CONTRACT DESIGN, ESTIMATING AND DOCUMENTATION … · Bulking Factor means the ratio of the volume...

CONTRACT DESIGN, ESTIMATINGANDDOCUMENTATION(CDED)

VOLUME 2B

DESIGN AND CONTRACT STANDARDS OFFICE ISSN 2291-0298 (2-VOLUME SET)

© Copyright Queen’s Printer for Ontario 2015 Reproduced With Permission

May 2013 Page 1 of 1 SSP 201F01

CLEARING - Item No.

CLOSE CUT CLEARING - Item No.

Special Provision No. 201F01 May 2013

Amendment to OPSS 201, November 2011

Salvage of Trees

201.07 CONSTRUCTION

201.07.01 General

Subsection 201.07.01 of OPSS 201 is amended by deleting the first 2 paragraphs and replacing them with the following: Trees measuring 150 mm or more in diameter, measured 1.0 m above ground and located between the stations listed below, shall be cut, salvaged for the property seller adjacent to and between the stations listed, and stacked outside and adjacent to the right-of-way (R.O.W.) as noted in the table below: * Designer Fill-in - See Notes to Designer

Area # Highway/ Roadway

Stations Offset Left

Offset Right

Description

Such trees shall be limbed and cut into lengths not exceeding 5.0 m. Cut trees shall not be stacked in or transported through environmentally sensitive areas as identified in the Contract Documents.


CLEARING - Item No.

CLOSE CUT CLEARING - Item No.



Marketable Timber from Crown Lands

201.07 CONSTRUCTION

201.07.01 General

Subsection 201.07.01 of OPSS 201 is amended by deleting the third paragraph and replacing it with the following: All timber cut from Crown Lands under this Contract shall become the property of the Contractor; however, the Contractor shall provide any timber licensees identified below, an opportunity to purchase cut timber. The Ministry of Natural Resources has estimated the volume of marketable timber available from Crown Lands to be approximately that shown below: *Designer Fill-in - See Notes to Designer The holders of timber licences affected by this contract are as follows: ** Designer Fill-in - See Notes to Designer Any timber not purchased by a licensee shall be hauled clear of Crown Lands by the Contractor and managed as specified elsewhere in the Contract Documents.

ROCK EXCAVATION, GRADING – Item No. Special Provision No. 206F04 December 2014 Amendment to OPSS 206, November 2014 Bulking Factor for Shale 206.03 DEFINITIONS Section 206.03 of OPSS 206 is amended by deleting the definition for Bulking Factor in its entirety and replacing it with the following: 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, except for shale. For rock excavation quantities identified as shatter, the bulking factor shall be 0.35. For shale, the bulking factor shall be [* Designer Fill-in, See Notes to Designer]. 206.07.04.01 Measurement of Rock Surplus Clause 206.07.04.01 of OPSS 206 is amended by deleting the third paragraph in point a) in its entirety and replacing it with the following: 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, except for shale. For shale, the conversion factor shall be [**Designer Fill-in, See Notes to Designer] m³/tonne. Clause 206.07.04.01 of OPSS 206 is further amended by deleting the second paragraph in point c) in its entirety and replacing it with the following: 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, except for shale. For shale, the conversion factor shall be [** Designer Fill-in, See Notes to Designer] m³/tonne.

December 2014 Page 1 of 1 SSP 206F04

EARTH EXCAVATION, GRADING - Item No. Special Provision No. 206F06 December 2014 Amendment to OPSS 206, November 2014 206.07.03.01 Earth Excavation - Grading 206.07.03.01.01 General Sub-section 206.07.03.01.01 of OPSS 206 is amended by the addition of the following paragraph: The work shall also include the excavation and removal of pavement, treated base, concrete base, prime, surface treatment, and mulch pavements, including any buried layers of these materials, at the following locations: * Designer Fill-in, See Notes to Designer


RENTAL OF SWAMP EXCAVATION EQUIPMENT, DRAGLINE - Item No. RENTAL OF SWAMP EXCAVATION EQUIPMENT, HYDRAULIC BACKHOE - Item No. GEOTEXTILE FOR SWAMP TREATMENT - Item No. Special Provision No. 209F01 December 2014 Amendment to OPSS 209, November 2014 209.03 DEFINITIONS Section 209.03 of OPSS 209 is amended by the addition of the following definition: Hydraulic Backhoe Reach means the distance from the bottom of the tracks to the tip of the bucket teeth when measured vertically with the bucket at the lowest point of the bucket swing path. 209.06 EQUIPMENT 209.06.01 Rented Swamp Excavator Subsection 209.06.01 of OPSS 209 is deleted in its entirety and replaced by the following: The type of swamp excavator equipment shall be as specified in the Contract Documents. All buckets shall be suitable for swamp excavation. Dragline minimum operating weight shall be determined using the manufacturer’s standard operating dragline configuration, boom length, counterweights and manufacturer’s specified bucket. The minimum size and requirements of the excavator(s) shall be: * Designer Fill-in - See Notes to Designer 209.07 CONSTRUCTION 209.07.03 Excavation Method Subsection 209.07.03 of OPSS 209 is deleted in its entirety and replaced with the following: The work shall include the excavation of all material, except rock from within the limits specified in the Contract Documents and the handling, placing, shaping, trimming and hauling of excavated material. Excavation shall be to the full width and full depth. The excavation and backfilling shall be a controlled operation and carried out simultaneously. Excavated material shall be placed clear of the sides of the embankment limits and any drainage facilities. 209.07.06 Management of Excess Material Subsection 209.07.06, of OPSS 209 is deleted in its entirety and replaced with the following:

December 2014 Pg. 1 of 3 SSP 209F01

209.07.06 Management of Excavated Swamp Material Management of excess material shall be according the Contract Documents. Material resulting from the operation of the swamp excavation equipment shall be managed as follows: ** Designer Fill-in - See Notes to Designer Manufactured products are not to be used in the right-of-way. Excavated swamp material shall be used as much as possible within the right-of-way adjacent to an embankment and conforming to standard right-of-way offset. This shall be done by widening embankments, flattening side slopes, and constructing modified cross-sections as specified in the Contract Documents. Such material shall be trimmed to provide smooth contours and to provide drainage. The volume of excavated material to be used within the Contract limits or designated areas shall be as specified in the Contract Documents. 209.09 MEASUREMENT FOR PAYMENT 209.09.01.02 Rental of Swamp Excavation Equipment Clause 209.09.01.02 of OPSS 209 is amended by deleting the first sentence and replacing it with the following: Measurement shall be by time in hours that the equipment is in effective operation. The equipment shall not be considered in effective operation when there are no trucks ready for loading, when hauling is required. 209.09.01.04 Geotextile Clause 209.09.01.04 of OPSS 209 is amended by deleting the title and replacing it with the following: Geotextile for Swamp Treatment. 209.10 BASIS OF PAYMENT Subsection 209.10.02of OPSS 209 is deleted in its entirety and replaced with the following: 209.10.02 Rental of Swamp Excavation Equipment, Dragline – Item Rental of Swamp Excavation Equipment, Hydraulic Backhoe – Item Payment at the Contract price for the above items shall be full compensation for furnishing and operating the minimum size equipment specified, including mats when necessary, for the excavation. Payment for drainage of water in swamps prior to excavation is included in these tender items unless otherwise specified elsewhere in the Contract Documents. When the Contract Administrator approves the use of larger equipment, the Contract price per hour will be adjusted by adding to the Contract price the difference between the rate set out in the Contract Documents for the minimum size equipment specified and the rate set out in the Contract Documents for the larger equipment to be employed. Where the standard operating weight for the equipment falls between increments and listed categories shown in the Contract Documents the lower rate shall apply. No interpolation between


categories of standard operating weights will be made to determine payments. When larger equipment is approved for use, the estimated hours of swamp excavation equipment rental will be adjusted down by the Contract Administrator. Payment shall be made only for the time in which the equipment is in effective operation. 209.10.04 Select Subgrade Material – Item Geotextile – Item Subsection 209.10.04 of OPSS 209 is amended by deleting the title and replacing it with the following: Select Subgrade Material – Item Geotextile for Swamp Treatment – Item 209.10.05 Management of Swamp Material Excavated by Equipment Rental Subsection 209.10.05 of OPSS 209 is deleted in its entirety and replaced with the following: All costs associated with the management of material, except trucking, are deemed to be included in the Contract unit price for rental of swamp excavation equipment.


January 2014 Page 1 of 1 SSP 212F01

EARTH BORROW - Item No

Special Provision No. 212F01 January 2014


212.05 MATERIALS

212.05.01 Earth Borrow

Subsection 212.05.01 of OPSS 212 is amended by the addition of the following clause:

212.05.01.01 Fly Ash

Fly ash materials shall be accepted as earth borrow.

Ontario Power Generation shall be contacted to arrange acquisition of the fly ash material from the following

source(s):

* Designer Fill-in – See Notes to Designer

212.07 CONSTRUCTION

212.07.01 General

Subsection 212.07.01 of OPSS 212 is amended by the addition of the following clause:

212.07.01.01 Earth Borrow with Fly Ash

Fly ash shall be placed according to earth borrow construction requirements and the following:

a) Fly ash shall not be mixed with earth material.

b) Fly ash shall be placed on a drainage bed constructed to the full width of the embankment and to a depth

of ** Designer Fill-in – See Notes to Designer

c) The drainage bed shall be constructed of the following material:

*** Designer Fill-in – See Notes to Designer

d) Fly ash shall be covered with a minimum cover of earth of **** Designer Fill-in – See Notes to Designer

212.10 BASIS OF PAYMENT

212.10.01 Earth Borrow - Item

Subsection 212.10.01 of OPSS 212 is amended by the addition of the following:

Granular material used to construct a drainage bed under fly ash shall be paid for at the Contract price for the

appropriate granular item.

RENTAL OF MOTOR GRADER - 4,500 kg MINIMUM OPERATING WEIGHT - Item No. RENTAL OF MOTOR GRADER - 10,500 kg MINIMUM OPERATING WEIGHT - Item No. RENTAL OF BACKHOE - TELESCOPIC BOOM CARRIER MOUNTED, REMOTE CONTROL, 18,000 kg MINIMUM OPERATING WEIGHT - Item No. RENTAL OF HYDRAULIC BACKHOE - RUBBER TIRE WITH WRIST ACTION BUCKET, 0.5 m3 - 12,000 kg - Item No. RENTAL OF HYDRAULIC BACKHOE - CRAWLER MOUNTED, 20,000 kg MINIMUM OPERATING WEIGHT - Item No.


Use of Rental Equipment

The specified units of equipment and other required labour for the above tender items shall be provided at the contract prices per hour to: * **DESIGNER'S OPTION All costs associated with the management and disposal of materials are deemed to be included in the contract unit prices for rental of equipment. Material resulting from the operation of the above equipment shall be managed and disposed *** ----------------------------------------------------------------------------------------------------------------------------- Payment shall be made only for the time in which the equipment is in effective operation.


April 2014 Page 1 of 1 SSP 299F02

DRILL AND BLAST ROCK IN DITCHES - Item No.

Special Provision No. 299F02 April 2014

CONSTRUCTION SPECIFICATION FOR DRILLING AND BLASTING ROCK IN DITCHES

1.0 SCOPE

This specification covers the requirements for the drilling and blasting of rock in ditches.

2.0 REFERENCES – Not Used

3.0 DEFINITIONS – Not Used

4.0 DESIGN AND SUBMISSION REQUIREMENTS – Not Used

5.0 MATERIALS – Not Used

6.0 EQUIPMENT – Not Used

7.0 CONSTRUCTION

A row of holes shall be drilled and blasted along the ditch alignment at the locations specified in the Contract

Documents. The spacing of the drill holes shall not exceed * mm centre to centre. The depth of the holes shall

be a minimum of ** mm and a maximum of ** mm.

8.0 QUALITY ASSURANCE – Not Used

9.0 MEASUREMENT FOR PAYMENT

Measurement for payment shall be the horizontal length in metres along the alignment of the drill holes from

centre to centre and shall commence * mm in advance of the first hole and continue * mm beyond the last

hole.


10.01 Drill and Blast Rock in Ditches - Item

Payment at the Contract price for the above item shall be full compensation for all labour, Equipment, and

Materials to do the work.

All material requiring removal shall be paid and managed according to the Contract Documents.

ROCK BOLTING - Item No.

Special Provision No. 299S07 December 2001

Scope

Work under this item is for the pinning of rock blocks that are to be stabilized in situ without being removed. Construction

Install fully resin-grouted, hot-dip galvanized rockbolts at locations shown in the contract package and as directed by the Contract Administrator. The rockbolts are to consist of 3.0 m long 25 mm diameter (minimum) ribbed bar, rebar grade (minimum yield strength 400 MPA), threaded at one end and provided with a 100 mm square faceplate 9.4 mm thick nut and beveled or spherical washers to allow some tensioning with the faceplate fully in contact with the rock or shotcrete surface while rotated at angles of +30 deg. from perpendicular to the bolt. Drill the rockbolt holes at the diameter recommended by the resin supplier for the sizes of bolt and cartridge, and in a direction angled slightly downward to connect the basal planes or as otherwise directed by the Contract Administrator. Drill to a measured depth so that when bolts are fully inserted in the completed drill hole they extend from the rock or shotcrete surface by 70 mm (+20 mm). Clean the holes using compressed air from the drill or a compressed air blowpipe, min. 500 cfm. Insert sufficient polyester resin cartridges to ensure bond along the full length of hole with some overflow of resin, then insert and spin home the rockbolt in accordance with the resin supplier’s installation instructions. Face plate, washer, and nut shall be pneumatically fastened (air track or hand tool) to provide for full contact of the faceplate with the bearing surface and nominal tensioning of the rock bolt. Grout shall be furnished in cartridges containing an epoxy resin and its catalyst with a nominal gel time of 15 minutes (maximum). The fully cured grout shall have a minimum compressive strength of 50 MPa and a minimum tensile strength of 15 MPa. Resin with an expired shelf life will not be accepted. Corrosion protection (approved by the Contract Administrator) is to be applied to all exposed surfaces not already protected. Where rock bolts are inserted into horizontal and inclined holes in a vertical face, the Contractor shall maintain bolts in position during the setting of the anchoring agent and shall prevent the loss of anchoring agent from the holes. Each rockbolt not fully bonded (drill hole not completely filled with hardened resin) or which protrudes by an amount greater or less than the specified amount is to be replaced at the Contractor’s expense by another installed alongside. The Contractor shall submit the following information at least 2 weeks prior to doing the work under this item for approval by the Contract Administrator. Contractor: Contractor must be fully qualified, experienced and capable of working at heights with approved Ministry of Labour safety full arrest devices. A statement of experience is required.

December 2001 Page 1 of 3 SSP 299S07

Rockbolts: Rockbolt and resin supplier; type and dimensions of resin cartridge; drill hole diameter and installation methodology. The contractor shall provide a manlift available for inspection. Known Material Suppliers

1) Dywidag Systems International, Canada Ltd. 65 Bowes Road Unit 5 Concord, ON L4K 1H5 ph: (905) 669-4952 Contact: Harold Fines

2) Ground Control (Sudbury) Ltd.

1150 Kelly Lake Road Sudbury, ON P3E 5P4 ph: (705) 673-3020 Contact: Harold Mantysaari or John McDougall

3) Williams Form Hardware & Rock Bolt (Canada) Ltd.

670 Industrial Road London, ON N5V 1V1 Contact: Martin Hodgson

4) BLM Mincon Inc.

ph: (705) 682-1225 Contact: Dave West

5) Mansour Mining Inc.

ph: (705) 566-6463 Contact: Mark Steklasa

6) Stewart Mining Prod. Inc.

ph: (705) 525-4086 Contact: Don Gagnon

Resin suppliers: 1) Ground Control (Sudbury) Ltd.

1150 Kelly Lake Road Sudbury, ON P3E 5P4 ph: (705) 673-3020 Contact: Harold Mantysaari or John McDougall

2) Fosroc Inc. (Formerly Celtile Inc.)

P.O. Box 2600 150 Carley Court Georgetown, Kentucky 40324 ph: (705) 863-6800


3) Williams Form Hardware & Rock Bolt (Canada) Ltd. 670 Industrial Road London, ON N5V 1V1 Contact: Martin Hodgson

4) BLM Mincon Inc.

ph: (705) 682-1225 Contact: Dave West

5) Mansour Mining Inc.

ph: (705) 566-6463 Contact: Mark Steklasa

6) Stewart Mining Prod. Inc.

ph: (705) 525-4086 Contact: Don Gagnon

All material resulting from the operation shall be managed in accordance with OPSS 180 as specified elsewhere in the contract. All costs associated with the management of materials are deemed to be included in the contract unit price. Measurement for Payment

Measurement shall be for each rockbolt installed as specified. Basis of Payment

Payment at the contract price for the above tender item shall include full compensation for all rockbolts, fittings, grout, corrosion protection and other materials, provision of cranes, lift equipment, scaffolding and other means of access, and labour and materials for drilling and installation.


ROCK SHOTCRETE - Item No.


Scope

Work under this item shall be the stabilization of the rock face indicated in the contract drawings by spraying an entire covering layer of steel fibre reinforced shotcrete. Construction

Place sprayed concrete (shotcrete) to create a minimum 75 mm thick and average 100 mm thick layer to stabilize fractured rock and to support rock overhangs as and where directed by the Contract Administrator. Responsibility for all mix designs and the quality of in-place shotcrete shall remain with the Contractor. The materials to be shot shall consist of the following mix or an approved alternative: Normal Portland cement, 18-21% by weight of dry components, conforming to ASTM Standard C150; Silica fume (microsilica), 10-15% by weight of Portland Cement, containing minimum of 90% Si02 and having a proven record of performance when used in shotcrete; Aggregate, Gradation No. 2 in ACI 506.2-77 having a well-graded distribution with maximum size 10 mm and conforming with the requirements of ASTM Standard C33; Steel fibre reinforcement to standard ASTM 820-90 or approved equivalent, in quantity recommended by the supplier; Water, clean and free of substances which might be harmful or corrosive to concrete or steel and sufficient to give good placement characteristics and a ratio of water to total cementitious materials in the range 0.35:1 to 0.40:1; Additives such as superplasticisers, high-range water reducing agents or air entrainers as required to achieve optimum strength and placement characteristics. The foreman shall have at least 2 years experience as a shotcrete nozzleman. The nozzleman shall have served at least 6 months apprenticeship on similar applications and shall be able to demonstrate an ability to apply shotcrete of the required quality and uniformity. Testing of shotcrete shall be done according to ASTM C42. The Contractor will be required to shoot up to five test panels on site at the start and during the work as directed by the Contract Administrator. Specimens from the panel may be tested by the Contract Administrator and at no cost to the Contractor as necessary to determine compliance with this performance specification. Hardened shotcrete at 7 days shall have a minimum compressive strength of 30 MPa. Maintain applied shotcrete moist by water spraying at the start, middle and end of each working day for the first three days after placement. When the shotcrete has gained sufficient strength and within 36 hours after placement, test in the presence of the Contract Administrator all in place shotcrete in both initial and subsequent layers by hammering at 300 mm centres to detect “drummy” areas resulting from inadequate mixing of materials, rebound


pockets, or poor bonding to the substrate. Shotcrete determined by the Contract Administrator to be unsatisfactory or inadequately bonded is to be broken out by hammering or pneumatic tools and replaced by further shotcrete and sounding, breaking out and replacement repeated until adequate shotcrete quality and bonding have been achieved, or rehabilitated by other methods with the written approval of the Contract Administrator. The Contractor shall submit the following information at least 2 weeks prior to doing the work under this item for approval by the Contractor Administrator. Shotcrete: Shotcrete mix design, name and qualifications of shotcrete subcontractor if any, and names and experience of the foreman and nozzlemen. Thicknesses shall be confirmed if necessary by core drilling. The minimum number of cores taken will be 1 every 50 m5, chosen randomly. Traffic shall be halted during the application of shotcrete to guard against possible damage due to excessive “rebound”. The Contractor is to provide a manlift available for inspection. All material resulting from the operation shall be managed in accordance with OPSS 180 as specified elsewhere in the contract. All costs associated with the management of materials are deemed to be included in the contract unit price. Measurement for Payment

Measurement for shotcreting is by the square metre. Shotcrete shall be measured for an average thickness of 100 mm and a minimum of 75 mm. Surface roughness of the remaining rock mass shall be considered in the calculation of volume. Basis of Payment

Payment at the contract price for the above tender item shall include full compensation for all surface preparation, shotcreting, rebound and wastage, provision of shotcrete test panels, sounding of shotcrete surfaces, replacement of defective shotcrete, and verification of shotcrete thicknesses.


ROCK DRAIN HOLES - Item No.


Scope

Work under this item is for the drainage of water that would otherwise be trapped behind a shotcreted face. Construction

Work will involve drilling 3.0 m long, 25 mm minimum diameter drain holes throughout the shotcrete layer at 2.0 to 3.0 m centres. Drain holes shall be inclined approximately 10 degrees above the horizontal, and lined with minimum 19 mm, maximum 25 mm internal diameter slotted PVC pipe, conforming to ASTM D1784. The pipe shall be secured in the hole, extending approximately 25 to 75 mm outside the shotcreted face. The contractor shall provide a manlift available for inspection. Known Material Suppliers: (PVC pipe)

Rice Engineering & Operating Ltd. 8505 Argyll Road Edmonton, Alberta, T6C 4B2 phone: (403) 469-1356 fax: (403) 469-2587 Contact: E. Dorman

All material resulting from the operation shall be managed in accordance with OPSS 180 as specified elsewhere in the contract. All costs associated with the management of materials are deemed to be included in the contract unit price. Measurement for Payment

Payment for “Rock Drain Holes” is for each drain installed as specified. Basis of Payment

Payment at the contract price for “Rock Drain Holes” shall be full compensation for all labour, equipment and material required to do the work and shall include disposal of any additional rock removed from the rock cut as a result of the drilling operations.


CONCRETE BUTTRESS - Item No.

Special Provision No. 299F10 December 2001

Scope Work under this item is for the filling of existing rock cavities with reinforced concrete as indicated in the contract drawings.

Construction Work will involve the filling of ( * ) existing rock cavities with reinforced concrete. All work shall be in accordance with OPSS 904. Concrete shall be 30 MPa at 28 days. 20 M, 600 mm long dowels, shall be installed into the existing rock base on a grid pattern of 600 mm. Reinforcing steel shall meet the requirements of OPSS 905. Reinforcing steel shall comprise 15 M bars at 300 mm centres each way. The resultant concrete face shall be a smooth surface.

All material resulting from the operation shall be managed in accordance with OPSS 180 as specified elsewhere in the contract. All costs associated with the management of materials are deemed to be included in the contract unit price.

Measurement for Payment Payment for the item “Concrete Buttress” is by the cubic metre of concrete placed.

Basis of Payment Payment at the contract price for the above tender item shall be full compensation for all labour, equipment and material to do the work.


EARTH DITCH CLEANOUT – Item No. ROCK DITCH CLEANOUT – Item No.

Special Provision No. 299F11 September 2011

CONSTRUCTION SPECIFICATION FOR DITCH CLEANOUT

1.0 SCOPE This specification covers the requirements for cleanout of earth and rock ditches to restore the maximum flow of water intended when the ditches were originally constructed. 2.0 REFERENCES – Not Used 3.0 DEFINITIONS For the purpose of this specification, the following definitions apply: Deleterious substance means any substance that, if added to a waterbody, could degrade water quality or impact fish, fish habitat and aquatic wildlife. Earth ditch means an existing ditch in earth including but not limited to a roadside ditch or a ditch lying beyond the end of a drainage structure. Roadside ditch means a ditch with one of its sideslopes coincident with the road frontslope. Rock ditch means an existing ditch in rock including, but not limited to a roadside ditch or a ditch lying beyond the end of a drainage structure. Riparian vegetation means vegetation within 30 metres of a waterbody. Waterbody includes areas inundated by water, either permanently or intermittently, for a consecutive period of time exceeding 2 weeks of the year.

Waterbody Bank means the area of slopes and flatlands bordering on or adjacent to a waterbody, extending a minimum of fifteen metres from the edge of the waterbody. Wetland means lands such as swamps, marshes, bogs and fens that are seasonally or permanently covered by shallow water, as well as land where the water table is close to or at the surface. 4.0 DESIGN AND SUBMISSION REQUIREMENTS – Not Used

5.0 MATERIALS - Not Used

6.0 EQUIPMENT - Not Used

September 2011 Pg. 1 of 3 SSP 299F11

7.0 CONSTRUCTION

7.01 General The work shall include removal and management of all vegetation, earth, rock, winter sand and any other debris from the inlet and ditch surfaces of all ditches specified elsewhere in the Contract Documents, in order to restore the grades and flow of water. Cleaned ditch surfaces shall be left in as smooth a condition as is practicable. Grooves left in ditch surfaces, such as those that may result from the use of toothed excavator buckets, shall not be acceptable. 7.02 Operational Constraints Ditch cleanout shall be carried out in accordance with the following operational constraints: a) Ditch cleanout shall not be conducted within the receiving waterbody or within a wetland or when water in

the ditch is flowing. Ditch cleanout shall be conducted in dry weather. b) Equipment shall arrive on site in a clean condition, be maintained free of fluid leaks and be operated from the

shoulder, and in a manner that minimizes disturbance to the waterbody banks of the receiving waterbody. c) Equipment refuelling and excess materials storage shall take place at locations as far away as practicable from

the receiving waterbody in a manner that prevents the entry to the waterbody of deleterious substances including sediment.

d) Disturbance of riparian vegetation shall be minimized, especially the vegetation directly adjacent to the

waterbody. 7.03 Management of Removed Materials Any suitable materials that have been removed from ditches identified below shall be managed by reuse within the ROW as follows: * Any material that has been removed from ditches that is not able to be reused within the ROW shall be managed as follows: ** 8.0 QUALITY ASSURANCE The Contract Administrator may conduct inspections of any ditch after cleanout to verify that the Contractor has adequately restored the ditch grades and flow as specified in the Contract Documents. 9.0 MEASUREMENT FOR PAYMENT Measurement is by Plan Quantity in metres measured along the centreline of the cleaned out ditches.


10.0 BASIS OF PAYMENT Earth Ditch Cleanout – Item Rock Ditch Cleanout – 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.



BINDER (TYPE) - Item No. CLASS 1, 2, 4, 6 AGGREGATE - Item No. CLASS 1, 2, 4, 6 AGGREGATE, FROM STOCKPILE - Item No.


Application of Binder, Binder Sampling, Determination of Binder and Aggregate Application Rates, Quality Assurance and Price Adjustments OPSS 304, Construction Specification for Single and Double Surface Treatment is amended as follows: 304.02 REFERENCES Section 304.02 of OPSS 304 is amended by the addition of the following: OPSS 1102 Liquid Asphalt 304.07.02.01 Binder Clause 304.07.02.01 of OPSS 304 is deleted and replaced by the following: The Contractor shall provide binder field samples for testing purposes as specified in the Contract Documents. The work shall include sampling, labelling, packaging, and delivery of samples to the laboratory designated in the Contract Documents within 5 Business days. A lot shall be deemed to be the quantity of work completed with a shipment (truck tank) of binder. A sample of binder shall be taken at the job site from each shipment of binder and this sample shall represent the lot. Each binder sample shall consist of a minimum size of two full 4-litre samples of material. The sample containers shall be new triple tight cans with lids or suitable plastic containers of similar capacity which can be closed to prevent any leakage. The Contractor shall supply and fill the sample containers, leaving only sufficient space to allow for liquid expansion. The sample shall be taken from a sampling spigot on the transfer line, or, if one is not available, from the end of the transfer line. Each sample shall be taken after sufficient material has been drawn from the truck tank to purge the transfer line. The Contractor shall completely identify the sample using the Ministry of Transportation Bituminous Materials Tag PH-CC-349, supplied by the Contract Administrator. In addition, a tag shall be placed on each pail and labelled as A1 of 2" or A2 of 2". Tag PH-CC-349 is only for use by the Owner in the identification of the sample for contract administration purposes. 304.07.03 Determination of Binder and Aggregate Application Rates Subsection 304.07.03 of OPSS 304 is deleted and replaced by the following: The specified application rate for the binder, the class of aggregate and the specified application rate for the aggregate shall be: *


The Contractor shall demonstrate to the Contract Administrator satisfactory compliance to the specified application rates of binder and aggregate. At the Contract Administrator’s option, this compliance may include a minimum 300 m one lane width trial section to ensure that the binder and aggregate are applied at the specified rate.

304.07.03.01 Equipment

The Contractor shall supply the following equipment: a). A portable electronic balance: Five digit display, accuracy 0.1%, capacity 10 kg, minimum platform size

of 300 mm by 400 mm. b) Sheet metal trays, each 500 mm x 500 mm inside dimension �1 mm, with sides 7 mm in height �1 mm.

The sheet metal shall be a minimum of 18 gauge (approximately 1.3 mm) with soldered corners. c) One 5 kg test mass. d) A carpenter's level for levelling the balance. 304.07.03.02 Sampling Frequency

The Contractor shall carry out field sampling to determine the binder application rates: a) At the start of each day's work. If the Contractor provides two distributors, the binder application rate of

one distributor shall be determined at this time. b) When approximately half of the total day's production is completed. If the Contractor provides two

distributors, the binder application rate of the second distributor shall be determined at this time. The Contractor shall carry out field sampling to determine the aggregate application rates at the start of each day's work. 304.07.03.03 Procedure Each section of road used to obtain the application rates shall be a maximum of 50 m in length. The Contractor shall conduct field sampling, in the presence of the Engineer, to determine the binder and aggregate application rates as follows: 1) Set up and level the balance in a firm location protected from the wind. 2) Check the tolerance of the balance with the 5 kg test mass. 3) Obtain the tare mass (in kg to three decimal places) of two clean trays and record. 4) Place the two trays in the centre of the lane being treated approximately 30 cm apart and parallel to the

centreline. 5) Remove the first tray after the binder has been sprayed and before the aggregate has been applied. 6) Remove the second tray after the binder and aggregate have been applied and before rolling. 7) Obtain and record the gross mass (in kg to three decimal places) of each tray. 8) Carefully patch the marks left by the trays using the binder and aggregate specified in the contract. The

patches shall be rolled. 9) Clean the trays for reuse. 304.07.03.04 Calculations

The Contractor shall perform the calculations in the presence of the Engineer as follows:


1) Obtain the net mass of the binder applied to the first tray.

Net Mass of Binder = Gross Mass - Tare Mass 2) Calculate the binder application rate correct to two decimal places.

Binder Application Rate (kg/m2) = Net Mass of Binder x 4 3) Obtain the net mass of binder and aggregate on the second tray.

Net Mass of Binder and Aggregate = Gross Mass - Tare Mass 4) Obtain the net mass of aggregate on the second tray.

Net Mass of Aggregate = Net Mass of Binder and Aggregate (from 3 above) - Net Mass of Binder (from 1 above)

5) Calculate the aggregate application rate correct to one decimal place.

Aggregate Application Rate (kg/m2) = Net Mass of Aggregate (from 4 above) x 4 6) The calculations shall be promptly reported to the Engineer. 304.07.03.05 Acceptance of Binder Application Rate The binder application rate is acceptable when the rate is within a tolerance of ± 5% of the specified rate. The binder application rate is unacceptable when the test result is outside the tolerance of +5% of the desired rate and work shall stop. Field sampling shall be repeated in a maximum of 50 m sections until two consecutive acceptable test results or four unacceptable test results are obtained. When two consecutive acceptable binder test results are obtained, work may proceed. When four unacceptable binder test results are obtained before two consecutive acceptable test results, the distributor shall be permanently removed from the job. 304.07.03.06 Acceptance of Aggregate Application Rate The aggregate application rate is acceptable when the rate of aggregate application is within a tolerance of +10 % of the specified rate. The aggregate application rate is unacceptable when the test result is outside the tolerance of +10 % of desired rate and work shall stop. Work may proceed when the application rate has been adjusted to the desired rate. OPSS 304 is amended by the addition of the following section:


304.08 QUALITY ASSURANCE 304.08.01 Binder Material Requirements Acceptance of the binder shall be based on testing conducted by the Owner or the Owner's agent, using current LS test methods of the MTO Laboratory Testing Manual or ASTM test procedures as specified in OPSS 1102 or 1103. The Contract Administrator shall determine the acceptability of each lot according to OPSS 1102 or 1103. Lots that are not acceptable shall be removed and repaired or accepted with a price adjustment described in subsection 304.10.02 of this special provision. If the Contractor elects to repair the lot in lieu of a payment adjustment, the lot shall be repaired and re-evaluated up to the full satisfaction of the Contractor Administrator. 304.10 BASIS OF PAYMENT Section 304.10.01 of OPSS 304 is amended by the addition of the following: Payment for any lot of binder which does not meet all contract requirements will be subject to a price adjustment, except when the lot sample has been delivered within 5 Business Days of sampling and testing is not started within 14 Days of sampling. A price adjustment is a reduction in payment in the contract price for the item and is a calculated or fixed percentage of the contract price. A calculated price adjustment will be determined, through a system of adjustment points based on test results for any lot sample when tested providing the sample remains in a condition suitable for testing. Where more than one test result is available on any one sample, the test result with the least deviation from the specification limit will be used to calculate the price adjustment. The price adjustment percentage for the lot is the total number of adjustment points for each sample divided by 25. A fixed price adjustment of 20 percent of the contract price will be made for lots for which the following conditions apply: i) A lot sample has not been received for testing; or ii) The lot sample contains insufficient material for testing; or iii) The lot sample does not remain in a condition suitable for testing for 14 Days after sampling, e.g. broken

emulsion or foam-over during distillation. Section 304.10 of OPSS 304 is amended by the addition of the following subsection:

304.10.02 Adjustment Points for Emulsified Asphalt Binders The total number of adjustment points will be equal to the summation of the number of units that each test deviates from the specification limits times the multiplier as specified in Table A, plus � 1000 adjustment points for failure of the Particle Charge Test when the binder type is RS-2, CRS-2, RS-

2P, or CRS-2P, HFMS-2(ON) and � 200 adjustment points for failure of the Coating Test when the binder type is HF-100S, HF-150S,

HF-250S, HFMS-2(ON), HF-100SP, HF-150SP or HFMS-2P(ON).


Prior to the summation, all adjustment points will be rounded to one decimal place in conformance with LS-100 of the MTO Laboratory Testing Manual. Table A: Tests, Units and Multipliers for Emulsified Asphalt Binder

TEST UNIT MULTIPLIER Residue by Distillation % 200

Viscosity (less than minimum) SFs 30

Viscosity (greater than maximum) SFs 5

Demulsibility (Note 1) % 50

Residue Penetration @ 25oC 0.1 mm 15

Settlement (Note 2) % 30 Storage Stability (Note 3) % 50

Oil Portion of Distillate, by Volume of Emulsion (Note 4) % 50

Sieve Test % 1000

Residue Float Test @ 60oC s 2

Residue Solubility in Trichloroethylene (Note 5) % 10

Ash Content of Residue, by Mass (Note 5) % 1000 Residue Elastic Recovery @ 10oC (Note 6) % 30 Residue Force Ductility @ 800% Elongation, 5 cm/min. pull rate @ 4oC (Note 7) kg 1000

Residue Apparent Viscosity @ 60oC (Note 8) Pa.s 10 (Note 9) Residue Ductility @ 25oC (Note 10) cm 10 NOTES: (1) For all Emulsified Asphalt Binder types except HF250S. (2) For Emulsified Asphalt Binder types RS-2, CRS-2, RS-2P, and CRS-2P only. (3) For Emulsified Asphalt Binder types HF-100S, HF-150S, HF-250S, HFMS-2(ON), HF-100SP,

HF-150P, HFMS-2P(ON), and HFRS-2 only. (4) For Emulsified Asphalt Binder types CRS-2, HF-100S, HF-150S, HF-250S, HFMS-2(ON),

CRS-2P, HF-100SP, HF-150SP, and HFMS-2P(ON) only. (5) The ash content test shall be used instead of the solubility test for Emulsified Asphalt Binder

Types RS-2P, CRS-2P, HF-100SP, HF-150SP and HFMS-2P(ON) when the manufacturer indicates that the polymer additive is not soluble in trichloroethylene.

(6) For Emulsified Asphalt Binder Types RS-2P, CRS-2P, HF-100SP, HF-150SP and HFMS-2P(ON) only.

(7) For Emulsified Asphalt Binder Types RS-2P, CRS-2P, HF-100SP and HFMS-2P(ON) only. (8) For Emulsified Asphalt Binder Types HF-100S, HF-150S, and HF-250S only. (9) The multiplier will be used when the apparent viscosity plots below AB or AB extrapolated, CD

or CD extrapolated, EF or EF extrapolated on Figure: Viscosity Requirements for Distillation Residues from High Float Emulsified Asphalt of OPSS 1103.

(10) For Emulsified Asphalt Binder Types RS-2, CRS-2 and HFRS-2 only.

GRANULAR SEALING - Item No.


Lot Definition, Operational Constraints, Sampling, Measurement for Payment and Basis of Payment, Including Price Adjustment

305.03 DEFINITIONS Section 305.03 of OPSS 305, March 1998, is deleted and replaced with the following: Lot: the quantity of work completed with a shipment (normally a truck tank) of sealer. 305.07 CONSTRUCTION

305.07.01 Operational Constraints Subsection 305.07.01 of OPSS 305 is amended with the addition of the following: The wind is not strong enough to cause drifting of the sealer off the area designated for sealing. DESIGNER OPTION: 305.07.03 Application Clause 305.07.03 of OPSS 305 is amended by the deletion of the last paragraph, and its replacement with the following: Sealer shall be applied at the rate of * kg/m2 for hand sprayed areas and at the rate of ** kg/m2 for other areas. 305.07.05 Sampling of the Sealer for Acceptance Subsection 305.07.05 of OPSS 305 is amended with the addition of the following: Sample containers for liquid asphalt sealer shall be triple tight 1-litre cans. A minimum of one can is required per sample. Sample containers for emulsified asphalt sealer shall be triple-tight, epoxy-lined 4-litre pails, or suitable plastic containers of similar capacity which can be closed to prevent any leakage. A minimum of two pails is required per sample. The Contractor shall supply and fill the sample containers, leaving only sufficient space to allow for liquid expansion. The sample shall be taken from a sampling spigot on the transfer line, or, if one is not available, from the end of the transfer line. Each sample shall be taken after sufficient material has been drawn from the truck tank to purge the transfer line. The Contractor shall completely identify the sample using the Ministry of Transportation Bituminous Materials Tag PH-CC-349 and this tag will be supplied by the Contract Administrator. In addition, when two pails are required per sample, a tag shall be placed on each pail and labelled as A1 of 2" or A2 of 2". Tag

December 2006 Pg. 1 of 4 SSP305F01

PH-CC-349 is only for use by the Owner in the identification of the sample for contract administration purposes. DESIGNER OPTION *** 305.09 MEASUREMENT FOR PAYMENT

305.09.01 Plan Quantity Subsection 305.09.01 of OPSS 305 is deleted and replaced with the following: Measurement of granular sealing is by Plan Quantity, as may be revised by Adjusted Plan Quantity, of the mass of granular sealer in kilograms. 305.09.02 Actual Measurement Subsection 305.09.02 of OPSS 305 is deleted and replaced with the following: The mass of granular sealer applied shall be measured in kilograms in conformance with OPSS 102, October 1992. 305.10 BASIS OF PAYMENT 305.10.01 Granular Sealing - Item Subsection 305.10.01 of OPSS 305 is amended by the addition of the following: The tender price shall include the cost of any water required to dampen the granular material prior to granular sealing. Payment for any lot of sealer which does not meet all contract requirements will be subject to a price adjustment, except when the lot sample has been delivered within the maximum number of business days after sampling as specified elsewhere in the contract and testing is not started within 14 calendar days of sampling. A price adjustment is a reduction in payment in the contract price for the item and is a calculated or fixed percentage of the contract price. A calculated price adjustment will be determined, through a system of adjustment points based on test results for any lot sample when tested providing the sample remains in a condition suitable for testing. When more than one test result is available on any one sample, the test result with the least deviation from the specification limit will be used to calculate the price adjustment. The total number of adjustment points for each sample will be divided by 25 to obtain the price adjustment percentage for the lot. A fixed price adjustment of 20 percent of the contract price will be made for lots for which the following conditions apply: i) A lot sample has not been received for testing; or ii) The lot sample contains insufficient material for testing; or iii) The lot sample does not remain in a condition suitable for testing for 14 calendar days after sampling,

e.g. broken emulsion or foamover during distillation.


305.10.01.01 Adjustment Points for RC-30 and MTO Primer

The total number of adjustment points will be equal to the summation of the number of units that each test deviates from the specification limits times the multiplier. Prior to the summation, all adjustment points will be rounded to one decimal place in conformance with LS-100 of the MTO Laboratory Testing Manual.

