier and Rock Flow Check Dam Geotextile

Geotextile for berm barriers and rock flow check dams shall be a woven, Class II geotextile according to OPSS 1860. The filtration opening size (FOS) shall be no greater than 300 m.

805.05.02.04 Turbidity Curtain Geosynthetic

Turbidity curtain geosynthetics shall have a grab tensile strength of at least 990 N, meeting CAN/CGSB 148.1, No. 7.3 and be one of geotextile or geomembrane.

Geotextile shall be a woven material. The filtration opening size (FOS) shall be no greater than 300 m, meeting CAN/CGSB 148.1, No. 10.

Geomembrane shall be a low-permeability synthetic material or a geotextile impregnated with elastomeric spray.

805.05.02.05 Filter Bags

Geotextile for filter bags shall be non-woven, polypropylene, Class I according to Table 1 of OPSS 1860 unless otherwise specified in the Contract Documents.

805.05.03 Plastic Sheeting

Plastic sheeting used to wrap berm barriers or other sediment control measures shall be 6 mm polyethylene of maximum available width.

805.05.04 Stakes

Stakes shall be of sufficient strength and length to satisfy control measure installation, performance and maintenance requirements.

805.05.05 Control Measure Support

Control measure support for heavy-duty silt fence barrier shall be a separate product or one bonded to silt fence geotextile and be either plastic snow fence mesh, 0.81 mm diameter galvanized wire mesh or 1.63 mm diameter galvanized steel fence with a 5 cm by 10 cm weave and a 0.91 m height.

When a heavy-duty silt fence barrier is installed using a product manufactured with the control measure support bonded to the geotextile it shall be installed with the geotextile on the upstream side or front of the control measure support.

805.05.05.01 Posts

Posts to support heavy duty wire-backed silt fence barriers shall be metal T-posts. Metal ties shall be used to secure the silt fence to the metal T-posts.

805.05.06 Berm Barriers

Berm barriers shall be constructed using earth, sand, gravel, brush or compost.

Page 4 Rev. Date: 11/2015 OPSS 805 805.05.07 Sandbags

Sandbags shall be made from heavy gauge plastic, agricultural burlap, or silt fence geotextile. Heavy gauge plastic shall contain stabilizers or inhibitors resistant to deterioration by ultraviolet radiation. Sandbags shall be filled with clean sand, 19 mm gravel or 6 mm pea gravel, containing no silt or clay.

805.05.08 Fibre Rolls

Fibre rolls shall be of a consistent internal thickness with even fibre distribution throughout the roll.

Fibre rolls shall be covered on the outside with an open-weave, biodegradable and photodegradable mesh or netting that securely contains the fibres within the rolls.

Fibre rolls shall be filled with 100% organic, biodegradable material such as shredded straw, wood fibres or compost and may contain seed.

805.05.09 Turbidity Curtain Hardware

805.05.09.01 Floatation

Turbidity curtain floatation shall be a material that has sufficient buoyancy to provide the curtain with continuous support, and a minimum of freeboard as specified in the Contract Documents.

805.05.09.02 Load Lines

Turbidity curtain load lines shall be 8 mm diameter steel cable or 19 mm diameter nylon or polypropylene rope.

805.05.09.03 Ballast

Turbidity curtain ballast shall be 8 mm steel chain.

805.05.09.04 Anchors

Turbidity curtain anchors shall be mushroom or kedge anchors with a minimum mass of 34 kg for firm mud bottoms or self-burying anchors with a minimum mass of 5 kg for sandy bottoms.

805.05.09.05 Mooring Buoys

Turbidity curtain mooring buoys shall have provision for the mooring line to be securely attached and be sufficiently buoyant to remain afloat under normal load conditions.

805.05.09.06 Mooring Lines

Turbidity curtain mooring lines shall be 19 mm diameter nylon or polypropylene rope.

805.05.09.07 Adjustment Lines

Turbidity curtain adjustment lines shall be 13 mm diameter nylon or polypropylene rope.

805.05.10 Rock

Rock for rock flow check dams shall be according to the requirements for rip-rap and gabion stone according to OPSS 1004.

Page 5 Rev. Date: 11/2015 OPSS 805 805.05.11 Corrugated Pipe

Corrugated pipe slope drains shall be non-perforated, corrugated steel pipe according to OPSS 1801 or polyethylene plastic pipe according OPSS 1840. Pipe diameter shall be as specified in the Contract Documents.

805.05.12 End Sections

End sections for the inlet and outlet of slope drains shall be according to OPSS 1801, regardless of the material type of the pipe used.

805.05.13 Erosion Control Blankets

Erosion control blankets for diversion ditches shall be as specified in OPSS 804.

805.07 CONSTRUCTION

805.07.01 Operational Constraints

805.07.01.01 Retention of Riparian Vegetation

The area over which vegetation is removed on site shall affect no more than one third (1/3) of the total woody vegetation in the right-of-way within 30 m of the high water level of any waterbody unless otherwise specified in the Contract Documents.

805.07.01.02 Protection of Stockpiled Materials

All stockpiles of erodible construction materials and excess or surplus materials shall be protected from erosion and sediment transport within 48 hours of being built unless otherwise specified in the Contract Documents.

805.07.01.03 Dewatering

Dewatering effluent shall be controlled to prevent passage of sediment into waterbodies and other sensitive environmental features as specified in the Contract Documents or onto adjacent properties. Discharge of dewatering effluent to sediment traps for dewatering shall be controlled to avoid exceeding trap capacity and to prevent scour and washout.

Discharge of water from sediment traps for dewatering shall be according to OPSS 518.

805.07.01.04 Slope Drains

When slope drains are specified in the Contract Documents, the slope drain and associated berm barrier shall be constructed in the same day.

805.07.01.05 Turbidity Curtains and Cofferdams

Equipment shall not be operated in a waterbody outside a turbidity curtain or cofferdam other than hand held equipment or boats.

805.07.01.06 Construction and Removal of Measures

The construction and removal times for temporary erosion and sediment control measures shall be as specified in the Contract Documents.

Page 6 Rev. Date: 11/2015 OPSS 805 805.07.02 Light-Duty Sediment Barriers, General

Light-duty sediment barriers are light-duty straw bale barriers, light-duty silt fence barriers, or light duty fibre roll barriers.

Light-duty sediment barriers shall be constructed as specified in the Contract Documents.

Light-duty sediment barriers shall not be installed in or across waterbodies.

When the Light-Duty Sediment Barriers item is specified in the Contract Documents, any light-duty sediment barriers may be used. When a specific light-duty sediment barrier is specified in the Contract Documents, there shall be no option of substitution for the control measure.

Light-duty sediment barriers shall include protection placed against the downslope side at the low points of the barrier so that any overflow of the barrier is prevented from causing soil scour and erosion.

805.07.02.01 Light-Duty Straw Bale Barriers

Light-duty straw bale barriers shall be constructed as specified in the Contract Documents.

When specified to be installed around catch basins, straw bales shall be placed completely around catch basins and ditch inlets without gaps. When a double row of straw bales is specified in the Contract Documents, the straw bales shall be placed such that the joints between the straw bales of each row are not in-line with the joints of the straw bales of the adjacent row.

Stakes securing the bales shall be driven through the bales without breaking the bale ties or otherwise disturbing bale firmness and shape.

Maintenance shall include the replacement of each bale at intervals not exceeding 45 Days.

805.07.02.02 Light-Duty Silt Fence Barriers

Light-duty silt fence barriers shall be constructed as specified in the Contract Documents.

Light-duty silt fence barriers shall not be used for perimeter control or property line delineation unless specified in the Contract Documents.

Light-duty silt fence barriers shall be installed within a trench excavated along the contour of the ground such that the elevation of the above ground portion of the fence is the same along its entire length except at the ends. Light-duty silt fence barriers shall be installed without breaks or gaps along their entire length. Light-duty silt fence barriers shall only be installed on flat ground with a minimum offset of 2 m from the toe of the slope being protected. When a longer sediment barrier is required, another light-duty silt fence barrier shall be installed as specified in the Contract Documents.

The geotextile shall be attached firmly, without sagging, to the upslope side of the stakes. Stakes shall be spaced to ensure the geotextile remains vertical. Where the geotextile is joined to provide a continuous run, the ends shall be overlapped a minimum of 500 mm and securely fastened to the stakes using cable ties or soft wire at the top of the geotextile only. The geotextile shall be angled upslope at the ends of each run in a “J” pattern and so that the ends are at a higher elevation than the bottom of the run.

When geotextile is supplied without stakes attached, the geotextile shall be installed into the trench in the ground first, the stakes shall be driven into the ground behind the geotextile, and the geotextile shall be attached to the upslope side of the stakes using cable ties or soft wire at the top of geotextile only.

805.07.02.03 Light-Duty Fibre Roll Barriers

Page 7 Rev. Date: 11/2015 OPSS 805

Light-duty fibre roll barriers shall be sized and constructed as specified in the Contract Documents.

Light-duty fibre roll barriers shall be installed along the contour of the ground into trenches that have been excavated into the soil perpendicular to the slope face to a depth of approximately one half the roll diameter and width across the width of the slope.

Any rills and gullies shall be filled in where light-duty fibre roll barriers are to be installed. Light-duty fibre roll barriers shall only be installed on flat ground with a minimum offset of 2 m from the toe of the slope being protected. When a longer sediment barrier is required, another light-duty fibre roll barrier shall be installed tightly butted against the first one.

Light-duty fibre roll barriers shall be installed so that their base is in continuous contact with the underlying soil along their entire length without gaps and angled upslope at each end run in a “J” pattern. The ends of adjacent fibre roll segments shall be tightly butted against each other and shall not be overlapped vertically or horizontally.

A metal bar shall be used to make pilot holes perpendicular to the slope face through the centre of the fibre rolls as specified in the Contract Documents. Pilot holes shall also be made at the ends of each fibre roll segment angled towards the next abutting fibre roll to hold adjacent rolls together.

Wooden stakes shall be driven into the pilot holes as specified in the Contract Documents.

Soil excavated from the trenches shall be placed along the upslope side of the fibre rolls and compacted into the front of the trench to minimize possible undermining by runoff.

The soil on the upslope and downslope sides of the fibre rolls shall be seeded according to OPSS 804.

805.07.03 Heavy-Duty Sediment Barriers, General

Heavy-duty sediment barriers are heavy-duty silt fence barriers, heavy-duty wire-backed silt fence barriers, berm barriers, or sandbag barriers.

Heavy-duty sediment barriers shall be constructed as specified in the Contract Documents, without gaps and without undermining to prevent sediment passage through, under, or around the barrier.

When heavy-duty sediment barriers are specified in the Contract Documents, the Contractor has the option to select any of the heavy-duty sediment barriers or any combination of them. When a specific heavy-duty sediment barrier is specified in the Contract Documents, there shall be no option of substitution for the control measure.

Heavy-duty silt fence barriers shall include control measure support placed against the downstream side at the low points of the barrier so that any overflow of the barrier is prevented from causing soil scour and erosion.

805.07.03.01 Heavy-Duty Silt Fence Barriers

Heavy-duty silt fence barriers shall be constructed as specified in the Contract Documents.

Heavy-duty silt fence barriers shall not be used for perimeter control or property line delineation unless specified in the Contract Documents.

Heavy-duty silt fence barriers shall be installed within a trench excavated along the contour of the ground such that the elevation of the bottom of the fence is the same along its entire length except at the ends. Heavy-duty silt fence barriers shall be installed without breaks or gaps along their entire length. Heavy- duty silt fence barriers shall only be installed on flat ground with a minimum offset of 2 m from the toe of

Page 8 Rev. Date: 11/2015 OPSS 805 the slope being protected. When a longer sediment barrier is required, another heavy-duty silt fence barrier shall be installed as specified in the Contract Documents.

The geotextile shall be attached firmly to the upstream side of the control measure support and the stakes. Stakes shall be spaced to ensure the geotextile and the control measure support remains vertical. Where the geotextile or the control measure support is joined to itself to provide a continuous run, the ends shall be overlapped a minimum of 500 mm and securely fastened to stakes using wire ties at the top of the geotextile or the control measure support only. The geotextile and control measure support shall be angled upslope at the ends of each run in a “J” pattern and so that the ends are at a higher elevation than the bottom of the run.

When geotextile is supplied without the control measure support or stakes attached, the control measure support shall be installed into the trench in the ground first, the geotextile shall be installed into the trench on the upslope side of the control measures support, the stakes shall be driven into the ground behind the geotextile and the control measure support, and the geotextile and control measure support shall be attached to the stakes using wire ties at the top of the geotextile and control measure support and only.

805.07.03.02 Heavy-Duty Wire-Backed Silt Fence Barriers

Heavy-duty wire-backed silt fence barriers shall be constructed as specified in the Contract Documents.

Heavy-duty wire-backed silt fence barriers shall not be used for perimeter control or property line delineation unless specified in the Contract Documents.

Heavy-duty wire-backed silt fence barriers shall be installed in a trench excavated along the contour of the ground such that the elevation of the bottom of the fence is the same along its entire length except at the ends. Heavy-duty wire-backed silt fence shall be installed without breaks or gaps along their entire length. Heavy-duty wire-backed silt fence barriers shall only be installed on flat ground with a minimum offset of 2 m from the toe of the slope being protected. When a longer sediment barrier is required, another heavy-duty wire-backed silt fence barrier shall be installed as specified in the Contract Documents.

The wire control measure support shall be installed into the trench in the ground. The geotextile shall be installed into the trench on the upslope side of the wire control measure support. T-posts shall be installed into the ground behind the geotextile and wire control measure support and spaced to ensure the geotextile and wire control measure support remain vertical. The geotextile and the wire control measure support shall be attached securely to the T-posts using wire ties at the top of the geotextile and wire control measure support only. Where the geotextile or the wire control measure support is joined to itself to provide a continuous run, the ends shall be overlapped a minimum of 500 mm and securely fastened to T-posts using wire ties at the top of the geotextile or wire control measure support only. The geotextile wire control measure support shall be angled upslope at the ends of each run in a “J” pattern and so that the ends are at a higher elevation than the bottom of the run.

805.07.03.03 Berm Barriers

Berm barriers shall be constructed and wrapped in geotextile or plastic sheeting as specified in the Contract Documents. The geotextile or plastic sheeting shall be secured to the ground.

805.07.03.04 Sandbag Barriers

Sandbags shall be securely tied at the top.

Sandbag barriers shall be constructed as specified in the Contract Documents

Page 9 Rev. Date: 11/2015 OPSS 805 Sandbags within each row shall be placed with the sides of the bags butted tightly against one another without gaps. The ends of sandbags in adjacent rows shall be butted tightly against one another without gaps.

When sandbag barriers are constructed on earth surfaces, the trench into which the sandbags are placed shall be backfilled around the sandbags to existing grade and compacted.

When sandbag barriers are to be constructed on sod, erosion control blanket, existing turf, or bedrock, they shall be placed so there are no gaps between the sandbags and the underlying surface.

Sandbag barriers shall be maintained with undamaged bags that are firmly seated.

805.07.04 Fibre Roll Grade Breaks

Fibre roll grade breaks shall be constructed as specified in the Contract Documents.

Fibre rolls shall be installed horizontally starting from the toe of the slope and working up to the top of the slope Any rills and gullies on the slope face shall be filled in as the fibre rolls are installed.

Fibre rolls shall be installed along the contour of the ground into trenches that have been excavated into the soil perpendicular to the slope face and width across the slope.

Fibre rolls shall be installed so that their base is in continuous contact with the underlying soil along their entire length without gaps and angled upslope at each end run in a “J” pattern. The ends of adjacent fibre roll segments shall be tightly butted up against each other and shall not be overlapped vertically or horizontally.

Wooden stakes shall be driven into the pilot holes perpendicular to the slope face to secure the fibre rolls to the slope along their entire length. Additional stakes shall be driven into the fibre rolls along the downslope side at every grade change or if soils are very loose and uncompacted or the slope is steep.

Soil excavated from the trenches shall be placed along the upslope side of the fibre rolls and well compacted into the front of the trench to minimize possible undermining by runoff.

The soil on the upslope and downslope sides of the fibre rolls shall be seeded as specified in the Contract Documents.

805.07.05 Flow Check Dams - General

Flow check dams are straw bale flow check dams, fibre roll flow check dams, sandbag flow check dams, or rock flow check dams.

Flow check dams shall be constructed as specified in the Contract Documents such that the spillway level of the downstream flow check dam is the same as the base of the upstream flow check dam when they are specified in series. Flow check dams shall be constructed without gaps and without undermining to prevent sediment passage through, under, or around the flow check dam.

When the Flow Check Dams item is specified in the Contract Documents, any of the flow check dams or any combination of them may be used. When a specific flow check dam is specified in the Contract Documents, there shall be no option of substitution for the control measure.

Page 10 Rev. Date: 11/2015 OPSS 805 Flow check dams shall include protection placed against the downstream side at the lowest point of the flow check dam so that any overflow of the flow check dam is prevented from causing soil scour and erosion.

805.07.05.01 Straw Bale Flow Check Dams

Straw bale flow check dams shall be constructed as specified in the Contract Documents and shall be replaced every 45 days.

805.07.05.02 Fibre Roll Flow Check Dams

Fibre roll flow check dams shall be constructed as specified in the Contract Documents.

805.07.05.03 Sandbag Flow Check Dams

Sandbag flow check dams shall be constructed as specified in the Contract Documents.

805.07.05.04 Rock Flow Check Dams

Rock flow check dams shall be constructed as specified in the Contract Documents.

805.07.06 Sediment Traps

Sediment traps shall be constructed as specified in the Contract Documents to prevent sediment passage from the upstream to the downstream side of the trap and so that the majority of the sediment is collected in the excavated basin.

Sediment traps shall be constructed as a single control measure consisting of an excavated basin and a rock flow check dam.

A temporary fence shall be erected around the sediment trap to restrict public access.

805.07.07 Slope Drains

Slope drains shall be constructed as specified in the Contract Documents.

Slope drains shall be constructed as a single control measure consisting of a corrugated pipe, two end sections including an inlet and an outlet, and a sediment trap constructed at the outlet end of the pipe.

The pipe inlet shall be placed through a berm barrier in such a manner that flow is directed to the pipe inlet without scouring of the berm. The toe plate of the inlet end section shall be fully imbedded into the ground surface.

Pipes shall be maintained in place without gaps and without undermining so that water is conveyed from the upstream side of the berm and collected in the sediment trap.

805.07.08 Diversion Ditches

Diversion ditches shall be constructed as specified in the Contract Documents.

When diversion ditches are specified to be lined with rolled erosion control blanket along their entire length it shall be according to OPSS 804.

Flow check dams shall be installed at regular intervals along the entire length of diversion ditches as specified in the Contract Documents.

Page 11 Rev. Date: 11/2015 OPSS 805 Where diversion ditches are specified to be lined with rip-rap or granular it shall be according to OPSS 1004.

805.07.09 Sediment Traps for Dewatering

Sediment traps for dewatering shall be constructed as specified in the Contract Documents.

Sediment traps for dewatering shall be constructed a minimum of 30 m away from waterbodies or as far away as practicable from the top of the bank of any waterbody.

The shape of the excavated basin may be varied to suit the characteristics of the area surrounding it.

The sediment barrier and rock flow check dam shall be constructed as specified in the Contract Documents.

Construction of the sediment barrier shall be according to the requirements for light-duty sediment barriers with the following exceptions: a) End runs are not required. b) The rock flow check dam shall be located at the low point of the light-duty sediment barrier.

A temporary fence shall be erected around the sediment trap to restrict public access.

Discharge of water from sediment traps for dewatering shall be according to OPSS 518.

805.07.10 Filter Bags

Filter bags, hoses and pumps shall be sized appropriately to the volume as specified in the Contract Documents of water to be filtered. Bags shall have a FOS as specified in the Contract Documents.

Filter bags shall be situated in a vegetated area or placed on a permeable surface on a slight slope with the opening of the bag facing upslope a minimum of 30 m away from waterbodies or as far as practicable from the top of the bank of any waterbody.

The opening of the filter bag shall be securely attached with mechanical connections to the discharge hose using commercially available hose couplers and placed in the retention facility to be dewatered.

Discharge of water from filter bags shall be according to OPSS 518.

805.07.11 Turbidity Curtains

Turbidity curtains shall be constructed as specified in the Contract Documents. Turbidity curtains shall be free of tears and gaps, and the bottom edge of the curtain shall be continuously in contact with the waterbody bed so that sediment passage from the enclosed area is prevented.

Turbidity curtains shall be constructed according to the following: a) Breaks may be made in the lower sleeve to facilitate pulling of the ballast, provided they are a maximum 100 mm in size and spaced at minimum 3 m intervals. b) Where turbidity curtain geosynthetic is joined to provide a continuous run, the sections shall be connected to provide a continuous seal to prevent the escape of turbid water between the sections. c) The turbidity curtain shall be of sufficient width to account for water depth and wave action.

Page 12 Rev. Date: 11/2015 OPSS 805 d) The turbidity curtain shall be prepared for installation by furling and tying securely with furling ties every 1.5 m for the entire length of the curtain. e) Anchor locations shall be established as necessary to maintain the turbidity curtain in place and functioning.

The sequence of installation shall be according to the following: a) Tie-downs shall firmly anchor the turbidity curtain to the shoreline. b) One end of the furled curtain shall be firmly attached to the upstream tie-down. c) The furled curtain shall be launched and placed. d) The other end of the furled curtain shall be attached to the downstream tie-down. e) Each anchor shall be attached to the turbidity curtain load line with a mooring line. f) Mooring buoys shall be attached to the mooring line at a distance of 1 m from the load line to keep the turbidity curtain in place at locations where it changes direction. g) The furling ties shall be released to allow the turbidity curtain ballast to sink to its maximum depth. h) The location and depth of the ballast shall be adjusted as necessary using the adjustment lines.

Equipment is permitted in the working area enclosed by the turbidity curtain.

Folds in the turbidity curtain that form next to the floatation collar shall be regularly monitored and cleared of collected sediment.

805.07.12 Cofferdams

Cofferdams shall be constructed as specified in the Contract Documents to: a) Isolate the working area from the waterbody. b) Prevent the release of sediment and debris into the surrounding waterbody.

Equipment is permitted in the working area enclosed by the cofferdam.

805.07.13 Monitoring

All temporary erosion and sediment control measures shall be monitored to ensure they are in effective working order. Monitoring shall be once a week, at minimum, prior to any forecast rain event and following any rain event.

805.07.14 Maintenance

All temporary erosion and sediment control measures constructed under this specification shall be maintained in an effective, functioning, stable condition.

805.07.15 Sediment Removal

The work shall consist of the removal and management of accumulated sediment.

Page 13 Rev. Date: 11/2015 OPSS 805 Sediment that is accumulated by the temporary erosion and sediment control measures shall be removed in a manner that avoids escape of the sediment to the downstream side of the control measure and avoids damage to the control measure. Sediment shall be removed to the level of the grade existing at the time the control measure was constructed and be according to the following: a) For light-duty sediment barriers and flow check dams, accumulated sediment shall be removed once it reaches the lesser of the following:

i. A depth of one-half the effective height of the control measure. For flow check dams, the effective height shall be determined relative to the lowest point of the flow check dam. ii. A depth of 300 mm immediately upstream of the control measure. b) For heavy-duty sediment barriers, sediment traps, and sediment traps for dewatering, accumulated sediment shall be removed once it reaches one-half the effective height or depth of the control measure. c) For all control measures, accumulated sediment shall be removed as necessary to perform maintenance repairs. d) Accumulated sediment shall be removed immediately prior to the removal of the control measure.

805.07.16 Control Measure Removal

Ditch, permanent slope, and any other embankment cover specified elsewhere in the Contract Documents to be placed within the area controlled by the temporary erosion and sediment control measure shall be in place and established prior to the removal of such control measure.

Temporary erosion and sediment control measures shall be removed and associated excavations backfilled and compacted when the measures are no longer required.

Temporary erosion and sediment control measures shall be removed in a manner that: a) Prevents entry of equipment, other than hand-held equipment or boats, to any waterbody. b) Prevents release of sediment and debris to any waterbody.

Prior to removal of the in-water control measures, the area enclosed by turbidity curtains and cofferdams shall be cleaned of all debris. For cofferdams, accumulated sediment shall be removed prior to removal of the sediment control measure.

Any seeding and mulching, temporary cover, sod, other surface application, or original turf cover disturbed by removal or backfilling of erosion and sediment control measures and removal of accumulated sediment, shall be brought to final grade and restored as specified in the Contract Documents.

805.07.17 Management of Excess Material

Management of excess material shall be according to the Contract Documents.

805.07.18 Protection of Waterbodies and Waterbody Banks

Protection of waterbodies and waterbody banks shall be as specified in the Contract Documents.

Page 14 Rev. Date: 11/2015 OPSS 805 805.09 MEASUREMENT FOR PAYMENT

805.09.01 Actual Measurement

805.09.01.01 Light-Duty Sediment Barriers Light-Duty Straw Bale Barriers Light-Duty Silt Fence Barriers Light-Duty Fibre Roll Barriers Heavy-Duty Sediment Barriers Heavy-Duty Silt Fence Barriers Heavy-Duty Wire-Backed Silt Fence Barriers Berm Barriers Sandbag Barriers Fibre Roll Grade Breaks

Measurement shall be the length in lineal metres from end to end of the barrier constructed, maintained, and removed, following the contours of the ground.