TABLE OF TESTS, UNITS AND MULTIPLIERS FOR RC-30 AND MTO PRIMER

TEST UNIT MULTIPLIER Residue by Distillation to 360C % 200 Kinematic Viscosity @ 60C mm2/s 20 Distillate, as % of total distillate to 360C to 190C to 225C to 260C to 316C

% % % %

10 10 10 10

Residue Penetration @ 25C 0.1 mm 15 Residue Ductility @ 25C cm 10 Residue Solubility % 10

305.10.01.02 Adjustment Points for Emulsified Asphalt Primers The total number of adjustment points will be equal to the summation of the number of units that each test deviates from the specification limits times the multiplier, plus: 1000 adjustment points for failure of the Storage Stability Test, 24 hours; and 1000 adjustment points for failure of the Particle Charge Test. The Storage Stability Test and the Particle Charge Test have a pass/fail criteria. Prior to the summation, all adjustment points will be rounded to one decimal place in conformance with LS-100 of the MTO Laboratory Testing Manual.


TABLE OF TESTS, UNITS AND MULTIPLIERS FOR EMULSIFIED ASPHALT PRIMERS

TEST UNIT MULTIPLIER Residue by Distillation % 200 Viscosity at 50C (less than minimum) SFs 30 Viscosity at 50C (greater than maximum) SFs 5 Oil Portion of Distillate, by volume EA Primer % 50 Residue Penetration @ 25C 0.1 mm 15 Flash Point, Open Tag C 10 Residue Ductility @ 25C cm 10 Residue Solubility % 10



TACK COAT - Item No.


Amendment to OPSS 308, April 2012 308.07 CONSTRUCTION 308.07.01 Application of Tack Coat Subsection 308.07.01 of OPSS 308 is amended by the addition of the following: * Designer Fill-In, See Notes to Designer ** Designer Fill-in, See Notes to Designer

September 2012 Page 1 of 3 SSP 314S01

GRANULAR B, Type II - Item No.

Special Provision No. 314S01 September 2012

Amendment to OPSS 314, December 1993

314.05 MATERIALS

Section 314.05 of OPSS 314 is amended by the addition of the following subsection:

314.05.02 Water

Water shall be free of contaminants that could adversely affect fill material or the environment.

314.06 EQUIPMENT


314.06.01 Water

Equipment for applying water shall be capable of uniform distribution with proper flow control.

314.07 CONSTRUCTION

Subsection 314.07.05 of OPSS 314 is deleted in its entirety and replaced with the following:

314.07.05 Compaction

314.07.05.01 General

The rate of placing material shall be controlled by the adequacy of the compaction obtained.

Material shall not be dumped into position, but shall be deposited on and pushed over the end of the layer being constructed by means of bulldozers or other approved equipment.

The placement of the first layer of material over wet or weak subgrade shall be monitored and the placement and compaction procedure modified as required, with the approval of the Contract Administrator, to minimize subgrade disturbance. Localized unusually wet or weak subgrade areas shall be identified to the Contract Administrator, for possible treatment.

Each layer of material shall be properly compacted in accordance with the requirements of the Contract before the next layer is placed.

When required, water shall be applied to achieve the required compaction.

314.07.05.02 Compaction Requirements

In non-restricted zones, Granular B, Type II shall be compacted using single drum, vibratory, smooth steel drum rollers, with a minimum operating mass of 5000 kilograms and minimum operating dynamic force of


75 kilonewtons. One hundred percent roller pass coverage with a minimum number of four passes shall be provided. Each roller pass shall overlap the coverage of the preceding pass by a minimum of 0.5 m.

In restricted zones, lift thicknesses shall be as specified elsewhere in the Contract. In such areas, Granular B, Type II shall be compacted using hand-operated vibratory equipment with a minimum operating mass of 400 kg and a maximum power output between 5.0 and 9.9 kW. Where confined areas are less than the minimum width where such equipment can be safely used, then smaller vibratory hand - operated tampers shall be used. One hundred percent compaction coverage with a minimum of four passes shall be provided, in all cases.

In addition, the Contractor shall ensure that the material is adequately compacted such that a vehicle of any weight or dimension which can legally drive on a Provincial Highway and fitted with inflated tires at standard pressures, is unable to cause a depression more than 10 mm in depth.

314.07.05.03 Modified Layer Compaction Method

At the option of the Contractor, granular materials may be placed in layers thicker than permitted under subsection 314.07.01 subject to the following provisions:

1. All materials, with the exception of Granular B, Type II, shall be placed in uniform layers such that each layer shall have a depth of not more than 300 mm after compaction.

2. Granular B, Type II shall be placed in uniform layers with a compacted depth not to exceed the values allowed by Table 1 for various sizes of single drum, vibratory, smooth wheel drum rollers. Both the minimum operating mass and the minimum operating dynamic force requirement shall be met for the roller used. One hundred percent roller pass coverage with a minimum number of four passes shall be provided. Each roller pass shall overlap the coverage of the preceding pass by a minimum of 0.5 m.

Table 1: Modified Layer Compaction Thickness for Granular B, Type II (Single Drum, Vibratory Smooth Wheel Drum Roller)

Minimum Operating Mass (kilograms)

Minimum Operating Dynamic Force (kilonewtons)

Maximum Layer Depth after Compaction (mm)

5000 75 300

8000 150 450

12000 250 600

15000 350 750

3. Before placing Granular B, Type II in layers thicker than 300 mm, the Contractor shall prove the ability of his proposed method to achieve satisfactory compaction by means of a two-lane trial area, the location and extent of which shall be approved by the Contract Administrator. At least 48 hr notice before commencing any work on the trial area, the Contractor shall provide the Administrator with full details of the placing and compaction system, or systems, including the rate of placing, depth of layer, number and type of compaction units and number of passes in order to ensure that the material meets the compaction requirement stated in the third paragraph of clause 314.07.05.02. The areas designated to evaluate each system shall be of sufficient length to be properly representative and shall normally be approximately 150 m long.


4. When the Contract Administrator approves a system of placing and compacting, the Contractor shall continue to employ that system for the remainder of the work to which it is applicable, except that,

a. 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 the approval of the Contract Administrator, who may require a further trial area.

b. If, at any time, tests show that a previously approved system is no longer producing the required degree of compaction, the Contractor shall make whatever changes are necessary to satisfy the requirements of this specification.

c. Where vibration effects are creating environmental problems the Contractor shall make whatever changes are necessary.

GRANULAR A – Item No. GRANULAR A, STOCKPILED – Item No. GRANULAR A, FROM STOCKPILE – Item No. GRANULAR B TYPE I – Item No. GRANULAR B TYPE I, STOCKPILED – Item No. GRANULAR B TYPE I, FROM STOCKPILE – Item No. GRANULAR B TYPE II – Item No. GRANULAR B TYPE II, STOCKPILED – Item No. GRANULAR B TYPE II, FROM STOCKPILE – Item No. GRANULAR B TYPE III – Item No. GRANULAR B TYPE III, STOCKPILED – Item No. GRANULAR B TYPE III, FROM STOCKPILE – Item No. GRANULAR M – Item No. GRANULAR M, STOCKPILED – Item No. GRANULAR M, FROM STOCKPILE – Item No. GRANULAR O – Item No. GRANULAR O, STOCKPILED – Item No. GRANULAR O, FROM STOCKPILE – Item No. SELECT SUBGRADE MATERIAL, COMPACTED – Item No.

Special Provision No. 314S03 August 2007

OPSS 314, Construction Specification for Untreated Granular Subbase, Base, Surface, Shoulder, and Stockpiling (December, 1993) is amended as follows: OPSS 314 is amended by the addition of Section 314.03 as follows:

314.03 DEFINITIONS For the purpose of this specification the following definitions shall apply: Tolerance – Minus: a construction working tolerance only which:

a) Means narrower than the contract standard pertaining to horizontal dimensions as measured from centreline; and

b) Means lower in elevation than the contract standard pertaining to vertical dimensions. Tolerance – Plus: a construction working tolerance only which:

a) Means wider than the contract standard pertaining to horizontal dimensions as measured from centreline; and

b) Means higher in elevation than the contract standard pertaining to vertical dimensions. 314.07 CONSTRUCTION Subsection 314.07.04 of OPSS 314 is deleted and replaced with the following:

August 2007 Pg. 1 of 5 SSP314S03

314.07.04 Shoulders

Granular shouldering material shall be placed and compacted in locations and to the line, grade and cross-section specified in the Contract Documents. All debris and deleterious material shall be removed from the shoulder area before commencing shoulder construction. Shouldering operations shall commence as soon as, but not before, the following pavement conditions will permit: 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 the next 24 hours on sections that are open to traffic. Where the pavement is not open to traffic, the shouldering shall be completed before traffic is permitted.

b) Concrete Pavements, Concrete Base, and Lean Concrete Base:

Shouldering operations shall commence in accordance with 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 onto the adjacent pavement surface or directly onto the shoulder shall not be permitted. The material shall then be uniformly distributed within the specified shoulder width without segregation. Grading and shaping shall confine all material to within the specified shoulder limits without overspill. Any aggregate dragged onto 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. Subsection 314.07.06 of OPSS 314 is amended as follows: The title, Surface Tolerances of subsection 314.07.06 is deleted and replaced with the following: 314.07.06 Tolerances 314.07.06.01 General Clause 314.07.06.01 of OPSS 314 is amended by the addition of the following: In the event of a conflict between meeting horizontal grading tolerances and meeting vertical grading tolerances, the vertical grading tolerances shall take precedence. Clause 314.07.06.02 of OPSS 314 is deleted and replaced with the following:


314.07.06.02 Tolerances for Granular Courses

All granular grade surfaces shall, on completion, be shaped to the specified line, grade and cross section within the following tolerances, and the surface shall not deviate more than 15 mm at any place along a 3 m straightedge. a) Vertical grading tolerances of the finished granular base, subbase and shoulder: + 30 mm - 30 mm b) Horizontal grading tolerances of the finished granular base, subbase and shoulder: + 30 mm - 0 mm Section 314.07 of OPSS 314 is amended by the addition of the following subsection: 314.07.08 Quality Control 314.07.08.01 Submission of Grade Checks The Contract Administrator shall be notified within 12 hours when each granular course, including shoulders, has been completed, and prior to the next course being placed. All Contractor grade checks relating to vertical and horizontal grading tolerances, including all non-compliances shall be submitted to the Contract Administrator within 2 business days following completion of each grade check.

314.07.08.02 Certification of Grade The grade shall be certified at the stations and offsets shown on the Construction Grading Report. Minimum frequency requirements shall be those provided for layout in Tables 1 & 2, Section GC 7.02 of the Ministry of Transportation (Ontario) General Conditions. The Contractor shall sign and certify on the grading template that the component(s) of the work indicated on the grading template have been correctly constructed as to the specified line and are within grading tolerances. If no grading template is available, the Contractor shall complete, sign and submit form PH-CC-820 “Certification of Grade Elevation/Crossfall” to the Contract Administrator. Where the finished granular grade or cross section does not meet the acceptance criteria, the granular course shall be brought to grade within the specified vertical and horizontal tolerance. OPSS 314 is amended by the addition of Section 314.08 as follows: 314.08 QUALITY ASSURANCE The Owner may conduct random Quality Assurance grade checks (station, actual elevation and offset), to verify vertical and horizontal grading tolerances after notification by the Contractor that the granular course has been completed. During the grade check, the width of granular placement shall be checked and recorded, and when the horizontal tolerances are exceeded, the actual elevations and distances shall be recorded. When such checking is undertaken, the Contract Administrator shall notify the Contractor of any overbuilding.


The Contractor will be charged $250 for each Quality Assurance check of the finished grade with results outside of specification limits. All grading carried out by the Contractor as a result of Quality Assurance grade checks shall be performed at no additional cost to the Owner. 314.09 MEASUREMENT FOR PAYMENT The title, Granular A, B, Type I and II, M, Stockpiled and from Stockpile, and Select Subgrade Material of subsection 314.09.01 is deleted and replaced with the following: 314.09.01 Granular A, B Type I, B Type II, B Type III, M, O, Stockpiled and from

Stockpile, and Select Subgrade Material

314.09.01.01.01 Tonne Subsection 314.09.01.01.01 of OPSS 314 is amended in that the total measured mass of air-cooled iron blast furnace slag incorporated into the work shall be multiplied by a factor of 1.116. 314.10 BASIS OF PAYMENT Subsection 314.10.01.01.01 of OPSS 314 is deleted in its entirety and replaced by the following: 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 Select Subgrade Material, Compacted – Item Payment at the contract price for the above item(s) shall be full compensation for all labour, equipment and materials required to do the work. No payment will be made for overbuilding as identified in section 314.08. Where the finished granular course width exceeds the contract horizontal tolerance in subsection 314.07.06, the Owner will deduct from payment that quantity of material outside the tolerance. The conversion for deduction purposes shall be based on 2.0 t/m³ for all types of granular material. Payment for grade checks, including provision for labour, equipment and materials to conduct Quality Control testing, shall be included in the contract price as part of the work of placing the material.


Subsection 314.10.02 of OPSS 314 is deleted in its entirety and replaced by the following:

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.

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.



FULL-DEPTH RECLAMATION WITH EXPANDED ASPHALT STABILIZATION – Item No.

Special Provision No. 331F01 April 2015


OPSS 331, November 2003, Construction Specification for Full Depth Reclamation with Expanded Asphalt

Stabilization, is deleted in its entirety and replaced with the following:

331.01 SCOPE

This Special Provision covers the requirements for in-place full-depth reclamation of the existing hot mix

asphalt (HMA) pavement and underlying granular base; shaping and compacting the unstabilized material; if

required, adding and blending corrective aggregates or active filler or both; adding and mixing expanded

asphalt; and shaping and compacting the expanded asphalt mix.

331.02 REFERENCES

This Special Provision refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specifications, Construction

OPSS 301 Restoring Unpaved Roadway Surfaces

OPSS 313 Hot Mix Asphalt - End Result

OPSS 501 Compacting

Ontario Provincial Standard Specifications, Material

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

OPSS 1101 Performance Graded Asphalt Cement

OPSS 1301 Material Specification for Cementing Materials

Ministry of Transportation Publications

MTO Laboratory Testing Manual:

LS-200 Penetration of Bituminous Materials

LS-282 Quantitative Extraction of Asphalt Cement and Analysis of Extracted Aggregate from

Bituminous Paving Mixtures

LS-297 Determination of Indirect Tensile Strength of Expanded Asphalt Mixes

LS-602 Sieve Analysis of Aggregates

LS-625 Sampling of Granular Materials

SP-027 Manual for Assessment of Surface Defects of In-Place Recycled Pavement Mats

Ontario Traffic Manual

OTM Book 7 Temporary Conditions


American Association of State Highway and Transportation Officials (AASHTO)

T40-02 Sampling Bituminous Materials

Wirtgen GmbH Publication

Wirtgen Cold Recycling Technology manual, 1st edition, 2012

331.03 DEFINITIONS

For the purpose of this Special Provision, the following definitions apply:

Active Filler means substances that chemically alter the mix properties.

CCIL means as defined in OPSS 313.

Corrective Aggregate means virgin aggregate or reclaimed asphalt pavement (RAP) or both added to the

reclaimed materials to meet the expanded asphalt mix requirements.

Expanded Asphalt means heated asphalt cement expanded from its normal volume by the addition of water.

Expanded Asphalt Mix (EAM) means the mixture of reclaimed materials; corrective aggregate or active

filler or both, if required; and expanded asphalt.

Expanded Asphalt Mix (EAM) Mat means a pavement course which comprises Expanded Asphalt Mix.

Hot Mix Asphalt (HMA) means as defined in OPSS 313

Performance Graded Asphalt Cement (PGAC) means as defined in OPSS 313.

Quality Assurance (QA) means as defined in OPSS 313.

Reclaimed Asphalt Pavement (RAP) means as defined in OPSS 313.

Reclaimed Material means the mixture of reclaimed existing asphalt pavement and granular base.

Unstabilized Material means the mixture of reclaimed existing asphalt pavement and granular base; and

corrective aggregate or active filler or both, if required.

331.04 DESIGN AND SUBMISSION REQUIREMENTS

331.04.01 Design Requirement

For mix design purposes, prior to commencing the work the Contractor shall obtain samples representative of

the material that is produced during in-place full-depth reclamation. These samples shall be used to establish

the design rate of expanded asphalt as a per cent by mass of the unstabilized material and to establish the

necessity for corrective aggregate and/or active filler. The dry tensile strength shall be a minimum of 225 kPa

and the wet tensile strength shall be a minimum of 100 kPa.

For bidding purpose only, the design rate of the expanded asphalt shall be as specified in Table 1.


* Designer Fill-in, See Notes to Designer

Table 1 – Design Rate of the Expanded Asphalt at Various Locations

Location in

Contract

Pulverizing Depth

(mm)

Average Depth of

HMA Layer (mm)

Foaming Depth

(mm)

Design Rate of the

Expanded Asphalt

(%)

** *** **** ***** ******

The mix design shall be carried out according to the Wirtgen Cold Recycling Technology manual using

briquettes produced according to LS-297. The mix design shall be completed by a laboratory with CCIL

Type A certification or equivalent equipped to carry out expanded asphalt mix designs. When the existing

pavement significantly changes composition, a separate mix design shall be completed.

Each mix design shall include the following:

a) Information on the grade, manufacturer, and supplier of the PGAC.

b) The percent by mass of expanded asphalt in the mix, referred to as the design rate, and all calculations

performed to determine the design rate of expanded asphalt.

c) The recommended PGAC temperature for foaming, the half-life, the expansion ratio and the percent of

water added for foaming.

d) The optimum moisture content and the mix design bulk relative density.

e) The dry tensile strength, the wet tensile strength, and the tensile strength ratio.

f) The amount of water to be added to the mix.

g) Maximum field rate adjustment allowed to the design rate without adverse effects to mix properties.

h) Recovered penetration for the binder of the existing pavement according to LS-200.

i) Type, source, gradation and quantity of corrective aggregate, if required.

j) Type, source and quantity of active filler, if required.

331.04.02 Submission Requirement

A copy of the mix design shall be submitted to the Contract Administrator a minimum of 7 Business Days

prior to the start of EAM operations. Within 4 Business Days after receiving the mix design, the Contract

Administrator shall provide written confirmation of receipt of the submitted mix design documents or of any

non-conformance to the contract requirements.


Confirmation of receipt of the mix design documents does not constitute any guarantee that the mix can be

produced or constructed or both to Contract requirements, and does not relieve the Contractor of the

responsibility for ensuring the specified quality of Materials and workmanship.

A new mix design shall be submitted when the expanded asphalt design rate is adjusted by 0.3% or greater.

Separate or new mix designs shall be submitted if the composition or layer thicknesses of the existing

pavement changes significantly. Where more than one mix design is required, the area for which each mix

design is to be used shall be clearly identified.

331.05 MATERIALS

331.05.01 Performance Graded Asphalt Cement

PGAC shall be according to OPSS 1101. The Additional Testing Requirements and Acceptance Criteria for

PGAC Grades table shall not apply. PGAC shall be selected with performance properties meeting the design

maximum pavement temperature of 52 °C and the minimum pavement temperature of -28 °C at a minimum,

and the selected PGAC shall have suitable expansion characteristics.

331.05.02 Corrective Aggregates

If required by the mix design, corrective aggregate shall be incorporated into the reclaimed material at the

application rate determined in the mix design. Corrective aggregate shall meet the physical property

requirements of OPSS 1010 for Granular A.

331.05.03 Active Filler

If required by the mix design, active filler shall be incorporated into the reclaimed material at the application

rate determined in the mix design.

When used as active filler, Portland cement shall be according to OPSS 1301. Not more than 1% by mass of

Portland cement shall be added to the mix.

331.05.04 Water

Water shall be clean and free from oil, acid, alkali, organic matter or other deleterious substances.

331.05.05 Expanded Asphalt Mix

The EAM shall be 100% passing the 37.5 mm sieve, and 95% to 100% passing the 26.5 mm sieve, and shall

be measured based on air dried gradation according to coarse sieving operation of LS-602.

331.06 EQUIPMENT

331.06.01 Full-Depth Reclamation and Stabilization Equipment

The reclaimer-stabilizer shall be capable of reclaiming the existing asphalt pavement and underlying granular

base to the depths specified in the Contract Documents, incorporating corrective aggregate or active filler or

both into the mix, adding expanded asphalt in a controlled manner, and producing a uniform mix.

The reclaimer-stabilizer shall be fitted with an automatic sensor system to accurately maintain a preset depth

of cut within a tolerance of 10 mm and shall have a minimum 2.0 m wide cutting drum.


The reclaimer-stabilizer shall have an asphalt cement expansion system capable of producing optimum

expansion and an injection system capable of injecting and blending expanded asphalt uniformly throughout

the unstabilized material. In order to mix the unstabilized material with the expanded asphalt, the reclaimer-

stabilizer shall include the following features:

a) A system to control and regulate the application of expanded asphalt in relation to travel speed and mass

of material within a tolerance of ± 3.0% by volume of asphalt cement.

b) A system to monitor and control all aspects of the mixing process, including percent expanded asphalt,

rate of application, and percent water for optimum compaction.

c) A system of nozzles that provides uniform application of the expanded asphalt across the full width of

treatment. The application system shall be adjustable for varying widths of treatment.

The aggregate delivery vehicle shall have a system for controlled application of the corrective aggregate.

331.06.02 Placing Equipment

A mechanical paver capable of spreading the mix evenly in front of the screed in one continuous pass to the

specified cross-fall and grade shall be used to place the EAM. The paver shall be equipped with distributing

augers for the full width to be paved. The paver shall have a vibratory screed capable of vibrating the full

width of mix placed.

331.06.03 Pilot Vehicle

The pilot vehicle used to control traffic shall be according to OTM, Book 7.

331.07 CONSTRUCTION

331.07.01 In-Place Full-Depth Reclamation

The existing asphalt pavement and underlying granular base shall be reclaimed to the depths and widths

specified in the Contract Documents.

The graded surface of the reclaimed material, including existing shoulders shall be according to the surface

tolerance requirements of OPSS 301. Reclaimed material exceeding 50 mm in size shall be removed from the

work. The material shall be compacted according to OPSS 501.

331.07.02 Expanded Asphalt Trial Section

Prior to carrying out expanded asphalt stabilization, the Contractor shall demonstrate to the Contract

Administrator the ability to successfully carry out expanded asphalt stabilization according to this Special

Provision by placing a trial section within the Contract limits.

In lieu of a trial section, the Contract Administrator may accept evidence that the Contractor has demonstrated

the ability to successfully mix, handle, place, and compact EAM with the same equipment, placing crew, and

methodology to meet the Contract requirements for placing EAM on another Contract within the last

12 months.


The trial section shall be a minimum of 3,500 m² or the equivalent of one tanker load of asphalt cement. The

Contractor shall propose the location of the trial section to the Contract Administrator for approval. The

Contractor shall give the Contract Administrator a minimum of 48 hours notice prior to placing the trial

section.

The Contract Administrator shall allow the Contractor to continue the expanded asphalt stabilization work

based on an acceptable visual assessment of the trial section according to the requirements of the Grading and

Compacting the Expanded Asphalt Mix subsection. When EAM is rejected by visual assessment, the

Contractor shall repeat additional trial sections until the EAM meets the requirements of the Surface

Appearance subsection.

The Contractor shall be responsible for the repair, removal, or replacement of an unacceptable trial section

according to the Repairing and Re-Evaluating subsection.

331.07.03 Expanded Asphalt Stabilization

The Contractor shall stabilize to the depth and limits detailed in the Contract Documents. The overlap

between successive passes of the reclaimer-stabilizer shall be a minimum of 100 mm and a maximum of

150 mm.

If required, corrective aggregate or active filler or both shall be added to the roadway prior to stabilizing.

In areas that are inaccessible to the reclaimer-stabilizer equipment, existing asphalt pavement shall be

removed and replaced with a minimum 100 mm of binder course hot mix placed flush with the adjacent EAM

surface.

331.07.04 Compacting the Expanded Asphalt Mix

The surface of the EAM shall be uniform in texture and free of surface defects.

Granular material shall be compacted according to OPSS 501.

The compacted surface of the EAM shall be according to the surface tolerances as specified in this Special

Provision.

331.07.05 Operational Constraints

In-place full depth reclamation including mixing, shaping and compacting to final grade shall be completed

across the full pavement width prior to closing down operations each day.

The existing shoulders shall be shaped and compacted to match the adjacent lane prior to closing down

operations each day.

Expanded asphalt stabilization shall not proceed during periods of rain or when the surface is in a saturated

condition.

Traffic, including construction traffic, shall be kept off the freshly placed EAM until such time as it is able to

carry traffic without damage. The Contractor shall be responsible for repair of damaged EAM.

The HMA course(s) shall not be placed on the EAM until the following requirements have been met:


a) The EAM has been allowed to cure for a minimum of 3 Days.

b) The Contractor has demonstrated that the EAM meets all the requirements of this specification.

c) All defective areas in the EAM have been repaired to the satisfaction of the Contract Administrator.

331.07.06 Sampling

331.07.06.01 Lot Size

A lot size shall be a maximum of 50,000 m² of expanded asphalt stabilization divided into 10 sublots of equal

size. The lot size may be adjusted at the discretion of the Contract Administrator and after discussion with the

Contractor, prior to starting the work and when changes occur in the mix design or in the sequence of

expanded asphalt stabilization. The maximum sublot size shall be 5,000 m². The minimum number of

sublots in a lot shall be three.

331.07.06.02 Performance Graded Asphalt Cement

Samples of PGAC to be used in the mix shall be taken from the storage tank at the terminal according to the

Tank Tap Method specified in AASHTO T40-02 and the terminal’s health and safety plan in the presence of

the Contract Administration at a frequency of three sets of samples per Contract for PGAC providing to three

different lots. Each set of samples shall be a minimum of 2 full one-litre portions. The Contractor’s health

and safety plan and procedure for sampling shall be reviewed at the pre-pave meeting.

Sample containers supplied by the Contractor shall be triple tight steel containers or suitable containers that

can be sealed to prevent leakage or contamination.

331.07.06.03 Corrective Aggregate

Where the quantity of corrective aggregate is greater than 5,000 tonnes, two 25 kg samples shall be taken in

the presence of the Contract Administrator for each 25,000 tonnes of material produced, and whenever

material is produced from a new source or new bench in a quarry, or whenever a significant change in

production of materials occurs.

QA samples shall be taken in accordance with procedures given in LS-625 and at the time and location

determined by the Contract Administrator.

331.07.06.05 Expanded Asphalt Mix

For the purpose of accepting the asphalt cement content, samples of unstabilized material and EAM shall be

taken at a minimum frequency of one set of samples per sublot. To obtain a set of samples, one 15 kg sample

of unstabilized material shall be obtained immediately following in-place full depth reclamation and, from the

same approximate location, a second 15 kg sample of EAM immediately following stabilization. The

maximum sampling depth shall be 100 mm. The second sample may be obtained after placement and prior to

compaction.

For the purpose of determining the EAM gradation, another 30 kg sample of EAM shall be taken from each of

three randomly selected sublots for every lot.


The samples shall be packaged in non-absorptive materials to protect sample integrity and sealed in

waterproof containers. The samples shall be transported in a manner that avoids stacking and extreme

temperatures.

331.07.07 Traffic Control with Moving Vehicles

Traffic shall be controlled with moving vehicles according to OTM, Book 7.

The moving vehicles shall guide one-way traffic through or around construction. The maximum speed of the

moving vehicles shall be 30 km/h. Traffic control with moving vehicles shall be maintained until such time as

the expanded asphalt stabilization is able to carry traffic without damage.

331.08 QUALITY ASSURANCE

331.08.01 General

Acceptance of the EAM shall be based on the following criteria:

a) Surface Appearance

b) Asphalt Cement Content

c) Tensile Strength of EAM

d) Thickness

e) Surface Tolerance

f) Compaction

g) EAM Gradation

h) Corrective Aggregates, if required.

Work that does not meet the acceptance criteria shall be repaired according to the Repairing and Re-

Evaluating subsection.

331.08.02 Acceptance Criteria

331.08.02.01 Surface Appearance

Surface appearance shall be assessed by the Contract Administrator based on SP-027 manual after the EAM

mat has been opened to traffic. The finished EAM surface shall have a uniformly smooth texture and be free

from surface defects of ravelling, deformation, flushing, and rutting prior to placement of the HMA overlay.

331.08.02.02 Asphalt Cement Content

For each sublot, the sample of unstabilized material taken immediately following in-place full depth

reclamation and the sample of EAM taken immediately after stabilization, shall be tested for total asphalt

cement content according to LS-282. The total asphalt cement content of the EAM includes existing aged

asphalt cement and new asphalt cement. The per cent by mass of new asphalt cement added to the


unstabilized material shall be determined from the two samples at each location by subtracting the total

asphalt cement content of the unstabilized material from the total asphalt cement content of the EAM.

The average new asphalt cement content of a lot shall not be less than 0.4% or more than 0.6% of the

established mix design.

331.08.02.03 Tensile Strength

Samples of EAM shall also be tested for dry tensile strength and wet tensile strength according to LS-297.

Dry tensile strength requirements for the lot are met when the following are satisfied:

a) The mean dry tensile strength of the lot is equal to or greater than 225 kPa; and

b) No individual sublot dry tensile strength is less than 200 kPa.

Wet tensile strength requirements for the lot are met when the following are satisfied:

a) The mean wet tensile strength of the lot is equal to or greater than 100 kPa; and

b) No individual sublot wet tensile strength is less than 75 kPa.

EAM that does not meet the above dry tensile strength and wet tensile strength requirements shall be deemed

rejectable.

331.08.02.04 Thickness

Thickness of the EAM shall be measured by the Contract Administrator at a minimum frequency of one

thickness measurement per sublot. Measurements shall be taken by excavating along the edge of the stabilized

pass with a shovel and measuring the depth of stabilization from the bottom of the EAM to the surface of the

adjacent unstabilized material. Thickness requirements for the lot are met when the following are satisfied:

a) At least 90% of all thickness measurements are equal to or greater than the specified thickness minus

20 mm, and

b) No individual thickness measurement for the lot is less than the specified thickness minus 30 mm.

331.08.02.05 Surface Tolerance

The surface tolerance of any EAM surface shall be such that when tested with a 3 m straight edge placed

anywhere on the EAM surface, including the edge of the EAM, in any direction on the surface, there shall not

be a gap between the bottom of the straight edge and the surface of the EAM greater than 10 mm according to

OPSS 301.

331.08.02.06 Compaction

Compaction measurements shall be taken by the Contract Administrator according to OPSS 501 for granular

materials and at a minimum frequency of one QA measurement per sublot. Compaction requirements of the

EAM placed for the lot are met when the following are satisfied:

a) The lot average of all compaction measurements is greater than or equal to 97% of the target density; and


b) No individual compaction measurement for the sublot is less than 95% of the target density.

331.08.02.07 Expanded Asphalt Mix Gradation

If the EAM does not meet the gradation requirements, the Contractor shall submit an action plan of mediation

to the Contract Administrator for approval within 2 Business Days after the delivery of the QA testing results.

331.08.02.08 Corrective Aggregate

QA testing shall be carried out to ensure that corrective aggregate to be used in the work is according to the

physical property requirements of Granular A according to OPSS 1010.

331.08.03 Repairing and Re-Evaluating

331.08.03.01 General

With the exception of repairs for surface tolerance, the minimum width of repair shall be the full lane width.

For repairs due to the surface appearance defects, the minimum repair length shall be sufficient for the repair

to be carried out by the reclaimer-stabilizer equipment. For other repairs based on the lot and sublot

acceptance, the minimum length shall be according to the Repairing and Re-Evaluating clause of OPSS 313.

All repairs shall be made using the same equipment as was used during initial production and placement.

All repairs will be re-evaluated and retested according to Acceptance Criteria subsection.


Unacceptable EAM due to the surface appearance defects, including any area damaged or contaminated by

traffic, by water added by Contractors during compaction, or by nature, shall be reprocessed by the reclaimer-

stabilizer. If required, additional expanded asphalt shall be added during reprocessing.

Alternatively, the Contractor shall remove and replace damaged or otherwise unacceptable EAM with the

same hot mix type to be used in the overlying hot mix lift to a minimum depth of 50 mm according to

OPSS 313.

331.08.03.03 Asphalt Cement Content

For sublots with insufficient asphalt cement content, the EAM mat shall be reprocessed by the reclaimer-

stabilizer with addition of asphalt cement during reprocessing. For sublots with excessive asphalt cement

content, the EAM mat shall be reprocessed by the reclaimer-stabilizer with addition of corrective aggregates

during reprocessing. The unacceptable sublots are repaired until the corresponding lot mean is within the

acceptance tolerance.

331.08.03.04 Tensile Strength

The rejectable sublots shall be reprocessed by the reclaimer-stabilizer, if required, with addition of asphalt

cement during reprocessing until the corresponding lot mean is above the acceptance criterion. Alternatively,

the EAM mat shall be removed to a minimum depth of 50 mm and replaced by an appropriate HMA approved

by the Contract Administrator.


331.08.03.05 Thickness

For sublots with insufficient thickness, the Contractor shall determine the limits of the unacceptance EAM

based on additional measurement. The pavement segments with insufficient thickness shall be overlaid with

binder course or surface course with additional thickness so as to compensate for the insufficient thickness as

found in EAM layer.


To meet the specified surface tolerance, all deficient areas shall be re-profiled by milling or padded with the

same hot mix type to be used in the overlying hot mix lift.


Mixes that cannot be compacted to the specified density shall be removed to a minimum depth of 50 mm and

replaced by HMA approved by the Contract Administrator.


331.09.01 Full-Depth Reclamation with Expanded Asphalt Stabilization

Measurement of full-depth reclamation with expanded asphalt stabilization shall be by horizontal area in

square metres.

331.09.02 Plan Quantity Measurement

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

under Actual Measurement.


331.10.01 Full-Depth Reclamation with Expanded Asphalt Stabilization - 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 addition of corrective aggregate, active filler or other additives, including any expanded asphalt that is

required due to the additives, shall be at no additional cost to the Owner.

HMA required to replace unacceptable EAM shall be at no extra cost to the Owner.

PGAC shall be included in the Full-Depth Reclamation with Expanded Asphalt Stabilization item.

Repair of unacceptable EAM shall be carried out at no extra cost to the Owner.

The additional expanded asphalt, if required, added during reprocessing of unacceptable EAM shall be carried

out at no extra cost to the Owner.

Repair of areas of EAM damaged by traffic shall be completed at no extra cost to the Owner.


Repair, removal, or replacement of an unacceptable trial section shall be completed at no extra cost to the

Owner.

March 2015 Page 1 of 31 SSP 332F03

HOT IN-PLACE RECYCLED MIX - Item No.

Special Provision No. 332F03 March 2015

Amendment to OPSS 332, September 1996

OPSS 332 Construction Specification for Hot In-Place Recycling and Hot In-Place Recycling with Integral

Overlay is deleted in its entirety and replaced with the following:

332.01 SCOPE

This specification covers the requirements for the preparation of the existing pavement surface; heating and

hot milling the existing hot mix asphalt (HMA); adding and mixing in one or more of rejuvenating agent and

beneficiating HMA; and redistribution and compaction of the Hot In-Place Recycled (HIR) mix in a single

operation.

332.02 REFERENCES

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


OPSS 308 Tack Coat


Ontario Provincial Standard Specifications, Material


OPSS 1151 Superpave and Stone Mastic Asphalt Mixtures

Ontario Ministry of Transportation Publications

MTO Laboratory Testing Manual

LS-100 Rounding-Off of Test Data and Other Numbers

LS-101 Calculation of Per Cent within Limits

LS-262 Bulk Relative Density of Compacted Bituminous Mixes

LS-264 Theoretical Maximum Relative Density of Bituminous Paving Mixtures

LS-265 Determination of 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

LS-284 Recovery of Asphalt from Solution by Abson Method or Rotavapor

LS-291 Quantitative Extraction of Asphalt Cement and Mechanical Analysis of Extracted Aggregate from

Bituminous Paving Mixtures – Ontario Procedure

LS-292 Quantitative Determination of Asphalt Cement Content by Ignition and Analysis of Remaining

Aggregate from Bituminous Paving Mixtures

LS-294 Measuring Pavement Lift Thickness

LS-306 Bulk Relative Density of Compacted Bituminous Mixtures Using Paraffin Coated Specimens

LS-317 Determination of the Severity of a Segregated Asphalt Pavement Surface

LS-604 Relative Density and Absorption of Course Aggregate


LS-605 Relative Density and Absorption of Fine Aggregate

ASTM International

D 6752-11 Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures

Using Automatic Vacuum Sealing Method

E 178-08 Standard Practice for Dealing with Outlying Observations


R 35-14 Superpave Volumetric Design for Hot - Mix Asphalt

T 166-13 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface-Dry

Specimens

T 312-14 Standard Method of Test for Preparing and Determining the Density of Hot Mix Asphalt (HMA)

Specimens by Means of the Superpave Gyratory Compactor

332.03 DEFINITIONS

For the purpose of this specification, the definitions in OPSS 313, OPSS 1151, and the following definitions

apply:

Asphalt Cement (AC) means asphalt binder as defined in OPSS 1101.

Attribute means one of the following properties: designated large sieve (DLS), 4.75 mm sieve, 75 µm sieve,

AC content, air voids, lift thickness, compaction, or recovered asphalt cement (RAC) performance grade.

Beneficiating HMA means a HMA designed such that the final HIR mix shall be according to the Contract

Documents.

Design Lift Thickness (TD) means the thickness in millimetres of the HIR mix as specified in the Contract

Documents.

Field Adjustment to the JMF means a change in the target gradation, AC content, or both of a HIR mix,

within limits as specified in the Contract Documents without a redesign of the HIR mix, resulting in a revised

JMF.

Hot In-Place Recycled (HIR) Mix means the mixture of hot milled material containing one or more of the

following components: rejuvenating agent and beneficiating HMA.

Hot Milled Material means the material produced during the heating and hot milling of the existing HMA.

Hot Milling means the process of applying adequate heat to the pavement to sufficiently soften the pavement,

followed by the use of milling heads to uniformly remove the heated material to the depth specified in the mix

design submission with minimal fracturing of the existing aggregates.

Joint means a vertical contact between a HIR mix and any pavement or any rigid object that exists at the time

the HIR mix is laid.

Lift Thickness means the thickness in millimetres of the placed and compacted HIR mix.


Loose Mix means a representative sample of uncompacted HIR mix for testing mix properties or the RAC

performance grade.

Mix Design means the design of the proportions of new and existing aggregates; new and existing AC;

rejuvenating agent; and additives; when uniformly mixed, that results in an acceptable HIR mix.

Mix Properties means the AC content, gradation, and air voids.

Payment Adjustment Sieves means the DLS, 4.75 mm, and 75 µm gradation sieves.

Recovered Asphalt Cement (RAC) means the AC recovered from the HIR mix according to the Rotavapor

Method in LS-284, using re-agent grade tricholorethylene, or other solvent acceptable to the Owner.

Rejuvenating Agent means a product that when added to the hot milled material; the RAC from the HIR mix

meets the requirements of the Contract Documents.

Screed means the unit of the placement unit of the recycling train that strikes off and imparts initial

compaction to the HIR mix.

Segregation means a condition of the pavement characterized by areas with comparatively coarser or finer

texture than that of the surrounding pavement, with severity levels:

a) Slight Segregation – a pavement matrix is in place between the coarse aggregate particles; however, there

are slightly more coarse aggregate particles in comparison with the surrounding acceptable mix.

b) Medium Segregation – the pavement has significantly more coarse aggregate particles than the

surrounding acceptable mat and usually exhibits some lack of surface matrix.

c) Severe Segregation – the pavement appears very coarse, with coarse aggregate particle against coarse

aggregate particle and the pavement has little or no matrix.


332.04.01 Design Requirements

The HIR mix design shall be according to the Design Requirements subsection of OPSS 1151 and as

specified in the Contract Documents for a [* Designer Fill-in – See Notes to Designer] mix.

332.04.02 Submission Requirements

A copy of all mix design and JMF documents, signed, dated, and certified correct by the person accountable

for the engineering and management responsibility for the laboratory that conducted the work, shall be

submitted to the Contract Administrator.

The mix shall not be placed until the Contract Administrator provides written confirmation that the submitted

mix design and JMF documents meet the Contract requirements. Within four Business Days following the

delivery of all required documentation, the Contract Administrator shall provide written confirmation that the

mix design and all samples meet the Contract requirements or; advise of any requirements that have not been

met.


Confirmation of conformance to the Contract requirements of the submitted mix design does not constitute

any guarantee that the mix can be produced or constructed or both to Contract requirements, and does not

relieve the Contractor of the responsibility for ensuring the specified quality of Materials and workmanship.

The following additional information shall be submitted to the Contract Administrator in writing with the mix

design:

a) The amount, name, manufacturer, and supplier of the rejuvenating agent or beneficiating HMA or both, if

to be used;

b) The hot milling depth to meet the required mix properties and the design lift thickness with a maximum

increase in pavement elevation of 15.0 mm;

c) The mix proportions, gradation, and source of the materials in the beneficiating HMA, if to be used;

d) A copy of all calculations that were completed to determine the amount of rejuvenating agent or

beneficiating HMA or both, if to be used;

e) Air void laboratory test results and calculations for the HIR mix; and

f) A graph of temperature-kinematic viscosity relationship for the combined rejuvenating agent, the

recovered AC present in the existing pavement, and the new AC in the beneficiating HMA.

g) When applicable, a declaration that the percentage of the beneficiating HMA comprising quartzite and

dolomitic sandstone aggregates, or combinations thereof, is more or less than 75%.

The mix design shall be valid for a maximum of 14 months from when the mix design was prepared and for

the section of roadway it was designed for.

332.05 MATERIALS

332.05.01 Hot In-Place Recycled Mix

The HIR mix produced shall be according to the mix design and meet the requirements of Table 1.

332.05.01.01 Recovered Asphalt Cement

The RAC recovered from the HIR mix produced shall be according to OPSS 1101 and as specified in the

Contract Documents.

332.05.01.02 Beneficiating Hot Mix Asphalt

Beneficiating HMA shall be according to OPSS 1151 for a [* Designer Fill-in – See Notes to Designer] mix.

RAP, RST, or both shall not be used in the composition of the beneficiating HMA.

332.05.02 Release Agents

No release agents shall be used that may adversely affect the quality or performance of the HIR mix. Release

agents shall be used according to the proprietary requirements.


Petroleum based release agents, excess water, or excess release agents shall not be used.

332.06 EQUIPMENT

332.06.01 Heating Unit

Heating units shall apply heat in a uniform manner to the surface of the existing pavement to be hot milled.

Open flame heating of the existing HMA pavement shall not be permitted.

Heaters shall be spaced and operated such that:

a) Sufficient heat penetration of the pavement shall be achieved, with heat penetration into the underlying

pavement beneath the hot milling depth specified in the mix design submission,

b) The desired HIR mix temperatures are achieved, and

c) The existing HMA surface is not burnt or scorched.

332.06.02 Recycling Train

The recycling train shall be self-contained mechanical units specifically designed for HIR of HMA

pavements. The recycling train shall have the capability to process the existing pavement to a depth of at

least 50 mm.

Heaters used as part of the recycling train shall be according to the Heating Unit subsection.

The recycling train shall include hot milling, blending, and placement units.

332.06.02.01 Hot Milling Unit

The hot milling unit shall be capable of uniformly milling the preheated HMA to the hot milling depth

specified in the mix design submission.

332.06.02.02 Blending Unit

The blending unit shall be capable of thoroughly mixing the hot milled material, rejuvenating agent, and

beneficiating HMA.

332.06.03 Diamond Grinding

A diamond grinder shall be power-driven, self-propelled, and designed for grinding HIR mix or HMA. It

shall be equipped with a grinding head with at least 50 diamond blades per 300 mm of shaft. The grinding

head shall be at least 0.9 m wide. The grinder shall be equipped with the capability to adjust the depth, slope,

and crossfall to remove HIR mix or HMA to the required profile and shall also include a slurry pick-up

system.


332.07 CONSTRUCTION

332.07.01 Quality Control

QC procedures shall be conducted to ensure the HIR mix meets the requirements of the Contract Documents.

Interpretation of QC inspections, test results, and measurements and the determination of any action to be

taken shall be carried out to ensure that the work is according to the requirements of the Contract Documents.

A single sample for QC purposes may be obtained at the same time and location as QA acceptance samples.

No additional loose mix samples shall be taken from the placed HIR mix.

If the Contractor wishes to obtain additional samples for QC purposes, up to three cores may be taken in each

lot. Cores shall not be spaced closer than 1 m from any other core. If further additional samples are required,

a written request shall be made to the Contract Administrator, and samples shall only be taken upon written

approval of the Contract Administrator. All sample locations shall be restored as specified in the Contract

Documents.

332.07.02 Laboratory Correlations

On request, the Contract Administrator shall provide the opportunity to conduct a correlation of mix

properties, AC grading, or compaction, or a combination between the QA and QC laboratories prior to the

HIR operation. The correlation may occur once for each mix type and shall be a maximum of three samples.

The Contract Administrator shall be provided with the samples and compaction temperature for the

correlation testing. The Contract Administrator shall provide the QA test results on completion of the

correlation testing.

332.07.03 Preparation of Existing Pavement

Prior to the HIR operation:

a) Existing HMA surfaces shall be clean and free of all loose, broken, and foreign materials.

b) Milled existing HMA surfaces shall be clean and free of all loose, broken, and foreign materials and shall

be swept with a power broom.

c) [** Designer Fill-in - See Notes to Designer].

Existing surfaces to be HIR may be corrected by additional cold milling, hot milling, addition of beneficiating

HMA or a combination, in order to place and compact the HIR mix to the design thickness specified in the

Contract Documents[*** Designer Option – See Notes to Designer].

Removal of the existing pavement by the hot milling unit shall be performed in such a manner as to leave

adjacent pavement and structures remaining in place undisturbed and undamaged. All damaged or disturbed

portions shall be corrected expeditiously and repaired to the satisfaction of the Contract Administrator.

Broken edges of portions to be left in place that are visible after construction shall be squared and neatly

trimmed.


332.07.04 Transportation of Beneficiating Hot Mix Asphalt

Truck boxes used to transport HMA shall be clean and, if required, lightly coated with a uniform application

of a release agent. Truck boxes shall be drained after each application and before loading.

332.07.05 Placing Hot In-Place Recycled Mix

332.07.05.01 Operational Constraints

The HIR process shall be carried out when the roadway is clean and free of standing water. The HIR process

shall not proceed in the rain.

The supply of any materials to the recycling train shall be accomplished with no traffic on the uncompacted

mat. Public traffic shall not be permitted on freshly laid HIR mix until the temperature of the mat is 50 C or

less.

332.07.05.02 Paving

The heating units and recycling train shall heat and hot mill the HMA pavement across the complete lane

width, and partial width shoulder if applicable, to the hot milling depth specified in the mix design

submission.

The underlying pavement shall be heated to a minimum temperature of 50 ºC.

When inspection and testing indicates that the required average depth of heating and hot milling is not being

met, the process shall be immediately corrected.

Rejuvenating agent and/or beneficiating HMA shall be added to and mixed with the hot milled material in the

amount specified in the mix design. The HIR mix shall be homogeneous after mixing.

The final placement of the HIR mix by the recycling train shall be uniformly distributed to the specified

profile and crossfall. The HIR mix shall be compacted to the design lift thickness specified in the Contract

Documents and meet all acceptance criteria specified in the Contract Documents.

Each successive pass of the recycling train shall overlap the previously HIR adjacent surface by a minimum

of 100 mm.

The HIR mix shall be of a minimum temperature, immediately behind the screed, to meet the compaction

requirements specified in the Contract Documents.

Prior to roller compaction, obvious defects in the HIR mix placed shall be corrected. Irregularities in the

alignment and grade along the outside edges shall be corrected. Excess HIR mix shall not be cast onto the

surface of the freshly laid mat. After final compaction the surface shall be smooth and true to the established

crown and grade, uniform in texture and shall be free of any defects.

All through lane HIR mix shall be completed prior to the placement of adjacent sideroads, speed change

lanes, and other paved areas.

Areas that are not accessible to the heating and hot milling equipment shall have the HMA removed to the

depth required to meet the design lift thickness requirements specified in the Contract Documents. These

areas shall be tacked coated according to OPSS 308 and paved with [**** Designer Fill-in – See Notes to


Designer] according to OPSS 313. The surface of each layer placed and compacted shall be level with the

adjacent pavement. The paving of such areas shall be completed prior to the placing of any subsequent course

on the HIR mix, if applicable, and as a separate operation from any other paving.

If the Contractor’s actions fail to prevent continued medium or severe segregation regardless of cause, the

Contract Administrator may instruct the Contractor to cease HIR operations until the problem has been

corrected.

332.07.06 Longitudinal and Transverse Joints

All joints shall be made to obtain a complete bond between the two pavement edges and a smooth riding

surface. The existing or previously placed pavement edge shall be a straight clean vertical surface for the full

depth of the course. Where ramping or damage has occurred, trimming shall be required. All dirt or other

foreign material and all loose material shall be removed from all vertical surfaces.

Longitudinal and transverse joints between the new HIR pavement and the existing pavement shall be butt

joints as specified in the Contract Documents. All longitudinal joints at intersecting roads shall be butt joints.

Heating beds on the heating units shall heat and soften material beyond the hot milling width by a minimum

of 100 mm to achieve proper thermal bonding between the existing asphalt pavement and the HIR mix along

the longitudinal joints. The longitudinal joints shall be parallel to the lane and visually uniform

longitudinally, and within 50 mm of the demarcation between the lanes specified in the Contract Documents.

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 at least 50 mm.


Compaction of the HIR mix shall be conducted using appropriate methods and equipment to provide a

uniformly compacted mat according to the requirements of the Contract Documents.

At all places not accessible to rollers, the HIR mix shall be compacted by mechanical self-powered gas-,

electric-, or air-powered equipment.

332.07.08 Field Adjustments to the Job Mix Formula

The JMF may be adjusted to more closely reflect the HIR mix being produced. Field adjustments to the JMF

shall be limited in scope such that the net impact of all field adjustments to the JMF does not exceed any of

the maximum field adjustments to the JMF in Table 2 in comparison to the original JMF submitted under the

current mix design.

A field adjustment to the JMF during production shall be permitted under the following situations:

a) To more closely reflect the actual HIR mix being produced, when test results for the last lot produced to

the submitted JMF accrued a payment reduction for AC content or gradation or both but met all other

specified HIR mix requirements. The test results (lot mean) shall show that the design requirements for

VMA, percent Gmm at Nmax, VFA, and dust proportion were met, and that there was no payment reduction

for air voids. The adjusted JMF may be applied to the lot being placed at the time the confirmation of

receipt of the adjusted JMF is issued and to the previous lot if requested as part of the written submission

for a JMF adjustment.


b) To permit minor changes in the constituent proportions, when test results for the last lot produced to the

submitted JMF indicate no negative price adjustments for AC content or gradation, but changes are

designed to improve either the air voids or RAC performance grade or both. For this situation, the air

voids PWL shall be at least 50. The adjusted JMF may be applied to the lot being placed at the time the

confirmation of receipt of the adjusted JMF is issued.

JMF adjustments shall not be accepted once placement of the HIR mix has been completed. The adjusted

JMF shall be submitted in writing on a form supplied by the Contract Administrator. Within one Business

Day of receiving the JMF adjustment submission, the Contract Administrator shall give a written

confirmation of receipt of the adjusted JMF confirming conformance to the Contract requirements or advising

of any non-conformance.

332.07.09 Sampling

332.07.09.01 Mix Properties and Recovered Asphalt Cement Performance Grade

Samples shall be appropriately labelled with the Contract number, highway number, Region, lot number,

sublot number, mix type, station, and date and time of sampling.

The Contract Administrator shall advise the Contractor of each random sample location from which the

sample is to be taken. A set of two samples shall be taken according to Table 3. One of these samples shall

be for QA testing and the other shall be for referee testing. Samples for QA and referee testing shall be

obtained concurrently.

When the mass of the sample does not meet the requirements of Table 3, the sample shall be discarded and a

new one taken immediately.


Upon completion of each sublot, the Contract Administrator shall provide notification of each random sample

location in writing. Pavement core samples shall be obtained in duplicate from each sublot no later than the

next Working Day after the completion of the sublot. Each core shall have a minimum nominal diameter of

150 mm and a maximum nominal diameter of 200 mm, and shall consist of the full layer being sampled and

at least one underlying layer, if one is present. Cores shall not be taken within 250 mm of a longitudinal or

transverse joint or the edge of pavement.

Each set of samples shall be taken from the same lane, same transverse offset, and at a spacing of 1.0 m

0.1 m between each individual core edge.

Care shall be taken to ensure that cores are not damaged during coring operations or in transit. If a core is

damaged, a replacement core shall be extracted at a location adjacent to the original core.

When the design lift thickness is at least 40 mm, and the lift thickness of the pavement core is less than

35 mm, the core shall be submitted to the Contract Administrator and a replacement core shall be extracted at

a location within the same sublot selected by the Contract Administrator. If the thickness of the replacement

core is also less than 35 mm, the core shall be submitted to the Contract Administrator and the situation

reviewed the Contract Administrator prior to any further coring of the sublot.

Core samples shall also include design lift thickness on the label. The lot and sublot numbers shall be clearly

marked with a permanent marker on all compaction cores.


HIR mix and compaction requirements for filling the sample holes shall be the same as the adjacent

undisturbed pavement. 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.

332.07.09.03 Lift Thickness

Single cores consisting of the HIR mix placed shall be used to evaluate the lift thickness of the HIR tender

item placed at each sample location. Sample locations shall be determined based on the surface area of the

HIR mix placed on the Contract.

All areas of HIR paving within the Contract limits, including paved shoulders, shall be sampled for lift

thickness [***** Designer Option – See Notes to Designer].

Upon completion of each sublot, the Contract Administrator shall provide notification in writing of the

location to be used for sampling. One pavement core sample shall be obtained from each sublot not later than

the next Working Day after completion of the sublot. This one core shall be used for both QA and possible

referee testing.

Each core shall have a nominal diameter of 50 mm and shall consist of the HIR mix placed in the sublot and

at least one underlying HMA layer if one exists. Each core shall have its vertical side cored perpendicular to

the upper surface of the core. Each sample shall be placed in a suitable container to protect the sample

integrity during transport and until testing. The sublot number shall be clearly marked with a permanent

marker on each core.

No replacement thickness cores shall be obtained for QA or referee testing. When a core thickness is reported

as “indeterminate”, a new 150 mm core shall be taken centred over the sublot’s previously taken 50 mm core.

Holes resulting from the removal of thickness core samples shall be cleaned, dried, and filled with a material

acceptable to the Contract Administrator immediately after sampling.

332.07.10 Management of Excess Material

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



The Owner shall conduct tests, carry out calculations, and provide values according to Table 4. The

Contractor shall be provided with results from the completed tests. Payment factors and payment adjustments

for each lot shall be determined by the Contact Administrator as specified in the Contract Documents, based

on the QA test results, unless when applicable, the Contractor invokes referee testing, in which case referee

results shall be used.

Acceptance of HIR mix shall be based on the following criteria:

a) Air Voids and Compaction

b) Gradation and AC Content

c) RAC Performance Grade


d) Surface Tolerance

e) Surface Appearance

f) Surface Smoothness

g) Lift Thickness

h) Geometrics and Longitudinal Joint Location

332.08.01.01 Air Voids and Compaction

332.08.01.01.01 Lot Size

The Contract Administrator shall determine the size and location of the lots and sublots, after discussion with

the Contractor and before HIR operations start. Guidelines for the breakdown of the tender item quantity into

lots are as listed in Table 5. Generally, lot size is 40,000 m² with sublots of 4,000 m²; however, sublot sizes

shall be adjusted to ensure a minimum of three sublots per lot.

When the tender item quantity is less than 4,000 m², the sublots shall be determined by the Contract

Administrator based upon such testing as is deemed necessary by the Contract Administrator to determine

substantial conformance with the Contract.

When only 1 or 2 sublots are completed at the end of placement of the tender item due to a change in the JMF

or when a delay of more than 20 Business Days occurs in placing the complete lot, the test results obtained

shall be considered as part of the previous lot and the previous lot shall then have 11 or 12 sublots. When

only 3 to 9 sublots are completed due to the above circumstances, then the 3 to 9 sublots shall be considered

as a lot.

When a delay of more than 20 Business Days occurs in placing the complete lot and this lot shall be

completed during the same calendar year, the Contractor may, prior to the end of the 20 Business Days,

request in writing to the Contract Administrator that the lot be continued upon the resumption of placement of

that tender item. If the request is not made or is not accepted by the Contract Administrator, the lot shall be

terminated and evaluated for acceptance.

332.08.01.01.02 Basis of Acceptance

Acceptance for HIR mix for air voids and compaction is based on the lot PWL for each attribute. PWL shall

be determined using lot test results, LS-101, and lower and upper limits as specified in Table 1. The PWL of

the lot for each criterion shall be used to determine the payment adjustment factor from Table 6. If the PWL

is less than 50% for air voids or compaction, the lot is rejectable and shall be subject to repair or payment

adjustment.

When the tendered item quantity is less than 4,000 m², the HIR mix may be accepted by the Contract

Administrator based upon such testing as is deemed necessary by the Contract Administrator to determine

substantial conformance with the Contract. When three or more tests have been completed for a lot the

Material shall be accepted at the full Contract price, subjected to a payment adjustment or rejected as

specified in the Contract Documents.


The Contract Administrator shall determine if a rejectable lot may remain in the work without repairs. When

the Contract Administrator has determined that a rejectable lot may remain in the work without repair, the lot

shall be subjected to a payment adjustment. If the Contractor elects to repair the lot in lieu of a payment

adjustment or if the Contract Administrator determines that a rejectable lot requires repair, the lot shall be

repaired and re-evaluated as detailed in the Repairs subsection.

332.08.01.02 Gradation and Asphalt Cement Content

332.08.01.02.01 Lot Size

The lots and sublots for gradation and AC content shall be according to the Lot Size clause under the Air

Voids and Compaction clause of the Acceptance Criteria subsection.


Acceptance for HIR mix for gradation and AC content shall be determined using the lot mean; LS-282,

LS-291, or LS-292; the specification limits specified in Table 1; and sublot acceptability.

Sublot test results shall be acceptable if they meet the specification limits specified in Table 1. If a sublot test

result for any payment adjustment sieve or AC content does not meet the specification limits specified in

Table 1, the sublot shall be deemed rejectable and shall be repaired as detailed in the Repairs subsection.

When a lot contains any sublot that is deemed rejectable, the lot is rejectable until the sublot has been repaired

and re-evaluated as acceptable. The repaired sublot shall be re-evaluated using the test results for the repaired

sublot and used in determining payment and acceptance of the lot. When the Contract Administrator allows a

rejectable sublot to remain in place without repair, the sublot test result for the rejectable sublot shall be

treated as a lot with one sublot, and the remaining sublots shall form a separate lot.

The Contract Administrator shall calculate the gradation payment adjustment and AC content payment

adjustment for the lot once all sublot test results for the lot have been completed. The Contract Administrator

shall calculate the lot mean to one decimal point and the lot gradation and the lot AC content payment

adjustments based on all the sublot test results in the lot, according to LS-101. If the lot mean does not meet

the specification limits specified in Table 1, the lot is rejectable.

332.08.01.03 Recovered Asphalt Cement Performance Grade


Acceptance of the RAC performance grade in the HIR mix shall be as specified in the Contract Documents.

332.08.01.03.02 Disposition of Hot In-Place Recycled Mix with Recovered Asphalt Cement with

Borderline and Rejectable Lots

The Owner shall review the test results and determine the disposition of the HIR mix with any RAC that does

not meet the requirements of the Contract Documents. This shall also include the identification of any trends

evident through the analysis of the additional testing. HIR mix with RAC, for which test results indicate that

the product did not meet the requirements of the Contract Documents shall be dealt with as follows:

Minor Borderline: HIR mix shall be accepted at full payment.

Major Borderline: HIR mix shall be accepted into the Work with a payment reduction, according to the

Payment Adjustment for Recovered Asphalt Cement Performance Grade clause.


Alternatively, at the Contractor’s option, the HIR mix may be repaired according to

the Repairs subsection.

Rejectable: HIR mix shall be repaired according to the Repairs subsection. The Contract

Administrator shall determine if rejectable mix may remain in the work without

repairs, with a payment adjustment.


Surface tolerance shall be according to OPSS 313. Surface tolerance related repairs shall be carried out

according to the Repairs subsection.


HIR mix deemed by visual appearance to have flushing, bleeding, segregation, fat spot, surface damage,

chatter, or surface contamination but not limited to these, shall be considered deficient material or work. The

Contractor shall provide traffic control, for all surface appearance assessments. Deficient material, mixture,

and work shall be removed and replaced or repaired or assessed a payment reduction.

332.08.01.05.01 Segregation

HIR mix exhibiting medium or severe midlane segregation shall be assessed a payment reduction or shall be

repaired at the discretion of the Contract Administrator.

HIR mix exhibiting other segregation shall be addressed in accordance with the following:

a) Slightly segregated HIR mix shall be accepted into the work with no payment reduction.

b) Medium segregated HIR mix shall be assessed a payment reduction, or repaired at the discretion of the

Contract Administrator.

c) Severely segregated HIR mix shall be repaired by removal and replacement according to the Repairs

subsection.

Bullnoses and tapers that were not machine-laid and any areas of handwork shall not be assessed on the basis

of segregation but on the basis of other workmanship-related problems.

332.08.01.06 Surface Smoothness

The acceptability of surface smoothness shall be as specified in the Contract Documents.


332.08.01.07.01 Lot Size

The Contract Administrator shall determine the size and location of the lots and sublots before the HIR

process starts. Generally there shall be one lot of the total pavement quantity. When more than one TD is

specified for the HIR tender item, there shall generally be a separate lot for each TD specified in the Contract

Documents for the HIR tender item. Each lot shall be divided into sublots, which shall normally be 2,000 m²

in size. A minimum of three sublots are required for each lot.



Acceptance of HIR mix for lift thickness is based on lift thickness measurements determined using sublot test

results, LS-294, and the minimum lift thicknesses given in Table 7. The Contract Administrator shall

calculate the thickness payment adjustment for the lot once all measurements for the lot have been completed.

Individual sublot thickness measurements shall be acceptable if they are equal to or greater than the minimum

sublot lift thickness specified in Table 7. If an individual sublot thickness measurement is less than the

minimum sublot lift thickness specified in Table 7, the sublot shall be deemed rejectable and shall be repaired.

The repaired sublot shall be re-evaluated using the lift thickness measurement for the repaired sublot and used

in determining payment of the lot.

In addition, when a core taken for compaction testing does not meet the minimum lift thickness specified in

Table 7, the thickness sublot in which the compaction core was located shall be rejectable and shall be

repaired.

The Contract Administrator shall calculate the lot mean to one decimal point and the lot payment adjustment

for lift thickness based on all the sublot lift thickness measurements in the lot, according to LS-101 and the

Payment Adjustment for Lift Thickness clause. If the lot mean is less than 85% of the TD, the lot will be

rejectable.

When a lot contains any sublot that is deemed rejectable, the lot shall be rejectable until the sublot has been

repaired and re-evaluated as acceptable. When the Contract Administrator allows a rejectable sublot to

remain in place without repair, the Contractor shall receive a payment reduction for the sublot according to

the Payment Adjustment for Lift Thickness clause. A sublot lift thickness measurement for a rejected sublot

that receives a payment reduction shall not be used to assess the lot mean.

332.08.01.08 Geometrics and Longitudinal Joint Location


After final compaction, the HIR mix shall be smooth and true to the design profile and cross-section and

constructed to the design width.

The Contract Administrator shall conduct spot checks of the width of the HIR mix to determine if the

complete lane and shoulder widths, when specified in the Contract Documents, have been HIR processed,

placed, and compacted for acceptance. [******* Designer Option – See Notes to Designer].

The width of HIR mix shall be accepted provided:

a) the outside edges of the lanes and the paved shoulders are parallel to the lane and visually uniform

longitudinally,

b) the width across all the adjacent HIR lanes and shoulders, when specified, from the outside edge to

outside edge is not less than the sum of the specified widths, and

c) the width of retrofitted partially paved shoulder is not less than the specified width, when specified in the

Contract Documents.


If the width is not acceptable at any location, the Contract Administrator shall notify the Contractor in writing

that the pavement is rejectable and the Contractor shall submit a written proposal for corrective action to the

Contract Administrator within three Business Days of receiving the notification.

Longitudinal joints not meeting the Contract requirements shall be removed and replaced, or assessed a

payment reduction.

332.08.01.09 Optional Trial

When the HIR tender item quantity is 40,000 m² or more, an optional trial of one lot, not exceeding 4,000 m²,

with one sublot shall be permitted. If the Contractor elects to plan this optional trial, he shall advise the

Contract Administrator in writing prior to placing the trial lot. The optional trial shall not be placed in a

critical location. The optional trial will be treated as a small quantity lot for basis of acceptance and payment.

332.08.01.10 Small Quantity Lots

Any lot comprised of one or two sublots, shall not be subject to payment adjustment unless the HIR mix is

rejectable. Acceptance for these lots shall be on a sublot by sublot basis. The sublot shall be considered

acceptable if the HIR mix complies with the limits specified in Table 1. HIR mix that does not comply with

Table 1 shall be considered rejectable.

332.08.02 Referee Testing

332.08.02.01 General

Referee testing by a referee laboratory can only be invoked for a given lot within five Business Days of the

Contractor receiving the QA test results, and where applicable the Contract Administrator’s calculated QA

payment factors and payment adjustments for that lot.

Referee testing may only be invoked if all referee samples have been received in a condition suitable for

testing.

332.08.02.02 Mix Properties and Compaction

Referee testing may only be requested for the entire lot, or a maximum of two sublots from that lot. Referee

testing shall fall into one of three categories:

a) mix properties only,

b) compaction only, or

c) mix properties and compaction.

The referee laboratory shall use the same test method as the QA laboratory except that when the QA

laboratory chooses LS-292, the referee laboratory shall use that method provided the calibration requirements

are met. If they are not met, the affected laboratory shall use LS-282.

When referee testing of mix properties is invoked, the referee laboratory shall conduct all necessary testing,

with the exception of the combined aggregate density, which will be supplied by the Contract Administrator.


The results generated by the referee laboratory shall be used to re-evaluate the lot to determine the payment

factors for the acceptance of the disputed properties for the disputed lots of HIR mix. The referee test results

are binding on both the Owner and the Contractor.


Referee testing for RAC performance grade shall be as specified in the Contract Documents.

332.08.02.04 Challenging Severity of Segregation

The Contractor may challenge, in writing, the severity of any segregated area assessed as either medium or

severe, within five Business Days of receiving the Owner’s first visual assessment. The written challenge

shall list the dimensions and the Contractor’s assessment of the severity of each disputed area.

For Contracts with up to 240,000 m² of HIR mix, the Contractor shall be allowed a maximum of two separate

written challenges for each tender item. However, for Contracts with more than 240,000 m² of HIR mix, the

Contractor shall be allowed a maximum of four separate written challenges for each tender item. Each

written challenge may involve more than one disputed segregated area.

A representative of the Owner, who did not carry out the original assessment and who is not the Contract

Administrator shall make a second visual assessment of the disputed areas. This second visual assessment

shall be carried out within five Business Days after the Contract Administrator has received the Contractor’s

written challenge and the results of that second visual assessment shall be binding on both the Owner and

Contractor.

The Contractor may further challenge the Owner’s second visual assessment of the segregation severity.

Such a challenge shall be resolved by a representative of the Owner determining the Macrotexture Ratio,

according to LS-317. Table 8 shall be used with the Macrotexture Ratio to determine the degree of severity

and the disposition of the disputed area of segregation. The results of that testing shall be binding on both the

Owner and the Contractor.


The Contractor may only challenge the individual lift thickness measurement by requesting referee testing

within five Business Days of the Contractor receiving the sublot thickness measurement and shall submit the

request in writing to the Contract Administrator. The Contractor shall then have the opportunity to view the

re-measurement of the QA designated pavement core for that sublot at an alternative Owner designated QA

laboratory together with the Owner’s representative. The re-measured lift thickness measurement shall be

considered binding and shall replace the original lift thickness measurement for assessment of the sublot.

332.08.02.06 Outlier in Referee Results

Where an entire lot of three or more sublots has been referee tested, the Contractor may question an individual

value for any attribute of a sublot’s test result, excluding lift thickness. The request shall be made within

three Business Days of the Contractor receiving all of the test results for the lot, and only when the payment

factor for the attribute with an outlier is less than 1.0 or a payment adjustment applies. The validity of the

questioned attribute shall be ascertained in accordance with ASTM E 178 using a T test at a 10% significance

level.

If the T test procedure shows that the questioned value of the attribute is not an outlier, then the test result

shall be used in the calculations. If the T test procedure shows that the questioned value of the attribute is an


outlier, then the test result for the sublot shall be checked for mathematical errors. If there are no

mathematical errors, the sublot with the outlier is treated as a lot with one sublot and the remaining sublots

shall form a separate lot with no further consideration for outliers.

If only two sublots remain, the two sublots shall be treated as two separate lots each with one sublot.

332.08.04 Repairs

332.08.04.01 General

The Contractor shall perform all repairs.

The materials and the construction of repairs shall meet the requirements specified in the Contract

Documents.

Repairs shall be full lane or full shoulder width except where localized repairs are allowed as specified in the

Contract Documents. The limits and type of repairs shall be subject to the approval of the Contract

Administrator and shall be approved prior to the repairs being carried out.

All transverse joints in repairs shall butt up to a full depth vertical surface. Repairs shall consist of the

removal and replacement of the full thickness of the HIR mix or the placement of an overlay when permitted

by the Contract Administrator. A paver or recycling train shall be used in carrying out the repair.

Repairs of an urgent nature, including moderate to very severe aggregate loss, moderate to very severe

flushing, and wheel track rutting 16 mm in depth or greater shall be repaired within seven Days, unless

extended by mutual agreement. With the exception of urgent repairs, repairs shall be completed within

60 Days or prior to seasonal shutdown each year, whichever is the lesser, unless extended by mutual

agreement.

332.08.04.02 Mix Properties, Compaction, and Recovered Asphalt Cement Performance

Grade

The Contractor may elect to carry out repairs in lieu of accepting a payment adjustment, if the lot is not

rejectable and for air voids and compaction the total payment factor for the lot is less than 0.940. When the

Contract Administrator requires a rejectable lot to be repaired or the Contractor elects to carry out repairs in

lieu of accepting a payment adjustment, the Contractor shall determine what areas of HIR mix in a lot are to

be repaired subject to the minimum lengths and widths specified in the Contract Documents. Each repair area

shall include at least one of the loose mix or core sample locations or both representing that sublot.

The minimum length of a single-repair to one lane shall be 250 m. The minimum length of a single-repair

that extends over more than one lane shall be 250 lane-metres and no portion of the single-repair in a lane

shall be less than 125 m in length.

The minimum limits of each repair shall be at least 125 lane-metres from the location of the loose mix or

compaction core or both that represents the sublot; otherwise, a repair limit shall coincide with one end of the

sublot when the sample location is less than 125 lane-metres from it. If the proposed limit of a single-repair

falls within the proposed limit of another single-repair, the overlap shall count towards the 250 lane-metre

minimum for both repairs. Repair areas within a single lane shall be separated by at least 100 m. If the

delineation of repair areas results in patches less than 100 metres apart, these repair areas shall be re-

established to form a continuous repair.


The Contractor shall submit a list and sketch identifying the proposed locations of the repairs to the Contract

Administrator for review at least five Business Days prior to the intended start of the repair work. Each

sublot and single-repair shall be uniquely labelled. Overlapping repair areas and discontinuous portions of a

single-repair shall be labelled so that they are readily identified with their single-repair.

Prior to the repair, the Contractor shall take slab samples or cores for testing of mix properties, RAC

performance grade, or compaction, or all in the unrepaired area within 1 m of the limits of each end of the

repair area. The Contractor shall not be permitted to take additional samples or cores beyond these locations

until after QA, or referee testing demonstrates that the remaining Material in the sublot proposed for repair is

deemed to be rejectable. If the proposed repair limit coincides with the beginning of a sublot that is being left

unrepaired, samples are not required at this location. Sufficient Material shall be obtained for testing by the

Owner’s QA laboratory, and for possible referee testing.

Testing shall demonstrate that the remaining Material in the sublot proposed for repair is not rejectable. To

determine if the HIR mix is rejectable, the mix properties, RAC performance grade, and compaction shall

comply with the basis of acceptance of lots with one or two sublots. If the Material is deemed to be

rejectable, the proposed limit of the repair shall be extended by a minimum of 25 m, and the sampling and

testing repeated. The repair area selected by the Contractor shall incorporate the location used for obtaining

samples that shall be used to confirm that the remaining HIR mix is not rejectable. If the Contractor’s repair

proposal results in the removal of at least half the sublot quantity, the Contract Administrator may waive

testing demonstrating the suitability of the remainder of that sublot.

The unrepaired sublots combined with the remainder of any repaired sublots shall comprise one lot and shall

be assessed on the basis of the loose mix or core or both samples representing the unrepaired sublots. If there

are only one or two sublots in a lot that are not repaired, the Contract Administrator shall include those

sublots as part of the previous or next lot.

The HIR or HMA mix used for the repair shall comprise a separate lot or the Contract Administrator in

conjunction with the Contractor may decide to include it as part of the current lot being produced. The

repaired area shall be tested and assessed for all acceptance criteria specified in the Acceptance Criteria

subsection.

The two reconfigured lots shall be accepted at the full Contract price, subjected to a payment adjustment or

rejected according to the Payment Adjustment for Air Voids and Compaction clause, Payment Adjustment for

Gradation clause, Payment Adjustment for Asphalt Cement Content clause, and Payment Adjustment for

Recovered Asphalt Cement Performance Grade clause.


All areas not meeting the surface tolerance requirements shall be repaired by diamond grinding to a maximum

of 5 mm or removed and replaced. Slurry produced from diamond grinding shall be removed from the site by

the Contractor and managed as specified in the Contract Documents.


The Contractor shall not be permitted to make any repairs solely to correct for excess lift thickness. The

minimum length of a repair is the entire length of the sublot being repaired.

Acceptance for lift thickness of the repaired sublot shall be based on the individual sublot lift thickness

measurement and the lot thickness payment adjustment shall be calculated based on the re-evaluated sublot

measurement.



332.09.01 Actual Measurement

332.09.01.01 Hot In-Place Recycled Mix

Measurement of HIR mix shall be by the horizontal area in square metres in place.

332.09.01.02 Tonne to Square Metre Conversion

When the Contract Documents refer to a quantity of material for HIR mix in tonnes and the Contract

Documents do not already modify the quantity to relate to square metres, the Contract Administrator shall

determine the theoretical quantity in square metres (QA) that shall replace the non-payment tonnage quantity

(Qt) references as follows:

QA = Qt / [0.975 x BRDMD x (TD/1000)] (Formula 1)

Where:

BRDMD = the bulk relative density in t/m³, provided in the HIR mix design submitted for HIR mix, the QA

is calculated for

TD = the design thickness, in millimetres, of the HIR mix

Qt = non-payment tonnage quantity referred to elsewhere in the Contract Document for the HIR mix

under the measurement by square metre item


When measurement is by Plan Quantity, such measurement is based on the units shown in the clauses under

Actual Measurement. The Plan Quantity shall not be adjusted due to any of the exceptions specified in the

Lift Thickness clause under the Sampling subsection.


332.10.01 Hot In-Place Recycled Mix – Item

Payment at the Contract price for the above tender item shall include full compensation for all labour,

Equipment, and Materials required to do the work, including rejuvenating agent and beneficiating HMA

quantities if used, and the applicable payment adjustments.

No additional payment shall be made for the work, labour, Equipment, and Materials required to remove the

existing pavement, and place HMA in areas not accessible to the heating and hot milling equipment.

The preparation and correction of existing HMA surfaces carried out in order to meet the requirements of the

Contract Documents, including removal of materials such as cold mix patching material, crack sealant, and

spray patch material; cold milling, hot milling, and the addition of beneficiating HMA; shall be at no cost to

the Owner.

HMA required to retrofit partially paved shoulders or for pavement widening shall be paid for at the Contract

price for the appropriate HMA tender item. No additional payment shall be made under this item for HMA

required to retrofit partially paved shoulders or for pavement widening.


When repairing HIR mix, the Contractor shall be responsible for and shall carry out all associated work and

replace or restore all associated damage and removals at no cost to the Owner.

When the Contract Administrator instructs the Contractor to cease HIR operations due to continued medium

or severe segregation regardless of cause, the Owner shall not be held responsible for any additional costs that

the Contractor may incur.

332.10.01.01 Payment Adjustment for Air Voids and Compaction

When the Contractor is not required to or does not elect to repair a lot, the payment adjustment for that lot due

to air voids and compaction requirements shall be:

PAAVC = lot quantity x Contract price x [PFAVC – 1.0000] x TODRF (Formula 2)

Where:

PAAVC = payment adjustment for air voids and compaction

lot quantity = the horizontal area of HIR mix in the lot in m²

Contract price = for the purposes of payment adjustment due to air voids and compaction, means the

Contract price of the HIR tender item

PFAVC = payment factor for combined air voids and compaction as determined according to the

Calculations clause

TODRF = means the tender opening date reduction factor given in Table 9

When the PFAVC is:

a) less than 1.0000, there shall be a reduction in payment,

b) equal to 1.0000 there shall be no adjustment, and

c) greater than 1.0000 there shall be an increase in payment for the lot.

332.10.01.01.01 Calculations

332.10.01.01.01.01 General

The PFAVC shall be based on the individual payment factors obtained from Table 6, based on PWL,

determined for air voids and compaction using LS-101 and the formulae in the Payment Factor for Combined

Air Voids and Compaction clause. Rounding-off procedures for all calculations shall follow LS-100.

When there is no sampling or testing specified in the Contract Documents for an attribute or when the

requirement for sampling or testing for an attribute is waived by the Owner, the payment factor for that

attribute shall be equal to either:

a) the payment factor it is added to in Formula 3, if that payment factor is less than 1.0000; or,

b) 1.0000, if the payment factor it is added to in Formula 3, is equal to or greater than 1.0000.

332.10.01.01.01.02 Payment Factor for Combined Air Voids and Compaction

The payment factor for combined air voids and compaction (PFAVC) shall be calculated using the following

formulae:


PFAVC(SUB) = PFC + PFAV (Formula 3)

If PFAVC(SUB) is greater than or equal to 2, then PFAVC = PFAVC(SUB) - 1 (Formula 4)

If PFAVC(SUB) is less than 2, then PFAVC = PFAVC(SUB) / 2 (Formula 5)

Where:

PFC = payment factor for compaction from Table 6

PFAV = payment factor for air voids from Table 6

The PFAVC shall be rounded and reported to four decimal places.

When the Contract Administrator decides that the unrepaired area of an original lot that has been partially

repaired shall not be resampled, the PFAVC for the unrepaired area shall be 1.0000.

332.10.01.01.01.03 Small Quantity Lots

For any lot comprised of one or two sublots, the lot shall be assigned a PFAVC of 1.0000 if the lot is not

rejectable. If the sublot is determined to be rejectable, it shall be administered as described in the Repairs

subsection. If a rejectable sublot is allowed to remain in the work, a payment factor of 1.0000 shall be given

to each attribute that is not rejectable, and the payment factor for PWL = 50% from Table 6 shall be given to

each attribute that is rejectable. The PFAVC for the sublot shall be calculated using the formulae detailed in the

Calculations clause.

332.10.01.02 Payment Adjustment for Gradation

When the Contractor is not required to repair a lot, the payment adjustment for that lot due to gradation

requirements shall be a reduction in payment. The payment adjustment for gradation shall be calculated using

the following formula:

PAG = lot quantity x Contract price x [PFDLS + PF4.75 + PF75] x TODRF (Formula 6)

If DLS gradation is rejectable then PFDLS = 0.04

IF DLS gradation is acceptable then PFDLS = 0

If the 4.75 mm sieve gradation is rejectable then PF4.75 = 0.04

If the 4.75 mm sieve gradation is acceptable then PF4.75 = 0

If the 75 µm sieve gradation is rejectable then PF75 = 0.04

If the 75 µm sieve gradation is acceptable then PF75 = 0

Where:

PAG = payment adjustment for gradation

PFDLS = payment factor for the DLS gradation

PF4.75 = payment factor for the 4.75 mm sieve gradation

PF75 = payment factor for the 75 µm sieve gradation

lot quantity = shall be the horizontal area of HIR mix in the lot in m²

Contract price = for the purposes of payment adjustment due to gradation, means the Contract price of the

HIR tender item



332.10.01.03 Payment Adjustment for Asphalt Cement Content

The payment adjustment for AC content shall apply to all placed and compacted HIR mix using the

theoretical tonnage. The theoretical tonnage shall be calculated by the Contract Administrator as follows and

rounded to one decimal according to LS-100:

THIR = [0.975 x BRDHIR x (TD/1000) x lot quantity] (Formula 7)

Where:

THIR = the theoretical tonnage of HIR mix in the lot

BRDHIR = the lot average bulk relative density in t/m³, calculated from values obtained in the testing

of bulk samples obtained during production of the first complete lot of at least three sublots

of HIR mix placed in the work. The values shall be the same as those used in calculating

the final air voids payment factor for the lot.

TD = the design thickness, in millimetres, of the HIR mix

lot quantity = shall be the horizontal area of HIR mix in the lot in m²

A payment adjustment per tonne of AC shall be established for each lot.

The payment adjustment per tonne shall apply to the quantity of AC in the lot. The quantity of AC includes

the existing AC and all grades of AC supplied by the Contractor with and without polymer modifiers.

A payment adjustment shall be applied based on the Ministry's PGAC price index. The price index is

published monthly in the Contract Bulletin. The price index shall be used to calculate the amount of the

payment adjustment per tonne of AC accepted into the Work.

The price index shall be based on the price, excluding taxes, FOB the depots in the Toronto area, of AC grade

PG 58-28 or equivalent. One index shall be used to establish and calculate the payment adjustment for all

grades.

The payment adjustment for AC content for each lot shall be calculated using the following formulae:

When ACHIR < ACSPEC - 0.2%:

The payment adjustment for AC content shall be a reduction in payment for the lot.