805.09.01.02 Flow Check Dams Straw Bale Flow Check Dams Fibre Roll Flow Check Dams Sandbag Flow Check Dams Rock Flow Check Dams

For measurement purposes, a count shall be made of the flow check dams constructed, maintained, and removed.

805.09.01.03 Sediment Traps Slope Drains Diversion Ditches Sediment Traps for Dewatering Filter Bags

For measurement purposes, a count shall be made of the number of sediment traps, slope drains, diversion ditches, sediment traps for dewatering and filter bags constructed or installed, maintained, and removed. Component parts shall not be counted separately for payment.

805.09.01.04 Turbidity Curtains

Measurement of turbidity curtain shall be made in lineal metres along its length from end to end between tie-downs for each turbidity curtain installed, maintained, and removed.

805.09.01.05 Cofferdams

For measurement purposes, a count shall be made of the number of cofferdams constructed, maintained, and removed.

805.09.01.06 Sediment Removal

Measurement shall be as specified in the Contract Documents by the volume of sediment excavated in cubic meters or by the number of hours required for excavation of sediment.

805.09.02 Plan Quantity Measurement

When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement.

Page 15 Rev. Date: 11/2015 OPSS 805 805.10 BASIS OF PAYMENT

805.10.01 Light-Duty Sediment Barriers - Item Light-Duty Straw Bale Barriers - Item Light-Duty Silt Fence Barriers – Item Light-Duty Fibre Roll Barriers - Item Heavy-Duty Sediment Barriers - Item Heavy-Duty Silt Fence Barriers – Item Heavy-Duty Wire-Backed Silt Fence Barriers – Item Berm Barriers - Item Sandbag Barriers - Item Fibre Roll Grade Breaks – Item Flow Check Dams - Item Straw Bale Flow Check Dams - Item Fibre Roll Flow Check Dams - Item Sandbag Flow Check Dams - Item Rock Flow Check Dams – Item Sediment Traps - Item Slope Drains – Item Diversion Ditches - Item Sediment Traps for Dewatering – Item Filter Bags - Item Turbidity Curtains - Item Cofferdams - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment, and Material required to do the work.

Progress payments for the temporary erosion and sediment control measures shall be made as follows: a) 30% for initial construction. b) 50% for maintenance. c) 20% for removal.

805.10.02 Sediment Removal - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Material to do the work.

When the Contract Documents do not have a separate item for sediment removal, payment at the Contract price for the appropriate tender item for the installation of the sediment control measures shall be full compensation for all labour, Material, and Equipment to do the work of sediment removal.

Page 16 Rev. Date: 11/2015 OPSS 805 Appendix 805-A, November 2015 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Installation and removal times for temporary erosion and sediment control measures. (805.07.01.06)

- Grading requirements for control measure removal. (805.07.16)

- Sediment removal measurement for payment. (805.09.01.06)

The designer should determine the need for barrier installation. The desirable slope grade is maximum 5%. (805.07.02 and 805.07.03)

The designer should determine the following and, if they are required, the requirements should be included in the Contract Documents:

- Sensitive environmental features. (805.07.01.03)

- The need for a specific light-duty sediment barrier. Where the light-duty sediment barrier is to be built using fibre rolls, the diameter of the fibre rolls to be used and whether and how they may be stacked vertically. (805.07.02)

- The type of seed mix to be applied to the upslope and downslope sides of fibre roll grade breaks. (805.07.02.03)

- The need for a specific heavy-duty sediment barrier. Where the heavy-duty sediment barrier is to be built using fibre rolls, the diameter of the fibre rolls to be used and whether and how they may be stacked vertically. (805.07.03)

- The need for wire backing for a heavy-duty silt fence barrier. (805.07.03.02)

- The need for fibre roll grade breaks and the number, diameter and spacing of fibre rolls required. (805.07.04)

- The need for a specific flow check dam, the number of flow check dams in series required and the spacing of the flow check dams. (805.07.05)

- The need for a sediment trap(s). When a sediment trap is to be constructed in a ditch the outside edge shall be sized to extend beyond the base of the ditch. (805.07.06)

- The need for a slope drain(s). (805.07.07)

Identify the need for a diversion ditch(s). Design dimensions and direction of flow along contour of ground. Outlet details including scour protection and sediment control. The need for, type and number of flow check dam(s), and type of erosion control lining. (805.07.08)

Page 17 Rev. Date: 11/2015 OPSS 805 - The need for a sediment trap(s) for dewatering. Ensure that sediment traps for dewatering are sized appropriately for the catchment area and that there is enough space available to construct them. (805.07.09)

- The need for filter bags, and the type, Class and filtration opening size (FOS) of geotextile to be used. (805.07.10)

- Appropriate volume of water to be filtered. (805.07.10)

- The need for a turbidity curtain(s). (805.07.11)

- The need for and design of a cofferdam(s). (805.07.12)

- Whether sediment removal is to be measured by volume or time. (805.09.01.06)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 219.100 Light-Duty Straw Bale Barrier OPSD 219.110 Light-Duty Silt Fence Barrier OPSD 219.120 Light-Duty Fibre Roll Barrier OPSD 219.130 Heavy-Duty Silt Fence Barrier OPSD 219.131 Heavy-Duty Wire-Backed Silt Fence Barrier OPSD 219.150 Sandbag Barrier OPSD 219.160 Fibre Roll Grade Breaks OPSD 219.180 Straw Bale Flow Check Dam OPSD 219.191 Fibre Roll Flow Check Dam OPSD 219.200 Sandbag Flow Check Dam OPSD 219.210 Temporary Rock Flow Check Dam V-Ditch OPSD 219.211 Temporary Rock Flow Check Dam Flat Bottom Ditch OPSD 219.220 Sediment Trap In Ditch OPSD 219.230 Temporary Slope Drain For Sediment Trap OPSD 219.231 Temporary Berm Barrier OPSD 219.240 Sediment Trap for Dewatering OPSD 219.260 Turbidity Curtain OPSD 219.261 Turbidity Curtain Seam Detail

Page 18 Rev. Date: 11/2015 OPSS 805 ONTARIO PROVINCIAL METRIC STANDARD OPSS 1001 SPECIFICATION NOVEMBER 2013

MATERIAL SPECIFICATION FOR AGGREGATES - GENERAL

TABLE OF CONTENTS

1001.01 SCOPE

1001.02 REFERENCES

1001.03 DEFINITIONS

1001.04 DESIGN AND SUBMISSION REQUIREMENTS

1001.05 MATERIALS

1001.06 EQUIPMENT - Not Used

1001.07 PRODUCTION

1001.08 QUALITY ASSURANCE

1001.09 OWNER PURCHASE OF MATERIAL - Not Used

APPENDICES

1001-A Commentary

1001.01 SCOPE

This specification covers the source, processing, and testing requirements for aggregates and provides for the use of reclaimed asphalt pavement and reclaimed concrete material.

1001.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2013 OPSS 1001

1001.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

1001.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Ministry of Transportation Publications

MTO Laboratory Testing Manual: LS-602 Sieve Analysis of Aggregates

Canadian General Standards Board

8.1-88 Sieves, Testing, Woven Wire, Inch Series

ASTM International

E 11 - 09e1 Woven Wire Test Sieve Cloth and Test Sieves

Page 2 Rev. Date: 11/2013 OPSS 1001

1001.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Aggregate means natural mineral materials such as sand, gravel, and crushed bedrock. Reclaimed materials may substitute for aggregates when allowed by the appropriate specification.

Boulder means a detached rock mass with a diameter greater than 200 mm.

Clay means a fine-grained soil with particles smaller than 2 µm that exhibit plasticity over a range of water contents.

Coarse Aggregate means that portion of aggregate material retained on the 4.75 mm sieve when tested according to LS-602.

Cobble means a rounded or semi-rounded rock fragment with an average dimension between 75 mm and 200 mm.

Crushed Material means aggregate particles having at least one well-defined face resulting from fracture. Particles with smooth faces and rounded edges or with only small chips removed are not considered crushed.

Deleterious Material means materials that include, but not limited to, the following: wood, clay brick, clay tile, plastic, gypsum, gypsum plaster, wallboard, roots, and all other organic matter.

Fine Aggregate means that portion of aggregate passing the 4.75 mm sieve when tested according to LS-602.

Flat and Elongated Particles means aggregate particles whose greatest mean dimension in the longitudinal axis compared to the least mean dimension in a plane perpendicular to the longitudinal axis exceeds a ratio of 4:1.

Granular means any processed or natural aggregate material with less than 35% by mass passing the 75 µm sieve.

Gravel means rounded, water-worn rock fragments retained on the 4.75 mm sieve and passing through the 75 mm sieve.

Iron Blast-Furnace Slag means the material resulting from solidification of molten blast-furnace slag under atmospheric conditions. Subsequent cooling may be accelerated by application of water to the solidified surface.

Manufactured Sand means sand produced by the crushing and further processing, i.e., washing, grading, classifying of quarried rock, boulders, cobbles, or gravel from which the natural fine aggregate has been removed. Natural sand may be added to optimize properties.

Natural Sand means naturally formed sand found in unconsolidated deposits.

Nickel Slag means the non-metallic product resulting from the production of nickel.

Quarried Rock means the material that has been or is being removed from an open excavation made in a solid mass of rock, which was integral with the parent mass prior to removal.

Page 3 Rev. Date: 11/2013 OPSS 1001

Reclaimed Asphalt Pavement (RAP) means the processed hot mix asphalt material that is recovered by partial or full depth removal.

Reclaimed Concrete Material (RCM) means removed or processed hardened Portland cement concrete.

Sand means fine aggregate passing the 4.75 mm sieve and retained on a 75 µm sieve resulting from natural disintegration of rock or from crushing.

Screened Sand means natural sand obtained from gravel deposits that is screened only.

Screenings means the fine aggregate produced by the crushing of quarried rock, boulders, cobbles, or gravel.

1001.04 DESIGN AND SUBMISSION REQUIREMENTS

1001.04.01 Submission Requirements

The Contract Administrator shall be advised in writing of each intended aggregate source prior to its use in the Work.

The Contractor shall provide test results, either individual or mean values, demonstrating conformance of the material with the requirements of the appropriate specification.

Test results shall be made available at the Contract Administrator’s request.

1001.05 MATERIALS

1001.05.01 Aggregates

1001.05.01.01 General

Aggregates shall be composed of hard, durable fragments that are clean and free of clay coatings and other deleterious material.

1001.05.01.02 Fine Aggregates

Fine aggregates shall be according to the appropriate specifications and, unless otherwise provided therein, shall be one or a blend of the following: a) Natural sand. b) Manufactured sand. c) Screenings produced during crushing. d) Iron blast furnace slag or nickel slag. e) Reclaimed asphalt pavement. f) Reclaimed concrete material.

Page 4 Rev. Date: 11/2013 OPSS 1001

1001.05.01.03 Coarse Aggregates

Coarse aggregates shall be according to the appropriate specifications and, unless otherwise provided therein, shall be one or a blend of the following: a) Crushed particles of consistent quality throughout produced from bedrock formations or boulders. b) Uncrushed material of consistent quality produced from gravel formations. c) Iron blast furnace slag or nickel slag. d) Reclaimed asphalt pavement. e) Reclaimed concrete material.

1001.07 PRODUCTION

1001.07.01 Stripping of Aggregate Source

Prior to excavating materials for aggregate production, the area to be worked shall be cleared of shrubs and trees, grubbed of roots, and stripped of all unsuitable surface materials and weathered zones. The area open ahead of the quarrying or excavating operation shall be of sufficient size to prevent contamination of the aggregate source working face.

1001.07.02 Processing

1001.07.02.01 General

When necessary to conform to the type of materials specified, aggregates shall be screened, crushed, washed, classified, or otherwise processed with suitable equipment to meet specification requirements.

Washed materials or materials excavated from underwater shall be stored for at least a 24 hours or longer period to allow all free water to drain and for the materials to attain uniform water content.

1001.07.02.02 Washing

When specified in the Contract Documents, aggregates shall be washed in washing plants, or otherwise processed to meet specification requirements. Truck or mixer washing and other similar methods shall not be permitted.

Water used for washing aggregates shall be clean and free from injurious amounts of oil, acid, alkali, organic matter, or other deleterious substances.

1001.07.02.03 Blending

Blending of aggregates including reclaimed materials that meet the physical requirements of the appropriate specification shall be permitted in order to satisfy the gradation requirements for the material to be provided. The blending shall produce a consistent and acceptable product. Except where noted elsewhere in the Contract Documents, blending to improve the physical requirements shall not be permitted, except to increase the percentage of crushed particles or decrease the percentage of flat and elongated particles.

Page 5 Rev. Date: 11/2013 OPSS 1001

1001.07.03 Handling and Transporting

At all times, aggregates shall be handled and transported in a manner and with equipment that avoids segregation of the material, excess loss of fines, and contamination by any deleterious material.

1001.07.04 Stockpiling

Stockpile sites shall be level, well drained, free of all foreign materials, and of adequate bearing capacity to support the mass of the materials to be placed thereon. Stockpiles shall be either far enough apart or separated by substantial dividers to prevent intermingling.

For all coarse aggregates, except when stockpiled on Portland cement concrete or asphaltic concrete foundations or on an uncontaminated durable surface, a compacted granular pad of material with a maximum particle size no larger than that of the material being stockpiled and not less than 0.3 m in depth shall be provided to prevent contamination of the piled material.

For fine or combined aggregate stockpiles, the foundation shall be as specified above for coarse aggregates or the material may be placed on the ground provided that the bottom 0.3 m of the pile is not incorporated into the Work.

When samples are obtained for acceptance purposes from stockpiles of combined fine and coarse aggregate material for gradation testing, the stockpile shall be constructed in layers not exceeding 1 m in depth, and spilling of material over the edge of the stockpile shall not be permitted. These stockpile construction requirements shall not apply to separate stockpiles of fine and coarse aggregates and shall not apply to stockpiles of combined fine and coarse aggregate when the gradation acceptance samples are obtained after the material has been removed from the stockpile.

1001.08 QUALITY ASSURANCE

1001.08.01 General

Irrespective of compliance or non-compliance with the gradation and physical requirements of the applicable specification, aggregates may be accepted or rejected on the basis of past field performance, as determined by the Owner.

When a change in the character of the material occurs or when the performance of the materials is found to be unsatisfactory, use of those materials shall be discontinued until the Contractor can prove to the satisfaction of the Contract Administrator that the source remains acceptable or can be made acceptable.

1001.08.02 Sampling

1001.08.02.01 General

Quality assurance samples shall be obtained, handled, and stored as specified in the Contract Documents. The Contract Administrator shall be allowed to access all sampling locations and reserves the right to request quality assurance samples at any time.

1001.08.02.02 Mix Design

Samples obtained by the Contractor for the purposes of mix design shall be representative of the materials to be placed in the Work.

Page 6 Rev. Date: 11/2013 OPSS 1001

1001.08.03 Testing

1001.08.03.01 General

Tests on aggregates shall be as specified in the Contract Documents. The most recent published test method shall be used.

1001.08.03.02 Testing Sieves

Gradation analysis shall be based on the designated sieves shown in Table 1. As indicated, sieves complying with the alternative shown are compatible and may be used interchangeably with the MTO sieve designation shown.

Page 7 Rev. Date: 11/2013 OPSS 1001

TABLE 1 Laboratory Testing Sieves

Alternate Sieve Standards, MTO Sieve Designation CAN/CGSB 8.1 and ASTM E 11

150 mm 6 inch 106 mm 4.24 inch 75.0 mm 3 inch 63.0 mm 2-1/2 inch 53.0 mm 2.12 inch 37.5 mm 1-1/2 inch 26.5 mm 1.06 inch 25.0 mm 1 inch 22.4 mm 7/8 inch 19.0 mm 3/4 inch 16.0 mm 5/8 inch 13.2 mm 0.530 inch 12.5 mm 1/2 inch 9.5 mm 3/8 inch 6.7 mm 0.265 inch 4.75 mm No. 4 2.36 mm No. 8 1.18 mm No. 16 600 µm No. 30 425 µm No. 40 300 µm No. 50 150 µm No. 100 75 µm No. 200

Page 8 Rev. Date: 11/2013 OPSS 1001

Appendix 1001-A, November 2013 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

This specification is to be used in conjunction with OPSS 1002, OPSS 1003, OPSS 1004, OPSS 1006, and OPSS 1010.

This specification incorporates Superpave aggregates, tests, and sieves.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 9 Rev. Date: 11/2013 OPSS 1001

ONTARIO PROVINCIAL METRIC STANDARD OPSS.MUNI 1003 NOVEMBER 2013 SPECIFICATION

MATERIAL SPECIFICATION FOR AGGREGATES - HOT MIX ASPHALT

TABLE OF CONTENTS

1003.01 SCOPE

1003.02 REFERENCES

1003.03 DEFINITIONS

1003.04 DESIGN AND SUBMISSION REQUIREMENTS

1003.05 MATERIALS

1003.06 EQUIPMENT - Not Used

1003.07 PRODUCTION

1003.08 QUALITY ASSURANCE

1003.09 OWNER PURCHASE OF MATERIAL - Not Used

APPENDICES

1003-A Commentary 1003-B Gradation Requirements for Fine and Coarse Aggregates 1003-C Supplementary Requirements for Quality Assurance Sampling and Testing Frequencies 1003-D Supplementary Requirements for Payment Reduction In Lieu of Aggregate Removal 1003-E Hot Mix Test Data Form - Fine Aggregate 1003-F Hot Mix Test Data Form - Coarse Aggregate 1003-G Hot Mix Test Data Form - Consensus Property Requirements

1003.01 SCOPE

This specification covers material requirements for aggregates for use in hot mix asphalt (HMA).

Page 1 Rev. Date: 11/2013 OPSS.MUNI 1003

1003.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

1003.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

1003.02 REFERENCES

When the Contract Documents indicate that municipal-oriented specifications are to be used and there is a municipal-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.MUNI, unless use of a provincial-oriented specification is specified in the Contract Documents. When there is not a corresponding municipal-oriented specification, the references below shall be considered to be the OPSS listed, unless use of a provincial-oriented specification is specified in the Contract Documents.

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Material

OPSS 1001 Aggregates - General

Ontario Ministry of Transportation Publications

MTO Laboratory Testing Manual: LS-312 Fractionation of Unextracted Reclaimed Asphalt Pavement (RAP) and Hot Mix Aggregate for Testing or Incorporation in Other Test Samples LS-601 Materials Finer than 75 μm Sieve in Mineral Aggregates by Washing LS-602 Sieve Analysis of Aggregates LS-604 Relative Density and Absorption of Coarse Aggregate LS-606 Soundness of Aggregate by Use of Magnesium Sulphate LS-607 Percent Crushed Particles in Processed Coarse Aggregate LS-608 Percent Flat and Elongated Particles in Coarse Aggregate LS-609 Petrographic Analysis of Coarse Aggregate LS-613 Insoluble Residue of Carbonate Aggregates LS-614 Freezing and Thawing of Coarse Aggregate

Page 2 Rev. Date: 11/2013 OPSS.MUNI 1003

LS-617 Percent Particles with Two or More Crushed Faces and Uncrushed Particles in Processed Coarse Aggregate LS-618 Resistance of Coarse Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus LS-619 Resistance of Fine Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus LS-625 Guidelines for Sampling of Aggregate Materials LS-629 Uncompacted Void Content of Fine Aggregate LS-703/704 Liquid Limit, Plastic Limit and Plasticity Index of Soils

ASTM International

D 4791-10 Standard Method of Test for Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

D 5821-01(2006) Standard Method of Test for Determining the Percentage of Fractured Particles in Coarse Aggregate

American Association of State Highway and Transportation Officials (AASHTO)

T 176-08 Standard Method of Test for Plastic Fines in Graded Aggregates and Soils by Use of the Sand Equivalent Test

1003.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Air-Cooled Blast Furnace Slag means the material resulting from solidification of molten blast-furnace slag under atmospheric conditions. Subsequent cooling may be accelerated by application of water to the solidified surface.

Bench means a ledge parallel to stratigraphic bedding that in quarries forms a single level of operation above which rock is excavated from a contiguous face.

Blending Method means a production process for monitoring coarse and fine aggregates used in the mix whereby the combined materials are sampled from the cold feed stream at the HMA facility after mixing prior to the addition of liquid asphalt cement.

CCIL means the Canadian Council of Independent Laboratories.

Chip Product means an aggregate co-product from the crushing operation with 100% passing the 9.5 mm sieve, predominantly passing the 4.75 mm sieve, and retained on the 2.36 mm sieve.

Consensus Property means an aggregate property required for use in a Superpave mix.

Copper Slag means the non-metallic product resulting from the production of copper.

Duplicate Samples means two samples taken at the same time and location, one to be used for quality assurance testing and the other for referee testing.

Equivalent Single Axle Load (ESAL) means equating the damage to a pavement structure caused by the passage of a non-standard axle load to a standard 80 kN axle load.

Hot Mix Asphalt (HMA) means hot mixed, hot laid asphaltic concrete. The terms are used interchangeably. HMA may include recycled or specialty mixes.

Nickel Slag means the non-metallic product resulting from the production of nickel.

Page 3 Rev. Date: 11/2013 OPSS.MUNI 1003

Physical Property means an inherent attribute or feature of an aggregate material. Tests are carried out to determine a material's resistance to weathering or degradation or both.

Quality Assurance (QA) means a system or series of activities carried out by the Owner to ensure that Materials received from the Contractor meet the requirements specified in the Contract Documents

Reclaimed Asphalt Pavement (RAP) means the processed HMA material that is recovered by partial or full depth removal.

Referee Testing means testing of a material property or attribute for the purpose of resolving acceptance.

Roof Shingle Tabs (RST) means ground roof shingle scrap generated when new shingles are trimmed during production.

Steel Slag means the non-metallic product resulting from the production of steel in a basic oxygen furnace or an electric arc furnace.

Stone Mastic Asphalt or Stone Matrix Asphalt (SMA) means HMA consisting of a gap-graded, stone-on- stone coarse aggregate skeleton with an asphalt binder rich mortar.

Superpave means an acronym for Superior Performing Asphalt Pavements. It is an alternative system to the Marshall method for specifying material components and asphalt mix design using the Superpave gyratory compactor.

1003.05 MATERIALS

1003.05.01 General

Aggregates shall be according to OPSS 1001, unless otherwise specified in this specification.

Aggregates may be sands, gravels, quarried rock, or the aggregate portion of RST, or the aggregate portion of RAP, provided the source is of such a nature and extent as to ensure acceptable processed aggregates of a consistent gradation and quality.

Steel slag, air-cooled blast furnace slag, nickel slag, and copper slag are not acceptable for use in HMA.

RAP containing steel slag is not permitted.

RST containing asbestos is not permitted. Post consumer shingle material is not permitted.

If one or more of the aggregates to be used in the mix requires an anti-stripping agent, then all aggregates shall be treated with the same anti-stripping agent.

When an aggregate stockpile consists of both fine and coarse aggregate in which either component is greater than 15% by mass of the total, both the fine aggregate and coarse aggregate shall meet the respective physical requirements of this specification.

When a change in the character of the aggregate occurs or when the performance of the aggregate is found to be unsatisfactory, use of those aggregates shall be discontinued until the Contractor can prove to the satisfaction of the Contract Administrator that the source remains acceptable or can be made acceptable.

Page 4 Rev. Date: 11/2013 OPSS.MUNI 1003

For HL1, a) Coarse aggregate shall be produced by crushing bedrock or gravel. b) Coarse aggregate shall be supplied from sources named on the MTO pre-qualified products list.

For Superpave 12.5 FC1, a minimum of 85% of the total aggregate in the mix retained on the 2.36 mm sieve shall be produced from a source named on the MTO pre-qualified products list.

For Superpave 12.5 FC2 and DFC, a) Coarse and fine aggregates in the mix shall be produced from crushed bedrock material supplied from a source named on the MTO pre-qualified products list. b) Coarse aggregate may be obtained from a different source than the fine aggregate. c) When RAP is used, the coarse aggregate portion of the RAP may be derived from a different source or sources than the rest of the coarse aggregate. In all other cases, blending of coarse aggregates from different sources is not permitted, except for the chip product. d) Blending of fine aggregate from difference sources is permitted providing the aggregate particles retained on the 4.75 mm sieve as part of the blended fine aggregate comprise less than 20% by mass of the total amount of coarse aggregate.

For HDBC, a) Coarse aggregates shall be produced by crushing either bedrock material, gravel, cobble, or boulder material retained on the 50.0 mm sieve. b) Fine aggregates shall be produced by crushing either bedrock material, gravel, cobble, or boulder material retained on the 9.5 mm sieve. c) If necessary, coarse and fine aggregates shall be processed to meet the HMA requirements specified in the Contract Documents, including washing and classification.

For SMA, a) Coarse and fine aggregates shall be produced from crushed bedrock material supplied from sources shown in Table 1. b) Coarse and fine aggregates shall be obtained from the same source. c) Aggregate derived from RST may be from a source different than the rest of the aggregates for the SMA.