PAAC = THIR x ITO x {[ACHIR - (ACSPEC - 0.2)]/100} x TODRF (Formula 8)

When ACHIR ≥ ACSPEC and ≤ ACSPEC + 0.5%:

The payment adjustment for AC content shall be an increase in payment for the lot.

PAAC = THIR x ITO x {[ACHIR - ACSPEC]/100} x TODRF (Formula 9)

When ACHIR > ACSPEC + 0.5%:

The payment adjustment for AC content shall be a reduction in payment for the lot.

PAAC = THIR x ITO x {[(ACSPEC + 0.5) - ACHIR]/100} x TODRF (Formula 10)

Where:

ACHIR = the lot mean percentage by mass of AC in the HIR mix

ACSPEC = the percentage by mass of AC specified for the work as specified elsewhere in the Contract

Documents


PAAC = payment adjustment for AC content

THIR = the theoretical tonnage of HIR mix in the lot as calculated in Formula 7

ITO = PGAC price index for the month prior to Tender Opening


332.10.01.04 Payment Adjustment for Recovered Asphalt Cement Performance Grade

The payment adjustment for RAC performance grade shall be a reduction in payment. The payment

adjustment for RAC performance grade shall be calculated using the following formula:

PARAC = sublot quantity x Contract price x 0.05 x TODRF (Formula 11)

Where:

PARAC = payment adjustment for RAC performance grade

sublot quantity = the horizontal area of HIR mix in the sublot in m²

Contract price = the Contract price of the HIR tender item

TODRF = means the tender opening date reduction factor give in Table 9

332.10.01.05 Payment Adjustment for Segregated Hot In-Place Recycled Mix

Where a payment reduction for segregation is allowed in lieu of repairs, the payment reduction shall be

calculated as follows:

a) $2,000 once for each tender item regardless of the existence of payment increases;

b) an additional payment reduction of $2.50/m for mid-lane segregation; and

c) an additional payment reduction of $5.00/m² for other segregation. The area of each repair shall be

computed by multiplying the full lane width by the length of the repair and rounded to the next whole

square metre.

332.10.01.06 Payment Adjustment for Surface Smoothness

Payment adjustment for surface smoothness shall be as specified in the Contract Documents.

332.10.01.07 Payment Adjustment for Lift Thickness

The payment adjustment for lift thickness shall apply to all placed and compacted HIR mix using the

horizontal area of the HIR mix in the lot. The payment adjustment for lift thickness shall be a reduction in

payment. The payment adjustment for lift thickness shall be calculated using the following formula:

PAT = lot quantity x Contract price x {[1.000 - (TL / TD)] x 2.0} x TODRF (Formula 12)

Where:

PAT = payment adjustment for lift thickness

TL = lot mean, if lot mean is less than or equal to TD (see definition)

or

TL = TD, if lot mean is greater than TD

lot quantity = the horizontal area of the HIR mix in the lot in m²




When a rejectable sublot remains in the work without repair, the sublot shall be subject to a payment

adjustment. The payment adjustment shall be a reduction in payment. The payment adjustment for sublot lift

thickness shall be:

PATSUBLOT = sublot quantity x Contract price x 0.5 x TODRF (Formula 13)

Where:

PATSUBLOT = payment adjustment for lift thickness of a sublot

sublot quantity = the horizontal area of HIR mix in the sublot in m²



332.10.02 Referee Testing and Segregation Challenge

332.10.02.01 Air Voids and Compaction

If the referee test results show that the referee payment factor for air voids or compaction is higher than the

payment factor for air voids or compaction based on the original QA test results by more than 0.025 and the

referee results show that the lot is not rejectable, the Owner shall bear the cost of the referee testing for that

attribute.

If the referee test results show that the lot is rejectable or the referee test results show that the referee payment

factor for air voids or compaction is not higher than the payment factor for air voids or compaction based on

the original QA test results by more than 0.025, the Contractor shall be charged the cost of the referee testing.

When there is an outlier in the referee test results, the Contractor shall be charged 50 per cent of the total cost

for referee testing of all sublots in the original lot.

The cost of the referee testing shall be based on the referee testing rates specified elsewhere in the Contract

Documents.

332.10.02.02 Gradation and Asphalt Cement Content

The cost of the referee testing, including sample delivery, shall be borne by the Contractor, unless the testing

confirms total conformance of the attribute to the Contract Documents, in which case the costs shall be borne

by the Owner.


The cost of the referee testing, including sample delivery, shall be borne by the Contractor, unless the testing

confirms total conformance of the RAC performance grade to the Contract Documents or that the lot is

categorized as minor borderline, in which case the costs shall be borne by the Owner.

332.10.02.04 Segregation Challenge

If under a challenge, as described in the Challenging Severity of Segregation clause, the Contractor is

successful, then the Owner shall pay for the cost of the traffic control, if the traffic control was not necessary

for any other reason. The Owner shall not be responsible for any other costs associated with the assessment,

including the cost of delays.


If the Contractor is not successful, the Contractor shall be responsible for all costs associated with the

assessment, including the cost of traffic control and delays.


If the referee test result is 3.0 mm or more greater than the original QA test result, the Owner shall bear the

cost of the thickness measurement referee testing. If the referee test result is not 3.0 mm or more greater than

the original QA test result for the sublot retested, the Contractor shall be charged the cost of the referee

testing.

332.10.03 Repairs

No payment shall be made for the:

a) quantity of HIR mix that is removed and replaced, overlaid, or otherwise repaired; or

b) for additional shouldering, traffic control, and other work such as zone painting or bridge deck

waterproofing,

when:

a) in lieu of a reduction in payment, the Contractor repairs the lot, sublot, or visually defective HIR mix; or

b) the Contract Administrator has determined that a rejectable lot or sublot requires repair.

No payment shall be made to repair areas of HIR mix damaged by traffic.

The Contractor shall be charged for all additional testing resulting from a repair to a lot at the rates established

by the Owner for the year in which the testing was carried out.


TABLE 1

Specification Limits for Hot In-Place Recycled Mix Acceptance Attributes

Properties and Attributes Mix Type HIR Mix is Required to Meet Lower Limit

(LL)

%

Upper Limit

(UL)

%

AC Content Any HMA type ACSPEC - 0.2

(Note 1)

ACSPEC + 0.5

(Note 1)

Designated Large Sieve (DLS) Superpave 12.5, 12.5FC 1, and 12.5FC 2 40 95

4.75 mm Sieve Superpave 12.5, 12.5FC 1, and 12.5FC 2 40 65

75 µm Sieve Superpave 12.5, 12.5FC 1, and 12.5FC 2 2 13

Air Voids Any HMA type 2.0 5.5

Pavement Compaction Superpave 12.5 and 12.5FC 1 91.5 97.0

Superpave 12.5FC 2 91.5

(Note 2)

98.0

Notes:

1. ACSPEC is the AC content specified in the Contract Documents.

2. Compaction shall be analyzed using a LL of 90.5% if the design lift thickness is less than 50 mm. If the PWL

compaction using a LL of 90.5% is greater than 95, the compaction PWL shall also be calculated using a LL of

91.5%, and the payment factor shall be determined for each LL using Table 10. The highest calculated payment

factor shall be used.

TABLE 2

Maximum Field Adjustments For Job Mix Formula

JMF Properties Maximum Field Adjustment

%

(Notes 1 and 2)

AC Content 0.2

Per cent passing DLS sieve 5.0

Per cent passing 4.75 mm sieve 3.0

Per cent passing 75 µm sieve 1.0

Notes:

1. The maximum field adjustment is applied against the original JMF submitted with the mix design.

2. The adjusted JMF shall meet the requirements of the Contract, including AC content and gradation on all sieves.


TABLE 3

Sample Size and Frequency

Material Sample Properties and Attributes Quantity of Production

Samples (Note 1) Frequency of

Sampling

HIR Loose Mix

Air Voids, Gradation, and AC Content 20 to 30 kg

(Note 2)

Every sublot

RAC Performance Grade 10 kg Every lot

HIR Core

Compaction One set of cores

(Note 3)

Every sublot

Lift Thickness Single core Every sublot

Notes:

1. Each material sample receptacle shall have a maximum mass of 30 kg. For ease of handling, especially when the

larger sample size is required, splitting of material at the paving site is permitted such that a sample is contained in a

maximum of two receptacles whose total mass does not exceed the maximum specified above. Once delivered to

testing laboratories, combining of the material from the two receptacles is only mandatory if a single receptacle

contains insufficient material to carry out the full suite of tests required.

2. The larger sample size shall be applicable when samples are designated for testing to the maximum number of

gyrations. The frequency of the larger samples shall be one per lot, as designated by the Contract Administrator.

3. Each core a minimum thickness of 35 mm.


TABLE 4

Testing Requirements

Properties and Attributes Testing Method (Note 1)

Calculations, Values,

and Results Required

HIR Mix Properties

AC Content and Gradation

for HIR mix samples

LS-291, LS-282, or LS-292 % AC

% passing DLS sieve

% passing 4.75 mm sieve

% passing 75 μm sieve

Volumetric Properties of HIR Mix

Laboratory Compaction to:

i. Design number of

gyrations (Ndes)

ii. Maximum number of

gyrations (Nmax)

Maximum Theoretical

Specific Gravity (Gmm)

AASHTO T 166 using the same laboratory compaction

protocol as was used in mix design. (Note 2)

AASHTO T 312, LS-264

In addition to compacting all samples to the design number of

gyrations, one sample from each lot of HIR mix shall be

compacted to the maximum number of gyrations.

Bulk Relative Density for HIR mix samples, BRDm

BRDm

BRD at Ndes

BRD at Nmax

Gmm

%Gmm @ Ndes

%Gmm @ Nmax

Voids in Mineral Aggregate

(VMA)

LS-604, LS-605, AASHTO R 35 (Note 3) VMA (Note 4)

Voids Filled with Asphalt

(VFA)

AASHTO R 35 VFA (Note 4)

Air Voids for mix (Va) LS-265 Va

Dust to Binder Ratio (DP) AASHTO R 35 DP (Note 4)

Compaction of HIR Mix

Compaction and Thickness

of Cores

BRDc = Bulk Relative Density for core samples,

LS-262 (Note 2)

MRDm = Gmm (Maximum Relative Density for loose mix

samples, LS-264)

% Compaction = (100 x BRDc/MRDm)

Thickness of Core

% Compaction

Lift Thickness of HIR Mix

Lift Thickness LS-294 Thickness of Lift

Notes:

1. The rounding-off procedure, for all values, shall be according to LS-100.

2. For all gyratory-compacted specimens and cores, if the per cent water absorbed by the specimen is found to exceed

2% by volume, as described in AASHTO T 166, then the bulk relative density shall be determined using either

LS-306 or ASTM D 6752.

3. Calculate to two decimal places for each sublot using the BRDm for the sublot, and the combined aggregate

densities of the blended coarse and blended fine aggregate, as specified in the Contract Documents, to provide a lot

mean VMA to one decimal place.

4. For information only.


TABLE 5

Breakdown of the Tender Item Quantity into Lots for Air Voids and Compaction

Quantity of Square Metres Number of Lots

< 40,000 1

40,000 to 80,000 2

80,000 to 100,000 2 or 3 (Note 1)

> 100,000 3 +

Notes:

1. As determined by the Contract Administrator in consultation with the Contractor.


TABLE 6

Payment Factors Based on Per Cent Within Limits

PWL Air

Voids

Compaction

(Note 1)

PWL

Air

Voids

Compaction

(Note 1)

PWL

Air

Voids

Compaction

(Note 1)

100 1.020 1.030 64 0.858 0.773 28 0.280 0.364

99 1.013 1.024 63 0.839 0.764 27 0.270 0.351

98 1.007 1.018 62 0.820 0.755 26 0.260 0.338

97 1.000 1.012 61 0.799 0.746 25 0.250 0.325

96 1.000 1.006 60 0.778 0.738 24 0.240 0.312

95 1.000 1.000 59 0.755 0.729 23 0.230 0.299

94 1.000 1.000 58 0.731 0.720 22 0.220 0.286

93 1.000 1.000 57 0.706 0.711 21 0.210 0.273

92 1.000 1.000 56 0.680 0.703 20 0.200 0.260

91 1.000 1.000 55 0.653 0.694 19 0.190 0.247

90 1.000 1.000 54 0.624 0.685 18 0.180 0.234

89 1.000 0.991 53 0.595 0.676 17 0.170 0.221

88 1.000 0.983 52 0.564 0.668 16 0.160 0.208

87 1.000 0.974 51 0.533 0.659 15 0.150 0.195

86 1.000 0.965 50 0.500 0.650 14 0.140 0.182

85 1.000 0.956 49 0.490 0.637 13 0.130 0.169

84 1.000 0.948 48 0.480 0.624 12 0.120 0.156

83 1.000 0.939 47 0.470 0.611 11 0.110 0.143

82 1.000 0.930 46 0.460 0.598 10 0.100 0.130

81 1.000 0.921 45 0.450 0.585 9 0.090 0.117

80 1.000 0.913 44 0.440 0.572 8 0.080 0.104

79 0.999 0.904 43 0.430 0.559 7 0.070 0.091

78 0.998 0.895 42 0.420 0.546 6 0.060 0.078

77 0.995 0.886 41 0.410 0.533 5 0.050 0.065

76 0.991 0.878 40 0.400 0.520 4 0.040 0.052

75 0.986 0.869 39 0.390 0.507 3 0.030 0.039

74 0.980 0.860 38 0.380 0.494 2 0.020 0.026

73 0.973 0.851 37 0.370 0.481 1 0.010 0.013

72 0.964 0.843 36 0.360 0.468 0 0.000 0.000

71 0.955 0.834 35 0.350 0.455

70 0.944 0.825 34 0.340 0.442

69 0.933 0.816 33 0.330 0.429

68 0.920 0.808 32 0.320 0.416

67 0.906 0.799 31 0.310 0.403

66 0.891 0.790 30 0.300 0.390

65 0.875 0.781 29 0.290 0.377

Notes:

1. HIR mix required to meet the requirements of Superpave 12.5FC 2 compaction with a design lift thickness less than

50 mm, shall be analyzed using a lower limit (LL) of 90.5%. If the PWL compaction using a LL of 90.5% is greater

than 95, the compaction PWL shall also be calculated using a LL of 91.5%, and the payment factor shall be

determined for each LL using Table 10. The highest calculated payment factor shall be used.


TABLE 7

Minimum Lift Thickness

Design Lift Thickness (TD)

mm

Minimum Sublot Lift Thickness

mm

< 40 TD - 7

≥ 40 TD - 10

TABLE 8

Allowable Macrotexture Ratios for Hot In-Place Recycled Mixes

Macrotexture Ratio (MR)

Degree of Segregation

Slight Medium Severe

< 1.6 1.6 to 2.2 > 2.2

TABLE 9

Tender Opening Date Reduction Factor

Year of Tender Opening Tender Opening Date Reduction Factor (TODRF)

2015 0.50

2016 0.50

2017 0.75

2018 + 1.00

TABLE 10

Superpave 12.5FC 2 with Design Lift Thickness less than 50 mm

Pay Factors for Per Cent Within Limits > 95%

PWL LL = 90.5% LL = 91.5%

100 1.015 1.030

99 1.012 1.024

98 1.009 1.018

97 1.006 1.012

96 1.003 1.006

April 2015 Page 1 of 12 SSP 333S03

COLD IN-PLACE RECYCLED MIX – Item No.

Special Provision No. 333S03 April 2015


OPSS 333, November 2009, Construction Specification for Cold In-Place Recycling, is deleted in its entirety

and replaced with the following:

333.01 SCOPE

This Special Provision covers the requirements for cold in-place recycling of existing hot mix asphalt (HMA)

pavement, sizing, adding active filler if required, adding and mixing emulsified asphalt, and spreading and

compacting the cold in-place recycled (CIR) mix.

333.02 REFERENCES

This Special Provision refers to the following standards, specifications, or publications.

Ontario Provincial Standard Specification, Construction


Ontario Provincial Standard Specification, Material

OPSS 1103 Emulsified Asphalt





LS-291 Quantitative Extraction of Asphalt Cement and Mechanical Analysis of Extracted Aggregate

from Bituminous Paving Mixtures - Ontario Procedure

LS-300 Preparation of Marshall Specimens for Cold In-Place Recycled Mixtures



Ontario Traffic Manual (OTM):

OTM Book 7 - Temporary Conditions


ASTM International

D6752/D 6752M-11 Standard Test Method for Bulk Specific Gravity and Density of Compacted

Bituminous Mixtures Using Automatic Vacuum Sealing Method


333.03 DEFINITIONS

For the purpose of this Special Provision the following definitions apply:

Active Filler means substances added to the reclaimed existing asphalt pavement that chemically alter the

mix properties.


Cold In-Place Recycled (CIR) Mix means the in-place mixture of existing reclaimed HMA pavement,

emulsified asphalt, and water.

Cold In-Place Recycled (CIR) Mat means a pavement course which comprises Cold In-Place Recycled Mix.

Hot Mix Asphalt (HMA) means as defined in OPSS 313.



Target Density means the average bulk relative density for the lot established according to LS-300 by the

QA testing laboratory, and used to determine the per cent compaction.



For mix design purposes, prior to commencing the work, the Contractor shall obtain samples representative of

the material that is produced during the milling operation. These samples shall be used to establish the design

rate of emulsified asphalt as a percent by mass of the RAP. The design rate of the emulsified asphalt shall be a

minimum of 1.2%.

The mix design shall be completed by a laboratory with CCIL Type A certification or equivalent equipped to

carry out CIR mix design. Where the existing pavement significantly changes composition, a separate mix

design shall be completed.


a) Information on the type, manufacturer, and supplier of the emulsified asphalt.

b) The percent by mass of emulsified asphalt in the CIR, referred to as the design rate, and all calculations

performed to determine the design rate of emulsified asphalt.

c) The optimum moisture content and the mix design bulk relative density.

d) The amount of water to be added to the mix.

e) Maximum field rate adjustment allowed to the design rate without adverse effects to the mix properties.

f) Recovered penetration for the binder of the existing pavement according to LS 200.


g) Type, source and quantity of active filler, if required.


A copy of the mix design shall be submitted to the Contract Administrator a minimum of 7 Business Days

prior to the start of CIR operations. Within 4 Business Days after receiving the mix design, the Contract

Administrator shall provide written confirmation of receipt of the submitted mix design documents or of any

non-conformance to the contract requirements.




A new mix design shall be submitted when the emulsified asphalt design rate is adjusted by greater than

0.20%. Separate or new mix designs shall be submitted if the composition or layer thicknesses of the existing



333.05 MATERIALS

333.05.01 Reclaimed Asphalt Pavement

RAP material shall be 100% passing the 37.5 mm sieve, and 95% to 100% passing the 26.5 mm sieve after

processing, and shall be measured based on air dried gradation according to the coarse sieving operation of

LS-602.

333.05.02 Emulsified Asphalt

Emulsified asphalt shall be polymer modified mixing grade according to OPSS 1103 and be compatible with

the process and materials used.

333.05.03 Water

Water shall be clean and free from oil, acid, alkali, organic matter, or other deleterious substances.


When active filler is required, it shall be incorporated into the existing reclaimed asphalt pavement at the

application rate specified in the mix design.



333.06 EQUIPMENT


The recycling train shall include the following:

a) A self-propelled cold milling unit with a cutting drum capable of reclaiming a full lane width of asphalt

pavement to the depth specified in the Contract Documents in one pass.


b) A screening and sizing unit capable of processing the RAP.

c) An aggregate feed system that measures and regulates the mass of RAP being added into the mixing unit

prior to the addition of the emulsified asphalt. The scale shall be calibrated to the manufacturer's

tolerance prior to the start of the work and when requested by the Contract Administrator.

d) An emulsified asphalt control system equipped with a flow meter calibrated in litres per tonne and a total

delivery meter calibrated in litres to continuously maintain the required amount of emulsified asphalt

added to within 0.2% by mass of the reclaimed material feed.

e) A means of monitoring and controlling the addition of water.

f) A mixing unit capable of producing a uniform and thoroughly blended CIR mix.



specified crossfall and grade shall be used to place the CIR mix. The paver shall be equipped with distributing

augers for the full width to be paved. The paver shall have a vibratory screed capable of vibrating the full

width of mix placed.

333.06.03 Compaction Equipment

Compaction equipment shall be selected to achieve the required compaction.

333.06.04 Drying Unit

A drying unit specifically designed to provide radiant heat to the CIR mat may be used. Open flame heating

shall not be used. The entire heater assembly shall be capable of readily adjusting the intensity of heat on the

pavement surface.

333.06.05 Straight Edge

The straight edge shall be 3 m in length, metal, and have a level recessed in its upper edge parallel to the

lower edge.


Pilot vehicles used to control traffic shall be according to OTM, Book 7.

333.07 CONSTRUCTION

333.07.01 General

HMA pavement in areas inaccessible to the reclaiming equipment shall be removed and replaced with

acceptable binder course HMA. The HMA shall be placed to the CIR depth specified in the Contract

Documents in compacted lift thicknesses between 40 and 75 mm in depth.

The overlap between successive passes of the recycling train shall be a minimum 100 mm.


333.07.02 Cold In-Place Recycling Trial Section

Prior to carrying out CIR, the Contractor shall demonstrate to the Contract Administrator the ability to

successfully carry out CIR according to this Special Provision by placing a trial section within the Contract

limits. In lieu of a trial section, the Contract Administrator may accept evidence that the Contractor has

demonstrated the ability to successfully mix, handle, place, and compact CIR with the same equipment,

placing crew, and methodology to meet the Contract requirements for placing CIR on any Contract within the

last 12 months.

The trial section shall be one lane width and 500 m in length. The Contractor shall propose the location of the

trial section to the Contract Administrator for approval. The Contractor shall give the Contract Administrator

a minimum of 48 hours notice prior to placing the trial section.

The Contract Administrator shall allow the Contractor to continue the CIR work based on an acceptable

visual assessment of the trial according to the requirements of the Surface Appearance subsection. When the

CIR is rejected by visual assessment, the Contractor shall repeat additional trial sections until the CIR meets

the requirements of the Surface Appearance subsection.

The Contractor shall be responsible for the repair, removal, or replacement of an unacceptable trial section.


The work shall not be carried out when the ambient temperature is less than 10 °C or when the overnight low

is forecast to be less than 2 °C. CIR shall not be placed after September 1st without the written approval from

the Contract Administrator. The work shall be carried out when the roadway is clean and free of standing

water. CIR shall not proceed during periods of rain or when the surface is in a saturated condition.

All traffic, including construction traffic, shall be kept off the freshly placed CIR mat until it is able to

carry traffic without damage. The Contractor shall be responsible for repair of the damaged CIR mat.

The wearing surface shall not be placed on the CIR mat until the following requirements have been met:

a) The CIR mat has been opened to traffic and allowed to cure for a minimum of 14 Days.

b) The specified moisture content has been achieved according to the Acceptance Criteria section.

c) The specified density has been achieved according to the Compaction subsection.

d) All defective areas in the CIR mat have been repaired to the satisfaction of the Contract Administrator.

The wearing surface shall be placed within 30 Days of placing the CIR mat. The 30 Day requirement may be

waived by the Contract Administrator if the CIR mix does not meet the requirements of this Special Provision

and is subject to repair.

333.07.04 Surface Preparation

When specified in the Contract Documents, milling prior to CIR work shall be carried out to achieve the

specified crossfall and grade.

All deleterious and loose milled material shall be removed from the milled surfaces, and longitudinal and

transverse joints after reclaiming operations are completed and before placing CIR mix.


Existing crack sealant shall be removed and disposed of prior to CIR reclaiming operations.

333.07.05 Mixing

The emulsified asphalt shall be added at the design rate. The rate of addition of emulsified asphalt shall be

field adjusted as required to within 0.20% of the design rate and mixed to produce a uniformly coated CIR

mix that can be compacted to the specified density. The emulsified asphalt added shall not be less than 1.2%.

Water may be added in a controlled manner to facilitate uniform mixing.


The CIR mix shall be compacted according to the requirements of the Acceptance Criteria for Compaction

subsection.

333.07.07 Surface Appearance

The compacted CIR mat shall be smooth and constructed to the crossfall and grade specified in the Contract

Documents. The surface of the CIR mat shall be of uniform texture and free of segregation, raveling, rutting,

longitudinal streaks, flushing, fat spots, oil spills, roller marks, and other defects.

333.07.08 Drying

Prior to the placement of the wearing surface, the Contractor may elect to use a drying unit. Overheating or

burning of the CIR shall not be allowed.

333.07.09 Sampling

333.07.09.01 Lot Size

The Contract Administrator shall determine the size and location of the lots and sublots after discussion with

the Contractor and before CIR production starts. A lot shall typically represent 25,000 m2 with 5 equal sublots

of 5,000 m2 in size.

333.07.09.02 Cold In-Place Recycling Material

Samples of CIR material shall be packaged in non-absorptive materials to protect sample integrity and sealed

in waterproof containers. Samples shall be transported in a manner that avoids stacking and extreme

temperatures.

333.07.09.02.01 Slabs

At least 4 Business Days prior to the planned overlay of the CIR mat, 2 slab samples of the CIR material shall

be obtained from each sublot. The two slab samples shall be located side-by-side and taken at random

locations as directed by the Contract Administrator. Each slab sample shall be dry cut 150 mm x 150 mm and

removed intact from the CIR mat.

One slab sample shall be used to test for bulk relative density and the other slab sample shall be used to test

for moisture content. The result of the moisture content will be used for both the moisture acceptance, and

moisture adjustment for compaction calculation according to LS-306.


Additional slab samples to test for moisture content shall only be taken once the Contractor has carried out

remedial work to improve compaction in the rejected sublot. The Contractor will be charged the cost of

additional testing.

333.07.09.02.02 Loose Mix Samples

For the purpose of determining the RAP gradation, 30 kg of loose CIR mix samples shall be taken from each

of two randomly selected sublots for every lot.

333.07.09.03 Reclaimed Material

At the start of production of each new lot, or whenever the existing pavement material significantly changes

composition, one 15 kg sample of material reclaimed from the roadway shall be obtained prior to adding

emulsion for the purpose of determining the target density for compaction. Samples shall be taken at random

locations as directed by the Contract Administrator.

333.07.09.04 Emulsified Asphalt

Samples of emulsified asphalt used in the mix shall be taken at the job site from the tankers according to the

Contractor’s health and safety plan at a frequency of three sets of samples per Contract randomly taken from

three different lots. Each sample shall be taken either from a sampling spigot on the transfer line, if available,

or from the end of the transfer line after a minimum of 4,000 kg has been drawn from the tanker. Each set of

samples shall be a minimum of 2 full four-litre containers. The Contractor’s health and safety plan and

procedure for sampling shall be reviewed at the pre-pave meeting.

The sample containers supplied by the Contractor shall be new triple tight epoxy lined pails or suitable leak-

proof plastic containers. The sample labels shall be obtained from the Contract Administrator.


Traffic shall be controlled with moving vehicles according to OTM, Book 7.


moving vehicles shall be 30 km/h. Traffic control with moving vehicles shall be maintained until such time

as the CIR mat is able to carry traffic without damage.




333.08.01 General

Acceptance of the CIR mix shall be based on the following criteria:


b) Surface Tolerance


c) Moisture Content

d) Compaction

e) RAP Gradation

Work that does not meet the acceptance criteria shall be repaired according to the Repairing and Re-

Evaluating subsection.



Surface appearance shall be assessed by the Contract Administrator based on visual surveys after the CIR mat

has been opened to traffic. The finished CIR surface shall have a uniformly smooth texture and shall meet the

surface appearance requirements of ravelling, segregation and rutting as specified in Table 1 prior to

placement of HMA overlay.


The surface tolerance of any CIR surface shall be such that when tested with a 3 m straight edge placed

anywhere on the CIR surface, except across the crown, and in any direction on the surface, there shall not be a

gap between the bottom of the straight edge and the surface of the CIR greater than 6 mm.

333.08.02.03 Moisture Content

The QA laboratory shall test one sample from each sublot to determine the moisture content of CIR mix

according to LS-291, and the test result of the moisture content shall be rounded to one decimal place

according to LS-100. The test result for each sublot shall be used to compute the lot mean for moisture

content of CIR mix.

The moisture content of CIR mix acceptance shall be based on the mean moisture content of the lot and the

moisture content of the individual sublots. The lot is acceptable if the lot mean moisture content is equal to or

less than 2% with no individual sublot’s moisture content greater than 3%. The lot is rejectable if the lot

mean moisture content of CIR mix is greater than 3%. Any sublot with its moisture content greater than 3%

shall be deemed rejectable.

If the lot mean moisture content of CIR mix is less than 3% and greater than 2%, the Contractor may elect to

accept a payment reduction or repair for the lot. The payment reduction shall be calculated according to

Table 2. If the Contractor elects to repair the lot in lieu of a payment reduction, the lot shall be repaired

according to the Repairing and Re-Evaluating subsection.


The compaction of the CIR mix shall be calculated for each sublot from the bulk relative density determined

from slab samples according to LS-306 or ASTM D-6752, and the target density for the lot as follows:

Compaction = (bulk relative density of slab sample / target density) x 100%


where the target density to be used for acceptance purposes shall be calculated for each lot from material

reclaimed from the roadway prior to adding emulsion. The target density shall be established according to

LS-300.

Each lot of CIR mix shall be compacted to a minimum mean of 96.0% of the target density established for the

mix, with no individual sublot’s bulk relative density result falling below 95.0% of the target density. CIR

that is not compacted to the required density shall be deemed rejectable.

333.08.02.05 Reclaimed Asphalt Pavement Gradation

If the RAP does not meet the gradation requirements, the Contractor shall submit an action plan of

remediation to the Contract Administrator for approval within 2 Business Days after the delivery of the QA

testing results.


CIR mix that is rejectable based on the Acceptance Criteria subsection shall be repaired according to the

requirements specified in Table 1.

Repairs shall be for the full lane width. For repairs due to surface appearance defects, the minimum repair

length shall be sufficient for the repair to be carried out by the recycling train, or by the paving equipment,

whichever is applicable. For other repairs based on the lot and sublot acceptance, the minimum length shall

be according to the Repairing and Re-Evaluating clause of OPSS 313 and to the depth specified in Table 1.

The HMA required to repair unacceptable CIR shall be placed in compacted lift thicknesses between 40 and

75 mm. The HMA mix type and design used for repairs shall be approved by the Contract Administrator and

shall meet the acceptance requirements for the HMA specified elsewhere in the Contract Documents.

All repairs will be re-evaluated and retested according to the Acceptance Criteria subsection.

When repairs are made to rejectable sublots or those sublots that the Contractor elects to repair due to the non-

conformance of the moisture content requirements, the lot shall be re-evaluated and re-decisioned for payment

reduction. The original lot shall be divided into two reconfigured lots in the following way: All acceptable

sublots (with moisture content equal to or less than 2%) shall be grouped as one lot and shall receive the full

Contract price. The remaining sublots shall be grouped as another lot and shall use the retest results of the

repaired sublots to calculate the mean lot moisture content, and shall be accepted either at the full Contract

price, or subjected to a payment reduction, or deemed rejectable.



333.09.01.01 Cold In-Place Recycled Mix

Measurement of CIR mix placed shall be by area in square metres.






333.10.01 Cold In-Place Recycled Mix - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment,


The addition of active filler or other additives to the mix, including any emulsion that is required due to the

additives, shall be at no extra cost to the Owner.

HMA required to replace unacceptable CIR material shall be at no extra cost to the Owner.

Emulsified asphalt shall be included in the Cold In-Place Recycled Mix item.

Repair of an unacceptable CIR mat shall be carried out at no extra cost to the Owner.

HMA placed in areas inaccessible to the reclaiming equipment shall be included in the Cold In-Place

Recycled Mix item.

Repair of areas of CIR damaged by traffic shall be completed at no extra cost to the Owner.


Owner.

333.10.02 Payment Reduction for Moisture Content

When test results show that the moisture content payment factor for the lot is less than 1.000 and the

Contractor is not required to or does not elect to repair the lot, the payment reduction for the lot shall be as

follows:

(1.000 – Payment Factor) x item price x lot quantity

For purposes of payment reduction, the term item price means the Contract price of the applicable tender

item.

For purposes of re-decision after repairs, the lot quantity is the area of the reconfigured lot.


TABLE 1

Acceptance Criteria and Repair Requirements for CIR Mix

Acceptance

Criteria

Defect Type Severity / Criteria Acceptable /

Rejectable

Repair Requirements

Surface

Appearance

Ravelling/Coarse

Aggregate Loss

(Note 1)

Very Slight to Slight Acceptable No action required.

Moderate to Severe Rejectable Mill 50 mm and replace with an

acceptable binder course HMA (Note 2).

Very Severe Rejectable

Remove CIR to full depth and replace

with an acceptable binder course HMA

(Note 2).

Segregation (Note 1)

Slight to Medium Acceptable No action required.

Severe Rejectable Mill 50 mm and replace with an


Rutting (Note 1)


Moderate to Severe Rejectable Mill 50 mm and replace with an



Remove CIR to full depth and replace

with an acceptable binder course HMA

(Note 2).

Surface

Tolerance

Non-conformance for

surface tolerance as per

the Surface Tolerance

subsection of the

Acceptance Criteria.

> 6 mm based on

3 m straight edge

measurement

Rejectable

All deficient areas shall be re-profiled by

milling or padded with the same hot mix

type to be used in the overlying hot mix

lift.

Moisture

Content

Non-conformance for

moisture Content as per

the Moisture Content

subsection of the


> 3% for Moisture

Content of Lot or

Individual Sublot

Rejectable

For rejected sublots, or sublots within

the corresponding rejected lot:

1) Use drying unit as specified in

Subsection 333.06.04 to dry the CIR

mat, or

2) Reprocess with a recycling train

(Note 2), or

3) Remove CIR material to full depth

and replace with an acceptable binder

course HMA.

Compaction

Non-conformance for

compaction as per the

Compaction subsection

of the Acceptance

Criteria.

< 96% for

Compaction of Lot;

and

< 95% for

Compaction of

Individual Sublot

Rejectable



1) Recompact the CIR mat, if required,

with reheating process, or


(Note 2), or

3) Remove CIR material to full depth


course HMA.

Notes:

1) Defect and severity definitions according to SP-027.

2) Reprocessing with a recycling train may be considered as a repair method, upon submission of a proposal by the

Contractor and approved by the Contract Administrator.


TABLE 2

Moisture Content of CIR Mix Payment Factors

Moisture Content Payment Factors

Acceptance Criteria

Classification Payment Factor, PFT

MC ≤ 2% Acceptable 1.000

2% < MC ≤ 3% Payment Reduction 1 – TODRF x (MC - 2)/10

MC > 3% Rejectable N/A

Where:

MC = the mean of the lot sample of moisture content of CIR Mix in percent calculated to one decimal place according

to LS-100.

PFT = the payment factor for moisture content calculated to three decimal places according to LS-100.

TODRF = Tender Opening Date Reduction Factor according to Table 3.

TABLE 3

Tender Opening Date Reduction Factor

Year of Tender Opening Tender Opening Date Reduction Factor

2015 0.65

2016 0.8

2017 1.0


COLD IN-PLACE RECYCLED EXPANDED ASPHALT MIX – Item No.



OPSS 335, November 2009, Construction Specification for Cold In-Place Recycling with Expanded Asphalt

is deleted in its entirety and replaced with the following:

335.01 SCOPE

This Special Provision covers the requirements for cold in-place recycling of existing hot mix asphalt (HMA)

pavement, sizing, adding active filler if required, adding and mixing expanded asphalt, and spreading and

compacting the cold in-place recycled expanded asphalt mix (CIREAM).

335.02 REFERENCES

This Special Provision refers to the following standards, specifications, or publications:

Ontario Provincial Standard Specification, Construction


Ontario Provincial Standard Specification, Material






LS-297 Determination of Indirect Tensile Strength of Expanded Asphalt Mixes



Ontario Traffic Manual (OTM):

OTM Book 7 - Temporary Conditions


ASTM International

D 6752-11 Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous

Mixtures Using Automatic Vacuum Sealing Method


T40-02 Sampling Bituminous Materials


Wirtgen GmbH Publication

Wirtgen Cold Recycling Technology manual, 1st edition, 2012

335.03 DEFINITIONS


Active Filler means substances added to the reclaimed existing asphalt pavement that chemically alter the

mix properties.


Cold In-Place Recycled Expanded Asphalt Mix (CIREAM) means the in-place mixture of existing

reclaimed asphalt pavement (RAP), active filler, and expanded asphalt.

Cold In-Place Recycled Expanded Asphalt Mix (CIREAM) Mat means a pavement course which

comprises Cold In-Place Recycled Expanded Asphalt Mix

Expanded Asphalt means heated asphalt cement expanded from its normal volume by the addition of water.

Hot Mix Asphalt (HMA) means as defined in OPSS 313.

Performance Graded Asphalt Cement (PGAC) means as defined in OPSS 313.



Target Density means the average bulk relative density for each sublot established according to LS-297, and

used to determine the per cent compaction.



For mix design purposes, prior to commencing the work, the Contractor shall obtain samples that are

representative of the material that is produced during the milling operation. These samples shall be used to

establish the design rate of expanded asphalt as a percent by mass of the RAP. The mix design shall meet the

following requirements:

a) The design rate of the expanded asphalt shall be a minimum of 1.0%.

b) The dry tensile strength shall be a minimum of 225 kPa and the wet tensile strength shall be a minimum

of 100 kPa.

The mix design shall be carried out according to the Wirtgen Cold Recycling Technology manual using

briquettes produced according to LS-297. Mix design shall be completed by a laboratory with CCIL Type A

certification or equivalent equipped to carry out expanded asphalt mix designs. When the existing pavement

significantly changes composition, a separate mix design shall be completed.



a) Information on the grade, manufacturer, and supplier of the PGAC.

b) The percent by mass of expanded asphalt in the CIREAM, referred to as the design rate, and all

calculations performed to determine the design rate of expanded asphalt.

c) The recommended PGAC temperature for foaming, the half-life, the expansion ratio and the percent of

water added for foaming.

d) The optimum moisture content and the mix design bulk relative density.

e) The dry tensile strength, the wet tensile strength, and the tensile strength ratio.

f) The amount of water to be added to the mix.

g) Maximum field rate adjustment allowed to the design rate without adverse effects to the mix properties.

h) Recovered penetration for the binder of the existing pavement according to LS-200.

i) Type, source and quantity of active filler, if required.


The Contract Administrator shall be provided with a copy of the mix design a minimum of 7 Business Days

prior to the start of CIREAM operations. Within 4 Business Days commencing after the day of delivery of all

required documents for the mix design, the Contract Administrator shall provide written confirmation of

receipt of the submitted mix design documents or advise the Contractor of any non-conformance to the

contract requirements in writing.




A new mix design shall be submitted when the expanded asphalt design rate is adjusted by greater than

0.20%. Separate or new mix designs shall be submitted if the composition or layer thicknesses of the existing



335.05 MATERIALS

335.05.01 Reclaimed Asphalt Pavement

RAP material shall be 100% passing the 37.5 mm sieve, and 95% to 100% passing the 26.5 mm sieve after

processing, and shall be measured based on air dried gradation according to the coarse sieving operation of

LS-602.

335.05.02 Performance Graded Asphalt Cement

PGAC shall be according to OPSS 1101. The table of Additional Testing Requirements and Acceptance

Criteria for PGAC Grades shall not apply. PGAC shall be selected with performance properties meeting the


design maximum pavement temperature of 52 °C and the minimum pavement temperature of -28 °C at a

minimum, and the selected PGAC shall have suitable expansion characteristics.

335.05.03 Water

Water shall be clean and free from oil, acid, alkali, organic matter, or other deleterious substances.


If required by the mix design, active filler shall be incorporated into the reclaimed existing asphalt pavement

at the application rate determined in the mix design.



335.06 EQUIPMENT


The recycling train shall include the following:

a) A self-propelled cold milling unit with a cutting drum capable of reclaiming a full lane width of asphalt

pavement to the depth specified in the Contract Documents in one pass.

b) A screening and sizing unit capable of processing the RAP to meet the requirements of this Special

Provision.

c) An aggregate feed system that measures and regulates the mass of RAP being added into the mixing unit

prior to the addition of the expanded asphalt. The scale shall be calibrated to the manufacturer's tolerance

prior to the start of the work and when requested by the Contract Administrator.

d) An asphalt cement expansion system capable of producing optimum expansion and an injection system

capable of injecting and blending expanded asphalt uniformly throughout the reclaimed material.

e) A system to control and regulate the application of expanded asphalt in relation to the mass of RAP being

processed within a tolerance of ± 3.0% by volume of asphalt cement.

f) A mixing unit capable of producing a uniform and thoroughly blended CIREAM.



specified crossfall and grade shall be used to place the CIREAM. The paver shall be equipped with

distributing augers for the full width to be paved. The paver shall have a vibratory screed capable of vibrating

the full width of mix placed.

335.06.03 Compaction Equipment

Compaction equipment shall be selected to achieve the required compaction.


335.06.04 Straight Edge

The straight edge shall be 3 m in length, metal, and have a level recessed in its upper edge parallel to the

lower edge.