Irrespective of compliance or non-compliance with the physical requirements, aggregates may be accepted or rejected on the basis of documented field performance. The pavement with which satisfactory field performance is demonstrated shall have been in a similar environment and application to that in which the aggregate is proposed for use and shall be at least 10 years old. A petrographic study shall be conducted to demonstrate that the aggregate in the original pavement is the same as that under consideration. Field performance shall be determined by the Owner.

Blending of aggregates shall be permitted at the hot mix plant.

Page 5 Rev. Date: 11/2013 OPSS.MUNI 1003

1003.05.02 Fine Aggregate

1003.05.02.01 Gradation Requirements

Fine aggregates shall be graded so that when combined with other aggregates, they consistently meet the overall gradation of the HMA specified in the Contract Documents.

1003.05.02.02 Physical Property Requirements

Fine aggregates shall be composed of clean, hard, durable particles meeting the requirements shown in Table 2, unless the blending method has been selected.

When the Contract Administrator has received a written request from the Contractor to use the blending method, acceptance for physical properties shall be based on the total combined fine aggregate. In this case the total combined fine aggregate shall meet the requirements shown in Table 2. In addition, for each individual fine aggregate component of the blend, the maximum loss shall not exceed 35%, when tested according to LS-619.

1003.05.02.03 Consensus Property Requirements

For Superpave HMA, the fine aggregate portion of the combined HMA aggregate, including aggregate derived from RAP or RST or both which has been fractionated and proportioned according to LS-312 and the mix design, shall meet the consensus property requirements of AASHTO T 176 and LS-629 shown in Table 3 for the traffic category specified in the Contract Documents. However, for AASHTO T 176 only, the combine fine aggregate portion shall exclude any fine aggregate that is derived from RAP or RST or both.

1003.05.03 Coarse Aggregate

1003.05.03.01 Gradation Requirements

Coarse aggregates shall be graded so that when combined with other aggregates, they consistently meet the overall gradation of the HMA specified in the Contract Documents.

1003.05.03.02 Physical Property Requirements

Coarse Aggregates for use in HMA binder and leveling courses shall meet the physical property requirements shown in Table 4.

Coarse aggregates for use in HMA surface courses shall meet the physical property requirements shown in Table 5.

A chip product shall also meet the appropriate physical property requirements of this specification unless: a) the chip product is derived:

i. for Superpave 12.5 FC2 and SMA 12.5 or SMA 9.5, from the same sources as the primary coarse aggregate used in the mix; or ii. for Superpave 12.5 FC1, from an aggregate source listed on the MTO pre-qualified products list; or iii. for all other mixes, either from an aggregate source listed on the MTO pre-qualified products list or from a coarse aggregate in the mix that meets all of the applicable physical property requirements; and b) according to the gradation determined from the mix design, the retained 4.75 mm fraction of the chip product does not exceed 15% by mass of the total cumulative combined coarse aggregate fraction of the mix including any aggregate derived from RAP.

Page 6 Rev. Date: 11/2013 OPSS.MUNI 1003

When the Contractor elects to sample blended coarse aggregates from the cold feed to show conformance with this specification, the blended coarse aggregate shall also meet the above requirements.

1003.05.03.03 Consensus Property Requirements

For Superpave HMA, the coarse aggregate portion of the combined HMA aggregate, including any coarse aggregate derived from RAP, which has been fractionated and proportioned according to LS-312 and the mix design, shall meet the consensus property requirements shown in Table 3 for the traffic category specified in the Contract Documents.

1003.05.04 Filler

Filler shall consist of mineral filler, hydrated lime, Portland cement, or other material as designated and currently approved by the Owner for use in HMA. For SMA, the filler shall be mineral filler. Mineral filler shall be produced from rock sources acceptable for coarse aggregates meeting the physical property requirements shown in Tables 4 and 5 for Superpave mixes. Mineral filler shall be sufficiently dry so as to flow freely, free from agglomerations, non-plastic according to LS-703/704, and meet the following gradation requirements according to LS-601 and LS-602: a) 100% passing 600 µm sieve. b) Not less than 70% passing 75 µm sieve. c) Not more than 20% passing 20 µm sieve, SMA only.

1003.07 PRODUCTION

1003.07.01 Aggregate Processing, Handling, and Stockpiling

Processed aggregates shall be separated into fine and coarse aggregates and stockpiled separately.

Aggregates separated during processing, aggregate secured from different sources, and aggregates from the same source but of different gradations shall be placed in individual stockpiles. When screenings from primary and secondary crushers are produced separately, they shall be stockpiled separately.

Aggregates that have become mixed with foreign matter of any description or aggregates that have become mixed with each other shall not be used and shall be immediately removed from the stockpile.

Aggregates shall be retained in stockpiles for at least 24 hours prior to use. Suitable stockpile locations are the site of mixing of the HMA, the aggregate source, or any other location acceptable to the Contract Administrator.

1003.08 QUALITY ASSURANCE

1003.08.01 General

QA testing may be carried out by the Owner for the purposes of ensuring that the aggregates used in the work are according to the requirements of this specification. Individual test results may be forwarded to the Contractor, as they become available.

Test data for each aggregate type shall be managed independently. When more than one source is used for supplying materials, test data from each source and product shall be managed independently.

Page 7 Rev. Date: 11/2013 OPSS.MUNI 1003

The Contractor shall elect to either: a) Have QA sampling and testing done on a stockpile basis, when each aggregate stockpile shall meet the physical requirements; or b) Have QA sampling and testing of the material after the cold feed bins, but before the material is mixed with liquid asphalt cement, when the combined fine aggregates and the combined coarse aggregates shall meet the physical requirements.

If the Contractor elects to use process b) above, and one or more components do not by themselves meet this specification, the Contractor shall notify the Contract Administrator and provide a production process satisfactory to the Contract Administrator.

When anti-stripping agent is used, test samples for the physical property requirements shall be taken prior to the addition of hydrated lime. If this is not practical for samples that are coated in hydrated lime, the lime may be removed by washing prior to testing. In this case, the requirements for LS-601 shall be waived.

The Owner shall be responsible for all costs associated with testing for QA purposes, unless otherwise specified in the Contract Documents.

1003.08.02 Laboratory Requirements

The Contract Administrator shall designate the QA laboratories.

An acceptable laboratory conducting tests for physical and consensus properties shall be one that holds a current Type D certificate from CCIL for the applicable test methods and also participates in the annual MTO Proficiency Sample Testing Program for the specific tests, when applicable.

An acceptable laboratory for testing gradation according to LS-602, percent crushed particles according to LS-607, and materials finer than 75 μm by washing of the aggregates according to LS-601 shall be one that holds a current Type C certificate from CCIL.

Testing shall be conducted by qualified laboratory staff that holds a current certificate from CCIL in aggregate testing.

Equal alternate laboratory and technician certifications or laboratory proficiency testing programs may be used to demonstrate similar requirements, provided that they are acceptable to the Contract Administrator.

1003.08.03 Alternative to LS-614

LS-614 shall be used for acceptance, unless written notification to the Contract Administrator to replace it with LS-606 for acceptance is received prior to sampling of the applicable materials for QA purposes. Provided the Contract Administrator has received such a request, LS-606 shall be used. Otherwise, conformance to LS-614 shall be required.

When notification is provided after QA testing using LS-614 has been initiated, the Contractor shall be charged for the cost of the testing using LS-614, administrative charges, and additional sampling, if required.

1003.08.04 Blending Method

The Contractor may select to have QA acceptance of the total combined aggregate conducted according to the blending method. The Contractor shall provide appropriate facilities and equipment for QA sampling otherwise this option shall not be available. To select this method, the Contractor shall notify the Contract Administrator in writing along with a description of the sampling facilities and equipment, prior to paving.

Page 8 Rev. Date: 11/2013 OPSS.MUNI 1003

1003.08.05 Sampling

Sampling shall be conducted by the Contractor according to LS-625.

Duplicate samples shall be taken and sealed by the Contractor in the presence of the Contract Administrator from stockpiles at the hot mix plant or from after the cold feed at the plant, but before the addition of liquid asphalt cement. The place of sampling shall be determined by the Contractor.

Duplicate samples taken from stockpiles at the hot mix plant shall be from stockpiles that contain a minimum quantity of 500 tonnes of each aggregate for each HMA.

Duplicate samples taken from after the cold feed during production of the HMA shall be taken at a time determined by the Contract Administrator.

The mass of each sample shall meet the requirements shown in Table 6. When more than 30 kg is required, the total sample shall be recombined by the QA laboratory prior to testing.

In the event that the Contractor is unavailable to take the sample, no further materials shall be placed in the work until the duplicate samples have been taken.

The Contractor shall provide new or clean sample bags or containers that are constructed to prevent the loss of any part of the material or contamination or damage to the contents during shipment. Metal or cardboard containers are unacceptable. QA samples shall be identified both inside and outside of the sample container.

1003.08.06 Testing and Retention of Samples

When the Contract Administrator elects to carry out QA testing, one of the duplicate samples shall be randomly selected for testing by the QA laboratory and the remaining sealed sample shall be retained by the QA laboratory for possible referee testing.

Samples taken from the stockpiles shall be treated as individual samples.

Samples taken from after the cold feed shall be separated on the 4.75 mm sieve and the fine aggregate portion and the coarse aggregate portion tested as the fine or the coarse aggregate of the mix, even though a combination of aggregates may have been used in forming the fine or coarse aggregate.

1003.08.07 Acceptance

QA test results shall be used for acceptance purposes, except when referee testing has been carried out.

When QA test results show that the aggregates meet the requirements of this specification, the aggregates shall be accepted.

When QA test results show that the aggregates do not meet the requirements of this specification, the Contract Administrator shall notify the Contractor that the aggregates represented by the test results shall not be accepted. This notification shall take place in writing within 3 Business Days of receipt of the non- conforming data. The Contractor has the option of either removing the material from the work or invoking referee testing. The Contractor may request a reduced price in lieu of removal for aggregates that fail to meet the requirements of this specification. Irrespective of a reduced price payment, the warranty provisions of the Contract Documents shall apply.

Page 9 Rev. Date: 11/2013 OPSS.MUNI 1003

1003.08.08 Referee Testing

When QA test results do not meet the requirements of this specification, the Contractor has the option of invoking referee testing of the test result that fails to meet the requirements. The Contractor shall notify the Contract Administrator of the selected option in writing within 2 Business Days following written notification of unacceptable material.

The Contract Administrator shall select a referee testing laboratory acceptable to the Contractor, within 3 Business Days following the Contractor's notification to invoke referee testing. Referee test samples shall be delivered to the referee testing laboratory from the QA laboratory by the Contract Administrator. The sealed sample shall be opened in the presence of the Contractor and the Contract Administrator.

Referee testing shall be carried out in the presence of the Contract Administrator. When applicable, the referee testing laboratory shall also test a control aggregate sample for each test method required. The Contractor may observe the testing at no cost to the Owner.

The Contractor and Owner may send a maximum of two representatives each to observe the referee testing. The Contract Administrator shall notify the Owner and Contractor a minimum of 3 Business Days in advance of the date of referee testing. Provided that such notice was given, referee testing shall be carried out regardless of the absence of one or more observers.

Observers shall follow the referee laboratory protocols for access to the premises and testing equipment and shall not unnecessarily impede the progress of the testing. Observers shall be permitted to validate sample identification and view sample condition. Subject to safety requirements, test method and equipment limitations, they shall also be permitted to observe test procedures, take notes, view equipment readings, and review completed work sheets while in attendance.

Comments on the non-conformity of the test methods shall be made and corrected at the time of testing.

Referee test results shall be binding on both the Owner and the Contractor.

When a referee test result shows that the aggregates do not meet the requirements of this specification, the material represented by the test result, including materials in existing stockpiles or in the Work, shall not be accepted. The Contractor shall remove the material from the Work at no cost to the Owner. The Contractor may request a reduced price in lieu of removal of the aggregates that fail to meet the requirements of this specification. Irrespective of the negotiation of a reduced price payment, the warranty provisions of the Contract Documents shall apply.

When a referee test result shows that the aggregates meet the requirements of this specification, the aggregates represented by the sample shall be accepted.

The Owner shall be responsible for the cost of referee testing, provided that the referee test results show that the aggregates meet the applicable specifications. Otherwise, the Contractor shall be responsible for the cost.

Page 10 Rev. Date: 11/2013 OPSS.MUNI 1003

TABLE 1 SMA – Coarse and Fine Aggregate Sources Source Name Inventory Number Owner Methuen Township Quarry B02-071 MRT Aggregate Incorporated Brockville Quarry B15-039 Lafarge Canada Incorporated Rosewarne Quarry B17-013 Fowler Construction Company Limited Bruce Mines Quarry B22-072 Ontario Trap Rock-Bruce Mines Limited Havelock Quarry C01-054 Drain Brothers Excavating Limited Marmora Quarry C01-058 Aecon Construction and Materials Limited Rideau Road Quarry O05-067 R.W. Tomlinson Limited Boyce Quarry O05-070 Dibblee Paving and Materials Limited Ottawa Quarry O05-072 Aecon Construction and Materials Limited Hawthorne Quarry O05-155 Lafarge Canada Incorporated

TABLE 2 Physical Property Requirements for Fine Aggregates

Surface Course Binder Course

HL 2, HL 4, MTO Test SMA 9.5, HL 1, HL 3, HL 4F, HL 8, Laboratory Test No. SMA 12.5, HL 3HS, HL 2, Superpave HDBC, MDBC, DFC, and HL 3F, and HL 4 9.5 and 12.5 SMA 19.0, and Superpave Superpave 4.75 Superpave 4.75, 12.5 FC2 and 12.5 FC1 19.0, and 25.0 Acid Insoluble Residue, minimum % (material LS-613 ------60 (Note 1) -- retained on 2.36 mm sieve only) Micro-Deval Abrasion, % maximum loss, LS-619 15 20 25 25 25 (Note 2) Plasticity Index, LS-703/704 0 0 0 0 0 maximum

Notes: 1. The requirements listed below are only applicable to surface courses placed in the area to the north and west of a boundary defined by the north shore of Lake Superior, the north shore of the St. Mary's River, the south shore of St. Joseph Island, the north shore of Lake Huron easterly to the north and east shore of Georgian Bay (excluding Manitoulin Island), along the Severn River to Washago and a line easterly passing through Norland, Burnt River, Burleigh Falls, Madoc, and hence easterly along Highway 7 to Perth and northerly to Calabogie and easterly to Arnprior and the Ottawa River:

a) When a fine aggregate for use in a surface course mix is obtained from a gravel pit or quarry source which contains carbonate rock type (e.g., limestone and dolostone) then blending with aggregate from non-carbonate rock types shall be required to increase the soluble residue content to meet the minimum 60% requirement. The method of blending shall be uniform and shall be subject to approval by the Owner.

b) When the fine aggregate for use in a surface course mix is obtained from a non-carbonate gravel or quarry source, blending with carbonate rock types is not permitted.

2. When the blending method has been selected, this requirement applies to the total fine aggregate blend. In addition, when the blending method has been selected, the Micro-Deval Abrasion loss for each individual fine aggregate in stockpile, prior to blending, shall not exceed 35%.

Page 11 Rev. Date: 11/2013 OPSS.MUNI 1003

TABLE 3 Consensus Property Requirements for Superpave Aggregates (Including RAP or RST or Both)

Fine Aggregate Coarse Aggregate AASHTO T 176, ASTM D 4791 ASTM D 5821 Ontario Sand Equivalent LS-629 Flat and Fractured Particles in Traffic Method 1 Uncompacted Void Content Elongated Coarse Aggregate, Category % minimum % minimum Particles, % minimum (Note 1) (Note 2) % maximum (Note 4) ≤100 mm >100 mm at 5:1 ≤100 mm >100 mm (Note 3) (Note 3) (Note 3) (Note 3) A 40 - - - 55/- -/-

B 40 40 40 75/- 50/- 45 C 45 40 85/80 60/- (Note 5) 10 45 D 45 40 95/90 80/75 (Note 5) 45 45 E 50 100/100 100/100 (Note 5) (Note 5) Notes: 1. The Ontario Traffic Category shall be as specified in the Contract Documents.

2. When the total combined fine aggregate includes aggregate derived from RAP or RST or both, this requirement shall be met prior to blending with RAP or RST or both.

3. Denotes the depth of the top of lift below final pavement surface. If less than 25% of a layer is within 100 mm of the surface, the layer may be considered to be below 100 mm.

4. 85/80 denotes that 85% of the coarse aggregate has one fractured face and 80% has two or more fractured faces.

5. An uncompacted void content of 43% is acceptable provided that the selected mix satisfies the mix volumetrics specified in OPSS 1151.

Page 12 Rev. Date: 11/2013 OPSS.MUNI 1003

TABLE 4 Physical Property Requirements for Coarse Aggregates – Binder Course

Superpave MTO Test HDBC, Laboratory Test 4.75, 9.5, HL4, HL8 MDBC No. SMA 19.0 19.0, 25.0 Wash Pass 75 µm sieve, LS-601 1.3 1.3 1.3 1.3 % maximum loss (Note 1) Guideline B Absorption, % maximum LS-604 2.0 2.0 2.0 2.0 Percent Crushed Particles, LS-607 -- 60 -- 95 % minimum Flat and Elongated Particles, 20 LS-608 20 15 15 % maximum at 4:1 (Note 2) Unconfined Freeze-Thaw, LS-614 15 15 15 15 % maximum loss (Note 3) Particles with 2 Faces Crushed, 80 LS-617 -- -- 95 % minimum (Note 4) (Note 5) Micro-Deval Abrasion, LS-618 21 21 21 21 % maximum loss Alternative Requirement for Unconfined Freeze-Thaw Loss, LS-614 Magnesium Sulphate Soundness, LS-606 15 15 15 15 % maximum loss

Notes: 1. When quarried rock is used as a source of coarse aggregate, a maximum of 2.0% passing the 75 µm sieve shall be permitted.

2. For Ontario Traffic Categories D and E, Superpave 19.0 shall be 15% maximum.

3. This requirement shall be waived by the Owner when the aggregate meets the alternative magnesium sulphate soundness requirements, LS-606.

4. This only applies to HDBC and MDBC coarse aggregate crushed from gravel sources.

5. The maximum allowable amount of uncrushed particles is 5%, MDBC only.

Page 13 Rev. Date: 11/2013 OPSS.MUNI 1003

TABLE 5 Physical Property Requirements for Coarse Aggregates – Surface Course

HL1, DFC, SMA 9.5 and 12.5, Superpave HL1 Superpave 12.5 FC1 and 12.5 12.5 FC1 FC2

Quarry Rock Superpave HL 3 MTO Test HL4 Laboratory Test 4.75, 9.5, HL 3F No. Meta- HL 4F Traprock, Arkose, and 12.5 HL 3HS Gravel Gravel Dolomitic Diabase, Meta- Sandstone and Gabbro, Andesite and Gneiss Wash Pass 75 µm sieve, 1.3 LS-601 1.3 1.3 % maximum loss 1.0 1.0 1.0 1.0 1.0 (Note Guideline B (Note 1) (Note 1) 1) Absorption, % maximum LS-604 1.0 1.0 1.0 1.0 1.0 2.0 1.75 2.0 Percent Crushed Particles, LS-607 ------60 60 % minimum Flat and Elongated Particles, LS-608 15 15 15 15 15 20 20 20 % maximum at 4:1 Petrographic Number (HL), LS-609 120 120 145 120 145 (Note 2) -- -- maximum Petrographic Examination, 60 60 non-carbonate of retained LS- 609 ------(Note (Note 2) 4.75 mm, % minimum 2) Insoluble Residue retained LS-613 -- -- 45 ------75 µm sieve, % minimum Unconfined Freeze-Thaw, 6 6 6 LS-614 6 6 7 6 6 % maximum loss (Note 3) (Note 3) (Note3) Particles with 2 Faces LS-617 80 ------Crushed, % minimum Micro-Deval Abrasion, LS-618 10 10 15 10 15 17 17 17 % maximum loss Alternative Requirement for Unconfined Freeze-Thaw Loss, LS-614 Magnesium Sulphate Soundness, LS-606 ------12 12 12 % maximum loss

Notes: 1. When quarried rock is used as a source of coarse aggregates, a maximum of 2.0% passing the 75 µm sieve shall be permitted.

2. The requirements listed below are only applicable to surface courses placed in the area to the north and west of a boundary defined by the north shore of Lake Superior, the north shore of the St. Mary's River, the south shore of St. Joseph Island, the north shore of Lake Huron easterly to the north and east shore of Georgian Bay (excluding Manitoulin Island), along the Severn River to Washago and a line easterly passing through Norland, Burnt River, Burleigh Falls, Madoc, and hence easterly along Highway 7 to Perth and northerly to Calabogie and easterly to Arnprior and the Ottawa River:

a) When the coarse aggregate for use in a surface course mix is obtained from a gravel pit or quarry source containing more than 40% carbonate rock type (e.g., limestone and dolostone) then blending with aggregate from non-carbonate rock types shall be required to increase the minimum non-carbonate rock type content of the coarse aggregate to 60%, as determined by petrographic examination (LS-609). In cases of dispute, LS-613 shall be used with minimum acid insoluble residue of 60%. The method of blending shall be uniform and shall be subject to approval by the Owner.

b) When the coarse aggregate for use in a surface course mix is obtained from a non-carbonate source, blending with carbonate rock types is not permitted.

3. This requirement shall be waived by the Owner when the aggregate meets the alternative magnesium soundness requirements, LS-606.

Page 14 Rev. Date: 11/2013 OPSS.MUNI 1003

TABLE 6 Field Sample Size

Minimum Mass of Field Sample (Note 1) Material kg

Fine aggregate 15

Coarse aggregate 25

RAP 10

RST 5

Combined coarse and fine aggregate sampled from 45 the cold feed, prior to the addition of asphalt cement.

Hot Mix Asphalt 25

Filler/Baghouse Fines 2

Note: 1. Individual sample containers shall hold no more than 30 kg of aggregate. When more than 30 kg is required, additional sample containers shall be used.

Page 15 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-A, November 2013 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should be aware that OPSS 1003 includes the introduction of Superpave mixes and new physical test methods.

The designer should specify the following in the Contract Documents:

- Hot mix asphalt (HMA) type requirements. (1003.05.01)

- Storage and delivery requirements for quality assurance (QA) samples. (1003.08.02)

- Ontario traffic category using the following table as a guideline (1003.05.02.03, 1003.05.03.03, Table 3):

Superpave and SMA Design Traffic Categories by ESALs Ontario Traffic 20-Year Design ESALs Typical Applications Category (Note 1)

Low volume roads, parking lots, driveways, A Less than 0.3 million and residential roads. B 0.3 to 3 million Minor collector roads. C 3 to 10 million Major collector and minor arterial roads. D 10 to 30 million Major arterial roads and transit routes. Freeways, major arterial roads with heavy truck traffic, and special applications such as E Greater than 30 million truck and bus climbing lanes or stopping areas. Note: 1. Equivalent Single Axle Load (ESAL) for the projected traffic level expected in the design lane over a 20-year period, regardless of the actual design life of the pavement.

The designer should determine if the following is required and, if so, specify it in the Contract Documents: - If the grading requirements provided in Appendix 1003-B are to be used, Appendix 1003-B needs to be invoked by reference in the Contract Documents.

- If the sampling and testing frequencies provided in Appendix 1003-C are to be used for QA purposes, Appendix 1003-C needs to be invoked by reference in the Contract Documents.

- If the payment reduction in lieu of aggregate removal provided in Appendix 1003-D is to be used, Appendix 1003-D needs to be invoked by reference in the Contract Documents.

Page 16 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-A

- If the forms in Appendices 1003-E, 1003-F, and 1003-G are to be used for submission purposes, Appendices 1003-3, 1003-F, and 1003-G need to be invoked by reference in the Contract Documents.

The designer should be aware that fine and coarse aggregate gradations are not given in this specification. For quality control (QC) of any specific operation, the Contractor should develop an average gradation for the particular source and production facilities and control the gradation within reasonable tolerances from this average in such a way as to ensure a suitable HMA meeting the requirements of the Contract Documents. For the information of aggregate suppliers and others, the gradation requirements for fine and coarse aggregate are included in Appendix 1003-B.

The designer should be aware that quality assurance (QA) testing for purposes of ensuring material used in the Work meets the requirements of OPSS 1003 is not mandatory, unless specifically included in the Contract Documents. The designer should determine the need for QA testing based on the size and complexity of the work and specify the required frequency of QA sampling and testing (1003.08.01). Appendix 1003-C provides recommended QA sampling and testing frequencies.

The designer should be aware that in cases of high traffic volumes and high frictional demand, the use of HL1 and DFC or SMA, Superpave 12.5 FC1 and 12.5 FC2 aggregates may be necessary to give adequate frictional properties. In this case, the designer should provide a list of prequalified aggregate sources for SMA, DFC, Superpave 12.5 FC2 coarse and fine aggregates, and HL1 and Superpave 12.5 FC1 coarse aggregate. (1003.05.01)

Although this specification does not include testing for frictional properties, prequalified aggregate sources that have met specific friction property criteria may be found listed on the MTO pre-qualified products list: Designated Sources for Materials (DSM) #3.05.25 Asphalt - Aggregates, Coarse for Superpave 12.5 FC1, Superpave 12.5 FC2, SMA, HL1, DFC, and OFC; and Aggregates, Fine for Superpave 12.5 FC2, SMA, DFC, and OFC.

The designer should be aware that the use of steel slag is prohibited because of deleterious expansion associated with the hydration of lime (CaO) and periclase (MgO) within the slag. Nickel and copper slags are prohibited because of performance concerns.

The designer should be aware that blending to improve the physical properties of aggregates is not permitted by OPSS 1001, except to increase the percentage of crushed particles or decrease the percentage of flat and elongated particles. In this specification, blending of aggregates shall be permitted at the hot mix plant, provided it takes place at the cold feed and it is possible to take a sample of the blended aggregate. This permits the use of small amounts of material such as coarse crusher screenings that do not normally meet the specification, provided that the overall physical properties of the aggregate mix meet the specification. The Contractor may elect to either have quality assurance (QA) testing done on a stockpile basis, in which case each aggregate stockpile shall meet the physical requirements, or have QA testing done of the material after the cold feed bins, but before the material is mixed with asphalt cement.

The specification requires that coarse and fine aggregates for SMA be from the same aggregate source.

The designer should be aware of any additional referee testing laboratory requirements, including time lines, selection criteria, or roster for referee laboratories and include them in the Contract Documents.

The designer should be aware that the requirement for a minimum of 60% non-carbonate aggregate outlined in Table 2 and Table 5, in certain parts of the province is based on the following considerations: Carbonate aggregates due to their low resistance to abrasion polish easily under traffic, and depending on traffic volume may result in pavements with relatively differing frictional properties. In areas of the province with a predominant type of rock, siliceous or carbonate, it has been found that it is best to give consistent frictional properties to pavement surfaces.

Page 17 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-A

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 18 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-B, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

OPSS.MUNI 1003 is modified by the addition of the following gradation requirements for fine and coarse aggregates:

TABLE B-1 OPSS 1003 - Gradation for Fine Aggregate, LS-602

Percent Passing by Mass MTO Sieve Designation HL 1 and HL 4, HL 8, DFC HL 2 HDBC HL 3 and MDBC 9.5 mm 100 100 100 100 100

4.75 mm 85 - 100 90 - 100 85 - 100 85 - 100 95 - 100

2.36 mm 65 - 95 70 - 100 70 - 90 60 - 100 80 - 100

1.18 mm 48 - 80 50 - 90 50 - 75 34 - 90 50 - 90

600 μm 25-60 30 - 70 30 - 55 17 - 70 28 - 70

300 μm 10 - 35 15 - 40 15 - 35 9 - 40 10 - 40

150 μm 5 - 15 5 - 15 5 - 15 3 - 15 0 - 15

75 μm 0 - 6 0 - 5 3 - 8 0 - 7 0 - 5

Note: A. The difference between the amount retained between any two consecutive sieves, excluding the 75 μm sieve shall not be less than 5%.

Page 19 Rev. Date: 11/2013 OPSS.MUNI 1003

TABLE B-2 OPSS 1003 - Gradation for Coarse Aggregate, LS-602

Percent Passing by Mass MTO Sieve Designation HL 1, DFC, HL 8, MDBC, HL 4 and HL 3 and HDBC 26.5 mm - - 100

19.0 mm - 100 90 - 100

16.0 mm 100 96 - 100 65 - 90

13.2 mm 96 - 100 67 - 86 -

9.5 mm 50 - 73 29 - 52 20 - 55

6.7 mm - - -

4.75 mm 0 - 10 0 - 10 0 - 10

Page 20 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-C, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Supplementary Requirements for Quality Assurance Sampling and Testing Frequencies

OPSS.MUNI 1003, Aggregates – Hot Mix Asphalt, is amended as follows:

1003.08 Quality Assurance

1003.08.01 General

The first paragraph of subsection 1003.08.01 is deleted in its entirety and replaced with the following:

QA sampling and testing shall be carried out by the Owner for the purposes of ensuring that the aggregates used in the work are according to the requirements of the Contract Documents. QA sampling and testing shall be carried out at the frequency specified in Table C-1. Individual test results may be forwarded to the Contractor as they become available.

Table C-1 is added.

TABLE C-1 Sampling and Testing Frequency for Physical and Consensus Properties, Note 1 HMA Production Minimum Frequency per HMA Type, Each Aggregate Type Per Each HMA Type t

≤ 10,000 One sample.

> 10,000 One sample per 10,000 tonnes. (Note 2)

Note: 1. Sampling and testing for consensus properties is applicable to Superpave HMA aggregates only.

2. When the quantity of material is:

a) Less than one-half the quantity required for a sample, then that quantity shall be added to the quantity representing the previous sample.

b) Greater than or equal to one-half the quantity required for a sample, then that quantity shall require its own sample.

Page 21 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-D, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Supplementary Requirements for a Price Reduction In Lieu of Removal of Aggregates

When a tested sample of aggregates shows that the aggregates do not meet the requirements of this specification, the aggregates represented by the test result, including material in existing stockpiles or in the Work, shall not be accepted. The Contractor may request a reduced price in lieu of removal provided the applicable test results: a) Do not exceed the requirement for LS-614, or LS-606 if it has replaced LS-614, by more than 25% of the specified value. b) Do not exceed the requirement for LS-618 by more than 10% of the specified value. c) Do not exceed the requirement for LS-619 by more than 15% of the specified value. d) Meet all other requirements of this specification.

Irrespective of a reduced price payment, the warranty provisions of the Contract Documents shall apply.

Page 22 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-E, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

OPSS 1003 - HOT MIX AGGREGATE TEST DATA PHYSICAL PROPERTIES - FINE AGGREGATE

Contract No.: Contractor: Contract Location:

Testing Laboratory: Telephone No.: Fax No.:

Sampled By (Print Name): Date Sampled (YY/MM/DD):

Mix Type: Sample Type: Stockpile [ ] Cold Feed (Blended FA) [ ]

Source Name/Location: Aggregate Inventory Number (AIN): Pit (P) or Quarry (Q): % of Mix:

Note: All sources of fine aggregates used in blend should be included in the table given above.

Requirement

Binder Surface Course Course Reference Sample Meets Laboratory Test HL 2, HL 4, Material Test Requirement and Number HL 4F, HL 8, SMA 9.5 HL 1, HL 3, HDBC, Results Results (Y/N) and 12.5, HL 3HS, HL 2, Superpave MDBC, DFC, Supepave HL 4 9.5 and 12.5 SMA 19.0, Superpave 4.75 and Superpave 12.5 FC2 12.5 FC1 4.75, 19.0, and 25.0 Acid Insoluble Residue, Minimum % retained on ------60 (Note 1) -- 2.36 mm sieve, LS-613 Micro-Deval Abrasion, % maximum loss, 15 20 25 25 25 LS-619 (Note 2) Plasticity Index, 0 Maximum, LS-703/704

I hereby certify that testing has been carried out by a properly qualified/certified test technician:

Issued by: PRINT NAME TESTING LABORATORY REPRESENTATIVE SIGNAURE DATE Received by: PRINT NAME CONTRACT ADMINISTRATOR REPRESENTATIVE SIGNATURE DATE

Copies to: Contract Administrator Contractor

Page 23 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-E

b) When the fine aggregate for use in a surface course mix is obtained from a non-carbonate gravel or quarry source, blending with carbonate rock types is not permitted.

2. For blended aggregates sampled from the cold feed, the Micro-Deval Abrasion loss for each individual fine aggregate in stockpile, prior to blending, shall not exceed 35 percent.

Page 24 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-F, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Note: This is a non-mandatory Additional Information Appendix intended to provide supplementary requirements for the OPS specification in a municipal contract, when the appendix is invoked by the Owner. It is written in mandatory language to permit invoking it by reference in the Contract Documents. OPSS 1003 - HOT MIX AGGREGATE TEST DATA PHYSICAL PROPERTIES – COARSE AGGREGATE

Contract No.: Contractor: Contract Location:

Testing Laboratory: Telephone No.: Fax No.:

Sampled By (Print Name): Date Sampled (YY/MM/DD):

Mix Type: Source Name/Location: Aggregate Inventory Number (AIN):

HL1, DFC, SMA 9.5 and 12.5, Superpave 12.5 FC1 and 12.5 FC2 Requirements Test Results

Gravel (G) Quarry Rock Rock Meets Laboratory Test and Number Dolomitic Traprock, Meta-Arkose, Type Reference Sample Requirements Superpave Sandstone Diabase, and Meta-Gabbro, (Note 1) Material HL 1 (Y/N) 12.5 FC1 (D) Andesite Gneiss, Granite (T) (M) Wash Pass 75 µm sieve,

% maximum loss, LS-601, Guideline B 1.0 1.0 1.0 1.0 1.0 Absorption, % maximum, LS-604 1.0 1.0 1.0 1.0 1.0 Flat and Elongated Particles, % maximum at 4:1, LS-608 15 15 15 15 15 Petrographic Number (HL), Maximum, LS-609 120 120 145 120 145

Insoluble Residue retained 75 µm sieve, % minimum, LS-613 45 Unconfined Freeze-Thaw, % maximum loss, LS-614 6 6 7 6 6 Particles with 2 Faces Crushed, % minimum, LS-617 80 Micro-Deval Abrasion, % maximum loss, LS-618 10 10 15 10 15

Superpave 4.75, 9.5, 12.5, 19.0, and 25.0, HL 3, HL 3F, HL 3HS, HL 4, HL 4F, HL 8, SMA 19.0, HDBC, MDBC Requirements Test Results Surface Course Binder Course Laboratory Test and Number Results Superpave Sample Meets Superpave HL 3, Reference 4.75, 9.5, HL 4, SMA 19.0, Test Requirements 4.75, 9.5, HL 3F, MDBC Material 12.5, 19.0, HL 8 HDBC Results (Y/N) and 12.5 HL 3HS and 25.0 Wash Pass 75 µm sieve, % maximum loss, LS-601-Guideline B, 1.3 1.3 1.3 1.3 1.3 1.3 1.3 (Note 2) Absorption, % maximum, LS-604 2.0 1.75 2.0 2.0 2.0 2.0 2.0 Percent Crushed Particles, % minimum, LS-607 -- 60 60 -- 60 -- 95 Flat and Elongated Particles, 20 20 20 20 20 15 15 % maximum at 4:1, LS-608 (Note 3) Petrographic Number (HL), maximum, LS-609 Note 4 ------Petrographic Examination, 60 60 non-carbonate of retained ------4.75 mm, % minimum, LS-609 (Note 4) (Note 4) Unconfined Freeze-Thaw, % maximum loss, LS-614 (Note 5) 6 6 6 15 15 15 15 Particles with 2 Faces Crushed, 80 ------95 % minimum, LS-617 (Note 6) (Note 7) Micro-Deval Abrasion, % maximum loss, LS-618 17 17 17 21 21 21 21 Alternative Requirement for Unconfined Freeze-Thaw Loss, LS-614 Magnesium Sulphate Soundness, % maximum loss, LS-606 12 12 12 15 15 15 15

Page 25 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-F

I hereby certify that testing has been carried out by a properly qualified/certified test technician:

Issued by: PRINT NAME TESTING LABORATORY REPRESENTATIVE SIGNAURE DATE

Received by: PRINT NAME CONTRACT ADMINISTRATOR REPRESENTATIVE SIGNATURE DATE

Copies to: Contract Administrator Contractor

Notes: 1. Enter the type of rock or material used in the mix as follows:

G – gravel D – dolomitic sandstone T – traprock, diabase, andesite M – meta-arkose, meta-gabbro, gneiss, granite

2. When quarried rock is used as a source of coarse aggregates, a maximum of 2% passing the 75 µm sieve shall be permitted.

3. For Ontario Traffic Categories D and E, Superpave 19.0 shall be 15% maximum.

4. The requirements listed below are only applicable to surface course placed in the area to the north and west of a boundary defined by the north shore of Lake Superior, the north shore of the St. Mary's River, the south shore of St. Joseph Island, the north shore of Lake Huron easterly to the north and east shore of Georgian Bay (excluding Manitoulin Island), along the Severn River to Washago and a line easterly passing through Norland, Burnt River, Burleigh Falls, Madoc, and hence easterly along Highway 7 to Perth and northerly to Calabogie and easterly to Arnprior and the Ottawa River.

a) When the coarse aggregate for use in surface course mix is obtained from a gravel pit or quarry source containing more than 40% carbonate rock type (e.g., limestone and dolostone) then blending with aggregate of non-carbonate rock types shall be required to increase the minimum non-rock carbonate rock type content of the coarse aggregate to 60%, as determined by petrographic examination, LS-609. The method of blending shall be uniform and shall be subject to approval by the Owner. In cases of dispute, LS-613 shall be used with a minimum acid insoluble residue of 60%.

b) When the coarse aggregate for use in surface course mix is obtained from a non-carbonate source, blending with carbonate rock types shall not be permitted.

5. This requirement shall be waived by the Owner when the aggregate meetings the alternative magnesium sulphate soundness requirement, LS-606.

6. This only applies to coarse aggregate crushed from gravel sources.

7. The maximum allowable amount of uncrushed particles is 5%.

Page 26 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-G, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

OPSS 1003 - HOT MIX AGGREGATE TEST DATA SUPERPAVE CONSENSUS PROPERTY REQUIREMENTS

Contract No.: Contractor: Contract Location:

Testing Laboratory: Telephone No.: Fax No.:

Sampled By (Print Name): Date Sampled (YY/MM/DD):

Superpave Mix Type: Sample Type (Stockpile, Belt, etc.): 4.75 [ ] 9.5 [ ] 12.5 [ ] 12.5 FC1 [ ] 12.5 FC2 [ ] 19.0 [ ] 25 [ ]

FINE AGGREGATES

Source Name/Location: Aggregate Inventory Number (AIN): Pit (P) or Quarry (Q): % of Mix:

Requirement Test Result Laboratory Test and Number Traffic Category (Note 1) Sample Meets Test Requirement A B C D E Result (Y/N)

≤ 100 mm -- 40 45 (Note 3) 45 (Note 3) 45 (Note 3) Uncompacted Void (Note 2) Content, % minimum, > 100 mm LS-629 -- 40 40 40 45 (Note 3) (Note 2) Sand Equivalent Method 1, % minimum, 40 40 45 45 50 AASHTO T 176 (Note 4)

COARSE AGGREGATES

Source Name/Location: Aggregate Inventory Number (AIN): Pit (P) or Quarry (Q): % of Mix:

Requirement Test Result Laboratory Test and Number Traffic Category (Note 1) Sample Meets Test Requirement A B C D E Result (Y/N)

≤ 100 mm Fractured Particles in 55/- 75/- 85/80 95/90 100/100 Coarse Aggregate, (Note 2) % minimum, > 100 mm -/- 50/- 60/- 80/75 100/100 ASTM D 5821 (Note 5) (Note 2) Flat and Elongated Particles (5:1), -- 10 % maximum, ASTM D 4791

Page 27 Rev. Date: 11/2013 OPSS.MUNI 1003

Appendix 1003-G

I hereby certify that testing has been carried out by a properly qualified/certified test technician:

Issued by: PRINT NAME TESTING LABORATORY REPRESENTATIVE SIGNAURE DATE Received by: PRINT NAME CONTRACT ADMINISTRATOR REPRESENTATIVE SIGNATURE DATE

Copies to: Contract Administrator Contractor

Notes: 1. The Ontario Traffic Category shall be as specified in the Contract Documents.

2. Denotes the depth of the top lift below the final pavement surface. If less than 25% of a layer is within 100 mm of the surface, the layer may be considered to be below 100 mm.

3. A minimum uncompacted void content of 43% is acceptable provided that the selected mix satisfies the mix volumetrics specified in the Contract Documents.

4. When the total combined fine aggregate includes aggregate derived from RAP or RST or both, this requirement shall be met prior to blending with RAP or RST or both.

5. 85/80 denotes that 85% of the coarse aggregate has one fractured face and 80% has two or more fractured faces.

Page 28 Rev. Date: 11/2013 OPSS.MUNI 1003

ONTARIO PROVINCIAL METRIC STANDARD OPSS 1004 NOVEMBER 2005 SPECIFICATION

MATERIAL SPECIFICATION FOR AGGREGATES - MISCELLANEOUS

TABLE OF CONTENTS

1004.01 SCOPE

1004.02 REFERENCES

1004.03 DEFINITIONS

1004.04 SUBMISSION AND DESIGN REQUIREMENTS

1004.05 MATERIALS

1004.06 EQUIPMENT - Not Used

1004.07 PRODUCTION

1004.08 QUALITY ASSURANCE

1004.09 OWNER PURCHASE OF MATERIAL - Not Used

APPENDICES

1004-A Commentary

1004.01 SCOPE

This specification covers material requirements for aggregates for use as granular sheeting, rip-rap, rock protection, gabion stone, clear stone, graded stone, truck arrester bed aggregate, mortar sand, winter sand, and granular fill applications. Quality control (QC) and quality assurance (QA) procedures and referee testing protocol are incorporated.

1004.01.01 Significance and Use of Appendices

Appendices are not a mandatory part of this specification unless invoked by the Owner.

Appendix 1004-A is a commentary appendix to provide designers with information on the use of the specification in a Contract.

Page 1 Rev. Date: 11/2005 OPSS 1004 1004.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Material

OPSS 1001 Aggregates - General

Ministry of Transportation, Ontario, Publications

MTO Laboratory Testing Manual: LS-601 Materials Finer than 75 m Sieve in Mineral Aggregates by Washing LS-602 Sieve Analysis of Aggregates LS-604 Relative Density and Absorption of Coarse Aggregate LS-607 Percent Crushed Particles in Processed Coarse Aggregate LS-608 Percent Flat and Elongated Particles in Coarse Aggregate LS-610 Organic Impurities in Concrete Sands LS-614 Freezing and Thawing of Coarse Aggregate LS-616 Petrographic Analysis of Fine Aggregate LS-618 Resistance of Coarse Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus LS-619 Resistance of Fine Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus LS-624 Use of Control Charts for Construction Aggregates LS-625 Sampling of Granular Materials LS-703/704 Liquid Limit, Plastic Limit, and Plasticity Index of Soils LS-709 Determination of Permeability of Granular Soils

ASTM International

C 87-03 Effect of Organic Impurities in Fine Aggregate on Strength of Mortar

1004.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Business Day means any Day except Saturdays, Sundays, and statutory holidays.

Clear Stone means a graded aggregate intended for use in drainage, backfill, bedding, and other applications.

Gabion Stone means a graded fractured rock aggregate intended for use in gabion baskets and gabion mats.

Granular C and Granular D means an aggregate intended for use as granular fill.

Granular Sheeting means a graded granular aggregate material intended for use as a protective surface layer on erodible soil slopes.

Mortar Sand means a fine aggregate intended for application in Portland cement based mortars.

Nominal Maximum Size means the largest sieve in the applicable specification upon which material is permitted to be retained.

Physical Property means an inherent attribute or feature of an aggregate material. Tests are carried out to determine a material's resistance to weathering or degradation or both.

Page 2 Rev. Date: 11/2005 OPSS 1004 Pit-Run Material means material excavated directly from an existing bank in a pit and delivered to the job site without further processing, i.e., crushing, screening, washing, and classifying.

Quality Assurance (QA) means a system or series of activities carried out by the Owner to ensure that materials received from the Contractor meet the specified requirements.

Quality Control (QC) means a system or series of activities carried out by the Contractor to ensure that materials supplied to the Owner meet the specified requirements.

Referee Testing means testing by an independent laboratory selected by the Contract Administrator and acceptable to the Contractor, the results of which are used for resolving differences between QC and QA testing.

Rip-Rap means a well graded, fractured rock or crushed reclaimed concrete intended for use as slope protection in hydraulic channels.

Rock Protection means a well graded, fractured rock or crushed reclaimed concrete intended for use as general slope protection.

Spheroidal Particle means where the ratio of the greatest dimension in the longitudinal axis compared to the least dimension in a plane perpendicular to the longitudinal axis is less than 2:1.

Truck Arrester Bed Aggregate means a single-sized aggregate used in runaway truck lanes to slow and stop the progress of vehicles.

Winter Sand means a fine aggregate intended for application to roadways during winter conditions to improve frictional properties of the pavement surface.

1004.04 SUBMISSION AND DESIGN REQUIREMENTS

1004.04.01 Submission Requirements

1004.04.01.01 Test Data

At the request of the Contract Administrator, the Contractor shall make available or submit QC test results prior to the delivery of the material. Test results may be submitted by either the stockpile or control chart method. All test data forms shall be legible. Test data for each aggregate product shall be managed independently. When more than one source is used for supplying materials, test data from each source and product shall be managed independently.

1004.05 MATERIALS

1004.05.01 General

The requirements of OPSS 1001 shall apply to this specification. Material shall be according to this specification when tested according to the MTO Laboratory Testing Manual. Aggregates shall be according to this specification, when tested according to the methods given in this specification.

Page 3 Rev. Date: 11/2005 OPSS 1004 All aggregate source materials shall be clean, hard, durable particles free of earth, humus, clay coatings, and clay lumps. Aggregates may be sands, gravels, cobbles, boulders, or quarried rock. Reclaimed asphalt pavement, reclaimed Portland cement concrete, glass, other reclaimed materials, and slag materials shall not be used. When reclaimed materials are permitted by this specification or specified in the Contract Documents, they shall be homogeneously blended. When reclaimed Portland cement concrete is permitted, it shall not contain loose reinforcing material and shall be free of protruding metal.

Irrespective of compliance or non-compliance with the gradation and physical property requirements of this specification, aggregates may be accepted or rejected on the basis of field performance as determined by the Owner.

1004.05.02 Clear Stone

Clear stone may be 53.0 mm, 19.0 mm Type I, 19.0 mm Type II, 16.0 mm, 13.2 mm, or 9.5 mm and shall meet the physical property requirements shown in Table 1 and the gradation requirements shown in Table 2.

1004.05.03 Granular C and Granular D

Granular C and Granular D shall meet the physical property requirements shown in Table 3 and the gradation requirements shown in Table 4.

1004.05.04 Granular Sheeting

Granular sheeting shall meet the physical property requirements shown in Table 3 and the gradation requirements shown in Table 4.

1004.05.05 Rip-Rap, Rock Protection, and Gabion Stone

1004.05.05.01 General

Rip-rap, rock protection, and gabion stone shall be produced from crushed or fractured bedrock fragments with 100% fractured faces or crushed from cobbles or boulders greater than 300 mm diameter and shall not deteriorate when exposed to air and water and shall be resistant to deterioration by cycles of wetting, drying, freezing, and thawing.

Reclaimed Portland cement concrete may be used in non-watercourse applications.

1004.05.05.02 Rip-Rap and Gabion Stone

Rip-rap R-10 and R-50 classifications and gabion stone G-3 and G-10 classifications shall meet the gradation requirements shown in Table 5.

1004.05.05.03 Rock Protection

Rock protection shall be well graded with a maximum particle diameter of 500 mm with no more than 10% by mass of the material passing the 106 mm sieve. Rock protection shall have a maximum of 15% by mass of flat and elongated particles when tested according to LS-608.

1004.05.06 Truck Arrester Bed Aggregate

Truck arrester bed aggregate shall be pit-run material meeting the gradation requirements shown in Table 6 and the physical requirements shown in Table 7. In addition, truck arrester bed aggregate shall meet the following shape requirements:

Page 4 Rev. Date: 11/2005 OPSS 1004 a) Rounded particles shall be a minimum of 30% by mass. Rounded particles shall be determined by the procedure given in LS-607, reporting the percentage of rounded particles instead of crushed particles. The test specimen size shall be a minimum of 3,000 g passing the 26.5 mm sieve and retained on the 19 mm sieve. b) Spheroidal particles shall be a minimum of 50% by mass. Spheroidal particles shall be determined by the procedure given in LS-608, using a figure-eight calliper in which the ratio of the opening at one end to that at the other end is 2:1 instead of 4:1. The test specimen size shall be a minimum of 3,000 g passing the 26.5 mm sieve and retained on the 19 mm sieve.

1004.05.07 Mortar Sand

1004.05.07.01 General

Mortar sand shall consist of natural sand, or subject to the approval of the Contract Administrator other inert materials with similar characteristics, or combinations thereof, having hard, strong, durable particles. The sand shall be free from a coating of any deleterious material and free from other deleterious substances.

1004.05.07.02 Gradation Requirements

Mortar sand shall meet the gradation requirements of Table 8.

1004.05.07.03 Test for Organic Impurities

The fine aggregate, when subjected to the sodium hydroxide colorimetric test according to LS-610, shall not produce a colour darker than the standard solution or organic plate number 3. A fine aggregate failing this test may be approved if it meets the requirements of the mortar strength test according to ASTM C 87.

1004.05.07.04 Test for Strength

When subjected to the mortar strength test according to ASTM C 87, mortar specimens containing the fine aggregate shall develop a compressive strength at the age of 7 Days when using Portland cement, of not less than 90% of the strength developed by a mortar prepared in the same manner with the same cement and graded Ottawa sand having a fineness modulus of 2.40 ± 0.10.