The pilot vehicle used to control traffic shall be according to OTM, Book 7.

335.07 CONSTRUCTION

335.07.01 General

HMA pavement in areas inaccessible to the reclaiming equipment shall be removed and replaced with

acceptable binder course HMA. The HMA shall be placed to the CIREAM depth specified in the Contract

Documents in compacted lift thicknesses between 40 and 75 mm in depth.

The overlap between successive passes of the recycling train shall be a minimum 100 mm.

335.07.02 Cold In-Place Recycled Expanded Asphalt Trial Section

Prior to carrying out CIREAM, the Contractor shall demonstrate to the Contract Administrator the ability to

successfully carry out CIREAM according to this Special Provision by placing a trial section within the

Contract limits.

In lieu of a trial section, the Contract Administrator may accept evidence that the Contractor has demonstrated

the ability to successfully mix, handle, place, and compact CIREAM with the same equipment, placing crew,

and methodology to meet the Contract requirements for placing CIREAM on any Contract within the last

12 months.

The trial section shall be one lane width and 500 m in length. The Contractor shall propose the location of the

trial section to the Contract Administrator for approval. The Contractor shall give the Contract Administrator

a minimum of 48 hours notice prior to placing the trial section.

The Contract Administrator shall allow the Contractor to continue the CIREAM work based on an acceptable

visual assessment of the trial according to the requirements of the Surface Appearance subsection. When the

CIREAM is rejected by visual assessment, the Contractor shall repeat additional trial sections until the

CIREAM meets the requirements of the Surface Appearance subsection.

The Contractor shall be responsible for the repair, removal, or replacement of an unacceptable trial section.


CIREAM shall not be placed after September 1st without the written approval from the Contract

Administrator.

The work shall be carried out when the roadway is clean and free of standing water. CIREAM shall not

proceed during periods of rain or when the surface is in a saturated condition.

All traffic, including construction traffic, shall be kept off the freshly placed CIREAM mat until it is able to

carry traffic without damage. The Contractor shall be responsible for repair of the damaged CIREAM mat.


The wearing surface shall not be placed on the CIREAM mat until the following requirements have been met:

a) The CIREAM mat has been opened to traffic and allowed to cure for a minimum of 3 Days.

b) The specified tensile strength has been achieved according to the Quality Assurance section.

c) The specified density has been achieved according to the Compaction subsection.

d) All defective areas in the CIREAM mat have been repaired to the satisfaction of the Contract

Administrator.

The wearing surface shall be placed within 30 Days of placing the CIREAM mat. The 30 Day requirement

may be waived by the Contract Administrator if the CIREAM does not meet the requirements of this Special

Provision and is subject to repair.


When specified in the Contract Documents, milling prior to CIREAM work shall be carried out to achieve the

specified crossfall and grade.

All deleterious and loose milled material shall be removed from the milled surfaces at longitudinal and

transverse joints after reclaiming operations are completed and before placing CIREAM.

All existing crack sealant shall be removed and disposed of prior to CIREAM reclaiming operations.

335.07.05 Mixing

The expanded asphalt shall be added at the design rate. The rate of addition of expanded asphalt shall be field

adjusted as required to within 0.20% of the design rate and mixed to produce a uniformly coated CIREAM

that can be compacted to the specified density. The expanded asphalt added shall not be less than 1.0%.


The CIREAM shall be compacted according to the requirements of the Acceptance Criteria for Compaction

subsection.

335.07.07 Surface Appearance

The compacted CIREAM mat shall be smooth and constructed to the crossfall and grade specified in the

Contract Documents. The surface of the CIREAM mat shall be of uniform texture and free of segregation,

raveling, rutting, longitudinal streaks, flushing, fat spots, oil spills, roller marks, and other defects.

335.07.08 Sampling

335.07.08.01 Lot Size

The Contract Administrator shall determine the size and location of the lots and sublots after discussion with

the Contractor and before CIREAM production starts. A lot shall typically represent 25,000 m² with 5 equal

sublots of 5,000 m² in size.


335.07.08.02 Cold In-Place Recycled Expanded Asphalt Mix Samples

Samples of CIREAM material shall be packaged in non-absorptive materials to protect sample integrity and

sealed in waterproof containers. Samples shall be transported in a manner that avoids stacking and extreme

temperatures.

335.07.08.02.01 Loose Samples

After placement and prior to compaction, the Contractor shall obtain one 15 kg sample of the CIREAM from

each sublot, taken at random locations as directed by the Contract Administrator. The samples to be tested for

acceptance of CIREAM shall be used to test for dry tensile strength and wet tensile strength according to

LS-297.

For the purpose of determining the RAP gradation, another 30 kg sample of CIREAM samples shall be taken

from each of two randomly selected sublots for every lot.

335.07.08.02.02 Slabs

Prior to the planned overlay of the CIREAM mat, two slab samples of the CIREAM material shall be

obtained from each sublot. The two slab samples shall be located side-by-side and taken at random locations

as directed by the Contract Administrator. Each slab samples shall be dry cut 150 x 150 mm and removed

intact from the CIREAM mat.

One slab sample shall be used to test for bulk relative density and the other slab sample shall be used to test

for moisture content for the purpose of moisture adjustment according to LS-306.

Additional slab samples to test for compaction shall only be taken once the Contractor has carried out

remedial work to improve compaction in the failed sublot. The Contractor will be charged the cost of

additional testing.

335.07.08.03 Performance Graded Asphalt Cement

Samples of PGAC to be used in the mix shall be taken from the storage tank at the terminal according to the

Tank Tap Method specified in AASHTO T40-02 and the terminal’s health and safety plan in the presence of

the Contract Administrator at a frequency of three sets of samples per Contract for PGAC providing to three

different lots. Each set of samples shall be a minimum of 2 full one-litre portions. The Contractor’s health

and safety plan and procedure for sampling shall be reviewed at the pre-pave meeting.

Samples of PGAC used in the mix shall be obtained, properly labelled and identified, and delivered to the

designated QA testing laboratory as specified in the Contract Documents.


Traffic shall be controlled with pilot vehicles according to OTM, Book 7.


moving vehicles shall be 30 km/h. Traffic control with moving vehicles shall be maintained until such time as

the CIREAM mat is able to carry traffic without damage.





335.08.01 General

Acceptance of the CIREAM shall be based on the following criteria:


b) Surface Tolerance

c) Compaction

d) Tensile Strength

e) RAP Gradation

Work that does not meet the acceptance criteria shall be repaired according to the Repairing and

Re-Evaluating subsection.



Surface appearance shall be assessed by the Contract Administrator based on visual surveys after the

CIREAM mat has been opened to traffic. The finished CIREAM surface shall have a uniformly smooth

texture and shall meet the surface appearance requirements of ravelling, segregation and rutting as specified

in Table 1 prior to placement of HMA overlay.


The surface tolerance of any CIREAM surface shall be such that when tested with a 3 m straight edge placed

anywhere on the CIREAM surface, except across the crown, and in any direction on the surface, there shall

not be a gap between the bottom of the straight edge and the surface of the CIREAM greater than 6 mm.


The compaction of the CIREAM mix shall be calculated for each sublot from the bulk relative density

determined from slab samples according to LS-306 or ASTM D-6752 and the target density as follows:

Compaction = (bulk relative density of the slab sample / target density) x 100%

where the target density to be used for acceptance purposes shall be calculated for each sublot by averaging

the densities of the six (6) compacted specimens produced for indirect tensile strength testing according to

LS-297.


Each lot of CIREAM shall be compacted to a minimum mean of 96.0% of the target density established for

the mix, with no individual sublot bulk relative density result falling below 95.0% of the target density.

CIREAM that is not compacted to the required density shall be deemed rejectable.

335.08.02.04 Tensile Strength of Cold In-Place Recycled Expanded Asphalt Mix

Acceptance of the CIREAM shall be based on dry tensile strength and wet tensile strength.

Samples of CIREAM shall be tested for acceptance purposes in accordance with LS-297.

Dry tensile strength requirements for the lot are met when:

a) The mean dry tensile strength of the lot is equal to or greater than 225 kPa; and

b) No individual sublot dry tensile strength is less than 200 kPa.

Wet tensile strength requirements for the lot are met when:

a) The mean wet tensile strength of the lot is equal to or greater than 100 kPa; and

b) No individual sublot wet tensile strength is less than 75 kPa.

CIREAM that does not meet the above dry tensile strength and wet tensile strength requirements shall be

deemed rejectable.

335.08.02.05 Reclaimed Asphalt Pavement Gradation

If the RAP does not meet the gradation requirements, the Contractor shall submit an action plan of

remediation to the Contract Administrator for approval within 2 Business Days after the delivery of the QA

testing results.


CIREAM that is rejectable based on the Acceptance Criteria subsection shall be repaired according to the

requirements specified in Table 1.

Repairs shall be for the full lane width. For repairs due to the surface appearance defects, the minimum repair

length shall be sufficient for the repair to be carried out by the recycling train, or by the paving equipment,

whichever is applicable. For other repairs based on the lot and sublot acceptance, the minimum length shall

follow the Repairing and Re-Evaluating clause of OPSS 313 and to the depth specified in Table 1.

The HMA required to repair unacceptable CIREAM shall be placed in compacted lift thicknesses between 40

and 75 mm. The HMA mix type and design used for repairs shall be approved by the Contract Administrator

and shall meet the acceptance requirements for the HMA specified elsewhere in the Contract Documents.

All repairs will be re-evaluated and retested according to the Acceptance Criteria subsection.




335.09.01.01 Cold In-Place Recycled Expanded Asphalt Mix

Measurement of CIREAM placed shall be by area in square metres.





335.10.01 Cold In-Place Recycled Expanded Asphalt Mix - Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment,


The addition of active filler or other additives to the mix, including any expanded asphalt that is required due

to the additives, shall be at no extra cost to the Owner.

HMA required to replace unacceptable CIREAM material shall be at no extra cost to the Owner.

PGAC shall be included in the CIREAM item.

Repair of unacceptable CIREAM mat shall be carried out at no extra cost to the Owner.

HMA placed in areas inaccessible to the reclaiming equipment shall be included in the CIREAM item.

Repair of areas of CIREAM damaged by traffic shall be completed at no extra cost to the Owner.


Owner.


TABLE 1

Acceptance Criteria and Repair Requirements for CIREAM

Acceptance

Criteria

Defect Type Severity /

Criteria

Acceptable

/ Rejectable

Repair Requirements

Surface

Appearance

Ravelling/Coarse

Aggregate Loss

(Note 1)


Moderate to Severe Rejectable

Mill 50 mm and replace with an

acceptable binder course HMA

(Note 2).


Remove CIREAM to full depth and

replace with an acceptable binder

course HMA (Note 2).

Segregation (Note 1)

Slight to Medium Acceptable No action required.

Severe Rejectable



(Note 2).

Rutting (Note 1)


Moderate to Severe Rejectable



(Note 2).


Remove CIREAM to full depth and

replace with an acceptable binder


Surface

Tolerance

Non-conformance for

surface tolerance as per

the Surface Tolerance

subsection of the


> 6 mm based on 3 m

straight edge

measurement

Rejectable

All deficient areas shall be re-profiled

by milling or padded with the same

hot mix type to be used in the

overlying hot mix lift.

Compaction

Non-conformance for

Compaction as per the

Compaction subsection

of the Acceptance

Criteria.

< 96% for Compaction of

Lot’s Mean; and

< 95% for Compaction of

Individual Sublot

Rejectable



1) Recompact the CIREAM mat, if

required, with reheating process, or


(Note 2), or

3) Remove CIREAM material to full

depth and replace with an

acceptable binder course HMA.

Tensile

Strength

Non-conformance for

Tensile Strength as per

the Tensile Strength of

Cold In-place Recycled

Expanded Asphalt Mix

subsection of the


For Dry Tensile Strength:

< 225 KPa for Lot’s

Mean; and

< 200 KPa for Individual

Sublot.

For Wet Tensile Strength:

< 100 KPa for Lot’s

Mean; and

< 75 KPa for Individual

Sublot.

Rejectable

Remove CIREAM to full depth in the

lot or sublot represented by the test



Notes:

1) Defect and severity definitions according to SP-027.

2) Reprocessing with a recycling train may be considered as a repair method, upon submission of a proposal by the

Contractor and approved by the Contract Administrator.

MICRO-SURFACING –TYPE II - Item No. MICRO-SURFACING –TYPE III MODIFIED - Item No.MICRO-SURFACING –TYPE III - Item No.



336.05.02 Aggregates * Designer Fill-in, See Notes to Designer 336.06 EQUIPMENT ** Designer Fill-in, See Notes to Designer 336.06.04 Spreading Equipment *** Designer Fill-in, See Notes to Designer 336.07 CONSTRUCTION

** Designer Fill-in, See Notes to Designer

336.07.03 Surface Preparation **** Designer Fill-in, See Notes to Designer 336.07.04 Mix Application ***** Designer Fill-in, See Notes to Designer


November 2013 Page 1 of 1 SSP 337F01

SLURRY SEAL – TYPE I - Item No.

SLURRY SEAL – TYPE II - Item No.

SLURRY SEAL – TYPE III - Item No.

Special Provision No. 337F01 November 2013




337.04.02.01 Mix Design Requirements

Clause 337.04.02.01 of OPSS 337 is deleted in its entirety and replaced with the following:

Two weeks prior to the start of the slurry seal operation, the mix design shall be submitted in writing to the

Contract Administrator together with the results of all tests listed in Table 1.

337.06.02 Mixing and Spreading Equipment

Subsection 337.06.02 of OPSS 337 is amended by deleting the last sentence in the last paragraph in its

entirety and replacing it with the following:

The spreader box shall be capable of spreading slurry in one pass at variable widths up to 4.3 m.


Subsection 337.07.03 of OPSS 337 is amended by the addition of the following sentence:

The surface upon which slurry seal is placed shall be clean and dry at the time of application.

** Designer Fill-in, See Notes to Designer

337.07.06 Appearance

Subsection 337.07.06 of OPSS 337 is amended by deleting the first sentence in the first paragraph in its

entirety and replacing it with the following:

Following placement, the slurry seal shall have a uniform texture and consistent appearance and be free from

excessive scratch marks, tears, indentations or other surface irregularities.

337.07.09 Clean Up

Subsection 337.07.09 of OPSS 337 is amended by deleting the first sentence in its entirety and replacing it

with the following:

All areas not to be slurry sealed, such as shoulders, ditches, entrances and gutters shall have the slurry seal

material removed on a daily basis.

February 2008 Pg. 1 of 11 SSP341S01

ROUTING AND SEALING CRACKS IN ASPHALT PAVEMENT – Item No. SEALING CRACKS IN ASPHALT PAVEMENT – Item No. Special Provision No. 341S01 February 2008

OPSS 341, May 1994 Construction Specification for Routing and Sealing Cracks in Hot Mix Asphalt Pavement is deleted in its entirety and replaced with the following:

CONSTRUCTION SPECIFICATION FOR ROUTING AND SEALING CRACKS IN ASPHALT PAVEMENT

TABLE OF CONTENTS

341.01 SCOPE

341.02 REFERENCES

341.03 DEFINITIONS

341.04 SUBMISSION AND DESIGN REQUIREMENTS

341.05 MATERIALS

341.06 EQUIPMENT

341.07 CONSTRUCTION




341.01 SCOPE This specification covers the installation methods used for sealing cracks and joints with hot-poured rubberized asphalt joint/crack sealant in asphalt pavement. 341.02 REFERENCES This specification refers to the following standards, specifications or publications.

Ontario Provincial Standard Specification, Material:

OPSS 1212 Hot-Poured Rubberized Asphalt Joint Sealing Compound


Ministry of Transportation, Ontario, Publication:

SP-024 Manual for Condition Rating of Flexible Pavements – Distress Manifestations Designated Sources for Materials (DSM) Manual 341.03 DEFINITIONS For the purpose of this Specification the following definitions apply: Overband: means a routed groove or unrouted crack, which is sealed in such a way that the surface of the sealant is approximately 2 to 3 mm above the adjacent asphalt pavement surface at the centerline of the routed groove or unrouted crack and is feathered out to 0 mm, approximately 20 to 30 mm on either side of the routed groove or the edge of the unrouted crack. Pavement Edge: means where the outside edge of the asphaltic concrete pavement surface meets the gravel shoulder.

Routing/Routed: means cutting/cut grooves in an asphalt pavement using either a router equipped with carbide cutting wheels or a random crack saw equipped with a series of diamond blades. 341.04 DESIGN AND SUBMISSION REQUIREMENTS 341.04.01 Submission Requirements At least 5 Business Days prior to the placement of sealant compound: a. The Contractor shall provide the Contract Administrator with the following sealant compound

information from the Manufacturer for every batch of sealant compound which is likely to be used on the Contract:

i. The batch number or designation;

ii. The size of the batch; iii. Application recommendations; iv. Recommended heating time and temperature; v. Allowable storage time and temperature after initial heating;

vi. Allowable reheating criteria; vii. Recommendations for continuous overnight heating, if the Manufacturer allows such heating;

viii. Application temperature range. b. The Contractor shall also provide the Contract Administrator with one copy of at least one set of test

results that have been conducted for each batch of hot-poured rubberized asphalt joint/crack sealant compound used on the Contract. The testing shall be carried out according to OPSS 1212 by an AASHTO Materials Reference Library (i.e. AMRL) or equivalent approved laboratory and that laboratory shall also be independent of both the Manufacturer and the Contractor. The Contractor shall also forward a copy of the test results for each batch to:


Ministry of Transportation, Head, Bituminous Section, Room 238, Building “C” 1201 Wilson Avenue, Downsview, Ontario M3M 1J8 Fax: (416) 235-3996

341.05 MATERIALS 341.05.01 Sealant Compound

The sealant compound shall be a hot poured rubberized asphalt sealant compound listed on MTO’s most current Designated Sources for Materials List (DSM) and meeting the requirements stated in OPSS 1212. 341.05.02 Limestone Screenings Limestone screenings used for dusting sealant shall have 100 percent passing the 1.18 mm sieve and not greater than 25 percent passing the 0.075 sieve. 341.06 EQUIPMENT 341.06.01 Routers and Random Crack Saws All equipment used for routing or cutting grooves shall consist of well-maintained mechanical routers or random crack saws capable of continually creating well-defined right-angled grooves with centrelines which are approximately coincident with the centerlines of their associated cracks to the tolerances stated within this specification. Such capability shall be successfully demonstrated to the Contract Administrator’s satisfaction, prior to its use. 341.06.02 Heating Kettle The heating kettle for the sealant compound shall be a double boiler oil transfer type with built in agitator and equipped with calibrated thermometers to measure the temperature of both the heat transfer oil and the sealant compound. The heating kettle shall be equipped with a spigot. The heating kettle shall have automatic thermometric controls which will prevent overheating of the sealant compound. 341.06.03 Hot-Compressed Air Lance The hot-compressed air lance shall have an air discharge temperature of approximately 500 C and an air exit velocity of at least 1000 metres per second. 341.06.04 Air Compressor The air compressor used to supply the hot-compressed air lance shall be equipped with oil and moisture filters and providing a minimum pressure of 700 kPa at a minimum air volume of 4.25 cubic metres per min (150 cfm).


341.07 CONSTRUCTION 341.07.01 General Routing and/or sealing shall not be carried out at any time when the pavement is damp or wet, when water is migrating up into the routs from the underlying granular material or if the pavement temperature is greater than 50 C. The conditions under which cracks shall be routed and sealed or sealed without routing, are specified elsewhere in the Contract and based on the average widths of the cracks at the time that the work is done. 341.07.02 Crack Routing

Under no circumstances shall the Contractor rout more cracks during the day than can be sealed before the Contractor leaves the site at the end of the same day. In addition, the routing operation shall not be so far ahead of the cleaning operation that dirt and debris left on the road is creating clouds of dust which is obscuring driver vision in adjacent traffic. Cracks in situations where the centerlines of two or more parallel or sub-parallel cracks are within 75 mm of one another or the cracks are associated with alligator or map cracking, as described in SP-024 (Manual for Condition Rating of Flexible Pavements), shall not be routed. All transverse and skewed cracks shall be routed to within 25 mm of the pavement edge. Every routed groove shall have right-angled corners, deviating by no more than 10 from one another and with its centerline no more than 4 mm from the centerline of its associated crack. All portions of cracks which meander outside of the cross section of the routed groove will be considered unacceptable for payment purposes. The Contractor shall replace all of the carbide cutters in the router’s cutting head at a minimum frequency of completion of every 2500 linear metres of routed grooves and the Contractor shall notify the Contract Administrator prior to doing this. In addition, at any other time when the Contractor cannot demonstrate to the satisfaction of the Contract Administrator that a router is able to maintain the specified dimensions and shape of the routed groove due to excessive wear of the carbide cutters or excessive wear of diamond saw blades if a random crack saw is used, then the Contractor shall respectively adjust and/or replace, at no additional cost to the Ministry, as many cutters in the router’s cutting head or diamond saw blades as necessary until the Contract Administrator is satisfied that the dimensions and shape of the routed groove again meets all allowable tolerances. The Contractor shall not join up two or more cracks by routing through uncracked pavement or, under no circumstances shall the Contractor cut grooves in areas where a crack does not exist. 341.07.03 Sealant Preparation The sealant compound shall be slowly melted with constant agitation until it is in a lump-free, free-flowing state, within the temperature range recommended by the manufacturer for application. The Contractor shall ensure that the temperature gauges for both the heating oil and sealant compound on the kettle melter are properly calibrated at all times.


At least 24 hours prior to beginning the work, the Contractor shall inform the Contract Administrator when the Contractor will begin charging the kettle with sealant compound. On that first day, the Contractor will be required to begin charging the kettle with sealant compound at the Contract site and only at a time which is acceptable to the Contract Administrator. If the Contractor’s kettle is not completely empty at the beginning of that first day or the Contract Administrator was not given sufficient opportunity to witness that it was empty on that day, then the Contract Administrator may require that the Contractor’s kettle be completely drained and the wasted sealant compound be replaced before beginning work.

341.07.04 Cleaning of Routed Grooves and Cracks / Removal of Debris Immediately prior to placing the sealant compound, all routed grooves, all unrouted cracks and 50 mm of the surface of the asphalt on either side of the grooves and unrouted cracks in the areas where an overband is to be constructed, shall be cleaned and dried using a hot compressed air lance. The Contractor shall apply hot compressed air for a sufficient time in order to ensure that all moisture and loose debris have been removed, all fractured aggregate surfaces have been adequately scaled from all routed grooves/unrouted cracks and that all asphalt surfaces have been sufficiently prepared to receive sealant compound but not so long that the surface of the asphalt itself becomes charred or burned. Before applying sealant compound, all loose debris from the routing and cleaning operation shall also be completely removed from the adjacent asphalt roadway for quality and safety reasons. 341.07.05 Placing Sealant Compound After each routed or unrouted crack, has been sufficiently cleaned and dried, hot-poured rubberized asphalt sealant compound shall be uniformly placed in it, without the formation of entrapped air, using either a manual pouring cone filled from a spigot located on the heating kettle itself or by using a hose and wand fitted with the proper sized shoe which allows the sealant compound to be pumped directly from the heating kettle into the routed/unrouted crack. Sealant compound shall only be placed, if the pavement temperature at the surface is less than or equal to 50 C. For pavements which are being covered with an asphalt overlay in this Contract: - All routed and unrouted cracks, which have been cleaned and dried, in accordance with Subsection

341.07.04, shall be immediately filled with sealant compound so that, upon complete cooling, the top of the sealant compound is below the adjacent asphalt pavement surface, as specified elsewhere in the contract.

For all other pavements: - All routed and unrouted transverse or skewed cracks as well as any unrouted longitudinal cracks

within 150 mm of the pavement edge, which have been cleaned and dried in accordance with Subsection 341.07.04, shall be immediately filled with sealant compound so that upon complete cooling, the sealant compound forms a well-defined overband, as specified elsewhere in the Contract.

- All routed longitudinal cracks, which have been cleaned and dried in accordance with Subsection 341.07.04, shall be immediately filled with sealant compound so that upon complete cooling, the sealant compound is at or slightly above the adjacent asphalt pavement surface, as specified elsewhere in the Contract.

Where an overband is being constructed, in order to accommodate some sealant compound contraction during cooling, a rubber or plastic squeegee with its bottom edge trimmed slightly larger than the specified dimensions of the overband, shall be used to strike off the sealant compound after it is poured into the groove or unrouted transverse or skewed crack.


For transverse or skewed routed grooves or unrouted cracks in pavements which are not being covered with an asphalt overlay in this Contract, the sealant compound shall be struck off, by starting from the end of the routed groove or unrouted crack closest to the pavement edge and working towards the center of the road to help inhibit the sealant compound from flowing down the groove or crack towards the pavement edge. For all pavements that are not being covered with an asphalt overlay in this Contract, regardless or whether or not a crack has been routed or whether or not an overband has been constructed, the Contractor shall ensure that, upon complete cooling to the ambient temperature, that the minimum elevation of the sealant compound is, in all cases, at or above the adjacent asphalt pavement surface. If, during construction, the sealant compound is contracting so much that that this requirement is not likely to be met, then the Contractor shall “top-up” and strike off the sealant compound as many times as is necessary before being dusted in order to meet this requirement. The Contractor shall anticipate the amount of sealant needed to fill the remaining routs so that, when leaving the site at the end of each day, the Contractor’s kettle melter has been completely drained of any remaining sealant compound. However, if a situation arises and the sealant has not been completely used at the end of the day, such as when a sudden rain occurs and the work has to stop, then the Contract Administrator may require that all remaining sealant be drained from the kettle. In this case, the Contractor shall inform the Contract Administrator when the kettle is being drained to allow the Contract Administrator sufficient opportunity to witness it. Under no circumstances should the Contractor continuously heat the sealant compound overnight without first discussing this with the sealant’s manufacturer and providing the Contract Administrator with a written declaration from the manufacturer clearly stating under what conditions this can be safely done without causing degradation of the sealant. If this written declaration has not been provided to the Contract Administrator and the Contractor’s kettle is not completely empty at the beginning of any day, then the Contract Administrator may require that the Contractor’s kettle be completely drained and the wasted sealant compound be replaced before continuing work on the Contract. At least once each hour, the Contractor shall measure the temperature of the sealant compound in the presence of the Contract Administrator using a properly-calibrated thermometer and record that measurement along with its applicable date and time. The Contractor’s temperature record shall be made available to the Contract Administrator, at any time, upon request. If, at any time, the Contract Administrator finds that the temperature of the sealant compound is not within the manufacturer’s recommended range, then, at the discretion of the Contract Administrator, the Contractor shall either remove all of the sealant compound that was placed in the roadway, since the last acceptable temperature that was verified by the Contract Administrator or, in lieu of repairs, the affected routed grooves or cracks shall receive a payment adjustment, in accordance with section 341.10If the sealant has been overheated, then any sealant compound remaining in the kettle shall be drained out and replaced with new sealant. All sealant compound that is rejected shall be removed from the site and replaced with acceptable material. Sealant compound damaged by the Contractor’s operation including any damage caused by the Contractor opening up the lane to traffic before the sealant has sufficiently cooled, shall also be replaced by the Contractor.


341.07.06 Sealant Dusting For Cracks/Routs Treated in Pavements Not Being Covered by an Asphalt Overlay in This Contract

Where traffic is to be maintained during crack sealing, then the surface of the sealant compound shall be dusted with limestone screenings, meeting the requirements specified in subsection 341.05.02, in order to eliminate any tackiness, prior to allowing any traffic, including the Contractor’s own construction control vehicles, on the sealed routs or the sealed unrouted cracks. Portland cement shall not be used. At all locations, regardless of whether or not an overband is being constructed, the sealant compound shall only be dusted after it has cooled enough so that that the minimum elevation of the sealant compound will be at or slightly above the pavement surface, after it has completely cooled and a skin is formed which is still tacky enough so that the dust will stick to it. As stated in subsection 341.07.05, this may require that the effected grooves and/or cracks be topped-up with sealant compound and then struck off one or more additional times before being dusted. 341.07.07 Management of Excess Material Management of excess material shall be as specified in the Contract Documents.

341.08 QUALITY ASSURANCE 341.08.01 Sampling and Testing Sealant Compound 341.08.01.01 Unheated (as Delivered) Sealant Compound The Contractor shall inform the Contract Administrator of all batches of sealant compound which are to be used on the Contract. From each batch used, the Contract Administrator will randomly select one sample of unheated sealant compound, as delivered to the Working Area. Each sample will be approximately 4 litres in volume and placed in a suitable box, provided by the Contractor, which is clearly marked with the sampling identification information, as specified elsewhere in the Contract, along with the following additional information:

a) The designated trade name and designation # of the compound; b) The manufacturer; c) The manufacturer’s batch number; and d) The size of the applicable batch.

The Contractor shall place all samples of unheated sealant compound in security bags, seal them with security seals in the presence of the Contract Administrator and then deliver them within 10 business days of the completion of the work to:

Ministry of Transportation, Bituminous Section, Room 15, Building “C” 1201 Wilson Avenue, Downsview, Ontario M3M 1J8 Attention: Head, Bituminous Section


The Contractor shall also inform the appropriate Regional Operational Services Section when such samples have been delivered. 341.08.01.02 Samples During Sealant Placement The Contractor shall also take samples of hot-poured rubberized asphalt joint/crack sealant compound directly from the heating kettle, while the sealant compound is being placed, at the direction of and in the presence of the Contract Administrator. A minimum of either three samples at points when approximately 1/4, 1/2, and 3/4 of the proposed number of linear metres has been placed on the Contract or a minimum of one sample for each 25,000 linear metres has been placed on the Contract, whichever is greater, shall be taken. The Contractor shall also take additional samples when requested by the Contract Administrator. Each sample shall be placed in a triple-tight single metal container (e.g. paint can) with a wire handle and with a minimum volume of 4 litres. The side and top of each metal container shall be clearly marked with the following information:

a) Contract number; b) Designated trade name and designation # of the compound; c) Manufacturer; d) Manufacturer’s batch number; and e) The point in the Contract at which the sample was taken, e.g., the percentage of the work completed.

An accompanying tag shall also be firmly affixed to the wire handle of the metal container showing all of the sampling identification information mentioned above, all other sampling information specified elsewhere in the Contract as well as the following additional information:

f) The station and offset in the roadway where the sample was taken; g) The temperature of the sealant compound when the sample was taken; and the h) Weather conditions (ambient temperature and precipitation).

The Contractor shall place all containers with samples of sealant compound, along with their appropriate Material Safety Data Sheet (MSDS) in appropriate boxes which shall, in turn, be placed in security bags. The Contractor shall seal the security bags with security seals in the presence of the Contract Administrator and then deliver the sealed samples within 10 business days of the completion of the work, to:

Ministry of Transportation, Bituminous Section, Room 15, Building “C” 1201 Wilson Avenue, Downsview, Ontario M3M 1J8 Attention: Head, Concrete Section

341.08.02 Deficiencies During Construction If during construction; a routed groove is found to have:


a) two intersecting sides deviating by more than 10 from a right-angle; or b) its centerline more than 4 mm from the centerline of its associated crack; c) a width less than 36 mm or more than 44 mm; or d) a depth less than 10 mm or more than 12 mm, when the groove is in a pavement not being covered by

an asphalt overlay in this Contract; e) a depth less than 15 mm or more than 19 mm, when the groove is in a pavement that is being covered

with an asphalt overlay in this Contract; or

the sealant in a routed and sealed groove; f) in a pavement not being covered with an asphalt overlay in this Contract has, upon complete cooling,

subsided to the point that, the sealant compound is no longer above the pavement surface when an overband is being specified or the sealant compound has subsided by more than 1 mm below the adjacent pavement surface when an overband is not specified; or

g) in a pavement being covered with an asphalt overlay in this Contract has, upon complete cooling, subsided to more than 7 mm below the existing pavement surface; or

the sealant compound itself;

h) does not meet the material quality requirements, stated elsewhere in the Contract; or i) contains imbedded foreign material (other than limestone screenings to eliminate tackiness); or j) contains entrained bubbles, indicating excessive moisture; or k) has debonded or pulled away from the routed groove; or l) has been excessively heated;

then, the sealed crack or routed and sealed groove shall, at the discretion of the Contract Administrator, be repaired by the Contractor, or the Contractor will be given a payment adjustment in lieu of repairs, in accordance with section 341.10. 341.08.03 Repairs The methods of repair proposed by the Contractor must be approved by the Contract Administrator, prior to the commencement of repairs. Routed grooves, which are found to be of insufficient depth or exceed allowable tolerances for rout width, right-angled intersecting sides or centerline tolerances for the routed groove versus its associated crack, as specified in the Contract, shall be re-routed to no more than 50 mm wide, cleaned and then re-sealed. The method of repair for unacceptable contraction of the sealant compound below the elevation of the pavement surface within an unrouted or routed groove shall be at the direction of the Contract Administrator and, depending upon the condition of the sealant compound, may involve either:

1) washing the existing sealant compound with clean water using a low-pressure washer which is sufficient to clean the debris from the top of the rout without removing sealant, allowing the wet sealant sufficient time to dry and then “topping-it-up” with sealant compound; or

2) complete removal and replacement of the sealant compound. The method of repair for entrained foreign material, entrained moisture in the sealant compound, excessive heating of the sealant compound itself or sealant damage shall be complete removal and replacement of the sealant compound. The Contract Administrator may also require that the Contractor re-rout the routed groove, if removal of the sealant damages the rout or deficiencies are identified with the rout cross section.


Any materials, equipment or procedures used in the repair or replacement of routing and sealing shall be consistent with those specified for the original work, as stated herein and elsewhere in the Contract.


341.09.01 Actual Measurement Where a crack is being routed and sealed, measurement for payment shall be in linear metres along the sealed crack, but excluding any portions of the sealed crack where the crack migrates away from the routed groove. Where a crack is being sealed without routing, measurement for payment shall be in linear metres along the sealed crack. Separate measurements will be made for:

a) Cracks that are routed and sealed with no deficiencies (i.e. L1); b) Cracks that are routed and sealed that are deficient, as specified in clause 341.08.02, but are left

unrepaired (i.e. L2); c) Cracks that are sealed without routing and with no deficiencies (i.e. L3); and d) Cracks that are sealed without routing that are deficient, as specified in clause 341.08.02, but are left

unrepaired (i.e. L4). 341.10 BASIS OF PAYMENT Any sealant that must be removed, disposed of and/or replaced, in accordance with the requirements of the Contract, shall be done at the Contractor’s expense. 341.10.01 Routing and Sealing Cracks in Asphalt Pavement– Item Payment at the Contract price for routing and sealing cracks per metre shall be full compensation for all labour, equipment and material required to do the work, but excluding any portions of cracks which are found to meander outside of the routed groove. No additional payment shall be made for overruns in sealant compound quantity. When the Contract Administrator allows the Contractor to take a penalty, in lieu of repairs, for a routed and sealed crack which exhibits one or more of the deficiencies listed under clause 341.08.02, then the Contractor shall be given a payment reduction of 50% of the Contract price for each linear metre exhibiting such deficiencies. Payment for routed and sealed cracks shall be made in accordance with the following equation: (1) Payment = Contract Price X (L1 + 0.5 X L2) Where: Contract Price = the Contract price for this tender item

L1 = the total length in metres of the measured cracks that are routed and sealed with no deficiencies;

L2 = the total length in metres of measured cracks that are routed and sealed but are deficient, as specified in clause 341.08.02 and are left unrepaired.


341.10.02 Sealing Cracks in Asphalt Pavement– Item Payment at the Contract price for sealing cracks without routing per metre shall be full compensation for all labour, equipment and material required to do the work. No additional payment shall be made for overruns in sealant compound quantity. When the Contract Administrator allows the Contractor to take a penalty, in lieu of repairs, for a crack that is sealed without routing and exhibits one or more of the deficiencies listed under clause 341.08.02, then the Contractor shall be given a payment reduction of 50% of the Contract price for each linear metre exhibiting such deficiencies. Payment for cracks that are sealed without routing shall be made in accordance with the following equation:

(2) Payment = Contract Price X (L3 + 0.5 X L4) Where: Contract Price = the Contract price for this tender item

L3 = the total length in metres of the measured cracks that are sealed without routing and have no deficiencies;

L4 = the total length in metres of measured cracks that are sealed without routing but are deficient, as specified in clause 341.08.02 and are left unrepaired.

CONCRETE IN SIDEWALK - Item No.

Special Provision No. 351S02 July 2007 OPSS 351, September 1996, Construction Specification for Concrete Sidewalk is amended as follows: 351.05.01 Concrete

Subsection 351.05.01 of OPSS 351 is deleted and replaced with the following: Concrete shall be according to OPSS 1350 and the following. Minimum specified 28-Day compressive strength: 30 MPa, Coarse aggregate: 19 mm nominal maximum size. 351.07.16 Field Sampling and Testing of Concrete

Subsection 351.07.16 of OPSS 351 is deleted and replaced with the following: Field sampling and testing of concrete shall be according to OPSS 1350. 351.09 Measurement for Payment

Section 351.09 of OPSS 351 is amended by the addition of the following clause: 351.09.01.03 Granular Payment for granular material placed below sidewalk will be measured in tonnes according to OPSS 102. 351.10 Basis of Payment Section 351.10 of OPSS 351 is amended by the addition of the following subsection: 351.10.04 Granular

Granular material placed below sidewalk shall be paid for under the appropriate granular items specified in the Contract.

July 2007 Pg. 1 of 1 SSP 351S02


TACTILE WALKING SURFACE INDICATORS FOR CONCRETE SIDEWALK RAMPS - Item No.



351.02 REFERENCES

Section 351.02 of OPSS 351 is amended by the addition of the following under ASTM International:

A 48M-03 Gray Iron Castings

C 1028-07 Static Coefficient of Friction of Ceramic Tile and Other Like Surfaces by the Horizontal

Dynamometer Pull-Meter Method

OPSS 351 is amended by the addition of the following section:



One copy of the manufacturer’s installation instructions and Working Drawings for each type of tactile

walking surface indicator plates to be installed shall be submitted to the Contract Administrator.

Installation of the tactile walking surface indicator plates system shall not commence until the Contract

Administrator has received the copy of the manufacturer’s installation instructions and Working Drawings.

351.05 MATERIALS

Section 351.05 of OPSS 351 is amended by the addition of the following subsections:

351.05.06 Tactile Walking Surface Indicator Plates

Gray cast iron tactile walking surface indicator plates shall be according to the Contract Documents. Castings

shall be according to ASTM A 48M, Class 35B, and shall be bare and not coated with paint or other coatings

or substances. Castings shall be sound, free from pouring faults, cracks, blowholes, and other defects.

The surface of each cast iron plate on both the tops of the truncated domes and the field between the truncated

domes between shall have a minimum wet and dry static coefficient of friction of 0.8 when tested according

to ASTM C-1028.

351.05.07 Markings

The initials or trademark of the manufacturer, year of manufacture, and country of manufacture shall be

distinctly cast and legible in raised letters on the top side of each plate.

351.07 CONSTRUCTION

Section 351.07 of OPSS 351 is amended by the addition of the following subsections:


351.07.18 Tactile Walking Surface Indicator Plates

A set of two cast iron tactile walking surface indicator plates shall be set into wet prepared concrete at each

concrete sidewalk ramp according to the Contract Documents and according to the plate manufacturer’s

installation instructions.

351.07.19 Tolerances

Tolerances for the tactile walking surface indicator plates shall be as specified in the Contract Documents. If

the tactile walking surface indicator plates are not within the specified tolerances, the plates shall be rejected.

Rejected plates shall be removed and replaced as directed by the Contract Administrator.



351.08.01 Certificate for Tactile Walking Surface Indicator Plates

When requested by the Owner, the Contractor shall provide a certificate from the manufacturer for the tactile

walking surface indicator plates that confirms the product was manufactured and met the test requirements in

accordance with the Contract Documents. The certificate shall include test results from an independent testing

laboratory currently accredited by the Standards Council of Canada.


Section 351.09 of OPSS 351 is amended by the addition of the following clause:

351.09.01.01.02 Tactile Walking Surface Indicators for Concrete Sidewalk Ramps

For measurement purposes a count shall be made for each set of tactile walking surface indicator plates

installed at each concrete sidewalk ramp.


Section 351.10 of OPSS 351 is amended by the addition of the following clause:

351.10.04 Tactile Walking Surface Indicators for Concrete Sidewalk Ramps – Item

Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment


CONCRETE CURB AND GUTTER - Item No.

Special Provision No. 353S02 July 2007 OPSS 353, September 1996 Construction Specification for Concrete Curb and Gutter Systems is amended as follows: 353.05.01 Concrete

Subsection 353.05.01 of OPSS 353 is deleted and replaced with the following: Concrete shall be according to OPSS 1350 and the following: Minimum specified 28-Day compressive strength: 30 MPa, Coarse aggregate: 19 mm nominal maximum size. 353.07.08.03 Concrete Curing Clause 353.07.08.03 of OPSS 353 is deleted and replaced with the following: Formed and slipformed concrete shall be cured according to OPSS 904. The use of white pigmented curing compound is permitted except that curing with curing compound shall not be used on any construction joint or when cold weather concreting is in effect.