1004.05.08 Winter Sand

Winter sand shall meet the gradation requirements shown in Table 9. When obtained from sources from St. Joseph Island, Manitoulin Island, or areas of Ontario south and west of a boundary delineated by the Severn River, Provincial Highway 12 and Provincial Highway 7 east of Highway 12, winter sand shall have a maximum fine aggregate Micro-Deval abrasion loss of 25%, when tested according to LS-619.

1004.07 PRODUCTION

1004.07.01 Aggregate Processing, Handling, and Stockpiling

Aggregates separated during processing shall be placed in individual stockpiles. Processed aggregates secured from different sources and aggregates from the same source but of different gradations shall be placed in individual stockpiles. Materials shall be retained in stockpiles until all required QC testing has been completed.

Page 5 Rev. Date: 11/2005 OPSS 1004 Aggregates that have become mixed with foreign matter of any description or aggregates that have become mixed with each other shall not be used and shall be removed from the stockpile immediately. When a change in the character of the source material occurs or when the performance of material that meets the requirements of this specification is found to be unsatisfactory, use of the material shall be discontinued until a reappraisal by the Contractor and approved by the Contract Administrator, proves the source to be satisfactory.

Once a stockpile has been produced, sampled, and tested, no further material may be added to the stockpile. Stockpiles produced, sampled, and tested under the procedure for control chart method may continue to have material added, provided that sampling and testing show that the material in the stockpile is in accordance to this specification and that the process remains in statistical control.

1004.07.02 Quality Control

1004.07.02.01 General

The Contractor shall be responsible for all QC sampling and testing to show complete conformance of the aggregates with this specification. These records shall be made available to the Contract Administrator upon request.

When the stockpile method has been selected, test data shall be obtained from samples taken from stockpiled or pit-run material to be used in the Work.

When the control chart method has been selected, control charts shall be prepared in accordance with LS-624 or similar method. Each control chart shall contain information regarding control limits, specification limits, target values, testing frequencies, sampling locations, and time period over which the testing has taken place. Each control chart shall include individual test data of the most recent sample indicated on the chart.

1004.07.02.02 Quality Control Laboratory Requirements

The Contractor shall select all QC laboratories and shall be responsible for all costs associated with the testing for QC requirements.

An acceptable laboratory conducting tests for physical properties shall be one that holds a current Type D certificate from Canadian Council of Independent Laboratories (CCIL) for the applicable test methods and also participates in the Annual MTO Proficiency Sample Testing Program for the specified tests, when applicable.

An acceptable laboratory conducting tests for materials finer than 75 µm by washing according to LS-601, gradation according to LS-602, and percent crushed particles according to LS-607 shall be one that holds a current Type C certificate from CCIL.

Testing shall be conducted by qualified laboratory staff holding a valid aggregate testing certificate from CCIL.

Equivalent alternate laboratory and technician certifications or laboratory proficiency testing programs may be used to demonstrate similar requirements, provided they are acceptable to the Contract Administrator.

1004.07.02.03 Gradation

For winter sand, a minimum of one gradation test result shall be conducted for each 1,000 tonnes of winter sand, or portion thereof, for quantities delivered to a single stockpile location. For all other materials, QC testing for gradation requirements shall be conducted at intervals chosen by the Contractor, but not less than the frequency specified in the Physical Properties clause.

When more than one source is used for supplying winter sand, each source shall be managed independently.

Page 6 Rev. Date: 11/2005 OPSS 1004 1004.07.02.04 Physical Properties

Except as noted below, test results demonstrating conformance of the aggregates with the physical property requirements of this specification shall be completed according to the following schedule on each material produced: a) For the first 20,000 tonnes of aggregate produced. b) For the next 20,000 tonnes of aggregate produced. c) For each 40,000 tonnes of aggregate produced thereafter.

When required for winter sand, Micro-Deval abrasion test results obtained within the past 18 months shall be provided from each source to be used in the Work.

Further testing is required whenever material is produced from a new source or a new bench in a quarry or whenever a significant change in aggregate production or material occurs.

1004.07.02.05 Control Chart Method

When the control chart method has been selected, a Type 1 control chart, as defined in LS-624 or similar method shall be produced for each physical property requirement. When the control chart has been established, the minimum frequency of sampling and further testing shall be as follows: a) Annually, i.e., obtained within the past 12 months, when the mean value of the physical property is less than 75% of the limit given in the appropriate table and the Type 1 control chart demonstrates the process to be in statistical control; or b) Three times per year, spaced evenly throughout the aggregate production schedule, when the mean value of the physical property is greater than 75% of the limit given in the appropriate table or the Type 1 control chart demonstrates the process to be out of statistical control.

1004.08 QUALITY ASSURANCE

1004.08.01 General

The Contract Administrator shall be allowed access to all sampling locations and reserves the right to request a QA sample at any time from the Contractor. The Contract Administrator may elect to carry out testing of the QA sample to ensure that material used in the Work is according to the requirements of this specification. Testing shall be carried out at a laboratory designated by the Owner. The Owner shall be responsible for all costs associated with QA testing.

Test data for each aggregate type shall be managed independently. When more than one source is used for supplying material, test data from each source and product shall be managed independently.

1004.08.02 Sampling

Sampling shall be according to LS-625 and taken at the time and location determined by the Contract Administrator. Samples shall be of sufficient mass to conduct the necessary gradation and physical property tests of the material. In no case shall the sample weigh less than 10 kg. For winter sands, the sample shall have a mass of not less than 5 kg.

Page 7 Rev. Date: 11/2005 OPSS 1004 Duplicate samples shall be obtained and sealed by the Contractor in the presence of the Contract Administrator. In the event that the Contractor is unavailable to take the sample, no further materials shall be placed in the Work until the QA sample has been taken. Samples shall be delivered and stored as specified in the Contract Documents.

When material contains blended or reclaimed aggregates or both, QA sampling shall be performed on the final blended product.

1004.08.03 Quality Assurance Laboratory Requirements

An acceptable laboratory conducting QA tests for physical properties shall be one that holds a current Type D certificate from CCIL for the applicable test methods and also participates in the Annual MTO Proficiency Sample Testing Program for the specified tests, when applicable.

An acceptable laboratory conducting QA tests for materials finer than 75 µm by washing according to LS-601, gradation according to LS-602, and percent crushed particles according to LS-607 shall be one that holds a current Type C certificate from CCIL.

Testing shall be conducted by qualified laboratory staff holding a valid aggregate testing certificate from CCIL.

1004.08.04 Testing and Retention of Samples

When the Contract Administrator has elected to carry out QA testing, one of the duplicate samples shall be randomly selected for testing by the QA laboratory. The QA laboratory shall retain the remaining sealed sample for possible referee testing.

1004.08.04.01 Winter Sand

Following delivery, winter sand shall be subject to a visual inspection of the stockpile to determine the presence of oversize material. Oversize particles may be confirmed with a 9.5 mm sieve.

1004.08.05 Acceptance

When the Contract Administrator has elected not to test the QA sample, the material shall be deemed acceptable. Otherwise, QA test results shall be used for acceptance purposes, except when referee testing of any aggregate or a visual examination of winter sand has been carried out.

When QA test results show that the material meets the applicable gradation and physical property requirements of this specification, the material shall be accepted.

When QA test results show that the material does not meet the applicable requirements of this specification, the Contract Administrator shall notify the Contractor that material represented by the test results shall not be accepted. This notification shall take place in writing within 3 Business Days of receipt of the non-conforming data.

1004.08.06 Referee Testing

When QA test results do not meet the requirements of this specification, the Contractor has the option of invoking referee testing of the test result that failed to meet the requirements. The Contractor shall notify the Contract Administrator of the selected option within 2 Business Days following notification of unacceptable material.

Page 8 Rev. Date: 11/2005 OPSS 1004 The Contract Administrator shall select a referee laboratory acceptable to the Contractor within 3 Business Days following the Contractor's notification to invoke referee testing. The Contract Administrator shall deliver referee samples to the referee laboratory. The sealed sample shall be opened in the presence of the Contractor and the Contract Administrator. If referee materials are not available, the Contractor shall be responsible for obtaining and submitting new samples to the referee laboratory from a location to be decided by the Contract Administrator. The Contract Administrator shall be present to witness the sampling.

Referee testing shall be carried out in the presence of the Contract Administrator. When applicable, the referee laboratory shall also test a control aggregate sample for each test method required. The Contractor may observe the testing at no cost to the Owner. Comments on the nonconformity of the test methods shall be made and corrected at the time of testing. If the testing cannot be corrected or if agreement on the procedure cannot be reached, the testing shall be postponed until the procedure is corrected or agreement between the parties is reached. Referee test results shall be binding on both the Owner and the Contractor.

When a referee test result shows that the aggregates do not meet the requirements of this specification, the material represented by the test result, including materials in existing stockpiles or in the Work, shall not be accepted. The Contractor shall remove the material from the Work at no cost to the Owner. Alternatively, the Owner may consider a Contractor's request for a reduced price in lieu of removal of aggregates that fail to meet the physical requirements of this specification. Irrespective of the negotiation of a reduced price payment, the warranty provisions of the Contract Documents shall apply.

When a referee test result shows that the aggregates are in accordance with the requirements of this specification, the material represented by the sample shall be accepted.

The Owner will be responsible for the cost of referee testing, provided that the referee test results show that the aggregates meet the applicable specifications. Otherwise, the Contractor shall be responsible for the costs.

Page 9 Rev. Date: 11/2005 OPSS 1004 Table 1 Physical Property Requirements for Clear Stone

Nominal Maximum Size Laboratory Test MTO Test 19 mm Type II, Number 19 mm 53 mm 16 mm, 13.2 mm, Type 1 and 9.5 mm Loss by Washing, Pass 75 µm LS-601 2.0 2.0 2.0 Sieve, % maximum Crushed particles, % minimum LS-607 - 50 60

Micro-Deval Abrasion Loss, LS-618 25 25 25 coarse aggregate, % maximum

Table 2 Gradation Requirements for Clear Stone Gradation (LS-602), Percent Passing

Sieve Size Nominal Maximum Size

19 mm 53 mm 16 mm 13.2 mm 9.5 mm Type I Type II

63 mm 100 - - - - -

53 mm 90 - 100 - - - - -

26.5 mm - 100 100 - - -

19.0 mm 0 - 15 90 - 100 90 - 100 100 - -

16.0 mm - - 65 - 90 96 - 100 100 -

13.2 mm - - - 67 - 86 96 - 100 100

9.5 mm - 0 - 55 20 - 55 29 - 52 50 - 73 95 - 100

6.7 mm - - - - - 20 - 45

4.75 mm - 0 - 10 0 - 10 0 - 10 0 - 10 0 - 10

75 µm 0 - 2.0 0 - 2.0 0 - 2.0 0 - 2.0 0 - 2.0 0 - 2.0

Page 10 Rev. Date: 11/2005 OPSS 1004 Table 3 Physical Property Requirements for Granular C, Granular D, and Granular Sheeting Laboratory Test MTO Test Granular D Granular C Granular Number Sheeting Petrographic Requirement, fine LS-616 (Note 1) aggregate LS-709 Micro-Deval Abrasion Loss, coarse LS-618 30 aggregate, % maximum (Note 2) Micro-Deval Abrasion Loss, fine LS-619 35 aggregate, % maximum Plasticity Index (PI), maximum LS-704 0

Notes: 1. For materials north of the French/Mattawa Rivers only: for materials with > 5.0% passing the 75 µm sieve, the amount of mica retained on the 75 µm sieve, passing the 150 µm sieve, shall not exceed 10% of the material on that sieve, unless testing according to LS-709 determines permeability values > 1.0 x 10-4 cm/s or field experience show satisfactory performance. Prior data demonstrating compliance with this requirement shall be acceptable provided such testing has been done within the past five years and field performance has been satisfactory.

2. The requirement for the coarse aggregate Micro-Deval abrasion loss test shall be waived if the material has more than 80% passing the 4.75 mm sieve.

Table 4 Gradation Requirements for Granular C, Granular D, and Granular Sheeting Gradation (LS-602), Percent Passing Sieve Size Granular C Granular D Granular Sheeting

150 mm 100 - 100

26.5 mm 50 - 100 - 50 - 100

13.2 mm - - 35 - 100

9.5 mm - 100 -

4.75 mm 20 - 100 50 - 100 20 - 80

1.18 mm 10 - 100 20 - 55 10 - 50

300 µm 5 - 90 10 - 30 5 - 25

150 µm 4 - 30 - 0 - 15

75 µm 0 - 10.0 0 - 12.0 0 - 8.0

Page 11 Rev. Date: 11/2005 OPSS 1004 Table 5 Gradation Requirements for Gabion Stone and Rip-Rap Gradation, percent less than mass specified Approximate Mass Dimension Gabion Stone Rip-Rap kg mm G-3 G-10 R-10 R-50

75 305 - - - 100

50 265 - - - 70 - 90

25 210 - - - 40 - 55

15 180 - 100 100 -

10 155 - 90 - 100 70 - 90 -

5 125 100 - 40 - 55 -

3 105 90 - 100 - - -

2.5 100 - 0 - 5 - 0 - 15

0.5 60 0 - 5 - 0 - 15 - Note: A. Masses are based on approximate size of an equivalent cube with a specific gravity of 2.65 and are provided for estimating purposes only. Gradation is determined by weighing individual stone particles in the field or laboratory.

Table 6 Physical Property Requirements for Truck Arrester Bed Aggregate MTO Test Laboratory Test Truck Arrestor Bed Aggregate Number Loss by Washing, Pass 75 µm Sieve, LS-601 1.0 % maximum Absorption, % maximum LS-604 2.0

Freeze-Thaw Loss, % maximum LS-614 6 Micro-Deval Abrasion Loss, coarse LS-618 21 aggregate, % maximum

Table 7 Gradation Requirements for Truck Arrester Bed Aggregate Sieve Size Gradation (LS-602), Percent Passing

37.5 mm 100

26.5 mm 90 - 100

19.0 mm 0 - 10

Page 12 Rev. Date: 11/2005 OPSS 1004 Table 8 Gradation Requirements for Mortar Sand Sieve Size Gradation (LS-602), Percent Passing

4.75 mm 100.0

2.36 mm 95 - 100

1.18 mm 60 - 100

600 µm 35 - 80

300 µm 15 - 50

150 µm 2 - 15

75 µm 0 - 5.0

Table 9 Gradation Requirements for Winter Sand Sieve Size Gradation (LS-602), Percent Passing

9.5 mm 100.0 (Note 1)

6.7 mm 97 - 100

4.75 mm 90 - 100

2.36 mm 50 - 95

1.18 mm 20 - 90

600 µm 0 - 70

300 µm 0 - 35

150 µm 0 - 15

75 µm 0 - 5.0 Notes: 1. In addition to LS-602, to be confirmed by visual inspection of the stockpile.

A. The minimum size of the test sample shall be 5 kg. Following oven drying, the sample shall be sieved on the 9.5 mm, 6.7 mm, and 4.75 mm sieves. Material passing the 4.75 mm sieve shall be split to an appropriate size according to LS-602 for subsequent washing and fine sieving. The final grading shall be calculated according to LS-602 as the percentage of material passing each sieve based on the total mass of the oven dried sample.

Page 13 Rev. Date: 11/2005 OPSS 1004 Appendix 1004-A, Commentary for OPSS 1004, November 2005

Note: This Appendix does not form part of the standard specification. It is intended to provide information to the designer on the use of this specification in a Contract.

Designer Action/Considerations

The designer should be aware that OPSS 1004 includes the introduction of new physical test methods, introduction of laboratory qualification requirements, minimum quality control (QC) requirements, and referee testing.

The designer should be aware that quality assurance (QA) testing for purposes of ensuring material used in the Work meets the requirements of OPSS 1004 is not mandatory, unless specifically included in the Contract Documents. The decision to conduct QA testing should be based on the size, complexity, and desired service life of the Work. The designer should specify the frequency of QA testing. In the event that the Contract Administrator elects not to carry out QA testing, QC test data may be used for acceptance purposes at the risk of the Owner. In this case, the minimum frequency of QC sampling and testing should be specified.

QC test data is typically obtained from samples taken from stockpiled material to be used in the Work. At the discretion of the Contract Administrator and when the quantities or dollar value of aggregate warrant, aggregate test data obtained within the past 18 months from the same location within the source which is to be used in the Work may be provided.

The designer should specify any additional referee testing laboratory requirements, including time lines, selection criteria or roster for referee laboratories, and the cost for referee testing.

The designer may consider the use of reclaimed materials as an alternate aggregate source material. If so, the designer should specify this requirement in the Contract Documents. (1004.05.01)

For the approval of rip-rap, rock protection, and gabion stone material, the designer should investigate the durability of available material for the intended use. (1004.05.05.01)

The designer should ensure that the need for stability of 53 mm clear stone is considered. When required, the minimum percent crushed requirement should be added. (Table 1)

The designer should specify the storage and delivery requirements for QA samples. (1004.08.02)

The designer should ensure that the Ontario Provincial Standards General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

None.

Page 14 Rev. Date: 11/2005 OPSS 1004 ONTARIO PROVINCIAL METRIC STANDARD OPSS.MUNI 1010 SPECIFICATION NOVEMBER 2013

MATERIAL SPECIFICATION FOR AGGREGATES - BASE, SUBBASE, SELECT SUBGRADE, AND BACKFILL MATERIAL

TABLE OF CONTENTS

1010.01 SCOPE

1010.02 REFERENCES

1010.03 DEFINITIONS

1010.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

1010.05 MATERIALS

1010.06 EQUIPMENT - Not Used

1010.07 PRODUCTION

1010.08 QUALITY ASSURANCE

1010.09 OWNER PURCHASE OF MATERIAL - Not Used

APPENDICES

1010-A Commentary 1010-B Supplementary Requirements for Quality Assurance Sampling and Testing Frequencies 1010-C Supplementary Requirements for Payment Reduction In Lieu of Aggregate Removal 1010-D Fine Aggregate Test Data Form 1010-E Coarse Aggregate Test Data Form

1010.01 SCOPE

This specification covers the material requirements for aggregates for use in base, subbase, select subgrade, granular surface, shouldering, and backfill material.

Page 1 Rev. Date: 11/2013 OPSS.MUNI 1010

1010.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

1010.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

1010.02 REFERENCES

When the Contract Documents indicate that municipal-oriented specifications are to be used and there is a municipal-oriented specification of the same number as those listed below, references within this specification to an OPSS shall be deemed to mean OPSS.MUNI, unless use of a provincial-oriented specification is specified in the Contract Documents. When there is not a corresponding municipal-oriented specification, the references below shall be considered to be the OPSS listed, unless use of a provincial-oriented specification is specified in the Contract Documents.

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specification, Material

OPSS 1001 Aggregates - General

Ontario Ministry of Transportation Publications

MTO Laboratory Testing Manual: LS-601 Material Finer than 75 μm Sieve in Mineral Aggregates by Washing LS-602 Sieve Analysis of Aggregates LS-607 Percent Crushed Particles in Processed Coarse Aggregate LS-614 Freezing and Thawing of Coarse Aggregate LS-616 Petrographic Analysis of Fine Aggregate LS-617 Percent Particles with Two or More Crushed Faces and Uncrushed Particles in Processed Coarse Aggregate LS-618 Resistance of Coarse Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus LS-619 Resistance of Fine Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus LS-621 Determination of Amount of Asphalt-Coated Particles in Coarse Aggregate

Page 2 Rev. Date: 11/2013 OPSS.MUNI 1010

LS-625 Guidelines for Sampling of Aggregate Materials LS-630 Amount of Contamination of Coarse Aggregates LS-702 Particle Size Analysis of Soils LS-703/704 Liquid Limit, Plastic Limit, and Plasticity Index of Soils LS-709 Permeability of Granular Soils

1010.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Air-Cooled Blast-Furnace Slag means the material resulting from solidification of molten blast-furnace slag under atmospheric conditions. Subsequent cooling may be accelerated by application of water to the solidified surface.

CCIL means the Canadian Council of Independent Laboratories.

Ceramic means porcelain, china, and whiteware (e.g., sinks, toilets, and bidets made from clay and silica fired at a high temperature, excluding clay brick and tile) that is free of organic materials, metal, and plastic.

Deleterious Material means materials from the recycling stream other than glass, ceramic, reclaimed asphalt pavement, and reclaimed concrete material that includes but is not limited to the following: wood, clay brick, clay tile, plastic, gypsum, gypsum plaster, and wallboard.

Duplicate Samples means two samples taken at the same time and location-one to be used for quality assurance testing and the other for referee testing.

Fines means material passing the 75 µm sieve when tested according to LS-601 or LS-602.

Free of Clay means the amount of material with a particle diameter less than 2 µm shall not be greater than 1% of the total sample when tested according to LS-702.

Glass means processed glass obtained from the recycling stream that is free of organic materials, metal, and plastic.

Granular A means a set of requirements for dense graded aggregates intended for use as granular base within the pavement structure, granular shouldering, and backfill.

Granular B means a set of requirements for well-graded aggregates intended for use as granular subbase within the pavement structure and granular backfill. Granular B may be Type I, Type II, or Type III.

Granular M means a set of requirements for dense graded aggregates intended for use on unpaved road surfaces and for the maintenance of unpaved shoulders.

Granular O means a set of requirements for open graded aggregates intended only for use as a free draining granular base within the pavement structure.

Granular S means a set of requirements for dense graded aggregates intended only for use as surface dressing of low volume unpaved roads with an AADT less than 200.

Nickel Slag means the non-metallic product resulting from the production of nickel.

Physical Property means an inherent attribute or feature of an aggregate or soil material. Tests are carried out to determine a materials resistance to weathering or degradation or both.

Page 3 Rev. Date: 11/2013 OPSS.MUNI 1010

Quality Assurance (QA) means a system or series of activities carried out by the Owner to ensure that Materials received from the Contractor meet the requirements specified in the Contract Documents.

Reclaimed Asphalt Pavement (RAP) means processed hot mix asphalt material that is recovered by partial or full depth removal.

Reclaimed Concrete Material (RCM) means removed or processed old hydraulic cement concrete.

Referee Testing means testing of a material property or attribute for the purpose of resolving acceptance.

Select Subgrade Material (SSM) means a set of requirements for well-graded non-plastic aggregates used to replace poor subgrade materials and as swamp backfill.

Steel Slag means the non-metallic product resulting from the production of steel in a basic oxygen furnace or electric arc furnace.

1010.05 MATERIALS

1010.05.01 General

Aggregates shall be according to OPSS 1001, unless otherwise specified in this specification.

Aggregates shall meet the physical property requirements shown in Table 1 and the gradation requirements shown in Table 2.

When aggregates are tested according to LS-630, the total amount of wood shall not exceed 0.1% by mass, and the total amount of deleterious material and other contaminants shall not exceed a combined total of 1.0% by mass.

Glass and ceramic material shall be processed to remove all deleterious organic materials. 100% of the processed glass and ceramic material shall pass the 13.2 mm sieve.

When RCM is permitted, RCM shall not contain loose reinforcing materials.

When air-cooled blast furnace slag, nickel slag, and RAP containing steel slag aggregates are used, site- specific notification shall be given by the Contractor to the Ontario Ministry of the Environment (MOE).

When reclaimed materials are permitted, they shall be homogeneously blended.

Steel slag shall not be used.

1010.05.02 Granular A, Granular M, and Granular S

Granular A, Granular M, and Granular S shall be produced by crushing one or more of the following: a) Quarried bedrock. b) Boulders, cobbles, gravel, sand, and fines from naturally formed deposits.

Page 4 Rev. Date: 11/2013 OPSS.MUNI 1010 c) RAP up to 30% by mass. d) RCM up to 100% by mass. e) Air-cooled blast-furnace slag or nickel slag. f) Glass or ceramic materials up to a combined total of 15% by mass.

Granular A and Granular M containing RAP with steel slag aggregates shall be acceptable for unpaved gravel shoulders only.

1010.05.03 Granular B

Granular B may be Type I, Type II, or Type III.

1010.05.03.01 Granular B Type I and Type III

Granular B Type I and Type III may be produced from naturally formed deposits of sand, gravel, and cobbles or by crushing one or more of the following: a) Quarried bedrock. b) Air-cooled blast-furnace slag or nickel slag. c) RCM up to 100% by mass. d) RAP up to 30% by mass. e) Glass or ceramic materials up to 15% by mass combined.

RAP containing steel slag aggregates shall not be allowed.

1010.05.03.02 Granular B Type Il

Granular B Type II shall only be produced by crushing: a) Quarried bedrock. b) Air-cooled blast furnace slag or nickel slag.

Steel slag and reclaimed materials shall not be used in the production of Granular B Type II.

1010.05.04 Granular O

Granular O shall only be produced by crushing: a) Quarried bedrock. b) Cobbles or boulders retained on the 50 mm sieve.

Steel slag and reclaimed materials shall not be used in the production of Granular O.

Page 5 Rev. Date: 11/2013 OPSS.MUNI 1010

1010.05.05 Select Subgrade Material

Select subgrade material shall only be produced from natural deposits of non-plastic silt, sand, and gravel material. Reclaimed materials of any type shall not be used.

1010.07 PRODUCTION

1010.07.01 Aggregate Processing, Handling, and Stockpiling

Aggregates that have become mixed with foreign matter of any description or aggregates that have become mixed with each other shall not be used and shall be immediately removed from the stockpile.

1010.08 QUALITY ASSURANCE

1010.08.01 General

QA testing may be carried out by the Owner for the purposes of ensuring that the aggregates used in the work are according to the requirements of this specification. Individual test results shall be forwarded to the Contractor, as they become available.

Test data for each aggregate type shall be managed independently. When more than one source is used for supplying materials, test data from each source and product shall be managed independently.

The Owner shall be responsible for all costs associated with testing for QA purposes, unless otherwise specified in the Contract Documents.

1010.08.02 Laboratory Requirements

The Contract Administrator shall designate the QA laboratories.

An acceptable laboratory conducting tests for physical properties shall be one that holds a current Type D certificate from CCIL for the applicable test methods and also participates in the annual MTO Proficiency Sample Testing Program for the specific tests, except LS-616 and LS-709.

An acceptable laboratory conducting tests for gradation according to LS-602 and percent crushed particles according to LS-607 shall be one that holds a current Type C certificate from CCIL.

Testing shall be conducted by qualified laboratory staff that holds a current certificate from CCIL in aggregate testing.

Equivalent alternate laboratory and technician certifications or laboratory proficiency testing programs may be used to demonstrate similar requirements, provided that they are acceptable to the Contract Administrator.

1010.08.03 Sampling

Sampling shall be according to LS-625.

Duplicate samples shall be taken and sealed by the Contractor in the presence of the Contract Administrator at the time and location determined by the Contract Administrator. When materials contain blended or reclaimed aggregates or both, QA sampling shall be performed on the final blended product.

Page 6 Rev. Date: 11/2013 OPSS.MUNI 1010

The mass of each sample shall meet the requirements shown in Table 3. When more than 30 kg is required, the total samples shall be recombined by the QA laboratory prior to testing.

In the event that the Contractor is unavailable to take the sample, no further materials shall be placed in the work until the duplicate samples been taken.

QA samples shall be identified on both the inside and the outside of the sample container.

1010.08.04 Testing and Retention of Samples

1010.08.05 Acceptance

QA test results shall be used for acceptance purposes, except when referee testing has been carried out.

When QA test results show that the aggregates meet the requirements of this specification, the aggregates shall be accepted.

When QA test results show that the aggregates do not meet the requirements of this specification, the Contract Administrator shall notify the Contractor that aggregates represented by the test results shall not be accepted. This notification shall take place in writing within 3 Business Days of receipt of the non-conforming data. The Contractor has the option of either removing the aggregates from the work or invoking referee testing. The Contractor may request a reduced price in lieu of removal of aggregates that fail to meet the requirements of this specification. Irrespective of the negotiation of a reduced price payment, the warranty provisions of the Contract Documents shall apply.

At the discretion of the Contract Administrator, irrespective of non-compliance with the requirements of this specification, aggregates may be accepted on the basis of satisfactory field performance.

1010.08.06 Referee Testing

The Contract Administrator shall select a referee laboratory acceptable to the Contractor within 3 Business Days following the Contractor's notification to invoke referee testing. Referee test samples shall be delivered to the referee testing laboratory from the QA laboratory by the Contract Administrator. The sealed sample shall be opened in the presence of the Contractor and the Contract Administrator. If referee materials are not available, the Contractor shall be responsible for obtaining and submitting new samples to the referee laboratory from a location to be decided by the Contract Administrator. The Contract Administrator shall be present to witness the sampling.

Page 7 Rev. Date: 11/2013 OPSS.MUNI 1010

Observers shall follow the referee laboratory protocols for access to the premises and testing equipment and shall not unnecessarily impede the progress of the testing. Observers shall be permitted to validate sample identification and view sample condition. Subject to safety requirements, test method and equipment limitations, they shall also be permitted to observe test procedures, take notes, view equipment readings and review completed work sheets while in attendance.

Comments on the non-conformity of the test methods shall be made and corrected at the time of testing.

Referee test results shall be binding on both the Owner and the Contractor.

When a referee test result shows that the aggregates do not meet the requirements of this specification, the aggregates represented by the test result, including aggregates in existing stockpiles or in the Work, shall not be accepted. The Contractor shall remove the aggregates from the Work at no cost to the Owner. The Contractor may request a reduced price in lieu of the removal of aggregates that fail to meet the requirements of this specification. Irrespective of the negotiation of a reduced price payment, the warranty provisions of the Contract Documents shall apply.

When a referee test result shows that the aggregates meet the requirements of this specification, the aggregates represented by the sample shall be accepted.

The Owner shall be responsible for the cost of referee testing provided that the referee test results show that the aggregates meet the applicable specifications. Otherwise, the Contractor shall be responsible for the cost.

Page 8 Rev. Date: 11/2013 OPSS.MUNI 1010

TABLE 1 Physical Property Requirements

Granular Granular Select MTO Laboratory Test Granular Granular Granular B Granular B Subgrade and Number O A S Type I and M Type II Material Type III Percent crushed particles, 100 60 50 -- -- 60 -- % minimum, LS-607 Unconfined Freeze-Thaw, 15 ------% maximum loss, LS-614 2 or more crushed faces, 85 ------% minimum, LS-617 (Note 1) Micro-Deval Abrasion 21 25 25 30 30 25 30 Coarse Aggregate, (Note 2) (Note 2) % maximum loss, LS-618 Micro-Deval Abrasion, Fine Aggregate, 25 30 30 35 35 30 N/A % maximum loss, LS-619 Asphalt Coated Particles, 0 30 30 30 0 30 0 % maximum, LS-621 Amount of Contamination, (Note 3) LS-630 Plasticity Index, maximum 0 LS-703/704 Determination of (Note 4) Permeability, k, LS-709 Notes: 1. When Granular O is produced from boulders, cobbles, or gravel retained on the 50 mm sieve. 2. The coarse aggregate Micro-Deval abrasion loss test requirements shall be waived if the material has more than 80% passing the 4.75 mm sieve. 3. Granular A, B Type I, B Type III, or M may contain crushed glass or ceramic materials up to a combined total of 15% by mass. Granular A, B Type I, B Type III, M, O, and S shall not contain more than 1% by mass of wood, clay brick and/or gypsum and/or gypsum wall board or plaster. Granular B Type II and SSM shall not contain more than 0.1% by mass of wood. 4. For materials north of the French and Mattawa Rivers only, the coefficient of permeability, k, shall be greater than 1.0 x 10-4 cm/s or alternatively, where past field experience has demonstrated satisfactory performance. Prior data demonstrating compliance with this requirement for k shall be acceptable, provided such testing has been done within the 5 years of the material being used and field performance has continually been shown to be satisfactory.

Page 9 Rev. Date: 11/2013 OPSS.MUNI 1010

TABLE 2 Gradation Requirements - Percent Passing

Granular Select MTO Test Sieve B (Note 1) Subgrade A M O S Type I Type II Type III Material (Note 2) (Note 2) 150 mm N/A 100 N/A 100 N/A N/A N/A 100

106 mm N/A N/A 100 N/A N/A N/A N/A N/A

37.5 mm N/A N/A N/A N/A N/A 100 N/A N/A

26.5 mm 100 50-100 50-100 50-100 N/A 95-100 100 50-100 85-100 19.0 mm (87-100, N/A N/A N/A 100 80-95 90-100 N/A Note 3) 65-90 13.2 mm (75-95, N/A N/A N/A 75-95 60-80 75-100 N/A Sieve Note 3) Analysis, 50-73 % Passing, 9.5 mm (60-83, N/A N/A 32-100 55-80 50-70 60-85 N/A LS-602 Note 3) 35-55 4.75 mm (40-60, 20-100 20-55 20-90 35-55 20-45 40-60 20-100 Note 3) 1.18 mm 15-40 10-100 10-40 10-60 15-40 0-15 20-40 10-100

300 μm 5-22 2-65 5-22 2-35 5-22 N/A 11-25 5-95

150 μm N/A N/A N/A N/A N/A N/A N/A 2.0-65.0 2.0-8.0 0-8.0 0-8.0 2.0-8.0 9.0-15.0 75 μm (2.0-10.0, (0-10.0, 0-10.0 (0-10.0, (2.0-10.0, 0-5.0 (9.0-17.0, 0-25.0 Note 4) Note 4) Note 4) Note 4) Note 4) Notes: 1. When Granular B is used for granular backfill for pipe subdrains, 100% of the material shall pass the 37.5 mm sieve. 2. When RAP is blended with Granular B Type I or Type III, 100% of the RAP shall pass the 75 mm sieve. Conditions in Note 1 supersede this requirement. 3. When the aggregate is obtained from an air-cooled blast furnace slag source. 4. When the aggregate is obtained from a quarry or an air-cooled blast furnace slag or nickel slag source.

Page 10 Rev. Date: 11/2013 OPSS.MUNI 1010

TABLE 3 Sample Size

Minimum Mass of Individual Field Samples Material kg

Granular A, S, M, and O 25

Granular B and SSM 50

Granular B and SSM (100% passing 26.5 mm sieve) 25

Note: A. Each sample container shall hold no more than 30 kg of aggregate. When more than 30 kg is required, additional sample containers shall be used.

Page 11 Rev. Date: 11/2013 OPSS.MUNI 1010

Appendix 1010-A, November 2013 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Type of Granular B to be used. (1010.05.03)

The designer should determine if the following is required and, if so, specify it in the Contract Documents:

- If the quality assurance sampling and testing frequencies provided in Appendix 1010-B are to be used, Appendix 1010-B needs to be invoked by reference in the Contract Documents.

- If the payment reduction in lieu of aggregate removal provided in Appendix 1010-C is to be used, Appendix 1010-C needs to be invoked by reference in the Contract Documents.

- If the test data forms in Appendices 1010-D and 1010-E are to be used for submission purposes, Appendices 1010-D and 1010-E need to be invoked by reference in the Contract Documents.

The use of steel slag aggregate is prohibited.

The designer should be aware that aggregates that are wholly or partially comprised of industrial by-products and/or recycled materials such as, but not limited to, air-cooled iron blast furnace slag, nickel slag, and RAP containing steel slag aggregates, may have specific placement and approval requirements or constraints to mitigate adverse affects on the environment based on local conditions and/or municipal and MOE policy. Prior to tendering, when such Owner supplied or specified materials are to be used, the designer should provide site notification to MOE and ensure any applicable environmental placement and approval requirements and constraints are included in the Contract Documents.

RAP content is determined by LS-621, percent Asphalt Coated Particles. However, this test is limited to identifying RAP content in the coarse aggregate portion only. When RAP in fine aggregate is a concern a Petrographic Examination of the material passing the 4.75 mm sieve is recommended. (1010.05.02)

The designer should be aware that quality assurance (QA) testing for the purpose of ensuring material used in the work meet the requirements of OPSS 1010 is not mandatory unless specifically included in the Contract Documents. The designer should determine the need for QA testing based on the size and complexity of the work and specify the required frequencies of QA sampling and testing. Appendix 1010-B provides recommended QA sampling and testing frequencies.

The designer may specify a higher percent crushed requirement to improve performance in higher traffic areas.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Page 12 Rev. Date: 11/2013 OPSS.MUNI 1010

Appendix 1010-A

Related Ontario Provincial Standard Drawings

No information provided here.

Page 13 Rev. Date: 11/2013 OPSS.MUNI 1010

Appendix 1010-B, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Supplementary Requirements for Quality Assurance Sampling and Testing Frequency

OPSS.MUNI 1010, Aggregates-Base, Subbase, Select Subgrade, and Backfill Material, is amended as follows:

1010.08 QUALITY ASSURANCE

1010.08.01 General

The first paragraph of subsection 1010.08.01 is deleted in its entirety and replaced with the following:

QA sampling and testing shall be carried out by the Owner for the purposes of ensuring that the aggregates used in the work are according to the requirements of the Contract Documents. QA sampling and testing shall be carried out at the frequency specified in Table B-1. Individual test results may be forwarded to the Contractor as they become available.

Table B-1 is added.

TABLE B-1 Sampling and Testing Frequency for Physical Property Requirements

Quantity from Each Source or Granular A; Granular B - Type I, II, and III; Granular M; Process Granular O; and Select Subgrade Material t

≤ 5,000 One sample.

> 5,000 One sample per 5,000 tonnes. (Note 1)

Note: 1. When the quantity of material is:

a) Less than one-half the quantity required for a sample, then that quantity shall be added to the quantity representing the previous sample.

b) Greater than or equal to one-half the quantity required for a sample, then that quantity shall require its own sample.

Page 14 Rev. Date: 11/2013 OPSS.MUNI 1010

Appendix 1010-B

Table B-2 is added.

TABLE B-2 Sampling and Testing Frequency for Gradation Requirements

Quantity from Each Source or Granular B - Type I, II, and III, Granular A, O, and M Process and Select Subgrade Material t

< 250 At the Contract Administrator's discretion.

≥ 250 and ≤ 1,000 One sample.

> 1,000 (Note 1) One sample per 1,000 tonnes.

Note: 1. When the quantity of granular material is:

a) Less than one-half the quantity required for a sample, then that quantity shall be added to the quantity representing the previous sample.

b) Greater than or equal to one-half the quantity required for a sample, then that quantity shall require its own sample.

Page 15 Rev. Date: 11/2013 OPSS.MUNI 1010

Appendix 1010-C, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Supplementary Requirements for Reduced Price Payment In Lieu of Aggregate Removal

When a tested sample of aggregates shows that the aggregates do not meet the requirements of this specification, the aggregates represented by the test result, including material in existing stockpiles or in the Work, shall not be accepted. The Contractor may request a reduced price in lieu of removal provided the applicable test results: a) Do not exceed the requirement for LS-614 by more than 25% of the specified value. b) Do not exceed the requirement for LS-618 by more than 10% of the specified value. c) Do not identify a plasticity index within the material when determined according to LS-703/704 and the requirement for LS-602 on the 75 µm is met. d) Meet all other requirements of this specification.

Irrespective of a reduced price payment, the warranty provisions of the Contract Documents shall apply.

Page 16 Rev. Date: 11/2013 OPSS.MUNI 1010

Appendix 1010-D, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

OPSS 1010 - Aggregate Test Data - Granulars Physical Properties

Contract No.: Contractor: Contract Location:

Name of Testing Laboratory: Telephone No.: Fax No.:

Sampled by (Print Name): Date Sampled (YY/MM/DD): Date Tested (YY/MM/DD):

Granular Type: Quantity (tonnes) :

Source Name/Location: Aggregate Inventory Number (AIN) :

Requirements Test Results Laboratory Test Meets and Number B B B Reference A M O S SSM Sample Requirements Type I Type II Type III Material (Y/N) Crushed Particles, 60 -- 100 -- 60 100 50 -- % minimum, LS-607 Unconfined Freeze- Thaw, ------15 -- -- % maximum loss, LS-614 2 or more Crushed 85 Faces, ------(Note 1) % minimum, LS-617 Micro-Deval Abrasion, 25 30 30 30 25 21 25 30 Coarse Aggregate (Note 2) (Note 2) (Note 2) % maximum loss, LS-618 Micro-Deval Abrasion, Fine Aggregate 30 35 35 35 30 25 30 -- % maximum loss, LS-619 Asphalt Coated Particles, 30 30 0 30 30 0 30 0 % maximum, LS-621 Amount of (Note 3) Contamination, LS-630 Plasticity Index, 0 maximum, LS-703/704 Determination of (Note 4) Permeability, k, LS-709 Notes: 1. When Granular O is produced from boulders, cobbles, or gravel retained on the 50 mm sieve. 2. The coarse aggregate Micro-Deval abrasion loss test requirement shall be waived if the material has more than 80% passing the 4.75 mm sieve. 3. Granular A, B Type I, B Type III, or M may contain up to 15 percent by mass crushed glass or ceramic materials. Granular A, B Type III, M, O, and S shall not contain more than 1.0 percent by mass of wood, clay brick and/or gypsum and/or gypsum wall board or plaster. Granular B Type II and SSM shall not contain more than 0.1 percent by mass of wood. 4. For materials north of the French/Mattawa Rivers only, the coefficient of permeability, k, shall be greater than 1.0 x 10-4 cm/s or field experience has demonstrated satisfactory performance. Prior data demonstrating compliance with this requirement for k, shall be acceptable provided that such testing has been done within 5 years of the material being used and field performance has continually been shown to be satisfactory. I hereby certify that testing has been carried out by a properly qualified/certified test technician:

Issued by: ______

PRINT NAME TESTING LABORATORY REPRESENTATIVE SIGNATURE DATE

Received by: ______

PRINT NAME CONTRACT ADMINISTRATOR REPRESENTATIVE SIGNATURE DATE

Copies to: Contract Administrator Contractor

Page 17 Rev. Date: 11/2013 OPSS.MUNI 1010

Appendix 1010-E, November 2013 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Contract No.: Contractor: Contract Location:

Name of Testing Laboratory: Telephone No.: Fax No.:

Sampled by (Print Name): Date Sampled (YY/MM/DD): Date Tested (YY/MM/DD):

Granular Type: Quantity (tonnes) :

Source Name/Location: Aggregate Inventory Number (AIN) :

Gradation Requirement, % Passing Test Result

Sieve Size B (Note 1) Meets A M O S SSM Sample Requirements Type I Type III Type II (Y/N) (Note 2) (Note 2) 150 mm -- 100 -- 100 ------100

106 mm -- -- 100 ------

37.5 mm ------100 -- --

26.5 mm 100 50-100 50-100 50-100 -- 95-100 100 50-100 85-100 19.0 mm (87-100, ------100 80-95 90-100 -- Note 3) 65-90 13.2 mm (75-95, ------75-95 60-80 75-100 -- Note 3) 50-73 905 mm (60-73, -- -- 32-100 55-80 50-70 60-85 -- Note 3) 35-55 4.75 mm (40-60, 20-100 20-55 20-90 35-55 20-45 40-60 20-100 Note 3) 1.18 mm 15-40 10-100 10-40 10-60 15-40 0-15 20-40 10-100 300 µm 2-55 2-65 5-22 2-35 5-22 -- 11-25 5-95 150 µm ------2-65 2.0-8.0 0-8.0 0-8.0 2.0-8.0 9.0-15.0 75 µm (2.0-10.0, (0-10.0, 0-10.0 (0-10.0, (2.0-10.0, 0-5.0 (9.0-17.0, 0-25.0 Note 4) Note 4) Note 4) Note 4) Note 4) Notes: 1. When Granular B is used for granular backfill for pipe subdrains, 100% of the material shall pass the 37.5 mm sieve. 2. When RAP is blended with Granular B Type I or Type III, 100 percent of the RAP shall pass the 75 mm sieve. Conditions in Note 1 supersede in this requirement. 3. When the aggregate is obtained from an iron blast furnace slag source. 4. When the aggregate is obtained from a quarry or blast furnace slag or nickel slag source. I hereby certify that testing has been carried out by a properly qualified/certified test technician:

Issued by: ______PRINT NAME TESTING LABORATORY REPRESENTATIVE SIGNATURE DATE

Received by: ______PRINT NAME CONTRACT ADMINISTRATOR REPRESENTATIVE SIGNATURE DATE Copies to: Contract Administrator Contractor

Page 18 Rev. Date: 11/2013 OPSS.MUNI 1010

ONTARIO PROVINCIAL METRIC STANDARD OPSS 1150 SPECIFICATION NOVEMBER 2010

MATERIAL SPECIFICATION FOR HOT MIX ASPHALT

TABLE OF CONTENTS

1150.01 SCOPE

1150.02 REFERENCES

1150.03 DEFINITIONS

1150.04 DESIGN AND SUBMISSION REQUIREMENTS

1150.05 MATERIALS

1150.06 EQUIPMENT

1150.07 PRODUCTION

1150.08 QUALITY ASSURANCE

1150.09 OWNER PURCHASE OF MATERIAL - Not Used

APPENDICES

1150-A Commentary 1150-B Marshall Stability Design Criteria for Lower Traffic Volume Facilities 1150-C Marshall Stability Design Criteria When 100% Crushed Requirement for the Aggregates Used in HL 3HS Do Not Apply 1150-D Supplementary Requirements for Increased RAP Proportions in Municipal Contracts

1150.01 SCOPE

This specification covers the requirements for the materials, equipment, and methods to be followed for proportioning and mixing hot mix asphalt, including recycled mixes and mixes for miscellaneous work.

1150.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2010 OPSS 1150 1150.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

1150.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Material

OPSS 1001 Aggregates - General OPSS 1003 Aggregates - Hot Mix Asphalt OPSS 1101 Performance Graded Asphalt Cement

Ontario Ministry of Transportation Publications

Page 2 Rev. Date: 11/2010 OPSS 1150 LS-292 Quantitative Determination of Asphalt Cement Content by Ignition and Analysis of Remaining Aggregate from Bituminous Paving Mixtures LS-307 Design Procedure for Recycled Hot Mix Asphalt

American Association of State Highway and Transportation Officials (AASHTO)

M320-05 Performance-Graded Asphalt Binder

Asphalt Institute Publications (AI)

MS-2, Sixth Edition Mix Design Methods for Asphalt Concrete and Other Hot-Mix Types

1150.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

AMRL means the AASHTO Materials Reference Laboratory.

Anti-Stripping Additive means hydrated lime and liquid anti-stripping additive used to minimize or eliminate stripping from aggregates in hot mix asphalt (HMA).

Binder Course means a hot mix asphalt (HMA) course between a surface course and either a granular base course or stabilized base course, an existing pavement, or another HMA binder course.

Blending Aggregates means any coarse or fine aggregate that is added to HMA in order to produce hot mix that is according to this specification.

CCIL means the Canadian Council of Independent Laboratories.

Field Adjustment to the JMF means adjustments to the target gradation or asphalt cement content or both of a mix without a redesign of the HMA, resulting in a revised job-mix formula (JMF).

HL, Hot Mix, Mixture, Mix, and Hot Mix Asphalt means hot mixed, hot laid asphaltic concrete. The terms are used interchangeably. HMA may include recycled or specialty mixes.

Hot Mix Types means those specified in Table 1.

Job-Mix Formula (JMF) means the percentage passing on each designated sieve of the total mass of aggregate and the amount of asphalt cement as a percentage by mass of the mixture that are based on specified mix design procedures, and when mixed results in a paving mixture that is according to this specification.

Levelling Course means a HMA course of variable thickness used to eliminate transverse and longitudinal irregularities on an existing surface prior to placing an HMA binder or surface course.

Mix Design means the design of the proportions of aggregates, asphalt cement, and additives when uniformly mixed results in an acceptable HMA in accordance with the specified method.

Mixes for Miscellaneous Work means HMA used for miscellaneous work such as the paving of shoulders, boulevards and sidewalks, and the construction of curb and gutter and spillways. These mixes do not meet normal HMA gradation and mix design requirements.

Performance Graded Asphalt Cement (PGAC) means an asphalt binder that is asphalt-based cement produced from petroleum residue, either with or without the addition of non-particulate modifiers, according to AASHTO M320.

Page 3 Rev. Date: 11/2010 OPSS 1150 Reclaimed Asphalt Pavement (RAP) means the processed HMA material that is recovered by partial or full depth removal.

Recycled Hot Mix (RHM) means an HMA that contains RAP.

Surface Course means the HMA wearing course of any flexible or composite pavement.

1150.04 DESIGN AND SUBMISSION REQUIREMENTS

1150.04.01 Design Requirements

1150.04.01.01 Mixture Requirements for Design Purposes

The mixture made during mix design shall be according to the requirements specified in Tables 2, 3, 4, 5, 6, and 7.

The JMF shall be according to the requirements specified in Tables 2 and 3.

1150.04.01.01.01 Reclaimed Asphalt Pavement Proportions

The use of: a) Up to 15% by mass of RAP shall be permitted for HL 3, HL 3F, HL 4, and HL 4F surface course mixes. b) Up to 30% by mass of RAP shall be permitted for HL 4, HL 8, and medium duty binder mixes. c) Over 50% by mass of RAP is not permitted for any mix.

When 31 to 50% by mass of RAP is proposed for HL 4 or HL 8 binder mixes, written approval by the Contract Administrator shall be obtained for the mix design, including PGAC modification.

If the composition of the mix is modified by including RAP to exceed 20% by mass of the total mixture, but less than 40% by mass, both the high and low grade of the PGAC shall be lowered by 6 °C.

1150.04.01.02 Mix Design

1150.04.01.02.01 General

The mix design shall be the responsibility of the Contractor. The job-mix formula selected for use by the Contractor shall produce hot mix that is in accordance to all requirements specified in the Contract Documents.

1150.04.01.02.02 Mix Design Method

The Contractor shall use a laboratory that has current CCIL Type A Certification or AMRL equivalent certification or other equivalent certified laboratory acceptable to the Contract Administrator to conduct all mix designs, designate the mix proportions, and prepare the job-mix formula. For all mixes, except those that contain RAP, the mix design procedures and tests shall be in accordance to the Marshall Method in the Asphalt Institute Manual Series No. 2, MS-02, following the LS-261, LS-262, LS-263, LS-264, LS-265, and LS-283 tests and the requirements detailed herein. Mix design procedures for mixes that contain RAP shall be according to LS-307.