353.07.13 Field Sampling and Testing of Concrete Subsection 353.07.13 of OPSS 353 is deleted and replaced with the following: Field sampling and testing of concrete shall be according to OPSS 1350.

July 2007 Pg. 1 of 1 SSP353S02

FULL DEPTH CRACK REPAIRS – Item No. Special Provision No. 399F01 December 2014 1.0 SCOPE This Special Provision covers the requirements for full depth crack repairs in asphaltic concrete pavements. 2.0 REFERENCES This Special Provision refers to the following standards, specifications or publications. Ontario Provincial Standard Specification, Construction OPSS 308 Tack Coat OPSS 313 Hot Mix Asphalt - End Result OPSS 501 Compacting Ontario Provincial Standard Specification, Material OPSS 1151 Superpave and Stone Mastic Asphalt Mixes 3.0 DEFINITIONS For the purpose of this Special Provision, the definitions in OPSS 313 and the following definition apply: Crack Repair means the portion of any crack that has been repaired to the base of the asphaltic concrete layer during any given stage of construction under this Contract. 4.0 DESIGN AND SUBMISSION REQUIREMENTS – Not Used 5.0 MATERIALS 5.01 Hot Mix Asphalt Hot mix asphalt shall be according to OPSS 1151. 5.02 Tack Coat Tack coat shall be according to OPSS 308. 6.0 EQUIPMENT – Not Used 7.0 CONSTRUCTION Cracks requiring repair are included in the Contract Documents and shall be identified by the Contract Administrator on site. Repairs shall be completed on all single and multiple cracks identified for repair. All crack repairs shall be completed prior to any binder and surface course paving required by the Contract.


Crack repairs shall be completed prior to shutdown the same day the existing HMA is removed full depth. 7.01 Asphalt Removal and Foundation Preparation The existing HMA shall be removed full depth, to a width of 1.0 m centered over the crack. All four sides of the asphalt removal area shall have a vertical face. Protrusions greater than 5 mm on the sides and 10 mm on the bottom of the HMA removal area shall not be permitted. Granular base materials disturbed by the removal operations shall be shaped to the proper cross-fall and re-compacted according to OPSS 501 prior to the placement of HMA. All vertical faces of the existing HMA shall be cleaned and dried prior to applying tack coat. All loose debris shall be completely removed from the adjacent roadway before placing the HMA. Tack coat shall be applied to vertical surfaces according to OPSS 308 prior to placing HMA. 7.02 Placing Hot Mix Asphalt Paving shall not be carried out if the Roadbed is frozen. When placing HMA on a granular grade, the granular grade shall not be saturated and shall be free of standing water. The surface of a pavement upon which HMA is to be placed shall be clean and dry at the time of HMA placement. A course of HMA shall not be placed upon a previously laid course until the surface temperature of that previous course is 50° C or less. HMA shall not be placed unless the ambient air temperature is at least 2° C. HMA shall not be placed faster than it can be properly raked. The HMA shall be placed in uniform lifts between [* Designer Fill-in, See Notes to Designer] mm and [** Designer Fill-in, See Notes to Designer] mm in thickness. The total HMA thickness placed shall be [*** Designer Fill-in, See Notes to Designer]. All lifts shall be compacted to a minimum of 91.5% of the maximum relative density using appropriate rollers to provide a uniformly compacted mat. Prior to roller compaction, defects in the HMA placed shall be corrected. After final compaction of each course, the surface shall be smooth and true to the established crown and Grade, uniform in texture and shall be free of any defects including, but not limited to, segregation, flushing, oil spills, and roller marks. Where the HMA cannot be adequately compacted by the roller, it shall be compacted using mechanical self-powered gas-, electric-, or air-powered tamping equipment. The compacted surface of the HMA shall be flush with the adjacent pavement surface. 7.03 Sampling Core sampling, in duplicate, is required at repaired locations where identified by the Contract Administrator. For transverse cracks, number of duplicate samples will not exceed one per every 20 transverse cracks. For longitudinal cracks, number of duplicate samples will not exceed one per every 100 m length of the


longitudinal cracks. The above limits may be exceeded only when rejectable samples are encountered, in which case further samples may be required by the Contract Administrator to define the extent of the rejectable area. Core samples shall be obtained, in duplicate, in the presence of the Contract Administrator, no later than the next Working Day after receiving the Contract Administrator’s written notice of the sample locations. Each core shall have a minimum nominal diameter of 150 mm and a maximum nominal diameter of 200 mm and shall extend to the full depth of the crack repair. Care shall be taken to ensure that cores are not damaged during coring operations or in transit. If a core is damaged, a replacement core shall be extracted immediately at a location adjacent to the original core. All cores shall be handled, labeled, and delivered according to the requirements specified in the Contract Documents. One core from each duplicate set shall be tested by the QA laboratory. The other sample shall be designated as referee sample. HMA and compaction requirements for filling the sample holes shall be the same as the adjacent pavement surface. 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. 7.04 Management of Excess Material Management of excess material shall be according to the Contract Documents. 8.0 QUALITY ASSURANCE Acceptance of the crack repairs shall be based on quality assurance measurements of the following criteria: a) Core compaction and verification of a full depth repair; b) Surface tolerance; and c) Surface appearance. 8.01 Core Compaction and Verification of a Full Depth Repair The Contractor shall provide full depth core samples, if requested by the Contract Administrator, which shall be used to determine the asphalt compaction of each lift of HMA. Acceptance for core compaction shall be based on the HMA meeting a minimum compaction of 91.5% at any individual sampling location, determined using LS 262 (Notes 1 and 3). All core samples shall be visually inspected by the Contract Administrator to ensure a full depth repair has been carried out. 8.02 Surface Tolerance Prior to paving over the completed crack repair, the surface of the crack repair shall be flush with the adjacent pavement, true to line and grade and free of rutting. When tested with a 3 m straightedge placed anywhere in


any direction on the surface, except across the crown or drainage gutters, there shall not be a gap greater than 6 mm between the bottom of the straightedge and the surface of the pavement. All areas not meeting the surface tolerance requirements shall be repaired and re-evaluated according to the Repairing and Re-evaluating subsection. 8.03 Surface Appearance HMA deemed by visual appearance to have segregation, flushing, oil spills, and roller marks, but not limited to these, shall be considered deficient material or work. Deficient material or work shall be repaired and re-evaluated according to the Repairing and Re-evaluating subsection. 8.04 Repairing and Re-evaluating Full depth crack repairs that fail to meet the Contract requirements shall be deemed rejectable and warrant repairs as follows: a) Repairs for deficient compaction shall be by removal and replacement of the deficient lift(s), including the

lift(s) above the deficient lift. b) Repairs for deficient repair depth shall be by full depth removal and replacement. c) For a rejectable transverse crack repair, full length of the crack repair in the traffic direction where the

rejectable core was taken shall be repaired. d) For a rejectable core within a longitudinal crack repair, minimum length of the repair shall be 10 m centred

over the core location. e) Repairs for surface tolerance and/or surface appearance shall be by: i) milling and paving the top lift of the repair; or ii) grinding (by milling, micro milling or diamond grinding). If a core sample obtained in any crack repair is found to be rejectable for any reason, the Contract Administrator may require that the Contractor core any adjacent crack repairs, to more fully define the extent of the rejectable area. Rejectable crack repairs shall be repaired as specified in this Special Provision. Repaired areas shall be re-evaluated for acceptance according to the Quality Assurance section. 8.05 Referee Testing The Contractor may invoke referee testing by submitting a written request to the Contract Administrator within 3 Business Days following notification from the Contract Administrator that the compaction result has been rejected. Referee labs will be selected from a roster of labs maintained by the Owner for that purpose. The referee test result shall be binding on both the Contractor and the Owner.


9.0 MEASUREMENT FOR PAYMENT 9.01 Actual Measurement Measurement of full depth crack repairs shall be by length in metres to the nearest decimeter, along the total length of all crack repairs completed. 9.02 Plan Quantity Measurement When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement. 10.0 BASIS OF PAYMENT 10.01 Full Depth Crack Repairs - Item Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment and Materials required to do the Work, except that the hot mix material shall be paid for under the appropriate hot mix tender item. Repairs of any rejectable crack repair, including any associated traffic control shall be carried out at no cost to the Owner. 10.02 Referee Testing for Compaction Payment for referee testing, including cost of sample delivery, shall be the responsibility of the Owner provided the referee compaction test result(s) for all lifts in each core sample meet or exceed 91.5%; otherwise, the Contractor shall be responsible for the cost of referee testing and sample delivery. The cost of the referee testing shall be based on the referee testing rates as specified elsewhere in the Contract Documents, multiplied by the number of lifts in the core.


TEMPORARY HOT MIX PAVEMENT - Item No. Special Provision No. 399F02 December 2014 1.0 SCOPE This Special Provision covers the requirements for the construction of temporary hot mix pavement. 2.0 REFERENCES This Special Provision refers to the following standards, specifications, or publications: Ontario Provincial Standard Specifications, Construction OPSS 313 Hot Mix Asphalt – End Result Ontario Provincial Standard Specifications, Material OPSS 1151 Superpave and Stone Mastic Asphalt Mixtures Ontario Ministry of Transportation Publications MTO Laboratory Testing Manual LS-100 Rounding-Off of Test Data and Other Numbers LS-264 Theoretical Maximum Relative Density of Bituminous Paving Mixtures LS-265 Determination of 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 LS-291 Quantitative Extraction of Asphalt Cement and Mechanical Analysis of Extracted Aggregate from

Bituminous Paving Mixtures - Ontario Procedure LS-292 Quantitative Determination of Asphalt Cement Content by Ignition and Analysis of Remaining

Aggregate from Bituminous Paving Mixtures LS-604 Relative Density and Absorption of Coarse Aggregate LS-605 Relative Density and Absorption of Fine Aggregate American Association of State Highway and Transportation Officials (AASHTO) R 35-14 Superpave Volumetric Design for Hot - Mix Asphalt T 166-13 Bulk Specific Gravity of Compacted Bituminous Mixtures Using Saturated Surface-Dry Specimens T 312-14 Standard Method of Test for Preparing and Determining the Density of Hot Mix Asphalt (HMA)

Specimens by Means of the Superpave Gyratory Compactor 3.0 DEFINITIONS For this Special Provision, the definitions in OPSS 313 and the following definition apply: Temporary Hot Mix Pavement means hot mix that is not intended to form part of the permanent work.


4.0 DESIGN AND SUBMISSION REQUIREMENTS – Not Used 5.0 MATERIALS 5.01 Hot Mix Asphalt Temporary hot mix pavement shall be according to OPSS 1151, except when the HMA type is designated as “Contractor’s Option”. The HMA types shall be as specified in Table 1. When the HMA type is designated as “Contractor’s Option”, the mix shall be suitable for its intended use. 5.02 Release Agents No release agents shall be used that may adversely affect the quality or performance of the HMA. Release agents shall be used according to the proprietary requirements. Petroleum based release agents, excess water, or excess release agents shall not be used. 6.0 EQUIPMENT – Not Used 7.0 CONSTRUCTION 7.01 Preparation of Foundation and Existing Pavement Prior to placing any course of HMA on: a) a granular grade, a Class S roller or an equivalent Class V roller shall be used to finish roll the grade ahead of

the paver. The granular grade after rolling shall be a compacted, smooth, float-free surface, free from contamination of foreign materials. Any distortion that will impact the specified thickness of the pavement to be placed shall be repaired.

b) HMA or concrete surfaces, the HMA and concrete surfaces shall be clean and free of all loose, broken, and

foreign materials. c) milled surfaces, the milled surface shall be clean of all loose, broken, and foreign materials and shall be swept

with a power broom. The Contractor shall be responsible for preparing the existing surface to be paved by milling or padding or a combination as necessary, to place and compact each lift to the thickness as specified in the Contract Documents, provided the thickness of existing pavement materials or underlying materials is not reduced by more than 5 mm below the general profile of the surrounding existing unmilled pavement surface. 7.02 Placing Hot Mix Asphalt 7.02.01 Paving Levelling, binder and surface courses shall be laid to the specified depths by means of mechanical self-propelled pavers and uniformly compacted with rollers. A shoulder spreader may be used if the lane widening is equal to or less than 1.5 m in width and adjacent to an existing lane.


Excess HMA shall not be cast onto the surface of the freshly laid mat. After final compaction of each course the surface shall be smooth and true to the established crown and grade, uniform in texture and shall be free of any defects including segregation, fat spots, oil spills, chatter, and roller marks. All through lane paving courses shall be completed prior to the placement of adjacent sideroads, speed change lanes, and other paved areas. HMA shall be placed and compacted to the thickness as specified in the Contract Documents for each lift. At the end of each completed portion of the lanes and prior to opening them to traffic, the ends of completed sections of HMA course shall be temporarily ramped down to the existing pavement according to the Temporary Ramp Downs clause. If paving is being carried out under lane closures, paving shall be completed to the same station for the full pavement width, including paved shoulders, prior to the roadway being reopened to traffic except as noted in the Partial Paving of Full Pavement Width clause. 7.02.02 Partial Paving of Full Pavement Width Partial paving of the full pavement width is [* Designer Option, see Notes to Designer]. Partial paving of the full pavement width is not permitted when one or more of the following conditions exist: a) when the ramping height would be greater than 50 mm, b) the pavement slope would cause water to accumulate at the edge of the ramping and extend onto an adjacent

lane or shoulder that will be open to traffic. When partial paving of the full pavement width is permitted, temporary longitudinal and transverse ramp downs shall be placed regardless of the difference in height elevations between adjacent pavement surfaces. 7.02.03 Temporary Ramp Downs HMA courses shall be temporarily ramped down to the existing pavement at a slope of 120H:1V transversely. Transverse ramps downs shall not form part of the permanent pavement and shall be removed prior to paving of the adjacent section. Where longitudinal ramp downs are permitted or if, due to unforeseen circumstances such as equipment breakdown occurring during paving, paving cannot be completed to the same station across the full pavement width, the HMA course shall be temporarily ramped down to the existing pavement at a slope of 10H:1V. Only one temporary longitudinal ramp down shall be in place across the width of the pavement at any time. The temporary longitudinal ramp down shall not form part of the permanent pavement and shall be removed prior to paving the adjacent section. The adjacent paving shall be completed such that the ramping is not in place more than 5 Days. Loose coarse aggregate particles generated during construction of the longitudinal or transverse ramp downs or both shall be removed from the roadway surface prior to re-opening the roadway to traffic. Temporary ramp downs shall be removed to produce a straight clean vertical surface for the full depth of the course prior to paving the adjacent lane or shoulder. After removal of the temporary longitudinal ramp down, traffic shall not be permitted to cross over the vertical surface at the longitudinal edge before the adjacent paving is completed.


7.03 Sampling for Hot Mix Asphalt Mix Properties The Contract Administrator shall advise the Contractor of each random sample location or the tonnage from which the sample is to be taken. A set of two samples shall be taken as per Table 2. One of these samples shall be for QA testing and the other shall be for referee testing. Samples for QA and referee testing shall be obtained concurrently. When the mass of the sample does not meet the requirements of Table 2, the sample shall be discarded and a new one taken immediately. Samples shall be appropriately labelled with the Contract number, highway number, Region, sample number, mix type, lift number, station, and date and time of sampling. If the Owner’s QA laboratory chooses LS-292, the Contractor shall provide, for each mix design, two sets of samples consisting of: a) 2 one-litre cans of AC, b) 25 kilograms of each aggregate type, and c) 1 kilogram of baghouse fines, if used in the mix design. One sample is for Owner’s QA testing and the other for referee testing for the purpose of ignition oven calibration, including aggregate correction factors. The samples shall be submitted to the Owner’s QA laboratory at least 5 Working Days prior to the start of paving with the applicable HMA type. If materials have changed from the mix design, an additional two sets of samples, as detailed above shall be provided. 7.04 Winter Carry-over of Temporary Hot Mix Pavement If temporary hot mix pavement is specified to be removed prior to seasonal shutdown but due to delays cannot be removed: a) The Contract Administrator shall be notified at least twenty Business Days prior to the seasonal shutdown, and b) The responsibility for preparing the temporary hot mix pavement for, and making repairs during, the shutdown

period will depend upon the reasons for the carry-over to the next construction season. Preparation requirements for the shutdown period will be subject to prior approval by the Owner and may include but are not limited to drainage improvements, erosion control measures, resurfacing with a lift of HMA, placing shoulder materials, temporary pavement markings and traffic control. 7.05 Quality Control QC procedures shall be conducted to ensure HMA meets the requirements of the specified HMA type when applicable. A single sample for QC purposes may be obtained at the same time and location as QA acceptance samples. 7.06 Management of Excess Material Management of excess material shall be according to the Contract Documents.


8.0 QUALITY ASSURANCE 8.01 Mix Properties The Owner will not carry out acceptance testing on temporary hot mix pavement when the hot mix type has been designated as “Contractor’s Option”. The Owner may carry out testing on other temporary hot mix pavement only to confirm the use of the specified HMA type. The Contractor shall provide samples for this purpose upon request and deliver them to the Owner’s designated laboratory at no cost to the Owner. If the testing is carried out, the Owner will conduct tests, carry out calculations and provide values according to Table 3. The Contractor shall be provided with results from the completed tests. The material shall be considered acceptable if the AC content, gradation, and air voids comply with the limits specified in Table 4. The Contractor shall repair all defects in the materials and workmanship of the temporary hot mix pavement to ensure a safe and smooth riding surface. Repairs shall be made with the same HMA type as the original work unless the Owner accepts a proposal to do otherwise. The Contractor shall not be responsible for repairing defects caused by granular base, sub-base or sub-grade problems provided these have been constructed according to the Contract Documents. In emergency situations, or if the Contractor has not started repairs within 24 hours of receiving written notification the Owner may, without obligation to do so, make such repairs. The Owner will keep records of lane closure times and repair costs. The Contractor shall not conduct any operations in the same area during the Owner's repair operation. 8.02 Referee Testing A request for referee testing for a given mix type can only be invoked by the Contractor within 5 Business Days of the Contractor receiving the QA test results for that mix. The referee laboratory shall use the same test method as the QA laboratory except that when the QA laboratory chooses LS-292, the referee laboratory shall use that method provided the calibration requirements are met. If they are not met, the referee laboratory shall use LS-282. When referee testing of mix properties is invoked, the referee laboratory shall conduct all necessary testing, with the exception of the combined aggregate density which shall be supplied by the Contact Administrator. The results generated by the referee laboratory shall be used to re-evaluate the lot to determine the acceptance of all properties for the disputed mix type. The referee test results are binding on both the Owner and the Contractor. 9.0 MEASUREMENT FOR PAYMENT 9.01 Actual Measurement 9.01.01 Temporary Hot Mix Pavement


9.01.01.01 By Mass Measurement of temporary hot mix pavement shall be by mass in tonnes according to the requirements of the Contract Documents. The quantities of HMA used for temporary ramping shall not be measured for payment. The removal of HMA used for temporary ramping shall not be measured for payment. 9.02 Plan Quantity Measurement When measurement is by Plan Quantity, such measurement is based on the units shown in the clauses under Actual Measurement. 10.0 BASIS OF PAYMENT 10.01 Temporary Hot Mix Pavement - Item Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment and Materials to do the work. 10.02 Referee Testing If the referee test results show that mix properties meet the requirements of Table 4, the Owner shall bear the cost of the referee testing. If the referee test results show that the mix properties do not meet the requirements of Table 4 or mix properties based on the original QA test results by more than 0.025, the Contractor shall be charged the cost of the referee testing. The cost of the referee testing shall be based on the referee testing rates as specified elsewhere in the Contract Documents. 10.03 Repairs by the Contractor No payment will be made for the labour, equipment, and materials required to repair defective temporary hot mix pavement and associated work including, but not limited to, traffic control, pavement markings and shoulder materials. Timing of pothole repairs shall be according to the Owner’s maintenance standard current at the time of repair. 10.04 Lane Rental Charges [** Designer Option, See Notes to Designer.] 10.05 Repair Delay Charges The Contractor will be assessed [$*** Designer Option, See Notes to Designer] per hour for each hour, or part thereof, that expires between: a) 24 hours after the time that the Contractor is given written notification by the Contract Administrator that a

deficiency has been observed in the Temporary Hot Mix Pavement and the time that the repair begins, and b) each time that uncompleted repair work stops and the time that it resumes.


10.06 Repairs by the Owner When the Owner makes the repairs, repair delay charges and lane rental charges will be assessed against the Contractor in accordance with the contract requirements as if the Contractor had made the repairs. Repair delay charges, lane rental charges and costs incurred for repairs made by the Owner will be deducted from the monthly progress payment due to the Contractor. The Owner will not be responsible for reduced incentive payments, increased disincentive penalties, liquidated damages or any other costs incurred by the Contractor resulting from the Owner’s repair operations. 10.07 Additional Contract Administration Costs If the Owner incurs additional contract administration costs because of repairs by either the Contractor or the Owner, the Owner shall deduct the additional costs from the payment due to the Contractor. The Contract Administrator shall provide details of the additional costs to the Contractor upon written request. 10.08 Removal of Temporary Hot Mix Pavement Payment for removal of the Temporary Hot Mix Pavement, excluding defective Temporary Hot Mix Pavement, shall be made under the applicable tender item for HMA pavement removal.


TABLE 1

HMA Types

Location HMA Type

Binder Surface [**** Designer Fill-in, See Notes to Designer] [***** Designer Fill-in, See Notes to Designer] Contractor’s Option Contractor’s Option

TABLE 2 Sample Size

Material Mass of Production Samples (Note 1) kg

Superpave 9.5, 12.5, 12.5FC 1, 12.5FC 2, and 19.0 20 to 30 Superpave 25.0 and 37.5 25 to 35 Notes: 1. Each material sample receptacle shall have a maximum mass of 30 kg. For ease of handling, especially

when the larger sample size is required, splitting of material at the paving site is permitted such that a sample is contained in a maximum of two receptacles whose total mass does not exceed the maximum specified above. Once delivered to testing laboratories, combining of the material from the two receptacles is only mandatory if a single receptacle contains insufficient material to carry out the full suite of tests required.


TABLE 3 Testing Requirements

Properties and Attributes Testing Method Calculations, Values, and Results Required

Mix Properties AC Content and Aggregate Gradation for mix samples

LS-291, LS-282, or LS-292 % AC % passing DLS sieve 4.75 mm sieve 75 μm sieve

Volumetric Properties Laboratory Compaction to: i. Design number of

gyrations (Ndes) ii. Maximum number of

gyrations (Nmax) Maximum Theoretical Specific Gravity (Gmm)

AASHTO T 166 using the same laboratory compaction protocol as was used in mix design. (Note 1) AASHTO T 312, LS-264 Superpave Mixes only: in addition to compacting all samples to the design number of gyrations, one sample from each lot of HMA shall be compacted to the maximum number of gyrations. Bulk Relative Density for mix samples, BRDm

BRDm BRD at Ndes BRD at Nini BRD at Nmax Gmm %Gmm @ Nini %Gmm @ Ndes %Gmm @ Nmax

Voids in Mineral Aggregate (VMA)

LS-604, LS-605, AASHTO R 35 (Note 2) VMA

Voids Filled with Asphalt (VFA)

AASHTO R 35 VFA

Air voids for mix (Va) LS-265 Va Dust to Binder Ratio (DP) for Superpave mixes

AASHTO R 35 DP

Notes: 1. For all gyratory-compacted specimens and cores of SMA mixes and Superpave mixes, if the per cent water

absorbed by the specimen is found to exceed 2% by volume, as described in AASHTO T 166, then the bulk relative density shall be determined using either LS-306 or ASTM D 6752

2. Calculate to two decimal places for each sublot using the BRDm for the sublot, and the combined aggregate densities of the blended coarse and blended fine aggregate, as specified in the Contract Documents, to provide a lot mean VMA to one decimal place.

3. The rounding-off procedure, for all values, shall be according to LS-100.

TABLE 4 Specification Limits For HMA Acceptance Attributes

Attributes HMA Type Lower Limit (LL) %

Upper Limit (UL) %

AC Content Superpave Mixes JMF - 0.40 JMF + 0.50 Designated Large Sieve Superpave Mixes JMF - 5.0 JMF + 5.0

4.75 mm Sieve Superpave Mixes JMF - 5.0 JMF + 5.0 75 µm Sieve Superpave Mixes JMF - 2.0 JMF + 2.0

Air Voids Superpave Mixes 2.5 5.5


RECLAIM ASPHALT PAVEMENT - PARTIAL DEPTH - Item No.

Special Provision No. 399S09 June 2006

1.0 SCOPE This special provision specifies the work of reclaiming existing asphalt pavement to a partial depth and stockpiling the processed material for reuse in recycled hot mix and/or blended with conventional Granular "A" and used in lieu of Granular "A". 2.0 REFERENCES – Not Used 3.0 DEFINITIONS – Not Used 4.0 DESIGN AND SUBMISSION REQUIREMENTS – Not Used 5.0 MATERIALS – Not Used 6.0 EQUIPMENT – Not Used 7.0 CONSTRUCTION The asphalt pavement shall be reclaimed to an average depth as specified in the contract. The maximum depth of reclaiming in any specific location will be determined at the time of construction. Before commencing milling, 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. For two lane highways, reclaiming shall be done to essentially the same station for the full pavement width prior to shutdown at the end of the day. For multi-lane highways, reclaiming 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. If the remaining milled asphalt pavement does not require further processing, then the equipment used for partial depth reclaiming shall be automatically controlled for grade and slope during reclaiming. The surface remaining after reclaiming shall have a constant and continuous crossfall matching the intended surface course crossfall. The surface remaining after reclaiming shall have an even texture free of grooves and/or ridges in all directions. Care shall be taken, while reclaiming, to minimize contamination with shoulder granular. The reclaimed asphalt pavement, as indicated in the contract drawings, shall be placed directly on the adjacent granular shoulder for further In Place Reclamation. The shoulder shall be graded to conform with the requirements of OPSS 301, September 1988, prior to closing down operations each day. The reclaimed asphalt pavement material shall not remain on the roadway after completion of the day's operation and placing of the material on a grade other than a bituminous surface, prior to hauling to a stockpile, shall not be permitted.

June 2006 Page 1 of 2 SSP399S09

June 2006 Page 2 of 2 SSP399S09

Neither reclaiming, nor surfaces resulting from reclaiming, shall be permitted during the period commonly known as "free time" as defined by Special Provision Liquidated Damages, Section 3 Working Day, note (d), unless authorized by the Contract Administrator. All Reclaimed Asphalt Pavement (RAP) shall be processed so that the resultant material passes the 26.5 mm square sieve. Reclaimed Asphalt Pavement (RAP), which is to be used for recycled hot mix in this contract, shall be weighed prior to stockpiling. Weigh scales used shall meet the requirements of the Government of Canada Weights and Measures Act and Regulations. All remaining Reclaimed Asphalt Pavement (RAP), surplus to the recycling needs of this project, shall be blended with conventional Granular "A" and be used in lieu of conventional Granular "A". Reclaimed Asphalt Pavement (RAP) materials, which are significantly different, shall be stockpiled separately. Stockpiles of Reclaimed Asphalt Pavement (RAP), for use in Recycled Hot Mix, shall be built on a pad of at least 150 mm consisting of a minimum 75 mm lower layer of compacted granular with 100 % passing the 19 mm sieve and a minimum 75 mm upper layer of 16 mm clear stone as indicated in OPSS 1004. Reclaimed Asphalt Pavement (RAP), to be blended with conventional Granular "A", shall be stockpiled on a pad of at least 150 mm of compacted granular with 100% passing the 19 mm sieve. When the stockpile is to be constructed over non-granular soils, the topsoil shall be stripped off the stockpile area and any non-firm soils, uncovered under the stripping, shall be removed and backfilled, with fill acceptable to the Contract Administrator, before placing the pad. No granular pad is required for that area of a stockpile which is constructed on either bedrock or a paved surface. 8.0 QUALITY ASSURANCE – Not Used 9.0 MEASUREMENT FOR PAYMENT Measurement for payment of the reclaimed asphalt pavement shall be in tonnes according to the requirements of OPSS 102, October 1992. 10.0 BASIS OF PAYMENT Payment at the contract price for the above tender item shall be full compensation for all labour, equipment and material required to do the work. Payment for blending, loading, hauling, placing and compacting the Reclaimed Asphalt Pavement (RAP) to replace granular "A" shall be made under the item Granular "A".

RECLAIM ASPHALT PAVEMENT - FULL DEPTH - Item No.

Special Provision No. 399S10 May 2010

1.0 SCOPE This special provision covers the work of reclaiming existing asphalt pavement and asphalt curb and gutter to their full depth, and stockpiling the material for reuse. 2.0 REFERENCES

N/A

3.0 DEFINITIONS N/A

4.0 DESIGN AND SUBMISSION REQUIREMENTS N/A

5.0 MATERIALS N/A

6.0 EQUIPMENT N/A

7.0 CONSTRUCTION

While reclaiming the asphalt pavement, care shall be taken to prevent the reclaimed asphalt pavement from becoming contaminated with granular materials. Reclaiming shall be performed in such a manner as to leave adjacent pavement and structures remaining in place undisturbed. For two lane highways, reclaiming shall be done to essentially the same station for the full pavement width prior to shutdown at the end of the day. For multi-lane highways, reclaiming 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. Only the reclaimed asphalt pavement from this project and required for recycling on this project shall be processed. Processing shall consist of reducing the reclaimed asphalt pavement material as specified in the contract. Reclaimed asphalt pavement which is to be utilized for recycled hot mix on this contract shall be weighed according to the requirements of OPSS 102, prior to stockpiling. Reclaimed asphalt pavement, both processed and unprocessed which is to be utilized on this contract, shall be stockpiled on a pad of at least 150 mm of compacted granular with 100 percent passing the 19 mm sieve.

May 2010 Pg. 1 of 2 SSP399S10

When the stockpiling is to be constructed over non granular soils, the granular pad shall not be contaminated by the underlying earth. No granular pad is required for that area of a stockpile which is constructed on either bedrock or a paved surface. Reclaimed asphalt pavement materials which are significantly different due to pavement type etc. shall be stockpiled separately. Following removal of the existing asphalt pavement, the existing roadway granular shall be restored according to the requirements of OPSS 301. 8.0 QUALITY ASSURANCE


Measurement of the reclaimed asphalt pavement is by Plan Quantity as may be revised by Adjusted Plan Quantity of the horizontal area in square metres. Where excavation is required in areas of reclaiming asphalt pavement, the volume of the reclaimed asphalt pavement overlying the excavation will be included in the excavation quantity for payment purposes. 10.0 BASIS OF PAYMENT Payment at the contract price for the above tender item shall be full compensation for all labour, equipment and material required to do the above work. The depths of pavement to be removed which are shown in the contract documents shall be deemed to be incorrect for the purposes of paragraph 03) of clause GC 3.10.01 Changes in the Work of the MTO General Conditions of Contract, only when the average depth of all removal under the Contract derived therefrom differs by more than 15 mm from the equivalent average depth derived from measurements taken by the Contract Administrator during the removal operation.

May 2010 Pg. 2 of 2 SSP399S10


SHOULDER RUMBLE STRIPS - ASPHALT - Item No.

CENTRELINE RUMBLE STRIPS - ASPHALT – Item No.

SHOULDER RUMBLE STRIPS FOR BICYCLE BUFFER ZONES - ASPHALT - Item No.


CONSTRUCTION SPECIFICATION FOR THE INSTALLATION OF CENTRELINE AND

SHOULDER RUMBLE STRIPS

1.0 SCOPE

This specification covers the requirements for the installation of centreline rumble strips (CRS) into the

surface course of asphalt pavement, and the installation of shoulder rumble strips (SRS) into the surface

course of fully or partially paved asphalt shoulders.

2.0 REFERENCES

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


OPSS 313 Hot Mix Asphalt – End Result

OPSS 510 Removal

OPSS 710 Pavement Marking

3.0 DEFINITIONS – Not Used

4.0 SUBMISSION AND DESIGN REQUIREMENTS – Not Used

5.0 MATERIALS – Not Used

6.0 EQUIPMENT

The construction equipment shall employ a rotary type cutting head capable of installing rumble strips with a

smooth surface to the lines and dimensions shown in the Contract Documents.

7.0 CONSTRUCTION

7.01 General

CRS shall be installed at the centreline of the highway as specified in the Contract Documents.

SRS shall be installed at the partially paved asphalt shoulder or fully paved asphalt shoulder as specified in

the Contract Documents.

The pavement surface shall be cleaned and all debris shall be disposed of as specified elsewhere in the

Contract Documents.


7.02 Placement

CRS and SRS shall not be placed within 200 mm of routed and filled transverse joints.

CRS shall be installed prior to the final pavement markings being placed.

SRS shall be installed after the final pavement markings have been placed. Any damage to the final pavement

markings shall be repaired according to OPSS 710.

Where SRS are installed in conjunction with a bicycle buffer zone, the SRS shall be installed prior to the

placement of the outer pavement marking edge line.

7.03 Tolerances

Tolerances for the width and depth of each rumble strip groove shall be as specified in the Contract

Documents. If any one of these tolerances is exceeded in more than two grooves within a one metre length

section, the section shall be rejected.

Rejected sections shall be repaired or assessed a payment reduction as directed by the Contract Administrator.

Rejected sections shall be repaired by partial depth asphalt removal according to OPSS 510, replacement of

the hot mix asphalt according to OPSS 313, the reinstallation of rumble strips according to this specification,

and reinstatement of damaged pavement markings according to OPSS 710. The depth of the partial depth

removal shall be 50 mm and the width shall be 500 mm centred over the rumble strip. However, when this

will result in a narrow remaining width of asphalt pavement on either side that is less than 300 mm, the

removal width shall be extended to include the narrow width of asphalt pavement.



9.01 Shoulder Rumble Strips - Asphalt

Centreline Rumble Strips – Asphalt

Shoulder Rumble Strips for Bicycle Buffer Zone - Asphalt

Measurement is by Plan Quantity of the horizontal length in metres in which the CRS or SRS have been

placed.


10.01 Shoulder Rumble Strips – Item

Centreline Rumble Strips - Item

Shoulder Rumble Strips for Bicycle Buffer Zone – Asphalt - Item

Payment at the Contract price for the above tender items shall be full compensation for all labour, Equipment


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.

February 2013 Page 1 of 18 SSP 399S43

FAST TRACK FULL DEPTH CONCRETE REPAIR - Item No. FULL DEPTH CONCRETE REPAIR - Item No. PARTIAL DEPTH CONCRETE REPAIR - Item No. FAST TRACK PARTIAL DEPTH CONCRETE REPAIR - Item No. Special Provision No. 399S43 February 2013

Amendment to OPSS 360, March 1995, OPSS 362, March 1998, and OPSS 364, September 1996 Repairs to Concrete Pavement and Concrete Base OPSS 360, Full Depth Repair of Concrete Pavement or Concrete Base; and OPSS 362, Fast Track Full Depth Repairs To Concrete Pavement, and OPSS 364, Partial Depth Repairs in Concrete Pavement, are deleted in their entirety and replaced with the following: 1.0 SCOPE This Special Provision covers the requirements for partial depth, full depth and fast track repairs to concrete pavement and concrete base. 2.0 REFERENCES This Special Provision refers to the following standards, specifications or publications: Ontario Provincial Standard Specifications, Construction: OPSS 180 Management of Excess Material OPSS 350 Concrete Pavement and Concrete Base OPSS 369 Sealing or Resealing of Joints and Cracks in Concrete Pavement OPSS 904 Concrete Structures OPSS 905 Steel Reinforcement for Concrete OPSS 929 Abrasive Blast Cleaning - Concrete Construction Ontario Provincial Standard Specifications, Materials: OPSS 1002 Aggregates – Concrete OPSS 1301 Cementing Materials OPSS 1302 Water OPSS 1308 Joint Filler (Concrete) OPSS 1315 White Pigmented Curing Compounds for Concrete OPSS 1350 Concrete (Materials and Production) OPSS 1440 Steel Reinforcement for Concrete OPSS 1441 Load Transfer Assemblies OPSS 1442 Epoxy Coated Steel Reinforcement for Concrete OPSS 1443 Organic Coatings for Steel Reinforcement


American Association of State Highway and Transportation Officials AASHTO M 182 –89 Standard Specification for Burlap Cloth made from Jute or Kenaf American Society for Testing and Materials Standards: ASTM C 171-92 Sheet Materials for Curing Concrete Canadian Standards Association Standard: CSA A23.1/A23.2-04 Concrete Materials and Methods of Concrete Construction/Methods of Test for

Concrete CSA A23.2-3C Making and Curing Concrete Compression and Flexural Test Specimens CSA A23.2-9C Strength of Cylindrical Concrete Specimens Ministry of Transportation Publications: MTO Laboratory Testing Manual LS-101 Procedures for Calculating Percent Within Limits LS-407 Method of Test for Compressive Strength of Moulded Cylinders LS-435 Method of Test for Linear Shrinkage of Concrete 3.0 DEFINITIONS For the purpose of this Special Provision the following definitions apply: Autogenous Cylinders means cylinders used for estimating compressive strength of concrete in fast track repair areas. These cylinders are stored in insulated curing containers in which the elevated curing temperature is obtained from heat of hydration of the cement. Cold Weather means those conditions when the air temperature is at or below 5 °C. It is also considered to exist when the air temperature is at or is likely to fall below 5 °C within 96 hours after concrete placement. Temperature refers to shade temperature. Diamond Grinding means altering the profile and texture of a concrete surface by utilising grinding equipment that employs diamond tip blades. Fast Track Repair means a process in which a section of concrete pavement or concrete base is closed to traffic, repairs are completed and the section re-opened to traffic within a specified time period of 24 hours or less. Hot Weather means those conditions when the air temperature is at or above 28 °C. It is also considered to exist when the air temperature is at or is likely to rise above 28 °C within 24 hours after concrete placement. Temperature refers to shade temperature. Maturity Method means a technique for estimating concrete strength that is based on the assumption that samples of a given concrete mixture attain equal strengths if they attain equal values of the maturity index. Partial Depth Repairs means repair areas in the concrete pavement or concrete base which have a minimum depth of 50 mm to a maximum depth of one-third the thickness of the existing concrete slab.


Staged Repair means a repair area which cannot be repaired in one complete operation due to traffic or construction sequence requirements and must be completed in separate stages. Each stage shall be a minimum of one lane in width and 2 m in length. Working Cracks means full depth cracks which are subject to horizontal or vertical movement. 4.0 DESIGN AND SUBMISSION REQUIREMENTS 4.01 Concrete Mix Design The Contractor shall submit the concrete mix design(s) to the Contract Administrator according to OPSS 1350. In addition, the Contractor shall submit within 40 days of the mix design submission, for information purposes only, test data for linear shrinkage tested according to LS-435. All supporting test data shall not be more than 12 months old at the time the concrete mix design is submitted to the Contract Administrator. 4.02 Fast Track Repairs 4.02.01 General The Contractor shall use both the “Autogenous Cylinder Method” and the “Maturity Method” for all fast track repairs. The minimum length of time for the development of the charts for both methods shall be the length of lane closure specified elsewhere in the Contract Documents. 4.02.02 Autogenous Cylinder Method The Contractor shall submit to the Contract Administrator the following information at the time of submission of the mix design: a) Calibration chart indicating compressive strength versus temperature. b) Calibration chart indicating temperature versus time. c) Ambient air temperature during trial. The above data shall be accompanied by a covering letter signed and sealed by a Professional Engineer detailing the following information: a) Curing method. b) Test method. c) Development of calibration chart. In the event that field performance or conditions are no longer representative of the conditions under which the submitted calibration charts were developed, a new mix design and charts shall be resubmitted prior to proceeding with concrete repairs. 4.02.03 Maturity Method At the time of submission of the mix design, the Contractor shall submit to the Contract Administrator a plan with details of all equipment and procedures to be used for estimating the in-place compressive strength of fast-track repairs by the maturity method.


The plan shall bear the seal and signature of a Professional Engineer and shall include but not limited to the following: a) Laboratory calibration procedure and equipment for developing the equivalent age vs. strength

relationship. b) Calibration chart indicating temperature-time factor vs. time. c) Calibration chart indicating temperature vs. time of the concrete and ambient air temperatures. d) Field procedure and equipment to be used for maintaining, monitoring and recording the internal

temperature of the in-place concrete with respect to time. 4.03 Method of Removal of Existing Concrete The Contractor shall submit to the Contract Administrator, a description of the method to be used to remove the existing concrete at least two weeks prior to the start of any work, including the sawcutting and removal process, equipment and disposal. 4.04 Chipping Hammers One week prior to the commencement of the partial depth removal operation, the Contractor shall submit to the Contract Administrator the manufacturer’s published specifications on the chipping hammers. 4.05 Cold Weather Protection One week prior to the commencement of concrete production in cold weather, a description of the methods to be used to control the concrete temperature shall be submitted to the Contract Administrator, except for fast track repairs. The submission shall be accompanied by samples of insulation, if requested by the Contract Administrator and shall contain the following information: a) Weather conditions for which the description applies. b) Type of insulation, metric “R” value and number of layers to be used. c) The method by which the in-place minimum concrete temperatures are to be maintained. d) Method of ensuring cold weather protection measures are maintained when work requiring adjustment to

the protective measure is being performed. e) Method of withdrawal of protection to avoid sudden temperature change in the concrete. 4.06 Hot Weather Concreting One week prior to the commencement of concrete production in hot weather, a description of the method used to control the concrete temperature shall be submitted to the Contract Administrator.


5.0 MATERIALS 5.01 Bond Breaker for Dowel Bars and Load Transfer Devices Dowel bars and load transfer devices shall be shop coated with RC-250, Tectyl 506 or an approved equivalent. 5.02 Bonding Agent The bonding agent shall consist of Portland cement and sand mixed with sufficient water to form a stiff mixture. The Portland cement shall be according to OPSS 1301. The fine aggregate (sand) shall be according to OPSS 1002. The consistency of the mixture shall be such that it can be applied with a stiff brush to the concrete surface in a thin even coating that will not run or puddle. 5.03 Burlap Burlap shall be according to AASHTO M182 Class 4 and shall be free from substances which are deleterious to concrete. The burlap shall have no tears or holes. 5.04 Concrete The minimum compressive strength of concrete at 28-days shall be 30 MPa. Concrete shall meet the requirements of OPSS 1350 with the following exceptions: a) The nominal maximum size of coarse aggregate shall be as specified in Table 1.

TABLE 1 Nominal Maximum Size of Coarse Aggregate

Repairs Nominal Maximum Size of Coarse Aggregate

Partial Depth 19.0 mm

Full Depth or Fast Track

19.0 mm, 37.5 mm or combined gradation of nominal maximum aggregate size of 37.5 and 19.0 mm

b) The compressive strength of the concrete in the repair area shall be a minimum of 20 MPa prior to

opening to traffic. c) For fast track repairs, Type HE (Type 30) Portland cement shall be used. The use of superplasticizer and

calcium chloride based accelerators shall be permitted. d) For partial depth concrete repairs, the Contractor may submit a proposal to the Contract Administrator for

approval to use a proprietary patching material, in areas where the greatest dimension of the width or length of the patch is less than 300 mm.

e) For fast track partial depth repairs, the Contractor shall use a proprietary patching material. The fast track

concrete mix design shall not be used for partial depth repairs.


f) The requirements for hardened air void system parameters, rapid chloride permeability and compressive strength do not apply.

5.05 Curing Compound White pigmented curing compounds for concrete shall be according to OPSS 1315. 5.06 Epoxy Adhesives Epoxy adhesives shall be of the type approved for horizontal dowel application and mixed in nozzle (cartridge). 5.07 Joint Materials Expansion joint filler shall be according to OPSS 1308. The joint sealant material shall be according to OPSS 369. 5.08 Moisture Vapour Barrier The moisture vapour barrier shall be a white opaque polyethylene film according to ASTM C171 and shall not be less than 100 µm thick. 5.09 Proprietary Patching Materials Proprietary patching materials shall be from the Ministry’s list of Concrete Patching Materials. The list of proprietary patching material shall be obtained from the Contract Administrator. 5.10 Tie Bars, Dowel Bars and Load Transfer Devices Tie bars shall be according to OPSS 1440. Dowel bars and load transfer devices shall be according to OPSS 1441. 5.11 Water Water used for production, curing, pre-soaking of burlap and bonding agent shall be according to OPSS 1302. 6.0 EQUIPMENT 6.01 Chipping Hammer Chipping hammers shall be hand held and meet the following requirements: a) Chipping hammers shall have a maximum weight of 9.0 kg prior to any handle modification, where

applicable, and a maximum piston stroke of 102 mm. b) All hammers shall have the manufacturer’s name and parts or model number engraved on them by the

manufacturer. All information must be clearly legible. c) The manufacturer’s published specifications shall be the sole basis for determining air hammer weight

and piston stroke.


6.02 Compressor - Air Blasting The compressor for air blasting shall have a minimum capacity of 3.5 m³/min. The compressed air shall be free from oil and other contaminants. 6.03 Diamond Grinder When a diamond grinder is used, it shall be power-driven, self-propelled equipment specifically designed to grind and texture concrete surfaces. It shall be equipped with a grinding head with at least 50 diamond blades per 300 mm of shaft. The grinding head shall be at least 0.9 m wide. The grinder shall be equipped with the capability to adjust the depth, slope and cross-fall to ensure that concrete is removed to the desired dimensions and uniformly feathered and textured across the width and length of the required area. The equipment shall also include a slurry pick-up system. 6.04 Gang Drill The gang drill shall consist of not less than three independently powered pneumatic drills. Drilling equipment shall be used in a manner to ensure adjacent concrete is not damaged. 6.05 Hand Finishing Equipment Only magnesium or wood floats shall be used to finish concrete, except that, bull floats shall be magnesium. 6.06 Maturity Instruments The Contractor shall use a commercial multi-channel “maturity meter” that meets the following requirements: a) Capable of measuring the ambient and concrete temperature simultaneously as a function of time. b) Calculates maturity at least every 30 minutes. c) Internal memory with sufficient capacity to store all relevant information. d) Able to transfer data to an external device. d) Digital display. e) Battery operated. f) Built-in 24 hour clock running on local time. 6.07 Placing and Finishing Equipment Equipment used for placing, consolidating and finishing concrete for full depth and fast track repairs shall be a vibratory steel screed or steel cylinder screed with integral internal vibration including automatic shut-off and shall operate on fixed forms. For any repair areas less than 3 m in length, the concrete may be placed and consolidated using hand held vibrators and finished with a straightedge.


7.0 CONSTRUCTION 7.01 Operational Constraints 7.01.01 General The Contract Administrator shall be notified in writing of the intent to repair the concrete pavement or concrete base one week prior to the commencement of the concreting operation. Concrete shall not be placed when the air temperature or existing surface temperature is below 5 °C, or is above 30 °C. Traffic, other than foot traffic and rubber-tired sawing equipment, shall not be permitted on the concrete until it has attained a compressive strength of 20 MPa. The concrete pavement or concrete base shall be protected from damage to the surface at all times when steel-tracked equipment is used. 7.01.02 Fast Track Repairs Fast track repairs shall not be placed between October 1 and May 1. The Contractor shall complete each repair location within the time frames defined in the Contract Documents. If the repair is not progressing at a rate that will permit the restoration of traffic within the specified time period, the Contractor shall undertake appropriate temporary measures acceptable to the Contract Administrator to allow opening of the road to traffic. These measures shall be at the Contractor's expense. A full depth fast track concrete repair shall replace the above temporary work during the next scheduled closure. 7.02 Protection of Dowel Bars Unprotected on-site storage shall not exceed 30 days, and total on-site storage time shall not exceed 120 days. When protection is required, bars shall be covered with opaque polyethylene sheeting or other equivalent protective material. For stacked bundles, the protective covering shall be draped over the sides of the bundles around the perimeter of the stack. The covering shall be adequately secured, with provisions for adequate air circulation around the bars to prevent condensation under the protective covering. The bars shall be stored clear of the ground on timbers or other suitable protective cribbing spaced to prevent sags in the bundles. Stacks of bundles of straight bars shall have adequate blocking to prevent contact between the layers of bundles. Repairs to damaged epoxy coating shall be according to OPSS 1442 with material according to OPSS 1443. Repairs shall not be done when the temperature of the bar or ambient air is 5 °C or less, or when moisture is present on the bar. All repairs to the coating of dowel bars shall be completed at least 12 hours before permission to place concrete will be given. Repairs should be performed immediately after the damage occurs, and shall be done before rusting begins. If any rust is present it shall be completely removed before the patching material is applied.


7.03 Staged Repair Where the operation requires a staged repair, a construction joint shall be placed between stages. Partial lane width repairs are not permitted. 7.04 Concrete Removal 7.04.01 Full Depth and Fast Track Full Depth Repairs The Contract Administrator will delineate the limits of the areas to be repaired unless otherwise shown in the Contract Drawings. Repairs shall extend the full width of the lane. Partial lane width repairs shall not be permitted. The outer limits of the concrete removal area shall be sawcut full depth and not extend into existing adjacent concrete that is to remain in place. Sawcutting shall not be carried out more than one week in advance of the expected date of repair. Concrete removal shall be by a lift-out method rather than breaking in place. The Contractor shall ensure that the adjoining concrete and underlying base remains undisturbed. Heavy breaking equipment such as hoe rams shall not be used in the removal operation. If the existing base is disturbed, the loosened material shall be removed, the surface compacted and replaced with an additional depth of concrete at the Contractor's expense. If during the removal process the adjacent concrete in the lane is damaged or cracked due to the Contractor’s removal procedure, the damaged area shall be cut back full depth to sound concrete and replaced at the Contractor’s expense. The full area shall be repaired as one continuous placement. If the damage is in the adjacent lane, the repair shall be carried out as directed by the Contract Administrator and at the Contractor’s expense. 7.04.02 Partial Depth The Contract Administrator will delineate the limits of the areas to be repaired. The perimeter of the repair area shall be sawcut vertically to a depth of 25 mm. The concrete within the sawcut area shall be removed using a chipping hammer to a minimum depth of 50 mm, and to a maximum depth of one-third the thickness of the existing concrete slab using equipment that will not damage the underlying sound concrete. Any wire mesh in the concrete shall be removed within the repair area. In the event that the partial depth concrete removal operation reveals deterioration extending to a depth greater than one-third the thickness of the existing concrete slab, the repair shall be treated as a full depth repair or fast track full depth repair and concrete shall be removed according to clause 7.04.01 of this Special Provision. However, additional work shall not proceed without prior approval from the Contract Administrator. 7.05 Preparation Work 7.05.01 Full Depth and Fast Track Full Depth Repairs The preparation work shall be according to OPSS 350.


7.05.02 Partial Depth Repairs All concrete surfaces to receive new concrete shall be abrasive blast cleaned according to OPSS 929. Immediately prior to wetting the concrete surface, all dust and loose material shall be removed from the prepared surface of the repair area by using compressed air. The surface of the patch to receive new concrete shall be maintained in a wet condition for a period of one hour prior to placing any new concrete. Prior to placing concrete, excess water shall be removed from the surface using compressed air. Immediately prior to filling the repair area with concrete, a thin even coat of bonding agent shall be brushed onto all vertical and horizontal prepared surfaces against which concrete will be placed. After application of the bonding agent, any fine aggregate separated from the mixture or any excess bonding agent shall be removed from the surface of the concrete. The bonding agent shall be applied within 30 minutes after mixing and shall not be permitted to dry prior to placing any concrete on it. In the event that the bonding agent has dried, it shall be removed and reapplied prior to concrete placement. Any bonding agent or concrete deposited in areas other than the intended point of discharge shall be removed immediately. 7.06 Joints 7.06.01 Full Depth and Fast Track Full Depth Repairs 7.06.01.01 General Joints for concrete pavement and concrete base shall be according to OPSS 350. Where the operation requires a staged repair, a construction joint shall be placed between stages. 7.06.01.02 Dowel Bar and Tie Bar Gang drills shall be used to drill holes in the existing concrete for insertion of the dowel bars. The diameter of the drill hole shall be no more than 5 mm larger than the diameter of the dowels or tie bars. Prior to filling the drill holes, the inside surfaces of each drill hole shall be wire brushed and then cleaned using compressed air. The dowel bars and tie bars shall be secured into the existing concrete with epoxy adhesive. The epoxy adhesive shall be injected into the back of the cleaned drill hole and the dowel or tie bar, with grout retention disks attached, shall be inserted to ensure the bars are completely encased with epoxy adhesive for the full depth of the hole. Tie bars and dowel bars shall be installed at locations specified in the Contract Documents. Where steel reinforcement is present, dowel bars may be adjusted 25 mm horizontally and raised or lowered 10 mm, to avoid drilling steel reinforcement. The dowel bars shall be placed mid-depth of the specified slab thickness and parallel to the longitudinal axis and the horizontal plane of the pavement with the following tolerances: a) Vertical Alignment – ± 15 mm along the length of the dowel bar. b) Horizontal Alignment – ± 15 mm along the length of the dowel bar. c) Side Shift – The centre of the dowel bar shall lie within ± 40 mm from the transverse joint.


The tie bars shall be installed within a tolerance of ± 15 mm from the specified depth. 7.06.01.03 Transverse Joints Transverse contraction joints shall be cut or formed as detailed in the Contract Documents and skewed if required. Joints shall have a minimum spacing of 2 m and a maximum spacing of 4 m. Expansion joints shall be placed where specified in the Contract Documents and when replacing existing expansion joints. 7.06.01.04 Mid-Lane Longitudinal Joints For Fast Track Full Depth Repairs For repairs not longer than 3 m in length, the Contractor shall create a longitudinal joint in the middle of the lane and for the full length of the repair. Tie bars shall be placed at mid-depth of the slab along the full length of the longitudinal joint. The tie bars shall be 25M epoxy coated deformed bars and shall be 760 mm in length. These bars shall be spaced every 400 mm and shall not be placed within 400 mm of a transverse joint. Tie bars shall be installed and secured in a manner that will ensure they remain in the proper position and orientation during the concreting operation. 7.06.01.05 Sawcutting Sawcutting of joints shall be carried out before uncontrolled cracking occurs and prior to opening to traffic. Sawcutting operations shall not result in ravelling or other damage to the concrete. The cut shall extend one-third the depth of the concrete slab. For fast track full depth repairs, the Contractor shall use equipment specifically designed for dry-cut joint sawing and the sawing shall be carried out within 2 hours of final finishing. In lieu of sawcutting, the Contractor may form the joint to a minimum depth of 50 mm, when the concrete is in the plastic state. 7.06.02 Partial Depth Where the partial depth repair area includes an existing pavement joint or working crack, a joint shall be formed in the repair area to match the existing pavement joint or working crack. The joint shall be formed by placing a compressible joint material along the cut line in such a manner that prevents the plastic concrete from entering the existing joint or crack. The width of compressible material shall match the existing joint or working crack. Prior to placement of compressible material, joints or working cracks shall be blown clean with compressed air. 7.07 Concreting Before placing concrete, the Contractor shall demonstrate to the Contract Administrator that the equipment to be used, provides for proper adjustment of screeds, floats, propulsion and control equipment. The method of transporting and placing the concrete in the repair areas shall be according to OPSS 350 with the following exceptions and/or additions: a) Concrete shall be placed in such a way as to avoid disturbing or displacing tie bars, dowel bars or load

transfer devices.


b) When an interruption of more than 45 minutes occurs during placing of full depth concrete or 5 minutes for fast track concrete, a transverse construction joint shall be formed. Notwithstanding the time limits, there shall be no delays which will result in a cold joint. Concrete placed in the areas between the newly formed joint and the previous joint is subject to removal and replacement at the Contractor’s expense if the Contract Administrators deems it necessary.

c) The temperature of the fast track concrete at the time of placing shall be less than or equal to 35 °C. The

use of insulation to retain heat in the concrete is permitted. 7.08 Consolidating Consolidation of concrete in the repair areas shall be according to OPSS 350. 7.09 Finishing No water or other chemical agents shall be applied to the concrete surface to aid in the finishing. For concrete pavements where fixed forms are being used or where concrete is being placed against an existing pavement and before surface texturing, the edge of the pavement shall be finished with an edging tool having a radius of not more than 6 mm. The finished pavement edge shall be left smooth, true to line and grade. 7.10 Texturing of Surface Texturing of the concrete surface shall be according to OPSS 350, except that manual devices may be used to provide the required tined texture. Texturing is not required on concrete base or when the Contract Documents specify that the concrete surface is to be diamond ground. 7.11 Surface Tolerance The surface of the concrete repair shall join flush with the existing concrete pavement or concrete base. The surface of the concrete shall be such that when tested with a 3 m long straightedge placed in any location and direction, including the edge of pavement and joints, except across the crown or drainage gutters, there shall not be a gap greater than 3 mm between the bottom of the straightedge and the surface of the concrete pavement. For concrete bases, the tolerance over a 3 m straightedge shall be 6 mm. Diamond grinding will be required to ensure the concrete surface meets these requirements. 7.12 Curing Curing shall be according to OPSS 350. If curing compound is used in areas greater than 10 m in length, for concrete base, the curing compound shall be completely removed from the concrete surface prior to applying the tack coat and overlaying with asphalt pavement. The method of removal shall be by shotblasting and not result in any damage to the concrete surface. It shall also meet all environmental constraints as stated elsewhere in the Contract Documents.


7.13 Cold Weather Protection – Full Depth and Partial Depth Repairs 7.13.01 General The Contractor shall protect the concrete during cold weather, except for fast track repairs. The cold weather protection system shall be designed for the worst conditions that can be reasonably anticipated from local weather records, forecasts, site conditions and past experience for the time period during which the protection is required. 7.13.02 Control of Temperature During cold weather, the Contractor shall for a minimum period of seven days following concrete placement, monitor and control the temperature of the concrete to ensure that the concrete temperature does not fall below 15 °C for the first three days of protection and 10 °C for the subsequent four days. The minimum cold weather protection measures shall be according to Table 3 of OPSS 904. The Contractor shall take measures to ensure that the concrete temperature remains within the acceptable limits. The Contractor shall supply thermocouple wires and digital temperature indicators with an accuracy of ±0.5 °C to monitor the ambient air temperature and concrete temperature. The digital temperature indicators shall be left in place or one provided to the Contract Administrator to facilitate additional readings for verification purposes. Thermocouple wires shall be embedded near the concrete surface in a minimum of four locations, equally spaced throughout each day of concrete placement, as directed by the Contract Administrator. 7.13.03 Temperature Records The Contractor shall record the ambient air temperature and concrete temperature at a minimum frequency of once every four hours for the first 24 hours after concrete placement and then once every eight hours for the remainder of the protection period and during the removal of the cold weather protection. Temperature records shall be forwarded to the Contract Administrator at the end of every day. At the end of the cold weather protection period, the Contractor shall submit a complete temperature record consisting of a summary of the recorded temperatures and a graphical plot of temperature vs. time to the Contract Administrator. The Contract Administrator shall be provided the necessary access to the location and equipment to verify temperature readings. 7.14 Joint Sealing Joint sealing shall be according to OPSS 369. 7.15 Sampling and Testing 7.15.01 Slump, Air Content and Temperature The Contractor shall be responsible for sampling and testing the plastic concrete for slump, air content and temperature according to OPSS 1350 and the results of these tests recorded. The minimum frequency of testing shall be one test from each load of concrete.


7.15.02 Compressive Strength The Contractor shall cast, cure, handle and deliver concrete test cylinders for 28-day compressive strength testing according to CAN/CSA 23.2-3C and deliver them to the Regional Quality Assurance Laboratory specified elsewhere in the Contract Documents. Testing shall be carried out according to LS 407. The frequency of testing shall be as follows: a) Normal Concrete - one set of two cylinders shall be taken for each 15 m3 of concrete but not less than

one set of cylinders per day. b) Fast Track Concrete - one set of two cylinders for each load of concrete. 7.15.03 Special Requirements of Fast Track Full Depth Repairs 7.15.03.01 Trial Area The Contractor shall demonstrate a typical fast track full depth repair at a location designated in the Contract Documents a minimum of one week prior to any concreting operation. If a repair location is not designated in the Contract Documents, the Contractor shall select a location which is acceptable to the Contract Administrator to demonstrate a repair. This repair area shall be a minimum of 2 m (Length) x 3.75m (Width) x 0.250 m (Depth). The Contractor shall demonstrate the ability to fully complete the trial repair area within the time frame of the closure as defined in the Contract Documents. The trial repair shall simulate the Contract site conditions as if it were the last repair of the closure including sampling and testing as detailed above. The trial area shall not be overlaid and must remain exposed for at least seven days to permit inspection for deficiencies, such as, poor surface finish or cracks. The Contractor shall verify the calibration chart for the mix design strength versus temperature and the calibration chart for the mix design temperature versus time using the autogenous cylinder method. Readings shall also be taken using the maturity method for information purposes. Permission to proceed with repairs on the Contract will only be given when the Contract Administrator is satisfied that all of the above conditions have been met. 7.15.03.02 Early Strength Determination 7.15.03.02.01 General The Contractor shall use the autogenous cylinder method to determine compressive strength for purposes of opening to traffic. The maturity method shall be used in parallel for information purposes. 7.15.03.02.02 Autogenous Cylinder Method The Contractor shall make a minimum of three sets of two autogenous test cylinders for the final repair area of each closure according to CSA A23.2-3C. Testing of autogenous cylinders shall be carried out by the Contractor at a CSA certified laboratory according to CSA A23.2-9C to verify if the concrete in the repair area has attained a minimum compressive strength of 20 MPa. The concrete compressive strength specimen shall be tested to complete failure. These test results shall be communicated immediately to the Contract Administrator, prior to opening to traffic.


The Contractor is responsible for the timing, frequency of testing of the autogenous cylinders and shall determine when the concrete pavement or concrete base has attained a minimum compressive strength of 20 MPa. The compressive strength of the concrete in the repair area shall be based on the following procedure: a) Install thermocouple wires as per clause 7.15.03.03 of this Special Provision. b) Monitor and record the temperature of the repair slab and autogenous cylinders a minimum of once every

30 minutes. c) Pairs of autogenous cylinders shall be tested for compressive strength at time intervals decided by the

Contractor until a compressive strength of 20 MPa or greater is obtained. The slab shall not be open to traffic until the slab temperature has reached at least the same temperature as the cylinders which attained a compressive strength of 20 MPa or greater.

7.15.03.02.03 Maturity Method The Contractor shall not proceed with any fast track concrete repair work until the plan described in subsection 4.02 of this Special Provision is reviewed by the Contract Administrator. The maturity meter shall be activated and readings continuously taken immediately after concrete placement until just prior to opening to traffic. The Contractor shall submit to the Contract Administrator, within 24 hours of the last concrete placement for the closure, the following information: a) A summary of the time-temperature readings, maturity index, corresponding compressive strength and

patch identification for each closure. b) Calibration procedure and equipment for developing the equivalent age vs. strength relationship. c) Calibration chart indicating temp-time factor vs. time. d) Calibration chart indicating temperature vs. time of the concrete and ambient air temperatures. 7.15.03.03 Thermocouple Wires The Contractor shall supply and install thermocouple wires at a minimum of two test locations in the final full depth repair area for each closure. At both locations, thermocouple wires shall be installed for each method of early strength determination. The thermocouple wires shall be embedded near the concrete surface and at the edge of the repair area. The Contractor shall also embed thermocouple wires in each of the autogenous cylinders. 7.16 Removal of Unacceptable Concrete Concrete found to be unacceptable shall be removed and replaced with new concrete meeting the Contract requirements at the Contractor's expense. The area to be removed shall extend to the nearest contraction joint and longitudinal joint or edge outside the deficient area so that there are no additional joints.


Concrete which does not meet the surface tolerance may be corrected by diamond grinding instead of removing and replacing at the Contractor’s expense. 7.17 Management of Excess Material Management of excess material shall be according to OPSS 180. 8.0 QUALITY ASSURANCE 8.01 Inspection The Contract Administrator will inspect the work to determine if the completed work contains: a) Concrete which is cracked the full depth of the repair. b) Partial depth, full depth and fast track repairs with honeycombing or other deficiencies detected visually. c) Partial depth repairs with debonding as identified by sounding. d) Concrete which does not meet the surface tolerance requirements of this Special Provision. 8.02 Acceptance or Rejection The Contract Administrator will reject all or a portion of the lot based on the presence of one or more of the defects identified in subsection 8.01 or one or more of the following conditions: a) Compressive strength not meeting the minimum strength requirements prior to opening to traffic. b) Compressive strength less than 30 MPa at 28-days. c) A lot with a Percent Within Limit (PWL) less than 50%. d) Any work that does not conform to the requirements of this Special Provision. 8.03 Acceptance Criteria for 28-Day Compressive Strength Acceptance of concrete strength for each lot shall be based on the mean and standard deviation of the compressive strength results of all sublots contained in the lot. The compressive strength result of a sublot will be the average strength of the two cylinders made for the sublot, rounded to one decimal place. The Percent Within Limits (PWL) shall be calculated according to MTO LS-101 using 30 MPa as the lower limit. If the lot PWL is greater than 95%, the lot will be accepted with a bonus. If the lot PWL is less than or equal to 95% and greater than or equal to 90%, the lot is accepted with no price adjustment. If the lot PWL is less than 90% and greater than or equal to 50%, the lot is accepted with a price adjustment. If the lot PWL is less than 50%, the lot is rejected and shall be removed and replaced. Notwithstanding the overall PWL, if any individual 28-day compressive strength result is less than 25 MPa, the Contractor shall remove and replace the sublot.


8.04 Lot Size A lot shall consist of the total quantity of partial depth and full depth repairs to concrete pavement or concrete base. Fast track concrete repairs shall be treated as a separate lot. Each lot will be divided into sublots. The quantity of concrete represented by each set of cylinders, as defined in clause 7.15.02 of this Special Provision shall be considered a sublot. 9.0 MEASUREMENT FOR PAYMENT 9.01 Actual Measurement 9.01.01 Fast Track Full Depth Concrete Repair Partial Depth Concrete Repair Fast Track Partial Depth Concrete Repair Measurement will be of the surface area of the concrete repair placed in square metres. The total area will be calculated to the nearest 0.1 m². 9.02 Plan Quantity Measurement 9.02.01 Full Depth Concrete Repair Measurement shall be by Plan Quantity of the surface area of the concrete repair placed in square metres calculated to the nearest 0.1 m². 10.0 BASIS OF PAYMENT 10.01 Fast Track Full Depth Concrete Repair - Item Full Depth Concrete Repair - Item Partial Depth Concrete Repair - Item Fast Track Partial Depth Concrete Repair - 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. Where Work does not conform to the quality requirements for compressive strength, a payment adjustment will be made according to the following equation:

Pa = Quantity x Tender Unit Price x (PF – 1.0) The pay factor (PF) for the lot shall be determined according to Table 2.


TABLE 2 Pay Factor

Percent Within Limits (PWL) Pay Factor (PF)

PWL > 95 PF = 1.0 + [0.002(PWL - 95)] (Bonus)

90 ≤ PWL ≤ 95 PF = 1.0 (No Price Adjustment)

50 ≤ PWL < 90 PF = 0.005PWL + 0.55 (Penalty)

PWL < 50 Remove and Replace

BREAKING INTO MANHOLES, CATCHBASINS, DITCH INLETS, CULVERTS AND SEWERS- Item No.

Special Provision No. 407S01 February 1988

Pipe Subdrain Outlet to Existing Sturtures

Subsection 407.07.12 of MTC Form 407, March 1984, is amended by the addition of the following: The opening in an existing structure for connection of a subdrain outlet shall be formed by coring. The outlet pipe shall be sealed into place using approved non-shrink grout. A 50 mm Ø weep hole shall be cored into the same wall as the subdrain connection and at the same invert elevation.


ROCK EXCAVATION FOR SEWERS, MANHOLES, CATCHBASINS AND DITCH INLETS - Item No.

Special Provision No. 407S02 August 2007

MTC Form 407, March 1984 Construction Specification for Manholes, Catch Basins and Ditch Inlets is amended as follows:

407.09.04 Rock Excavation for Sewers, Manholes, Catch Basins and Ditch Inlets Subsection 407.09.04 of MTC Form 407, is deleted and replaced with the following: Measurement of rock excavation for pipe sewers, manholes, catch basins and ditch inlets is by Plan Quantity, as may be revised by Adjusted Plan Quantity, of the volume in cubic metres below the upper limit. The upper limit is the existing rock surface as measured after removal of overburden but before rock excavation or the top of shatter, whichever is lower. Alternatively the Contractor will be permitted to drill through the overburden and establish the upper limit of the rock surface after excavation from the rock surface elevations on both sides of the trench. The volume of boulders in an excavation shall be determined on the basis of the three maximum rectilinear dimensions. Where boulders classified as rock, according to OPSS 206, are measured for payment, only the amount actually removed shall be considered for payment. The total volume of rock considered for payment shall not exceed the calculated volume of excavation within the theoretical lines. Where the excavation for the above item overlaps excavation required for other work, the measurement shall be made as specified with no deduction for overlaps. 407.10.04 Rock Excavation for Sewers, Manholes, Catch Basins and Ditch Inlets

Subsection 407.10.04 of MTC Form 407 is deleted and replaced with the following: When the contract contains the item "Rock Excavation for Sewers, Manholes, Catch Basins and Ditch Inlets" payment at the contract price for the rock excavation shall be full compensation for all labour, equipment and material required to excavate the rock and no alterations shall be made to the payment of the associated items affected. Sewer excavation shall be according to OPSS 410.


CATCHBASIN COLLAR - Item No.

Special Provision No. 407S03 July 1996

Amendment to MTC Form 407

Section 407.01 is amended by the addition of the following: The Contractor shall construct curb and gutter with concrete collars on existing catchbasins at the locations detailed in the contract drawings. Section 407.07 of MTC Form 407 is amended by the addition of the following: 407.07.13 Catchbasin Collar The work shall include, but not be limited to, the following. - Remove existing curb & gutter and existing pavement by sawcutting to the limits shown in the

contract. - Dispose of all removed materials in accordance with OPSS 510. - Construct concrete curb and gutter in accordance with OPSS 353. - Adjust existing frame & grate to suit final pavement elevations. - Place concrete for concrete collar in accordance with OPSS 904. - Concrete for curb and gutter and collar shall be poured in place as one structure. - Place hot-poured rubberized asphalt joint sealing compound and joint filler in construction joints,

all in accordance with OPSS 920. - The Contractor, at his option, may increase the horizontal limits of the concrete collar to fit local

conditions, at no expense to the Ministry. Section 407.09 of MTC Form 407 is amended by the addition of the following: 407.09.04 Catchbasin Collar Measurement is by Plan Quantity, as may be revised by adjusted Plan Quantity for the number of catchbasin collars installed. The unit of measurement is each. Section 407.10 of MTC Form 407 is amended by the addition of the following: 407.10.07 Catchbasin Collar - 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.

July 1996 Page 1 of 1 SSP 407S03

(SIZE) MANHOLES CATCH BASINS AND DITCH INLETS -Item No. ADJUSTING AND REBUILDING MANHOLES, CATCH BASINS AND DITCH INLETS - Item No. Special Provision No. 407S06 April 2014

Amendment to MTC Form 407, March 1984 Aggregate Requirements, Lift Rings, Adjustment Units and Resilient Connectors 407.02 REFERENCES Section 407.02 of MTC Form 407 is amended by the addition of the following under Ministry Material Specifications: OPSS 1854 Material Specification for High Density Polyethylene (HDPE) and Expanded Polystyrene

(EPS) Adjustment Units for Maintenance Holes, Catch Basins, and Valve Chambers 407.03 DEFINITIONS Section 407.03 of MTC Form 407 is amended by the addition of the following: 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. Lift Rings means circular and rectangular prefabricated units used to adjust the elevation of the grates and covers only. They are inserted between the frame and the grates or covers. 407.05 MATERIALS 407.05.02 Precast Reinforced Concrete Manholes, Catch Basins, and Ditch Inlet

Components for Both Precast Concrete Units, and Corrugated Steel Pipe Units Subsection 407.05.02 of MTC Form 407 is deleted in its entirety and replaced by the following: Precast concrete units shall be according to OPSS 1351 amended as follows:

1351.02 REFERENCES Section 1351.02 of OPSS 1351, is amended by the addition of the following under American Society for Testing and Materials: ASTM C 923 - 00 - Standard Specification for Resilient Connectors Between Precast Reinforced Concrete Manhole Structures, Pipes and Laterals 1351.05 MATERIALS Section 1351.05 of OPSS 1351 is amended by the addition of the following subsection:


1351.05.11 Resilient Connectors Resilient connectors shall conform to the requirements of ASTM C 923 M - 89.

407.05.07 Adjustment Units Subsection 407.05.07 of MTC Form 407 is deleted in its entirety and replaced with the following: 407.05.07.01 Precast Concrete Adjustment Units Precast concrete adjustment units shall be according to OPSS 1351 as amended in this Special Provision. 407.05.07.02 Prefabricated Recycled Rubber Adjustment Units Prefabricated recycled rubber adjustment units shall be according to the following requirements:

Durometer Hardness maximum 15 Shore A variance Tensile Strength 1 MPa minimum Compression Deformation 6% +/- 2% Compression Set 4% maximum

407.05.07.03 High Density Polyethylene (HDPE) and High Density Expanded Polystyrene

(EPS) Adjustment Units High density polyethylene and high density expanded polystyrene (EPS) adjustment units shall be according to OPSS 1854. 407.05.08 Frames, Grates, Covers and Lift Rings Subsection 407.05.08 of MTC Form 407 is deleted in its entirety and replaced by the following: Metal frames, grates, covers and lift rings shall be according to OPSS 1850. Plastic lift rings shall be made of high density polyethylene and shall be according to the loading requirements of OPSS 1850. 407.07.07 Installation of Inlet or Outlet Pipe 407.07.07.01 Concrete, Clay or Plastic Pipe Clause 407.07.07.01 of MTC Form 407 is amended by the addition of the following paragraph: Resilient connectors, installed according to the manufacturer's instructions, may be used to connect inlet and outlet pipes to concrete drainage structures. 407.07.09 Installation of Frames, Grates or Covers Subsection 407.07.09 of MTC Form 407 is deleted in its entirety and replaced by the following:


The manholes and catch basins shall be constructed or installed so that the surface on which the bricks or adjustment units are to be placed is at least 75 mm but not more than 150 mm below the bottom of the frame and grate or cover assembly. Any combination of bricks, precast concrete adjustment units and rubber adjustment units may be used to set the frames and grates/covers on manholes and catch basins at the required position and elevation. A minimum of one rubber adjustment unit shall be used in all installations where the frame and grate/cover is located within the driving area of the pavement. The total height of the rubber adjustment unit(s) must be greater than 25 mm and less than 75 mm. Rubber adjustment units can be used in combination with concrete adjustment units or brick; the rubber adjustment unit must form the final surface for the seating of the frame and grate/cover assembly. Bricks or concrete adjustment units must not be placed on top of rubber adjustment units. Rubber adjustment units shall be bonded to adjacent surfaces by laying a continuous strip of butyl tape on the top surface of the concrete adjustment units or brick course. The rubber adjustment unit shall be seated firmly in place, ensuring that it is centred over the structure opening. If more than one rubber unit is used, a continuous strip of butyl tape is to be laid between each rubber adjustment unit. A continuous strip of butyl tape shall be applied to the top surface of the rubber adjustment units and to the bottom of the frame. The frame shall then be set firmly in place ensuring that it is properly centred over the structure opening. HDPE and high density EPS adjustment units shall be installed and sealed according to manufacturer’s recommendations. If only brick or concrete adjustment units are used, or any combination of both, the frames for grates and covers on manholes and catch basins shall be set in a full mortar bed. If bricks are used, the inside and outside surfaces of the bricks shall be parged with a 12 mm thick mortar coat. Gratings for ditch inlets shall be installed and fastened down as specified in the contract. Frames and grates which are within the flow lines of the curb and gutter system shall be installed in accordance with OPSS 353 and shall not be part of the work of constructing cast-in-place manholes or catch basins or supplying and installing precast manholes and catch basins. 407.07.11 Adjustment and Rebuilding of Manholes, Catch Basins and Ditch Inlets 407.07.11.01 General Clause 407.07.11.01 of MTC Form 407 is deleted in its entirety and replaced by the following: The work to be carried out shall include changes of elevation of any of the above structures, regardless of type or size. Prior to adjustment or rebuilding, the existing frame and grate/cover, lift rings and rubber adjustment units shall be removed and salvaged. When salvaged components are in reusable condition, they shall be cleaned of all mortar, sealants, rust and dirt. The manhole, catch basin or ditch inlet shall be adjusted or rebuilt using these salvaged components; otherwise, new components shall be installed so that the frame and grate/cover is set to the correct elevation.


When manhole covers are to be raised only to accommodate resurfacing of the adjacent pavement, the Contractor may use manhole cover lift rings to raise the manhole grate or cover a sufficient height to accommodate the thickness of resurfacing material. Lift rings may be placed on top of each other to a maximum height of 140 mm. Only one type of lift ring or lift device shall be used for each structure. Bricks may be used to raise structures by a maximum of 300 mm which includes any extension of structures previously constructed using bricks. The inside and outside surfaces of the bricks shall be parged with a 12 mm thick mortar coat. Precast concrete adjustment units may be used to raise structures a maximum of 1.0 m which includes the extension of structures previously constructed using precast concrete adjustment units or a combination of bricks and precast concrete adjustment units. A minimum of one rubber adjustment unit shall be used in all installations where the frame and grate/cover is located within the driving area of the pavement. The total height of the rubber adjustment unit(s) shall be greater than 25 mm and less than 75 mm, which includes any extension of structures previously constructed using rubber adjustment units. The maximum total extension of structures shall not exceed 1.0 m which includes any extension of structures previously constructed using any combination of adjustment units and bricks. All existing mortar and brickwork shall be removed from the top of the existing structures prior to adjustment or rebuilding with adjustment units. Additional manhole steps shall be required when the distance from the adjusted elevation of the structure to the first step would be in excess of 0.6 m. Where bituminous or concrete pavement must be removed to adjust or rebuild a structure, the pavement shall be removed according to OPSS 510. 407.07.11.02 Cast-in-Place Units Clause 407.07.11.02 of MTC Form 407 is amended by deleting the three paragraphs under "Adjustment" and replacing them with the following: The adjustment of manholes, catch basins, or ditch inlets by raising will apply where the tops are to be raised by 1.0 m or less. The adjustment of manholes, catch basins, or ditch inlets by lowering will apply when the tops may be lowered to the required elevation by the removal of bricks, the removal of adjustment units, the removal of the mortar bed in which the frame was set, and by the removal of a maximum of 50 mm of the concrete walls of the structures. Where tops are to be lowered, the concrete shall be carefully removed to the required elevation. 407.07.11.03 Precast Units Clause 407.07.11.03 of MTC Form 407 is amended by deleting the three paragraphs under "Adjustment" and replacing them with the following:


The adjustment of precast manholes, catch basins, or ditch inlets by raising will apply where the tops are to be raised by 1.0 m or less. The adjustment of manholes, catch basins, or ditch inlets by lowering shall only apply where the tops may be lowered to the required elevation by the removal of bricks, the removal of adjustment units, and the removal of the mortar bed in which the frame was set. Adjustment units, bricks or manhole cover lift rings shall be removed or added as required, to adjust the structure to the proper elevation. Subsection 407.07.11 of MTC Form 407 is amended by the addition of the following clause: 407.07.11.04 High Density Polyethylene (HDPE) and High Density Expanded Polystyrene

Adjustment Units HDPE or high density EPS adjustment units may be used to set the frame with grate or cover at the required position and elevation up to a maximum height of 100 mm where a minimum of one adjustment unit is required at each structure. HDPE and high density EPS adjustment units shall be installed and sealed according to manufacturer’s recommendations. Rubber adjustment units shall not be used in conjunction with HDPE or high density EPS adjustment units. 407.10 BASIS OF PAYMENT 407.10.01 Manholes, Catch Basins and Ditch Inlets Subsection 407.10.01 of MTC Form 407 is deleted in its entirety and replaced by the following: Payment at the contract price for the various tender items, "Manholes, Catch Basins and Ditch Inlets" shall be full compensation for all labour, equipment, and materials; for all earth excavation; for the removal of pavement, curb and gutter, and sidewalk except where there is a separate item for removal of pavement, curb and gutter, and sidewalk which overlaps pavement, curb and gutter and sidewalk removal required for placement of manholes, catch basins, and ditch inlets; for the management of surplus excavated materials; for the placing and compacting of granular bedding and backfill; for the construction or installation of the cast-in-place, precast or corrugated steel pipe units, and for the installation of inlet and outlet pipe, for the installation of concrete manhole tees with concrete risers, for the installation of corrugated steel pipe manholes with saddle plates and corrugated steel pipe risers and sewers larger than riser; for the installation of the frame and grate or frame and cover; for the placing of the full mortar bed; for the placing and parging of bricks; for the application of butyl tape; and the placing of adjustment units; except where such installations are part of the work of constructing curb and gutter and for all other work necessary to complete the structure in accordance with the contract. 407.10.02 Adjusting and Rebuilding Manholes, Catch Basins and Ditch Inlets Subsection 407.10.02 of MTC Form 407 is deleted in its entirety and replaced with the following: Payment at the contract price for the tender item "Adjusting and Rebuilding Manholes, Catchbasins, and Ditch Inlets" shall be full compensation for all labour, equipment, and materials for the removal and management of bituminous or concrete pavement where required, for all necessary excavation, including


removal of any concrete and management of surplus excavated material, for handling, placing, and compacting of backfill materials, for salvaging and installing the salvaged or new frame and grate or cover, for all protection required against the elements, and for all other items of work necessary for the satisfactory completion of the work, except for the removal of asphalt or concrete curb and gutter, which work shall be paid for at the contract price(s) for the item(s) concerned.