Page 4 Rev. Date: 11/2010 OPSS 1150 All mixes shall be designed using 75 blows per side of the test specimen with a manual compaction hammer or a mechanical equivalent to 75 blows per side of the test specimen with a manual compaction hammer.

The aggregate gradings used for the mix design may be gradings provided by the Contractor or the actual gradings of the mix design aggregate samples. However, when the mix is to be produced from a plant that returns fines to the mixture or the aggregate gradations change during production due to aggregate breakdown, appropriate adjustments shall be made to the mix design gradations.

When a mix contains additives and the source of asphalt cement changes from that used in the mix design, tests shall be re-done to verify the dosage of such additives.

RAP as processed and ready for use in a HMA shall be tested by the Contractor using test LS-282 or LS-292 to determine the average percentage asphalt cement and the average gradation for the extracted reclaimed asphalt pavement aggregates.

1150.04.01.02.03 Changes to the Job-Mix Formula and the Mix Design

Changes to the JMF shall be permitted when it has been determined that the mix properties specified in the Contract Documents are not being met. All changes are subject to the conditions specified below.

Changes to the material proportions based on process control test results shall be permitted without a new mix design, but further hot mix production shall be subject to conditions imposed by the Contract Administrator. In this situation, when the Contractor changes the JMF, the Contract Administrator shall review the revised JMF for conformance to the mix properties with the Contract requirements. Within 1 Business Day of the modified JMF being received in full by the Contract Administrator, the Contract Administrator shall provide in writing conditional permission to construct HMA or the reason why permission is being withheld.

A new mix design and mix designation documents and a new JMF shall be completed when: a) A material is eliminated. b) A new material is added. c) It is not possible to comply with the maximum permitted fine aggregate blending ratio. d) Changes to the material proportions have not resulted in correction of the problems with the mix. e) The net impact of all adjustments to the original JMF exceeds any of the maximum field adjustments specified in Table 8.

The new mix design, new JMF documents, and new samples, if required, for monitoring purposes shall be delivered to the Contract Administrator. The new mix design shall be accepted or rejected within 5 Business Days, which commence when all of the required samples and documents have been submitted.

1150.04.01.03 Anti-Stripping Additives

The Contractor shall determine the need for and the amount of anti-stripping additive required using LS-283.

The need for and the amount of anti-stripping additive required shall not be affected by any previous determination made with respect to the same or any other aggregate source.

Page 5 Rev. Date: 11/2010 OPSS 1150 Regardless of the hot mix type, the amount of liquid anti-stripping additive either specified in the Contract Documents or determined through mix design procedure shall be a percentage of the total asphalt cement required.

The amount of anti-stripping additive required shall be the greater of the: a) Amount required to provide a minimum of 70% retained stability, as determined by LS-283. b) Minimum dosage requirements outlined in the Owner's pre-qualified products list for asphalt aggregates.

Whenever an anti-stripping additive is required, the following applies: a) For all DFC mixes or other mixes consisting of more than 75% dolomitic sandstone or meta-arkose aggregates or combinations thereof, the anti-stripping additive shall be hydrated lime (Ca(OH)2) with a minimum dosage requirement of 1% by mass of the total dry aggregate. b) For all other combinations of aggregates, the anti-stripping additive may be hydrated lime or a chemical agent.

Anti-stripping additive shall be used according to supplier information. The following information on the hydrated lime anti-stripping additive shall be provided to the Contract Administrator: a) Documentation that the hot mix shall be produced in accordance to all requirements of the Contract. b) Amount of hydrated lime to be used as determined in the mix design procedures. c) Complete information on how the hydrated lime is to be used and how the hydrated lime is to be incorporated into the mixture. d) The amount of hydrated lime as a percentage of the mass of the aggregate.

1150.04.02 Submission Requirements

1150.04.02.01 Mix Design

A minimum of 10 Business Days prior to the start of the paving operation, the proposed mix design and JMF shall be submitted in writing to the Contract Administrator. The Contract Administrator shall provide in writing the permission to construct using the documentation referred to above or the reason why the permission is being withheld within 10 Business Days of submission of all the required samples and documents.

1150.04.02.01.01 Changes to the Job-Mix Formula and the Mix Design

When the Contractor changes the JMF, the revised JMF shall be submitted in writing to the Contract Administrator.

When the Contractor submits a new mix design, it must be accompanied by samples for monitoring purposes, if required; a Mix Design Report; and the supporting documents as detailed in the Documents clause of the Submission Requirements subsection.

1150.04.02.02 Samples for Monitoring Purposes

Representative samples of the materials to be used in the work shall be provided to the Contract Administrator at the same time that the mix design and JMF documents are submitted.

Page 6 Rev. Date: 11/2010 OPSS 1150 The samples shall be labelled with the Contract number, material type, material source, and date of sampling (i.e., yyyy-mm-dd). The samples of coarse aggregate, fine aggregate, and blending aggregates shall be identified.

Each material sample shall be packaged separately and the samples shall be in containers that are clean, closed, and shall not rupture when lifted or handled. Each filled sample container shall have a maximum mass of 25 kg.

The minimum sample quantities shall be as specified in Table 9.

1150.04.02.03 Documents

The Contract Administrator shall be provided with a copy of the mix design and JMF documents that shall be signed, dated, and certified correct by the person accountable for the engineering and management responsibility for the laboratory that conducted the work. When the Owner has a Bituminous Mix Design Report form, that form may be required along with other supporting documents. Information shall be provided in a legible manner. The documents shall include the following information, as a minimum: a) Contract number, item number, and mix type for which the mix design and JMF were completed and a description of the usage of the mix on the Contract. b) All test results, mix design work sheets, and graphs. c) Material proportions and sources, including the Owner’s Mineral Aggregate Inventory for the aggregate sources, when such information is available. The amount of RAP in per cent by mass and volumetric data shall also be included. d) Designation of the fine aggregate and the coarse aggregate. e) PGAC and source and per cent by mass of the required new asphalt cement. f) A graph of the temperature-viscosity relationship for the PGAC that is to be used in the mix shall be produced according to LS-261. g) Information on additives, including source, type, per cent by mass of asphalt cement, and test results according to LS-283, when anti-stripping tests are required. h) Information regarding fines that are returned to the mix, aggregate breakdown during production, and the resultant change in the aggregate gradations. i) For both coarse and fine aggregates, complete grading and volumetrics are required. j) The per cent air voids, Marshall flow, voids in mineral aggregate, and Marshall stability of the mixture selected and the mix design criteria to be met for each test. k) Graphs of the air voids, Marshall flow, voids in mineral aggregate, and Marshall stability of the mixture plotted against asphalt cement content. l) Aggregate absorptions. m) Bulk relative density and saturated surface dry density for each aggregate. n) Mix bulk relative density. o) Mix maximum relative density.

Page 7 Rev. Date: 11/2010 OPSS 1150 p) Mix maximum relative density and surface dry density, where applicable. q) Extracted bulk relative density, percentage asphalt cement, and gradation for the RAP used in the mix, when RAP is permitted for use. r) All visual observations made during the design process with particular attention and comments regarding stripping and coating for both the coarse and fine aggregates. s) The JMF. t) The mixing and compaction temperature used in the mix design and the compaction temperature of the reheated mixture to be employed in the testing of the production mix. u) The typical mix weight to produce a briquette with a height of 63.5 mm ± 1.5 mm.

1150.05 MATERIALS

1150.05.01 Asphalt Cement

Asphalt cement shall be performance graded asphalt cement according to OPSS 1101.

The supply and use of asphalt cement shall be as specified in the Contract Documents.

1150.05.02 Aggregates

Aggregates shall be according to OPSS 1003.

1150.05.02.01 Reclaimed Asphalt Pavement

RAP, when permitted in a HMA, shall be according to the aggregate requirements of OPSS 1003 for the mix type specified in the Contract Documents. Absorption, freeze thaw, and magnesium sulphate requirements do not apply to RAP.

RAP that is contaminated with deleterious material shall not be used and shall be removed from the work.

RAP shall be stockpiled conforming to the stockpiling requirements for coarse aggregates according to OPSS 1001, except when the material is stockpiled on a compacted granular pad, the top 75 mm of the pad shall be the coarse aggregate that is required for a new (virgin) mixture of the tendered hot mix item.

The use of RAP that is obtained from existing stockpiles that do not have a foundation conforming to the above paragraph shall be permitted, provided that the bottom 0.3 m of the stockpile is not incorporated into the work.

The ground surface under any working RAP stockpile shall be sloped at a minimum of 3% away from the load out point to promote drainage of the RAP.

RAP shall be processed to the maximum nominal size sieve for the HMA specified.

Process control sampling and testing of the RAP shall be as specified in the Contract Documents.

1150.05.03 Silicone

When added to the asphalt cement, silicone oil shall be less than five parts per million of asphalt cement.

Page 8 Rev. Date: 11/2010 OPSS 1150 1150.05.04 Filler

Filler shall be according to OPSS 1003.

1150.06 EQUIPMENT

1150.06.01 Requirements for all Mixing Plants

The equipment shall be such that the HMA produced shall meet this specification and shall demonstrate adequate control and documentation of the HMA materials, mixing temperature, and storage for monitoring and production purposes.

The recycle cold feed bin system shall be equipped with either a RAP gator or lump breaker to break up large chunks or a vibrating screen, maximum 37.5 mm square opening, to remove oversize pieces, or a combination of both.

When required by the Contract Administrator, all equipment shall be on the site and available for inspection before operations are commenced and during production operations.

1150.06.02 Truck Scales

Truck scales shall be according to the requirements of the Contract Documents.

1150.07 PRODUCTION

1150.07.01 General

The hot mix shall be produced to meet the submitted JMF or the adjusted JMF that was accepted in writing by the Contract Administrator.

The Contractor shall be responsible for the quality and characteristics of the mixture. If the hot mix produced does not meet the requirements of this specification, hot mix production shall stop and appropriate corrections shall be made to the process.

The Contractor is responsible for the process control and condition of all materials during the handling, blending, and mixing operations. The Contractor is responsible for determining and making all necessary adjustments in proportioning materials used to produce HMA to meet the Contract requirements.

1150.07.02 Operational Constraints

The JMF is the target to which the hot mix shall be compared to determine the acceptance of the aggregate gradation and asphalt cement. HMA shall not be placed until the Contract Administrator provides permission in writing to proceed with a submitted JMF.

The JMF shall remain in effect until the Contract Administrator receives any requested changes in writing and approves them.

1150.07.03 Handling of Materials

1150.07.03.01 Aggregate Stockpile Requirements

Before any production of the mixture is started, stockpiles of each size and gradation of aggregate shall be provided at the asphalt plant site. Each stockpile shall contain sufficient aggregate for one full Day's production of hot mix, before that Day's paving begins.

Page 9 Rev. Date: 11/2010 OPSS 1150 1150.07.03.02 Aggregates

1150.07.03.02.01 General

Aggregates shall be loaded into the cold feed bins in a manner that prevents the mixing of separate sizes of aggregates.

1150.07.03.02.02 Batch and Continuous Mixing Plants

When delivered to the mixing plant, the heated and dried aggregate shall be at a temperature consistent with proper mixing and laying of the mix. Surfaces of all dried aggregates shall be free of carbon or unburnt fuel oil.

1150.07.03.03 Anti-Stripping Additives

1150.07.03.03.01 Liquid Anti-Stripping Additives

Anti-stripping additive shall be handled and mixed with the asphalt cement according to the manufacturer's recommendations.

The Contractor shall provide the Contract Administrator with the following documentation: a) Verification that the chemical anti-stripping additive shall remain stable in the heated asphalt cement for a minimum of 4 Days. b) Type and dosage of anti-stripping additive used. c) Time, date (i.e., yyyy-mm-dd), and temperature when anti-stripping was added to the asphalt cement.

If the liquid anti-stripping additive is added to the asphalt cement at the refinery or asphalt cement depot, the Contractor shall provide the Contract Administrator with the above documentation in the form of a weighbill or bill of lading that accompanies each tanker of asphalt cement delivered.

If liquid anti-stripping additive is added to the asphalt tank at the hot mix plant, the liquid agent may be added to the asphalt tank by an in-line metering device or by another means, provided the above documentation is given to the Contract Administrator for each batch of asphalt cement to which anti- stripping agent is added.

If a liquid anti-stripping additive is not added to the asphalt tank, a continual record of the process for adding the additive shall be provided to the Contract Administrator in addition to the above documentation each time liquid anti-stripping additive is metered into the asphalt cement.

The Contract Administrator shall be provided with an approved statement of calibration for any metering device used to add the liquid anti-stripping additive.

1150.07.03.03.02 Hydrated Lime

When hydrated lime is added to the mix, it shall be added to all aggregates requiring an anti-stripping agent by one of the following methods: a) Hydrated lime slurry shall be homogeneously mixed with the aggregate in a pugmill or tumble mixer, prior to entering the asphalt plant. b) Hydrated lime shall be homogeneously mixed with wetted aggregate in a pugmill or tumble mixer, prior to entering the asphalt plant. The wetted coarse and fine aggregate shall have a sufficient moisture content to ensure uniform and complete adhesion of lime to the aggregate.

Page 10 Rev. Date: 11/2010 OPSS 1150 c) Hydrated lime shall be homogeneously mixed with the aggregate at the pit or quarry, prior to delivery of the limed aggregate to the hot mix plant.

Regardless of the mixing equipment or procedure used, the aggregate shall possess a uniform and homogeneous coating of hydrated lime. Aggregate treated with hydrated lime shall be used within the same construction season it is treated. Aggregate that was treated and stored from a previous construction season may only be used if the Contract Administrator agrees to a written proposal from the Contractor. The written proposal shall verify the effectiveness of the stored aggregate, indicate the sampling protocol used, and include the current test results from samples that indicate the aggregate meets the Contract requirements for retained stability.

1150.07.04 Preparation of the Mixture

Proportioning and mixing of materials shall be of sufficient accuracy and duration to produce a uniform homogeneous mixture in which all particles of the aggregate are thoroughly and uniformly coated.

The temperature of the mixture, except for RHM, as it is discharged from the mixer shall be controlled within the temperature range that corresponds to the PGAC manufacturer's recommending mixing temperature.

1150.08 QUALITY ASSURANCE

1150.08.01 General

The Contractor shall obtain for the Contract Administrator, within 1 Business Day of submission of request in writing, the right to enter upon the premises of any of the material manufacturers, suppliers, plants, laboratories, or equipment for purposes pertaining to the work, to carry out such inspection, sampling, and testing as specified or as requested by the Contract Administrator.

Page 11 Rev. Date: 11/2010 OPSS 1150 TABLE 1 Hot Mix Types

Hot Mix Type Abbreviation Summary of Hot Mix Use and Properties (Note 1) A dense-graded surface course mix with high frictional resistance for high volume roads. Aggregates have an identical gradation to HL 1 Dense Friction DFC aggregates with a maximum aggregate size of 16 mm. Premium Course 100% crushed aggregates are used for fine and coarse aggregates that are from the same source. (Note 2) A dense-graded surface course mix with a premium quality coarse aggregate. It is used on high volume roads and has a maximum Hot Laid 1 HL 1 aggregate size of 16 mm. Coarse aggregates are 100% crushed material. (Note 2) A sand mix used primarily as a levelling course on existing pavements or a surface course on low speed traffic areas requiring a thin overlay. Hot Laid 2 HL 2 It is also used to fill wide cracks and has 100% of the aggregate passing the 9.5 mm sieve size. A dense-graded surface course mix for intermediate volume roads Hot Laid 3 HL 3 with a maximum aggregate size of 16 mm. A dense-graded padding and levelling mix of high stability. The coarse aggregate conforms to the physical requirements of HL 3 with Hot Laid 3 HL 3HS a maximum aggregate size of 16 mm. The fine aggregate conforms to High Stability the same physical requirements as HDBC. Coarse and fine aggregates are 100% crushed material. A fine-graded mix used as a surface course where hand work is Hot Laid 3 HL 3F necessary for placement. It is also used on low volume roads, Fine driveways, boulevards, etc. The maximum aggregate size is 16 mm. A dense-graded mix used as a surface or binder course on low Hot Laid 4 HL 4 volume roads. The maximum aggregate size is 19 mm. A fine graded mix used as a surface course where hand work is Hot Laid 4 HL 4F necessary for placement. It is also used on low volume roads, Fine driveways, boulevards, etc. The maximum aggregate size is 19 mm. A coarse-graded binder course mix. The maximum aggregate size is Hot Laid 8 HL 8 26.5 mm. A binder course mix intended for use in locations where rutting and Medium Duty deformation is likely to occur due to frequent heavy traffic loading. A MDBC Binder Course minimum of 80% of the coarse aggregates must have two crushed faces and the maximum aggregate size is 26.5 mm. A high stability binder mix designed to provide superior resistance to Heavy Duty HDBC rutting. Both fine and coarse aggregates are 100% crushed material. Binder Course (Note 3) The maximum aggregate size is 26.5 mm. Notes:

1. Specification requirements for the RHM are identical to those of the new hot mixes.

2. As listed in the Owner's pre-qualified products list for coarse aggregates for HL 1, DFC, and fine aggregates for DFC.

3. HDBC is also known as HL 8HS.

Page 12 Rev. Date: 11/2010 OPSS 1150 TABLE 2 Gradation Requirements - Mix Design Criteria Percentage Passing by Dry Mass of Aggregates Sieves Mix Types mm µm 26.5 19.0 16.0 13.2 9.5 4.75 2.36 1.18 600 300 150 75 DFC and HL 1 100 98-100 75-90 (Note 1) 36-64 25-58 16-45 7-26 3-10 0.5 HL 2 100 85-100 70-90 50-75 30-55 15-55 5-16 3-8 HL 3 and 100 98-100 75-90 50-60 36-60 25-58 16-45 7-26 3-10 0-5 HL 3HS HL 3F 100 98-100 85-94 65-75 52-75 36-72 23-56 10-32 3-12 0-6 HL 4 100 98-100 83-95 62-82 45-60 27-60 16-60 8-47 4-27 1-10 0-6 HL 4F 100 98-100 90-98 80-92 65-80 52-80 36-72 21-56 10-32 3-12 0-6 HL 8 and 100 94-100 77-95 65-90 48-78 30-50 21-50 12-49 6-38 3-22 1-9 0-6 MDBC HDBC 100 94-100 77-95 65-90 48-78 (Note 2) 21-54 12-49 6-38 3-22 1-9 0-6 Notes:

1. HL 1 mix for use on facilities with a posted speed of less than 80 km/h shall contain a maximum of 60% by volume of the total aggregates passing the 4.75 mm sieve. The coarse aggregates used shall be approved for HL 1 and shall be listed in the Owner's pre-qualified product list.

HL 1 mix for use on facilities with a posted speed of 80 km/h or greater shall contain a maximum of 50% by volume of the total aggregates passing the 4.75 mm sieve. The coarse aggregates used shall be approved for HL 1 and shall be listed in the Owner's pre-qualified product list.

DFC mix shall contain from 50 to 55% by volume of the total aggregates passing the 4.75 mm sieve. The coarse and fine aggregates used shall be from the same source approved for DFC and listed in the Owner's pre-qualified product list.

2. HDBC shall contain from 35 to 52% by volume of the total aggregates passing the 4.75 mm sieve.

TABLE 3 Asphalt Cement Content - Mix Design Criteria % Asphalt Cement Content, Hot Mix Type minimum by mass of mixture HL 1, HL 3, and HL 4 5.0 DFC 100% Trap Rock Aggregate 4.8 100% Dolomitic Sandstone Aggregate 5.1 100% Meta-arkose 5.1 100% Gneiss 5.1 HL 2 6.0 HL 3F and HL 4F 5.5 HDBC, MDBC, and HL 8 4.7 HL 3HS 5.0

Page 13 Rev. Date: 11/2010 OPSS 1150 TABLE 4 Air Voids - Mix Design Criteria

Hot Mix Type % Air Voids

All mixes, except HL 2 Surface and DFC 4.0 ± 0.5

HL 2 Surface 5.0 ± 0.5

DFC 3.5 ± 0.3

TABLE 5 Marshall Flow - Mix Design Criteria

Minimum Marshall Flow: Units of 0.2 mm at 3.5% Air Voids

All mixes, except HL 2, HL 3F, and HL 4F 8

HL 2, HL 3F, and HL 4F 9

TABLE 6 Marshall Stability - Mix Design Criteria for All Paving Mixtures

Minimum Marshall Stability: N at 60 °C

Surface Course, except for HL 2, HL 3F, HL 4F, and HL 3HS 8,900 Binder, Levelling, and Padding Courses, except for HL 2, HL 3F, 8,000 HL 4F, HL 3HS, and HDBC HL 2, HL 3F, and HL 4F Surface Course 5,800

HL 2, HL 3F, and HL 4F Levelling and Binder Courses 4,400

HL 3HS and HDBC 12,000

Page 14 Rev. Date: 11/2010 OPSS 1150 TABLE 7 VMA Requirements - Mix Design Criteria Voids in Mineral Aggregate (VMA), % minimum (Note 1) Passing Nominal Maximum Particle Size Hot Mix Type 4.75 mm Sieve by 2.36 4.75 9.5 13.2 16.0 19.0 26.5 37.5 Mass mm mm mm mm mm mm mm mm 40% 13.5 13.0 12.5 11.5 11.0 All Mixes Except 45% 14.0 13.5 13.0 12.0 11.5 HL 2 and DFC 50% 14.5 14.0 13.5 12.5 12.0 (Note 2) 55% 15.0 14.5 14.0 13.0 12.5 60% 15.5 15.0 14.5 13.5 13.0 more than 21 18 16 16.0 15.5 15.0 14.0 13.5 60% HL 2 21.0 18.0 16.0 Notes:

1. The per cent voids in compacted mineral aggregate allowing for volume of absorbed asphalt, per cent VMA, is based on the nominal maximum particle size of the total aggregate. Nominal maximum particle size is the sieve next larger than the designated large sieve on which no more than 90% of the total aggregate is accumulatively passing.

2. The per cent voids in mineral aggregate and asphalt cement film thickness in DFC mix based on MS-02 shall be reported in the mix design.

TABLE 8 Permitted Field Adjustment to a Job-Mix Formula JMF Property Maximum Field Adjustment Asphalt cement content ± 0.2% Per cent RAP - 5.0% Per cent passing 26.5 mm, 19.0 mm, and 16.0 mm sieves ± 5.0% Per cent passing 13.2 mm and 9.5 mm sieves ± 4.0% Per cent passing 4.75 mm, 2.36 mm, and 1.18 mm sieves ± 3.0% Per cent passing 600 µm, 300 µm, and 150 µm sieves No limits Per cent passing 75 µm sieve ± 1.0%

Page 15 Rev. Date: 11/2010 OPSS 1150 TABLE 9 Minimum Sample Quantities for Mix Design Monitoring

Material Quantity

Asphalt cement 4 L evenly split between 2 containers

Aggregate 75 kg of each type

RAP 75 kg, required when RAP contained in the mix 5 kg, when the mix is to be produced with a plant Fines material passing 75 µm sieve that returns fines to the mixture Any other material samples including anti-stripping Quantity large enough to allow for a complete mix agents to be used in HMA design

Page 16 Rev. Date: 11/2010 OPSS 1150 Appendix 1150-A, November 2010 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

OPSS 1150 has been updated to include the requirements of OPSS 1149, Material Requirements; OPSS 1155, Medium Duty Binder Course Mix and sections of OPSS 1154, Hot Mix Containing Reclaimed Asphalt Pavement. Excluded from this specification are the previously covered Electrically Conductive Mix and Open Friction Course Mix.

The designer should specify the PGAC grade required for each HMA specified. The designer should be aware that high temperature PGAC grade adjustments may be required for facilities experiencing a high volume of heavy commercial traffic and a high frequency of slow moving or stop and start operations.

The designer may reduce mix stability requirements based on traffic volumes of less than 1,000 vehicles per lane or the fact that the facility type such as driveways, boulevards, and pathways may not require the Mix Marshall Stability specified. For mixes with reduced Marshall stability, Appendix 1150-B should be invoked by reference in the Contract Documents.

Based on local aggregate performance, the designer may reduce the 100% crushed requirement for HL 3HS. If so, Appendix 1150-C should be invoked by reference in the Contract Documents.

The designer should be aware that for low absorption aggregates, minimum asphalt cement contents may require adjustment.

The designer should specify the percentage of coarse aggregate in the HL 1 mix based on the posted traffic speed. A finer HL 1 mix allows more workability and may be more appropriate for use in urban areas. (Table 2)

The designer should be aware that RAP is permitted in all mixes except DFC, HL 1, HL 2, HL 3HS, and HDBC. (1150.04.01.01.01)

In this specification, HDBC and HL 3HS require 100% crushed aggregates from bedrock or oversize sources. The designer should specify in the Contract Documents where conditions require the aggregate to be only from an aggregate source.

When RAP is incorporated into the HMA, the designer should consider the grade of the PGAC according to the Ontario Superpave Implementation Committee current guidelines for use of PGAC in recycled hot mix.

RAP proportions permitted in this specification are based on standard practice for hot mix plants. If an Owner would like to encourage greater use of RAP, Appendix 1150-D may be invoked by reference in the Contract Documents. When greater RAP proportions are specified, it is recommended that the Owner carry out suitable acceptance testing as outlined in OPSS 1003.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 17 Rev. Date: 11/2010 OPSS 1150 Appendix 1150-B, November 2010 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Marshall Stability Design Criteria for Lower Traffic Volume Facilities

OPSS 1150, Hot Mix Asphalt, is amended as follows:

Table 6 is deleted in its entirety and replaced by the following:

TABLE 6 Marshall Stability - Mix Design Criteria for All Paving Mixtures Minimum Marshall Stability: N at 60 °C Surface Course, except for HL 2, HL 3F, and HL 4F 6,700 Binder, Levelling, and Padding Courses, except for HL 2, HL 3F, and HL 4F 5,800 HL 2, HL 3F, and HL 4F Surface Course 5,800 HL 2, HL 3F, and HL 4F Levelling and Binder Courses 4,400

Page 18 Rev. Date: 11/2010 OPSS 1150 Appendix 1150-C, November 2010 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Marshall Stability Design Criteria When 100% Crushed Requirement for the Aggregates Used in HL 3HS Do Not Apply

OPSS 1150, Hot Mix Asphalt, is amended as follows:

Table 6 is deleted in its entirety and replaced by the following:

TABLE 6 Marshall Stability - Mix Design Criteria for All Paving Mixtures Minimum Marshall Stability: N at 60 °C

Surface Course, except for HL 2, HL 3F, HL 4F, and HL 3HS 8,900

Binder, Levelling, and Padding Courses, except for HL 2, HL 3F, HL 4F, 8,000 HL 3HS, and HDBC

HL 2, HL 3F, and HL 4F Surface Course 5,800

HL 2, HL 3F, and HL 4F Levelling and Binder Courses 4,400

HDBC 12,000

HL 3HS 14,000

Page 19 Rev. Date: 11/2010 OPSS 1150 Appendix 1150-D, November 2010 FOR USE IN MUNICIPAL CONTRACTS, WHEN REFERENCED IN THE CONTRACT DOCUMENTS

Supplementary Requirements for Increased RAP Proportions in Municipal Contracts

OPSS 1150, Hot Mix Asphalt, is amended as follows:

1150.04.01.02 Reclaimed Asphalt Pavement Proportions

Clause 1150.04.01.02 is deleted in its entirety and replaced by the following:

The use of: a) Up to 20% by mass of RAP shall be permitted for HL 3, HL 3F, HL 4, and HL 4F surface course mixes. b) Up to 30% by mass of RAP shall be permitted for medium duty binder course mix. c) Up to 40% by mass of RAP shall be permitted for HL 4 and HL 8 binder mixes. d) Over 50% by mass of RAP is not permitted for any mix.

When 41 to 50% by mass of RAP is proposed for HL 4 or HL 8 binder mixes, written approval by the Contract Administrator shall be obtained for the mix design, including PGAC modification.

If the composition of the mix is modified by including RAP to exceed 20% by mass of the total mixture but less than 40% by mass, both the high and low grade of the PGAC shall be lowered by 6 °C.

Page 20 Rev. Date: 11/2010 OPSS 1150 ONTARIO PROVINCIAL METRIC STANDARD OPSS 1801 SPECIFICATION NOVEMBER 2014

MATERIAL SPECIFICATION FOR CORRUGATED STEEL PIPE (CSP) PRODUCTS

TABLE OF CONTENTS

1801.01 SCOPE

1801.02 REFERENCES

1801.03 DEFINITIONS

1801.04 DESIGN AND SUBMISSION REQUIREMENTS - Not Used

1801.05 MATERIALS

1801.06 EQUIPMENT - Not Used

1801.07 PRODUCTION

1801.08 QUALITY ASSURANCE

1801.09 OWNER PURCHASE OF MATERIAL

APPENDICES

1801-A Commentary

1801.01 SCOPE

This specification covers the requirements for all corrugated steel pipe products to be used for storm sewers, pipe culverts, and subdrains.

1801.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

Page 1 Rev. Date: 11/2014 OPSS 1801

1801.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

1801.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

CSA Standards

G401-14 Corrugated Steel Pipe Products

1801.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Certification Body means an independent 3rd party agency accredited by the Standards Council of Canada that has the qualifications, skills, and expertise required to confirm that a pipe manufacturer produces pipe products to the quality and requirements of an accepted standard and that has the mandate to certify the pipe products produced.

Certified means pipe products that have been marked with a certification body’s logo confirming that the production of the pipe product is in accordance with the quality and requirements of CSA G401.

Page 2 Rev. Date: 11/2014 OPSS 1801

Corrugated Steel Pipe Products means any one or any combination of the following products:

- round corrugated steel pipe with an end finish - corrugated steel pipe arch with an end finish - round structural plate corrugated steel pipe with an end finish - structural plate corrugated steel pipe arch with an end finish - round spiral rib pipe with an end finish - spiral rib steel pipe arch with an end finish - perforated corrugated steel pipe - corrugated steel pipe coupler bands with or without gasket - corrugated steel pipe end sections - corrugated steel pipe safety slope end treatments - corrugated steel pipe saddle branches

Delivered Quality means the pipe products’ physical condition upon arrival at the construction site in terms of the extent and degree of dents, scratches, cracks, pipe coating integrity, etc., that appear on the pipe products delivered.

1801.05 MATERIALS

1801.05.01 Corrugated Steel Pipe Products

Corrugated steel pipe products shall be according to CSA G401 and Appendix A of the same standard. Coating shall be galvanized, aluminized Type 2, thermoplastic polymer, or polymer laminated as specified in the Contract Documents.

1801.07 PRODUCTION

1801.07.01 Fabrication

The pipe diameter, wall thickness, coating, and type of all corrugated steel pipe products shall be as specified in the Contract Documents.

All corrugated steel pipe products used on the Contract shall be certified and supplied from a manufacturer that produces the corrugated steel pipe products according to CSA G401.

When the delivered quality of certified corrugated steel pipe products is deemed to be unacceptable by the Contract Administrator, the products shall be rejected.

1801.08 QUALITY ASSURANCE

1801.08.01 Inspection, Testing, and Record Keeping

Inspection, testing, and record keeping for corrugated steel pipe products shall be according to CSA G401.

1801.08.02 Markings

Certified corrugated steel round pipe and pipe arch and certified spiral rib round pipe and pipe arch shall be marked according to CSA G401, along with the logo of the certification body and name of the pipe manufacturer.

Page 3 Rev. Date: 11/2014 OPSS 1801

Certified structural plate corrugated steel pipe plate shall be marked according to CSA G401, along with the logo of the certification body and name of the pipe manufacturer.

Accepted certification body logos confirming certified corrugated steel pipe products shall be as shown in Figures 1 and 2.

1801.08.03 Certificate of Compliance

When requested by the Owner, the Contractor shall provide a certificate of compliance for subdrains and the corrugated steel pipe products used for eccentric loader assemblies to indicate that the product was produced and tested according to the appropriate specification requirements.

When requested by the Owner, the Contractor shall provide a copy of the certificate of compliance from the manufacturer for storm sewers and pipe culverts. The manufacturer’s certificate of compliance shall be issued by the certification body confirming that the manufacturer produces certified corrugated steel pipe products in accordance with CSA G401.

1801.09 OWNER PURCHASE OF MATERIAL

Measurement of corrugated steel pipe with corrugated steel coupler bands shall be by length in metres along the centreline of the pipe.

For measurement purposes, a count shall be made of all other corrugated steel pipe products.

Payment at the price specified in the purchasing order shall be for the supply of corrugated steel pipe with coupler bands and other corrugated steel pipe products delivered to the destination on the date and time specified.

The cost of all testing, except that performed in the Owner’s laboratory, shall be included in the price.

Page 4 Rev. Date: 11/2014 OPSS 1801

FIGURE 1 CSA Standards Certification Logo

FIGURE 2 Canadian Welding Bureau Certification Logo

Page 5 Rev. Date: 11/2014 OPSS 1801

Appendix 1801-A, November 2014 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The designer should specify the following in the Contract Documents:

- Coating type. (1801.05.01)

- Pipe diameter, wall thickness, coating, and type. (1801.07.01)

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

OPSD 800.010 Concrete Pipe Culvert and Sewer Extensions Using Corrugated Steel Pipe OPSD 800.011 Concrete Rigid Frame Box and Open Culvert Extensions Using Corrugated Steel Pipe OPSD 801.010 Cut End Finish, Circular Pipe and Pipe-Arch Corrugated Steel Pipe OPSD 801.020 End Section Details, Corrugated Steel Pipe OPSD 801.030 Bevel Details, Circular and Pipe-Arch Structural Plate, Corrugated Steel Pipe OPSD 801.040 Culvert and Sewer Safety Slope End Treatment, Notes and Tables OPSD 801.041 Culvert and Sewer Safety Slope End Treatment, Assembly Details OPSD 801.042 Culvert and Sewer Safety Slope End Treatment, Connection Details OPSD 801.043 Culvert and Sewer Safety Slope End Treatment, Installation Details OPSD 805.010 Height of Fill Table, Round Corrugated Steel Pipe and Structural Plate Corrugated Steel Pipe OPSD 805.020 Height of Fill Table, Corrugated Steel Pipe-Arch and Structural Plate Corrugated Steel Pipe-Arch OPSD 805.030 Height of Fill Table, Spiral Rib Round Pipe OPSD 805.040 Height of Fill Table, Spiral Rib Pipe-Arch OPSD 922.401 Energy Attenuator, End Treatment, Eccentric Loader Terminal System, Component - Loader Assembly

Page 6 Rev. Date: 11/2014 OPSS 1801

ONTARIO PROVINCIAL METRIC STANDARD OPSS 1860 SPECIFICATION APRIL 2012

MATERIAL SPECIFICATION FOR GEOTEXTILES

TABLE OF CONTENTS

1860.01 SCOPE

1860.02 REFERENCES

1860.03 DEFINITIONS

1860.04 DESIGN AND SUBMISSION REQUIREMENTS

1860.05 MATERIALS

1860.06 EQUIPMENT - Not Used

1860.07 PRODUCTION

1860.08 QUALITY ASSURANCE

1860.09 OWNER PURCHASE OF MATERIAL

APPENDICES

1860-A Commentary

1860.01 SCOPE

This specification covers the material requirements for geotextiles.

1860.01.01 Specification Significance and Use

Use of this specification or any other specification shall be according to the Contract Documents.

1860.01.02 Appendices Significance and Use

Appendices are not for use in provincial contracts as they are developed for municipal use, and then, only when invoked by the Owner.

Page 1 Rev. Date: 04/2012 OPSS 1860 Appendices are developed for the Owner’s use only.

Invoking a particular appendix does not obligate an Owner to use all available appendices. Only invoked appendices form part of the Contract Documents.

1860.02 REFERENCES

This specification refers to the following standards, specifications, or publications:

ASTM International

D 4355-07 Standard Test Method for Deterioration of Geotextiles by Exposure to Light, Moisture and Heat in a Xenon Arc Type Apparatus D 4873-02 (2009) Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples D 6241-04 Standard Test Method for Static Puncture Strength of Geotextiles and Geotextile- Related Products Using a 50 mm Probe

Canadian General Standards Board (CGSB)

4.2 No. 11.1-94 Textile Test Methods - Bursting Strength - Diaphragm Pressure Test 4.2 No. 12.2-00 Textile Test Methods - Tearing Strength-Trapezoid Method 148.1 No. 1-94 Methods of Testing Geosynthetics - Geotextiles - Sampling and Preparation of Test Specimens 148.1 No. 4-94 Methods of Testing Geosynthetics - Geotextiles - Normal Water Permeability Under No Compressive Load 148.1 No. 7.3-92 Methods of Testing Geotextiles and Geomembranes - Grab Tensile Test for Geotextiles 148.1 No. 10-94 Methods of Testing Geosynthetics - Geotextiles - Filtration Opening Size

Page 2 Rev. Date: 04/2012 OPSS 1860 Bureau De Normalisation Du Québec (BNQ)

BNQ 7009-910 Geotextiles - Quality of Geotextiles Used in Road Engineering - Certification Protocol

1860.03 DEFINITIONS

For the purpose of this specification, the following definitions apply:

Duplicate Samples means two samples taken at the same time and location, one to be used for quality assurance testing and the other for referee testing.

Filtration Opening Size (FOS) means the opening size of a geotextile in microns corresponding to 95% by mass particle diameter passing through the geotextile in the hydrodynamic sieving test CAN/CGSB 148.1, Method No. 10.

Geosynthetic means a synthetic material used in geotechnical engineering applications. Geosynthetics may include such items as geotextiles, geomembranes, geocells, geogrids, geonets, and geocomposites.

Geotextile means a permeable synthetic textile material that is used in association with foundation, soil, rock, earth, or other geotechnical related material for one or more of the following functions: separation, filtration, drainage, or protection. They may be woven, non-woven, or knitted.

Minimum Average Roll Value (MARV) means the average value minus two standard deviations of a given property established by the manufacturer during production. The average roll value for a given property must meet or exceed this value.

Quality Assurance (QA) means a system or series of activities carried out by the Owner to ensure that materials received from the Contractor meet the specified requirements.

Quality Control (QC) means a system or series of activities carried out by the Contractor, Subcontractor, supplier, and manufacturer to ensure that materials supplied to the Owner meet the specified requirements.

Referee Testing means testing of a material attribute for the purpose of resolving acceptance issues at the request of the Contractor or the Owner.

1860.04 DESIGN AND SUBMISSION REQUIREMENTS

1860.04.01 Submission Requirements

Prior to the use of geotextile in the Work, a certificate from the manufacturer stating the name of the manufacturer, product name, style number, chemical composition, and other pertinent information to fully describe the geotextile as evaluated under the manufacturer's QC program shall be submitted to the Contract Administrator. The certificate shall identify the name of the supplier of the geotextile covered pipe or tubing. A person having legal authority to bind the manufacturer or supplier shall attest to this certificate.

Upon request, documentation describing the manufacturer's QC program shall be made available to the Contract Administrator.

The above requirements are waived for geotextiles certified according to BNQ 7009-910.

Page 3 Rev. Date: 04/2012 OPSS 1860 1860.05 MATERIALS

Geotextile fibre or yarn shall be composed of at least 95% by mass of polypropylene, polyethylene, polyester, or other synthetic polymers, excluding polyamides.

Geotextiles shall contain stabilizers or inhibitors, if necessary, to make the filaments resistant to deterioration by excessive ultraviolet (UV) light and heat exposure. Geotextiles shall be resistant to acid and alkali action and shall be unaffected by micro-organisms and insects.

1860.07 PRODUCTION

1860.07.01 Woven Geotextiles

Woven geotextiles shall be produced by interlacing two or more sets of filaments, yarns, fibres, film, tape, or other elements in such a way that the elements pass each other, essentially at right angles and with one set of elements parallel to the fabric axis. The edge of woven geotextiles shall be finished to prevent the outer yarn from pulling away.

1860.07.02 Non-Woven Geotextiles

Non-woven geotextiles shall consist of a manufactured sheet, web, or batt of directionally or randomly oriented fibres, filaments, or other elements produced by bonding or interlocking the elements by mechanical, thermal, or chemical means.

1860.07.03 Knitted Sock Geotextiles

Knitted sock geotextiles shall be produced by interlooping one or more yarns, fibres, or filaments in a continuous tube. Knitted sock geotextiles are suitable only for wrapping of subdrain pipe.

1860.07.04 Seams

When sections of geotextile are joined by sewing, the seam strength shall be at least 90% of the minimum Grab tensile strength requirement for the class of geotextile specified in the Contract Documents or purchasing order.

Seams of the geotextile shall be sewn with thread meeting the material requirements for the geotextile or shall be bonded by thermal or chemical means.

1860.07.05 Physical Requirements

1860.07.05.01 Woven and Non-Woven Geotextiles

Woven and non-woven geotextiles are classified as either Class I or Class II and shall meet the physical requirements shown in Table 1.

1860.07.05.02 Knitted Sock Geotextiles

Knitted sock geotextiles shall meet the physical property requirements shown in Table 2.

1860.07.05.03 Silt Fence

Geotextiles for silt fence shall be woven or non-woven and shall meet the physical property requirements shown in Table 3.

Page 4 Rev. Date: 04/2012 OPSS 1860 1860.07.06 Protection During Shipment and Storage

Geotextiles shall be protected against excessive UV exposure and contamination from dirt, dust, moisture, and any other deleterious materials, until they are installed. All geotextiles shall be wrapped in an opaque protective covering from the time of manufacture to the time of installation. The geotextiles and protective wrapping shall be free of tears and punctures upon delivery to the work.

Geotextiles intended to be covered by soil, rock, earth, or other materials shall not be exposed to direct sunlight for more than 72 hours following the removal of the protective wrap.

Geotextiles shall be protected from temperatures greater than 60 °C.

1860.07.07 Identification

Each roll of geotextile or geotextile covered pipe or tubing shall be clearly marked according to ASTM D 4873 with a permanently legible identification tag or label on the protective wrap or the inner core or affixed to the geotextile covered pipe or tubing. Product labels shall show the name of the manufacturer or supplier, product number, type, Class, roll number, and date of manufacture. This requirement is waived for certified geotextiles bearing the distinctive BNQ labels and identification affixed to geotextile rolls and covering according to BNQ 7009-910.

1860.08 QUALITY ASSURANCE

1860.08.01 General

When the Owner has elected to carry out QA testing to ensure that material used in the Work is in accordance to the requirements of this specification, the following samples shall be tested according to the methods identified in Tables 1, 2, or 3, as applicable: a) For Class I or II geotextile, one sample per 10,000 m2 of installed product. b) For knitted sock geotextile, one sample per 10,000 m of installed subdrain pipe wrapped with knitted sock geotextile. c) For temporary silt fence geotextile, one sample per 10,000 m of silt fence barrier installed.

When the quantity of geotextile is less than the lot size specified above, a minimum of one QA sample per geotextile type shall be tested to verify the material meets the requirements of this specification.

The Contract Administrator shall be allowed access to all sampling locations and reserves the right to request a QA sample at any time without notice to the Contractor. Testing shall be carried out at a laboratory designated by the Owner. The Owner will be responsible for all costs associated with QA testing.

1860.08.02 Sampling

Sampling shall be according to CAN/CGSB 148.1, Method No. 1. QA sampling shall be carried out by the Contractor in the presence of the Contract Administrator.

All QA samples shall be duplicate samples. One of the samples shall be randomly selected for testing by the QA laboratory and the remaining samples shall be retained by the QA laboratory for possible referee testing.

Page 5 Rev. Date: 04/2012 OPSS 1860 Each portion of the duplicate sample shall be full roll width and a minimum of 3 continuous metres in length in the machine direction. For temporary silt fence geotextile attached to wooden stakes, samples shall consist of continuous sections including the stakes. The stakes shall be cut flush with the edge of the silt fence geotextile material.

All geotextiles samples shall be dry, free of damage, dust, or other contamination.

Each portion of the duplicate sample shall be rolled and placed into separate suitable UV-protective containers (e.g., sealed cardboard box or opaque plastic bag). Wet or moist geotextile samples shall be allowed to dry completely in a protected place away from direct sunlight prior to packaging. If a rolled sample is too large to fit within the UV-protective container, it may be folded with a minimum number of folds. Where security bags and seals are required, each UV-protective container shall fit within a separate security bag.

Each portion of the duplicate sample shall be accompanied by a copy of the roll label or identification tag, as well as the appropriate contract-related information and testing requirements. All such information shall be placed in a moisture-proof envelope directly attached to each UV-protective container. Each container shall then be placed in a separate security bag and sealed by the Contract Administrator.

1860.08.03 Acceptance

When QA testing has been carried out, QA test results shall be used for acceptance purposes.

1860.08.04 Referee Testing

When QA test results do not meet the requirements of this specification, the Contractor has the option of invoking referee testing of the test result that failed to meet the requirements. The Contractor shall notify the Contract Administrator in writing invoking this option within 2 Business Days following notification of unacceptable material. The notification shall include the material and specific attribute or attributes for which the referee testing is being requested.

The Owner shall select a referee laboratory within 3 Business Days following the Contractor's notification to invoke referee testing. The Contract Administrator shall deliver referee samples to the referee laboratory. If referee materials are not available, the Contractor shall be responsible for obtaining and submitting new samples to the referee laboratory from a location to be decided by the Contract Administrator. The Contract Administrator shall be present to witness the sampling.

The Contractor may observe the testing at no cost to the Owner. The Contract Administrator shall notify the Owner and Contractor a minimum of 3 Business Days in advance of the date of referee testing. Provided that such notice was given, referee testing shall be carried out regardless of the absence of observers.

Observers shall follow the referee laboratory protocols for access to the premises and testing equipment and shall not unnecessarily impede the progress of the testing. Observers shall be permitted to validate samples identification and view sample condition. Subject to safety requirements, test method, and equipment limitations, they shall also be permitted to observe test procedures, take notes, view equipment readings, and review completed work sheets while in attendance.

Concerns with sample condition or sample identification shall be made known prior to commencement of the referee testing. Comments on deviations from the applicable test method shall be made at the time of testing. Unresolved concerns shall be specific in nature and submitted in writing to the laboratory's designated representative and other observers at the time of testing.

Referee test results shall be binding on both the Owner and the Contractor.

Page 6 Rev. Date: 04/2012 OPSS 1860 When a referee test result shows that the material does not meet the physical requirements of this specification, the material represented by the test result, including material in the Work, shall not be accepted.

When a referee test result shows that the materials are in accordance with the physical requirements of this specification, the material represented by the sample shall be accepted.

The Owner shall be responsible for the cost of referee testing, provided the referee test results show that the geotextile meets the applicable requirements of this specification. Otherwise, the Contractor shall be responsible for the costs.

1860.09 OWNER PURCHASE OF MATERIAL

1860.09.01 General

Geotextiles supplied to the Owner under this specification shall be of the type, Class, and FOS range specified in the purchasing order. Material not meeting the requirements of the specification may be rejected by the Owner.

1860.09.02 Measurement and Payment

Payment at the price specified in the purchasing order in square metres shall be for the supply of geotextiles delivered to the destination on the date and time specified.

Rejected material shall be replaced at no extra cost to the Owner.

Page 7 Rev. Date: 04/2012 OPSS 1860 TABLE 1 Physical Requirements for Woven and Non-Woven Geotextiles

Geotextile Class

Class I Class II Non- Non- Property Test Method Unit Woven Woven Woven Woven Tensile strength, N 800 330 1100 660 MARV, minimum CAN/CGSB 148.1, Elongation at Method No. 7.3 % <25 >50 <25 >50 break, typical Tear strength, CAN/CGSB 4.2, N 300 180 400 250 MARV, minimum Method No. 12.2 Puncture strength, ASTM D 6241 N 1650 990 2200 1375 MARV, minimum Permittivity, CAN/CGSB 148.1, s-1 0.05 minimum Method No. 4 Filtration opening CAN/CGSB 148.1, As specified in the Contract Documents μm size (FOS), typical Method No. 10 or purchasing order Ultraviolet stability, ASTM D 4355 % 50% retained tensile strength at 500 hours minimum

TABLE 2 Physical Requirements for Knitted Sock Geotextiles

Acceptance Laboratory Test Test Method Requirements

Mullen Diaphragm Burst Strength, CAN/CGSB 4.2, Method No. 11.1 600 minimum, kPa

FOS, maximum, μm CAN/CGSB 148.1, Method No. 10 500

Permittivity, minimum, s-1 CAN/CGSB 148.1, Method No. 4 2.75

Page 8 Rev. Date: 04/2012 OPSS 1860 TABLE 3 Physical Requirements for Temporary Silt Fence Geotextiles Unsupported Silt Fence Supported Silt Property Test Method Unit Fence Woven Non-Woven

Maximum post spacing - m 1.2 2.0 1.2

Tensile strength, MARV, N 400 500 minimum CAN/CGSB 148.1, Method No. 7.3 Elongation at break, % -- <15 >50 typical

CAN/CGSB 148.1, -1 Permittivity, minimum 0.05 Method No. 4 s

Filtration Opening Size CAN/CGSB 148.1, μm 500 (FOS), maximum Method No. 10

Ultraviolet stability, ASTM D 4355 % 70% retained tensile strength at 500 hours minimum

Page 9 Rev. Date: 04/2012 OPSS 1860 Appendix 1860-A, April 2012 FOR USE WHILE DESIGNING MUNICIPAL CONTRACTS

Designer Action/Considerations

The Owner should specify the following in the purchasing order:

- Class, type (e.g., woven or non-woven), and FOS range of the geotextile. (1860.09.01)

The designer may consider reducing the sampling frequency for larger quantities of geotextile. (1860.08.01)

The designer should be aware that higher strength materials than those specified in Table 1 are available for specific applications.

The designer should ensure that the General Conditions of Contract and the 100 Series General Specifications are included in the Contract Documents.

Related Ontario Provincial Standard Drawings

No information provided here.

Page 10 Rev. Date: 04/2012 OPSS 1860