PIPE SEWER – Item No. Special Provision No. 410S02 April 2014

Amendment to OPSS 410, November 2013 410.02 REFERENCES Section 410.02 of OPSS 410 is amended by the addition of the following under CSA Standards: G401 Corrugated Steel Pipe Products and the following under ASTM International: B746 Corrugated Aluminum Alloy Structural Plate for Field-Bolted Pipe, Pipe-Arches, and Arches; 410.03 DEFINITIONS Section 410.03 of OPSS 410 is amended by the addition of the following definitions: Aluminum Alloy means a material made with two or more metals in which aluminum is the predominant metal. 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 the manufacturing standard. 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. 410.05.01 Pipe Materials 410.05.01.03 Corrugated Steel Pipe Products Clause 410.05.01.03 of OPSS 410 is amended by the addition of the following: Steel structural plate pipe with polymer coating shall be according to CSA G401. 410.05.01 Pipe Materials Subsection 410.05.01 of OPSS 410 is amended by the addition of the following clause:


410.05.01.07 Aluminum Alloy Pipe Products Corrugated aluminum alloy structural plate pipe products shall be according to ASTM B746. All corrugated aluminum alloy structural plate pipe products used on the Contract shall be certified and supplied from a manufacturer that produces the corrugated aluminum alloy structural plate pipe products according to ASTM B746. Only products with an accepted certification body logo marking as shown in Figures 1 shall be used. Inspection, testing, and record keeping for corrugated aluminum alloy structural plate pipe products shall be according to ASTM B746. Certified corrugated aluminum alloy structural plate pipe shall be marked according to ASTM B746, and shall include as a minimum the logo of the certification body and name of the pipe manufacturer. When requested by the Owner, the Contractor shall provide a copy of the certificate of compliance issued by the certification body confirming that the manufacturer produces certified corrugated aluminum alloy structural plate pipe products. The cost of all testing, except that performed in the Owner’s laboratory, shall be included in the price.

FIGURE 1 CSA Standards Certification Logo Where the delivered quality of certified corrugated aluminum alloy structural plate pipe products is deemed to be unacceptable by the Contract Administrator, the products shall be rejected. 410.07.12 Pipe Installation 410.07.12.05 Polyethylene Pipe Clause 410.07.12.05 of OPSS 410 is amended by the addition of the following: g) Mechanical Restrained Joint with Gasket Subsection 410.07.12 of OPSS 410 is amended by the addition of the following clause: 410.07.12.08 Corrugated Aluminum Alloy Structural Plate Pipe Corrugated aluminum alloy structural plate pipe shall be jointed by means of bolts as recommended by the manufacturer to satisfy the pipe joint specification.


TUNNEL - Item No.

Special Provision No. 415S01 March 2012

Amendment to OPSS 415, February 1990

Interceptor Drains and Service Connections


Section 415.10 of OPSS 415 is amended by the addition of the following:

Payment for connecting intercepted drains and service connections into the tunnel shall be made on the following basis:

a) Where such drains and service connections are shown on the Contract Drawings the cost of connections shall be included in the Contractor's bid price for the tender item "Tunnel".

b) Where such drains and service connections are not shown on the Contract Drawings the cost of connections will be considered as a Change in the Work.

March 2012 Pg. 1 of 1 SSP 415S01

JACKING AND BORING - Item No.


Amendment to OPSS 416, February 1990

Interceptor Drains and Service Connections


Section 416.10 of OPSS 416 is amended by the addition of the following:

Payment for connecting intercepted drains and service connections into the jacked and bored pipe shall be made on the following basis:

a) Where such drains and service connections are shown on the Contract Drawings the cost of connections shall be included in the Contractor's bid price for the Jacking and Boring tender item.

b) Where such drains and service connections are not shown on the Contract Drawings the cost of connections will be considered as a Change in the Work.


…. mm PIPE CULVERT – Item No. …. mm PIPE CULVERT EXTENSION – Item No. …. mm NON-CIRCULAR PIPE CULVERT – Item No. …. mm NON-CIRCULAR PIPE CULVERT EXTENSION – Item No. Special Provision No. 421S05 December 2014 Amendment to OPSS 421, November 2013 421.02 REFERENCES Section 421.02 of OPSS 421 is amended by the addition of the following under CSA Standards: G401 Corrugated Steel Pipe Products: and the following under ASTM International B746 Corrugated Aluminum Alloy Structural Plate for Field-Bolted Pipe, Pipe-Arches, and Arches 421.03 DEFINITIONS Section 421.03 of OPSS 421 is amended by the addition of the following definitions: Aluminum Alloy means a material made with two or more metals in which aluminum is the predominant metal. 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 the manufacturing standard. 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. 421.05.01 Pipe Materials 421.05.01.03 Corrugated Steel Pipe Products Clause 421.05.01.03 of OPSS 421 is amended by the addition of the following: Steel structural plate pipe with polymer coating shall be according to CSA G401.


Subsection 421.05.01 of OPSS 421 is amended by the addition of the following clause: 421.05.01.07 Aluminum Alloy Pipe Products Corrugated aluminum alloy structural plate pipe products shall be according to ASTM B746. All corrugated aluminum alloy structural plate pipe products used on the Contract shall be certified and supplied from a manufacturer that produces the corrugated aluminum alloy structural plate pipe products according to ASTM B746. Only products with an accepted certification body logo marking as shown in Figure 1 shall be used. Inspection, testing, and record keeping for corrugated aluminum alloy structural plate pipe products shall be according to ASTM B746. Certified corrugated aluminum alloy structural plate pipe shall be marked according to ASTM B746, and shall include as a minimum the logo of the certification body and name of the pipe manufacturer. When requested by the Owner, the Contractor shall provide a copy of the certificate of compliance issued by the certification body confirming that the manufacturer produces certified corrugated aluminum alloy structural plate pipe products. The cost of all testing, except that performed in the Owner’s laboratory, shall be included in the price.

FIGURE 1 CSA Standards Certification Logo Where the delivered quality of certified corrugated aluminum alloy structural plate pipe products is deemed to be unacceptable by the Contract Administrator, the products shall be rejected. 421.07.12 Pipe Installation 421.07.12.05 Polyethylene Pipe Clause 421.07.12.05 of OPSS 421 is amended by the addition of the following: g) Mechanical Restrained Joint with Gasket Subsection 421.07.12 of OPSS 421 is amended by the addition of the following clause: 421.07.12.08 Corrugated Aluminum Alloy Structural Plate Pipe Corrugated aluminum alloy structural plate pipe shall be jointed by means of bolts as recommended by the manufacturer to satisfy the pipe joint specification.


PRECAST CONCRETE BOX CULVERT - Item No.

Special Provision No. 422S01 July 2011

Amendment to OPSS 422, April 2004 422.02 REFERENCES Section 422.02 of OPSS 422 is amended by the addition of the following references under ASTMInternational: D75-94 Standard Practice for Random Sampling of Construction Material D3665-94 Standard Practice for Sampling Aggregates 422.05 MATERIALS

422.05.07 Mortar

Subsection 422.05.07 of OPSS 422 is amended by deleting the first sentence and replacing it with the following: Mortar for joints shall be according to OPSS 904. 422.05.09 Joint Sealing Compound Subsection 422.05.09 of OPSS 422 is deleted in its entirety and replaced with the following: Joint sealing compound shall be as specified by the manufacturer of the box unit. 422.05.13 Bedding Subsection 422.05.13 of OPSS 422 is amended by the deletion of the second sentence. 422.05.14 Backfill


Backfill shall be according to OPSS 902. 422.05.15 Cover


Unless otherwise specified, cover material shall be earth or granular and free from stones exceeding 75 mm and frozen material.

July 2011 Pg. 1 of 3 SSP 422S01

422.07 CONSTRUCTION

422.07.02 Excavation Subsection 422.07.02 of OPSS 422 is amended by the addition of the following: Sideway stability shall be maintained throughout the excavation and box unit installation. Soil cave-in into the excavation hole shall be prevented. 422.07.06 Foundations Subsection 422.07.06 of OPSS 422 is deleted in its entirety and replaced with the following:

The box units shall be founded on competent in situ soil or compacted backfill, or as specified in the Contract Documents. When unsuitable material is encountered during excavation for the box units’ foundation, the unsuitable material shall be removed to competent stratum and replaced to the foundation grade with compacted granular material. The final founding elevations shall be as specified in the Contract Documents or an elevation approved in writing by the Contract Administrator.

422.07.09 Installing Box Units

422.07.09.01 Box Units The third and fourth paragraphs of clause 422.07.09.01 of OPSS 422 are deleted in their entirety and replaced with the following: End units to accommodate concrete appurtenances shall be as specified in the Contract Documents. End units shall be 2.44 m in length; all other units shall be a minimum of 0.914 m in length. All precast box unit joints shall be provided with articulated ends such as bell and spigot. The box units shall be installed to make a continuous line forming a box culvert or box sewer. The gap at the box unit joints shall not exceed 15 mm.

422.07.09.02 Geotextile at Joints Clause 422.07.09.02 of OPSS 422 is deleted in its entirety and replaced with the following: 422.07.09.02 Joint Cover The Contractor shall ensure that the joints are effectively covered to prevent influx of material from the backfill and/or native soil through the joints. Unless otherwise specified, material for the joint cover shall be geotextile. The geotextile and the seam requirements at the joints shall be according to OPSS 1860.

July 2011 Pg. 2 of 3 SSP 422S01

422.07.11 Backfill

Subsection 422.07.11 of OPSS 422 is amended by the addition of the following to the second paragraph: The Contractor shall be responsible for placing the backfill without any damage to or movement of the box culvert or box sewer. Backfill on each side of the box units shall be completed simultaneously. At no time shall the levels on each side differ by more than a 500 mm. 422.07.12 Cover


The Contractor shall be responsible for placing the cover material without any damage to or movement of the box culvert or box sewer. 422.09 MEASUREMENT FOR PAYMENT

422.09.01 Actual Measurement Subsection 422.09.01 is amended by the addition of the following clauses: 422.09.01.02 Granular Measurement of granular material used for bedding, backfill and cover material shall be in tonnes according to OPSS 902. 422.09.01.03 Earth and Rock Excavation Measurement for earth and rock excavation for precast box units and concrete appurtenances shall be by volume in cubic metres according to OPSS 902. 422.10 BASIS OF PAYMENT Subsection 422.10.02 of OPSS 422 is deleted and replaced by the following: 422.10.02 Clay Seal Payment for clay seal shall be according to OPSS 902. OPSS 422 is amended by the deletion of Table 1.

July 2011 Pg. 3 of 3 SSP 422S01

CLEAN OUT CATCHBASINS, MAINTENANCE HOLES AND DITCH INLETS - Item No.


Management of Highway Storm Sewer Catchbasin Cleanout Material - No Receiving Site Provided

1.0 SCOPE

This special provision describes the requirements for management of highway storm sewer catchbasin cleanout material. These requirements are in addition to those specified elsewhere in the Contract and do not relieve the Contractor of obligations imposed by the Contractor's Certificate of Approval for a Waste System, Certificate of Approval for a Waste Disposal Site (Processing), or Certificate of Approval for a Waste Disposal Site (Mobile Processing).

2.0 REFERENCES - Not Used

3.0 DEFINITIONS

Receiving Site means a certified waste treatment facility, or certified waste disposal site.

4.0 SUBMISSION AND DESIGN REQUIREMENTS

4.01 Permission and Release of Operators of Receiving Sites

Written permission shall be obtained from the operator of any receiving site that is not designated for use in the Contract, prior to its use for disposal of catchbasin cleanout material resulting from this contract.

A copy of this permission shall be provided to the Contract Administrator a minimum of two weeks prior to the commencement of such work.

Where catchbasin cleanout material is managed by disposal as waste, a copy of the weigh tickets(s) or receipt(s) provided by the site operator shall be submitted to the Contract Administrator on a weekly basis. Where such documentation is not available, written confirmation that the waste has been received shall be obtained from the owner of the disposal site, and provided to the Contract Administrator, a maximum of two weeks after disposal activities are complete.

4.02 Submission of Certificate of Approval

Where section 4.0 of this special provision requires a Certificate of Approval for a Waste Management System, a copy of the Certificate shall be supplied to the Contract Administrator a minimum of two weeks prior to commencement of the work.




7.0 CONSTRUCTION

7.01 General

Material that is found during catchbasin cleanout to be contaminated by a spill of a pollutant shall be managed as directed by the Contract Administrator.

Catchbasin cleanout material shall otherwise be managed by one, or a combination of, the following:

a) As a composite material without dewatering; or

b) By dewatering and subsequent management of sludge component.

Receiving sites shall be arranged for and provided by the Contractor.

It is the Contractor's responsibility to obtain any approvals, releases, and agreements that are required to implement the Contractor's strategy for the management of catchbasin cleanout material.

7.02 Management as a Composite Material Without Dewatering

Where the Contractor manages catchbasin cleanout without dewatering, the composite material shall be managed as non-hazardous solid industrial or commercial waste and shall be transported from the area designated for catchbasin cleanout directly to one of the following:

a) a landfill site with a Certificate of Approval for a Disposal Site valid for commercial and municipal waste;

b) a waste treatment facility with a Certificate of Approval for a Waste Disposal Site (Processing), or a Certificate of Approval for Waste Disposal Site (Mobile Processing) valid for commercial or municipal waste.

7.03 Dewatering and Subsequent Management of Sludge Component

Catchbasin cleanout material shall otherwise be dewatered as necessary. Dewatering shall be by discharge of the liquid component of catchbasin cleanout material directly to one or a combination of the following:

a) A waste treatment facility with a Certificate of Approval for a Waste Disposal Site (Processing), or a Certificate of Approval for a Waste Disposal Site (Mobile Processing), valid for commercial or municipal waste;

b) The storm sewer system from which the material was removed.

The sludge or solid component of the catchbasin cleanout material shall be managed as non-hazardous solid industrial waste or commercial waste and shall be transported directly, with the exception of dewatering en route, from the area designated for catchbasin cleanout to a certified receiving site.

Transportation of catchbasin cleanout material shall be by one of the following:

a) A hauler who is engaged on other work on the contract without a Certificate of Approval for a Waste Management System, provided the waste is transported directly, with the exception of dewatering enroute, to the disposal site;


b) any other hauler, provided the hauler has a Certificate of Approval for a Waste management System that is valid for the following:

i) The entire work period; ii) The entire area within the limits of the work and the entire haul route; iii) The equipment to be utilized, and iv) Non-hazardous solid industrial waste, or commercial waste.

8.0 QUALITY ASSURANCE - Not used


Measurement for Clean Out Catchbasins, Maintenance Holes and Ditch Inlet shall be by Plan Quantity. For measurement purposes a count shall be made of the number of catchbasins, maintenance holes and ditch inlets cleaned out.


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

The management of material found during catchbasin cleanout operation to be contaminated by a spill of a pollutant shall be treated as a Change in the Work.

In the event that approvals, releases, agreements and verifications as required for the management of catchbasin cleanout material are not obtained, no additional payment will be made.


WELD AND RELEASE MAINTENANCE HOLE AND CATCH BASIN FRAMES AND GRATES- Item No.

Special Provision No. 499S03 January 2000

The Contractor shall weld, maintain and release the existing frames and grates, exposed to traffic, as shown on the contract drawings. Reference: CSA W59-M1984 Welded Steel Construction (Metal Arc Welding) Measurement for Payment Measurement is by Plan Quantity, as may be revised by Adjusted Plan Quantity, for each frame and grate to be welded. Basis of Payment Payment at the contract price for the above tender item shall be full compensation for all labour, equipment and material required to do the work. Progress Payment: 60% to weld and maintain, 40% to release.

January 2000 Page 1 of 1 SSP 499S03

RETAINED SOIL SYSTEM, TRUE ABUTMENT - Item No. RETAINED SOIL SYSTEM, FALSE ABUTMENT - Item No. RETAINED SOIL SYSTEM, WALL/SLOPE, HIGH PERFORMANCE - Item No. RETAINED SOIL SYSTEM, WALL/SLOPE, MEDIUM PERFORMANCE - Item No. RETAINED SOIL SYSTEM, WALL/SLOPE, LOW PERFORMANCE - Item No. RETAINED SOIL SYSTEM WITH FINISHING CAP, WALL/SLOPE, HIGH PERFORMANCE - Item No. RETAINED SOIL SYSTEM WITH FINISHING CAP, WALL/SLOPE, MEDIUM PERFORMANCE - Item No. RETAINED SOIL SYSTEM, ROADBASE EMBANKMENT - Item No. BACKFILL FOR RETAINED SOIL SYSTEM, ULTRA LIGHTWEIGHT - Item No. BACKFILL FOR RETAINED SOIL SYSTEM, LIGHTWEIGHT - Item No. BACKFILL FOR RETAINED SOIL SYSTEM, HIGH PERFORMANCE - Item No. BACKFILL FOR RETAINED SOIL SYSTEM, MEDIUM PERFORMANCE - Item No. BACKFILL FOR RETAINED SOIL SYSTEM, LOW PERFORMANCE - Item No. Special Provision No. 599S22 December 2014 1.0 SCOPE This Special Provision covers the requirements for the design and construction of retained soil systems (RSS) walls and steep slopes. Additional requirements for RSS precast concrete facing elements shall be as specified in the Contract Documents. 2.0 REFERENCES This Special Provision refers to the following standards, specifications or publications: Ontario Provincial Standard Specifications, Construction OPSS 501 Compacting Ontario Ministry of Transportation Publications MTO Designated Sources of Materials (DSM) Qualification Criteria for RSS CSA Standards S6-06 Canadian Highway Bridge Design Code (CHBDC) 3.0 DEFINITIONS For the purposes of this Special Provision the following definitions apply: Alignment Elements means components specified by the manufacturer that are constructed on the foundation for RSS to facilitate placing of the facing elements to the correct lines and grades, such as concrete levelling pads and soldier piles.


Approved Product Drawings means the documentation for an RSS that has been submitted by the manufacturer and accepted by the Ministry for listing in the DSM, according to the Qualification Criteria for RSS. Backfill for RSS means the material specified by the manufacturer as part of the engineered materials comprising the backfill for the RSS. Constructed Height means the vertical distance between the foundation for RSS and the top of the currently placed and compacted backfill for RSS, measured at the point of the design height. Corrective Work means work carried out by the Contractor to repair deficiencies identified by the Owner during the RSS warranty period. Design Checking Engineer means the Engineer retained by the Contractor who checks the original design and working drawings. Design Engineer means the Engineer retained by the Contractor who produces the original design and working drawings. Design Height means the maximum difference in elevation between the foundation for RSS and the corresponding top of backfill for RSS, over the full length or perimeter of the RSS. External Stability means stability against deep-seated failure of the foundation for RSS, including adequate bearing capacity at specified settlements of the foundation. Facing Elements means components specified by the manufacturer that delineate the front face of the RSS and to which reinforcing elements may be attached, such as precast concrete panels, split-face concrete blocks, and geo-synthetic panels. Foundation for RSS means the base on which the RSS is constructed, such as excavation to a specified elevation and construction of a granular pad. Internal Stability means stability against failure of the engineered materials comprising the RSS, including adequate resistance against excessive elongation, breakage and pullout of the reinforcing elements. Manufacturer means the firm who supplies the design and proprietary components, and who specifies the backfill and other materials, for the RSS. Manufacturer’s Representative means an individual with continuous full-time employment with the manufacturer for a period of at least three (3) years, and who is knowledgeable in the design and construction of the RSS. Obstruction means any part of the work and any existing condition within the Working Area that affects the design, construction and performance of the RSS, such as structures, catch basins and manholes, drainage pipes and sewers, and utilities. Performance Tolerance – Local means the joint gap between any two constructed facing elements, measured at any point along the joint between the facing elements and perpendicular to the line of the joint.


Performance Tolerance – Global means the vector distance between any point on the constructed RSS and the corresponding point on the theoretical RSS surface as defined in the Contract Documents. Placing Tolerances means tolerances specified by the manufacturer on the placing of the RSS components and backfill for RSS to ensure compliance of the constructed RSS with the performance tolerances. Quality Verification Engineer: means an Engineer recognized by the Manufacturer as having demonstrated experience and expertise to provide quality verification services for the Manufacturer's RSS. The Quality Verification Engineer shall be retained by the Contractor to certify that the work is in general conformance with the Contract Documents and to issue Certificates of Conformance. Reinforcing Elements means components specified by the manufacturer that are placed within the backfill for RSS and connected to the facing elements to mechanically stabilize the backfill for RSS, such as metal tie strips, metal grids and geo-synthetic grids, Retained Soil System (RSS) means a proprietary system listed in the DSM used to retain horizontal loads for applications such as true and false abutment structures, retaining walls and steep slopes; or, to retain vertical loads for applications such as embankments over soft ground. RSS Superintendent means the Contractor’s authorized representative in responsible charge of the construction of the RSS. Structure means any bridge, culvert, tunnel, retaining wall, overhead sign, high mast light pole, wharf, dock, or any part thereof. 4.0 DESIGN AND SUBMISSION REQUIREMENTS 4.01 Design 4.01.01 General The Contractor shall be responsible for the design of the RSS and for ensuring the RSS as designed is compatible with the Work. The geometric requirements of the RSS, such as lines and grades of the facing elements and typical cross-sections, shall be as specified in the Contract Drawings. The foundation for RSS shall be as specified in the Contract Documents. 4.01.02 RSS Selection An RSS shall be selected from the DSM that meets the application, performance and appearance requirements for that RSS, as specified in the Contract Drawings. An RSS shall be selected from the DSM designated as either ‘A’ (Accepted) or ‘DE’ (Demonstration). RSS designated as ‘DE’ status requires inspection, instrumentation and monitoring of the constructed RSS, and the reporting of the findings to the Ministry by the manufacturer as specified in the Qualification Criteria for RSS. When there is more than one RSS included in the same tender item number for payment, all RSS for the tender item shall be selected from the same DSM listing, including type and colour of facing elements.


All RSS that abut an existing structure, or a structure to be constructed as part of the Work, and that have the same performance and appearance requirements, shall be selected from the same DSM listing, including type and colour of facing elements. 4.01.03 Performance Tolerances Performance tolerances for the RSS shall be according to Table 1. 4.01.04 Obstructions Design details of the RSS shall be included on the Working Drawings for all obstructions shown in the Contract Drawings. Where an obstruction is shown in the Contract Drawings but not located to sufficient accuracy for the design of the RSS, the obstruction shall be located in the field to sufficient accuracy as required to design the RSS. 4.01.05 Foundation Report A Foundation Investigation Report that describes the subsurface conditions at the RSS is available, as specified in the Contract Documents. The Owner warrants the data in the Foundation Investigation Report, except that interpretations of the data and opinions expressed in the Foundation Investigation Report are not warranted. 4.02 Submissions 4.02.01 Working Drawings At least two weeks prior to commencement of construction of the RSS, three (3) sets of Working Drawings shall be submitted to the Contract Administrator for information purposes. A separate submission of Working Drawings shall be made for each RSS in the Contract. All submissions shall bear the seal and signature of the design Engineer and the design checking Engineer. The RSS Superintendent shall have a copy of the Working Drawings on site at all times during the construction of the RSS. 4.02.02 Working Drawing Requirements Working Drawings shall include at least the following: a) Statement from the manufacturer confirming the experience and expertise of the design Engineer and

design checking Engineer to provide design services for the manufacturer’s RSS; b) All design, fabrication and construction drawings and specifications for the RSS; c) Location and value of the design height of the RSS; d) Defined lines and grades, type, and quantity in cubic metres of the backfill for RSS; e) Details at obstructions, and connections to other structures, where shown in the Contract Drawings;


f) Statement of bearing resistance required by the RSS foundation according to CAN/CSA-S6-06; g) Statement of satisfactory internal and external stability; and h) Placing tolerances for the RSS. 4.02.03 RSS Superintendent At least two weeks prior to commencement of construction of the RSS, the name(s) of the RSS Superintendent responsible for each RSS in the Contract shall be submitted in writing to the Contract Administrator. During construction of an RSS, the RSS Superintendent shall not change without written permission from the Contract Administrator. A proposal for a change in the RSS Superintendent shall be submitted at least one week prior to the actual change in RSS Superintendent. 4.02.04 Manufacturer’s Representative At least two weeks prior to commencement of construction of the RSS, the name(s) of the manufacturer’s representative for each RSS shall be submitted in writing to the Contract Administrator. At least 48 hours written advance notice shall be provided to the Contract Administrator prior to each visit to the site by the manufacturer’s representative. The advance notice shall include the dates and locations the manufacturer’s representative will be on site. 4.02.05 Certificates of Conformance Upon completion of each RSS, a certificate of conformance sealed and signed by the QVE shall be submitted to the Contract Administrator. 4.02.06 Milestone Inspection For each RSS, a milestone inspection report shall be submitted to the Contract Administrator following an interim inspection by the QVE at each of the following milestones, and prior to commencement of subsequent operations on that RSS: a) Layout and marking of all lines and grades needed to construct the RSS; and construction of the

alignment elements, where applicable; b) Delivery and storage on site of facing elements and reinforcing elements, where applicable; and c) Installation of the facing elements; placement and compaction of the backfill for RSS; and installation of

the reinforcing elements, where applicable. For RSS where the design height is greater than 5.0 m, a series of written permissions signed by the QVE to proceed for milestone c) shall be submitted corresponding to the constructed height of the RSS at 5.0 m, 10.0 m, and 15.0 m, as applicable, up to and including the design height. The milestone inspection submissions in no way supersede the inspection and testing intervals required for the construction of the RSS, as specified in the Working Drawings.


4.02.07 RSS Warranty A warranty shall be submitted to the Owner to address all deficiencies identified by the Owner related to the performance of the RSS for a period of 36 months from the date of the Contract Completion Certificate. 4.02.08 Repair Procedures for Corrective Work Three copies of repair procedures for corrective work shall be submitted to the Contract Administrator for information purposes only at least two weeks prior to commencement of any corrective work at an RSS required during the warranty period. The repair procedures shall include a description of the cause and fully detail the corrective work required to correct the deficiencies identified by the Owner. The repair procedures shall bear the seal and signature of an Engineer, and be signed by the manufacturer’s representative. 5.0 MATERIALS 5.01 General All materials for the selected RSS shall be according to the approved product drawings for that RSS. 6.0 EQUIPMENT 6.01 Restriction on Skid-Steer Vehicles Skid-steer vehicles shall not be permitted on any area where the depth of backfill for RSS over installed reinforcing elements is less than 0.5 m. 7.0 CONSTRUCTION 7.01 General The RSS shall be constructed according to the Working Drawings and this specification. Construction of the RSS shall not begin until all applicable certificates of conformance for the foundation of the RSS have been submitted to the Contract Administrator. 7.02 RSS Superintendent The construction of an RSS shall be scheduled such that it is at all times under the responsible charge of an RSS Superintendent who has been advised on site by the manufacturer’s representative as to the required procedures for the construction of that RSS, for the specified operations and time periods. 7.03 Manufacturer’s Representative The manufacturer’s representative shall be on site to advise the RSS Superintendent as to the procedures and placing tolerances required for the construction of the RSS.


For each RSS, the manufacturer’s representative shall be on site at commencement of each of the following operations, for a time period of three (3) Working Days per operation or until the operation is complete, whichever is less: a) Layout of the RSS; and construction of the alignment elements, where applicable; b) Installation of the facing elements; and c) Placement and compaction of the backfill for RSS; and installation of the reinforcing elements, where

applicable. Whenever there is a change in the RSS Superintendent during construction of an RSS, the manufacturer’s representative shall return to the site for the same operations and time periods as at commencement. 7.04 Backfill for RSS Backfill for RSS shall be placed within the lines and grades shown on the Working Drawings. All backfill for RSS shall be compacted according to OPSS 501. Unless otherwise shown in the Contract Drawings, backfill for RSS shall not be placed against an adjacent concrete structure that is part of the work until the concrete in that structure has obtained at least 70% of the compressive strength specified in the Contract Documents. 7.05 Management of Excess Materials Management of excess materials shall be according to the Contract Documents. 7.06 Corrective Work All deficiencies shall be repaired according to the repair procedures for corrective work. All corrective work shall be done within the RSS warranty period, unless prevented by seasonal shutdown, in which case the corrective work shall be done prior to June 30 of the following year. At least one week prior to commencement of any corrective work, written notice of commencement of work shall be submitted to the Contract Administrator or the Owner. Access to the corrective work shall be provided for inspection by the Owner when requested. 8.0 QUALITY ASSURANCE 8.01 Acceptance Criteria at End of the RSS Warranty Period The Owner will accept the RSS at the end of the RSS warranty period if none of the deficiencies listed in Table 2 are found during the warranty inspections. The RSS shall not be accepted until all deficiencies have been repaired by corrective work. 8.02 Warranty Inspections Throughout the warranty period the Owner will carry out warranty inspections of the RSS for deficiencies according to Table 2. The Owner will notify the Contractor as to the date and time of the inspection(s) and the Contractor may, at his discretion, be present during the inspection(s).


Within two weeks following a warranty inspection the Owner will notify the Contractor in writing of all deficiencies that require corrective work. 9.0 MEASUREMENT FOR PAYMENT 9.01 Actual Measurement 9.01.01 Backfill for Retained Soil System, Ultra Lightweight Backfill for Retained Soil System, Lightweight Backfill for Retained Soil System, High Performance Backfill for Retained Soil System, Medium Performance Backfill for Retained Soil System, Low Performance Measurement shall be of the mass in tonnes of the material placed within the theoretical lines and grades shown in the stamped Working Drawings. The method of determining the mass shall be as specified in the Contract Documents. 10.0 BASIS OF PAYMENT 10.01 Retained Soil System, True Abutment - Item Retained Soil System, False Abutment - Item Retained Soil System, Wall/Slope, High Performance - Item Retained Soil System, Wall/Slope, Medium Performance - Item Retained Soil System, Wall/Slope, Low Performance - Item Retained Soil System with Finishing Cap, Wall/Slope, High Performance - Item Retained Soil System with Finishing Cap, Wall/Slope, Medium Performance -

Item Retained Soil System, Roadbase Embankment - 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, including all costs associated with having the manufacturer’s representative on site. Payment for construction of the foundation for RSS shall be made under the appropriate tender items in the Contract. No payment shall be made for corrective work, including investigation of deficiencies, design of repairs, site access, traffic staging and removal of existing work, except where the corrective work is required as a result other than an act or fault of the Contractor. 10.02 Backfill for Retained Soil System, Ultra Lightweight - Item Backfill for Retained Soil System, Lightweight - Item Backfill for Retained Soil System, High Performance - Item Backfill for Retained Soil System, Medium Performance - Item Backfill for Retained Soil System, Low Performance - 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 the Contract does not contain a separate tender item for backfill for RSS, the contract price for the RSS contract items in which the backfill for RSS is incorporated shall include full compensation for all labour, Equipment and Material required to place and compact the backfill for RSS.

TABLE 1 Performance Tolerances for RSS

Performance Requirement

Performance Tolerance (mm)

Local Global

Abutments Joint Gap ± 5 (Note 1) ≤ 20

High Joint Gap ± 10 (Note 1) ≤ 30

Medium N/A ≤ 50

Low N/A ≤ 100

Notes: 1. Joint Gap shall be as specified on the working drawings.

TABLE 2 RSS Deficiencies

Number Description of Deficiency

1 Performance tolerance exceeds tolerances given in Table 1.

2 Damaged facing elements and damaged alignment elements, where applicable.

3 Dead and dying vegetative elements that are an integral part of the RSS.


RETAINED SOIL SYSTEM, TRUE ABUTMENT - Item No. RETAINED SOIL SYSTEM, FALSE ABUTMENT - Item No. RETAINED SOIL SYSTEM, WALL/SLOPE, HIGH PERFORMANCE - Item No. RETAINED SOIL SYSTEM, WALL/SLOPE, MEDIUM PERFORMANCE - Item No. RETAINED SOIL SYSTEM WITH FINISHING CAP, WALL/SLOPE, HIGH PERFORMANCE - Item No. RETAINED SOIL SYSTEM WITH FINISHING CAP, WALL/SLOPE, MEDIUM PERFORMANCE - Item No. Special Provision No. 599S23 December 2014 1.0 SCOPE This Special Provision covers the requirements for materials, quality control and quality assurance testing and acceptance criteria for precast concrete facing elements including panels. 2.0 REFERENCES This Special Provision refers to the following standards, specifications or publications: Ontario Provincial Standard Specifications, Material: OPSS 1002 Aggregates - Concrete OPSS 1350 Concrete - Materials and Production Ministry of Transportation Publications MTO Laboratory Testing Manual: LS-412 Method of Test for Scaling Resistance of Concrete Surfaces Exposed to De-icing Chemicals Canadian Standards Association A23.1 Concrete Materials and Methods of Concrete Construction A23.2-3C Making and Curing Concrete Compression and Flexure Test Specimens A23.2-4C Air Content of Plastic Concrete by the Pressure Method A23.2-5C Slump of Concrete A23.2-9C Compressive Strength of Cylindrical Concrete Specimens A23.2-14C Obtaining and Testing Drilled Cores for Compressive Strength Testing American Society of Testing Materials C457 Microscopical Determination of Parameters of the Air Void System in Hardened Concrete 3.0 DEFINITIONS - Not Used


4.0 DESIGN AND SUBMISSION REQUIREMENTS For precast concrete facing elements, the following information shall be submitted to the Contract Administrator at least four weeks prior to the use of the precast concrete facing elements: a) Concrete mix design b) Test data on aggregates documenting conformance with OPSS 1002. c) Manufacturer's production quality control data on compressive strength and air void system parameters,

less than 6 months old. d) Manufacturer's production quality control data on salt scaling resistance less than 12 months old. Testing shall be carried out according to the test methods specified in this Special Provision. If, due to the product's physical characteristics, the product cannot be tested for scaling resistance according to LS-412, the Owner will request alternative testing. 5.0 MATERIALS Concrete shall be according to OPSS 1350 with the following exceptions: a) Air void system parameters shall be a minimum of 3% air content and the average spacing factor obtained

on a minimum of two cores per structure shall be no more than 0.200 mm maximum with no individual test result greater than 0.230 mm.

b) Concrete shall conform to requirements for scaling resistance. The average maximum scaling mass loss

shall be 0.8 kg/m². 6.0 EQUIPMENT - Not Used 7.0 CONSTRUCTION 7.01 Quality Control of Precast Concrete Facing Units Copies of all quality control tests required shall be submitted to the Contract Administrator as soon as they are available unless otherwise specified in this Special Provision. Quality control test data on concrete air content, slump, temperature, compressive strength, air void system parameters analysis and cover over reinforcing steel shall be submitted to the Contract Administrator. Testing for air content, slump, temperature and compressive strength shall be carried out per each 30 m³ of concrete produced or per each day of production whichever is more frequent. For acceptance purposes, the Contractor shall test a minimum of three sets of 100 x 200 mm compressive strength cylinders each representing different batches of concrete, at a laboratory acceptable to the Owner. Each set shall consist of two cylinders. The cylinders made for acceptance purposes shall be made and cured according to CSA A23.2-3C under standard moisture and temperature conditions and tested according to CSA A23.2-9C. The cylinders shall be made by a concrete field testing technician certified by the Canadian Standard Association or by the American Concrete Institute. This person shall have successfully completed, as part of


the certification requirement, written and practical examinations within the last five years verifying his/her competence to carry out field testing of concrete, and have in his/her possession, at all times testing is to be performed, a card issued by the certifying agency verifying the currency of the individual's certification. Air void system parameters analysis shall be carried out by the Contractor on a minimum of two 100 mm diameter cores per structure removed from precast concrete facing elements at locations determined by the Contract Administrator. Individual cores shall be taken from different panels. Cores shall not contain embedded steel. For air void system parameters testing, the Contractor shall use a laboratory that is on the Ministry's list of approved laboratories and operators for this testing. The cores shall be cut lengthwise into two halves with one half to be tested by the Contractor and the other forwarded to: Head, Concrete Section, Room 15, Building C, 1201 Wilson Avenue, Downsview, Ontario, M3M 1J8. Air void analysis results shall be submitted to the Contract Administrator within 21 Days of delivery of the precast elements to the job site. Concrete cover measurements shall be carried out by the Contractor on reinforced concrete facing elements prior to installation. A minimum of 30 measurements per structure shall be carried out. Measurements shall be carried out at locations and on precast elements randomly selected by the Contract Administrator. Cover measurement shall be carried out with a covermeter or a method acceptable to the Contract Administrator. The depth of cover to the nearest millimetre shall be determined to the outerrmost reinforcing steel. Concrete cover measurement results shall be submitted to the Contract Administrator at least 2 Days prior to the installation of the reinforced concrete facing elements represented by the test results. Testing shall be carried out according to the following: a) Slump: CSA A23.2-5C b) Air Content: CSA A23.2-4C c) Compressive Strength: CSA A23.2-9C, and CSA A23.2-3C d) Obtaining Cores: CSA A23.2-14C e) Air Void System Parameters: ASTM C457 8.0 QUALITY ASSURANCE The Contractor shall obtain two 300 mm x 300 mm specimens per structure for testing of scaling resistance by the Owner. The specimens shall be obtained from finished precast concrete facing elements randomly selected by the Contract Administrator.


The Contractor shall deliver the samples to: Head, Concrete Section, Room 15, Building C, 1201 Wilson Avenue, Downsview, Ontario, M3M 1J8. Testing for scaling resistance shall be carried out according to LS-412. 8.01 Acceptance of Precast Concrete Facing Elements The acceptance of precast concrete facing elements shall be based on quality control test results obtained by the Contractor and on salt scaling results obtained by the Owner. Acceptability of air void system parameters will be based on individual core results for air content, and on the average result from two cores per structure for spacing factor. Precast concrete facing elements on a structure represented by a pair of cores which fails to meet the requirements for air void system parameters shall be unacceptable. Acceptability of concrete compressive strength shall be based on the following: a) The average of all sets of compressive strength tests shall be equal to or greater than the specified

strength. b) No individual strength test shall be more than 15% below the specified strength. When the compressive strength specimens fail to meet either of these requirements, the precast concrete facing panels shall be unacceptable. Acceptability of concrete cover over reinforcing steel shall be based on the percentage of satisfactory measurements. The concrete cover over reinforcing steel shall be within ±10 mm of the design concrete cover. When 10 % or more of the total number of measurements per structure is outside the specified limits, the panels represented by these measurements shall be unacceptable. Acceptability of salt scaling resistance shall be based on average of results obtained on two 300 mm x 300 mm specimens representing a structure. When the specimens fail to meet the requirements for salt scaling resistance the precast concrete facing units represented by the specimens shall be unacceptable. Unacceptable concrete facing elements shall be removed and replaced at the Contractor's expense.


TRAFFIC CONTROL SIGNING - Item No.



Remote Controlled (RC) Flagman 706.07 CONSTRUCTION Section 706.07 of OPSS 706 is amended by the addition of the following subsection: 706.07.06 Remote Controlled (RC) Flagman Remote Controlled Flagman is a mechanical flagging system deemed to be a Remote Control Device, as per Ontario Traffic Manual (OTM), Book 7 - Temporary Conditions. The RC Flagman shall be used in all situations to control opposing traffic that is reduced to a single lane as a result of a single lane closure. The length of the closure shall not exceed 500 metres. If the closure extends across an entrance or side road, a traffic control person must be present to direct traffic with a stop/slow paddle as per the Ontario Traffic Manual (OTM). A list of the dealer/rental companies as well as the manufacturer specifications for the RC Flagman can be obtained from: North America Traffic Inc 7 Petersburg Circle Port Colborne, ON, L3K 5V4 1 877 352 4626 Contact: Justin DiFrancesco The system shall employ a two (2) lens display with each RC Flagman having a red lens on top and an amber lens on the bottom. One RC Flagman shall be installed at each end of the work zone as specified in the Contract Documents. The RC Flagman shall be directly connected (hard-wired) to the remote control device. A traffic control person, removed from the edge of the travelled lanes by a minimum of three metres, shall be used to operate each RC Flagman. The traffic control persons must be in constant communication with each other. A stop/slow paddle for directing traffic per the OTM shall be available near each RC Flagman for use in case of system failure. Additional signs used in conjunction with the RC Flagman shall be as specified in the Contract Documents. These signs shall have "level 1" high intensity reflective surfaces. The approach to each RC Flagman as well as each Flagman itself shall be illuminated during non-daylight hours. The lighting may require adjusting during actual operating conditions so as not to interfere with driver's visibility.

September 2011 Pg. 1 of 1 SSP 706S01

TRAFFIC CONTROL SIGNING - Item No.


Amendment to OPSS 706, November 2010 706.02 REFERENCES Section 706.02 of OPSS 706 is amended by the addition of the following under:

ASTM International D4956-01a - Standard Specification for Retroreflective Sheeting for Traffic Control 706.03 DEFINITIONS Section 706.03 of OPSS 706 is deleted and replaced with: Construction Signs means all traffic control signs and associated devices identified in the Ontario Traffic Manual (OTM) including vehicles and sign trailers, required to support signs and equipment to supply sign lighting, including the contract information signs (TC-81), French contract information signs (BTC-81) and excluding highway number markers. TC-71 signs shall not be used. Manual means the “Ontario Traffic Manual, Book 7 – Temporary Conditions (Field Edition)” and “Ontario Traffic Manual, Book 7 – Temporary Conditions (Office Edition)”. 706.07 CONSTRUCTION

706.07.01 Traffic Control Signing Subsection 706.07.01of OPSS 706 is amended by deleting the last sentence of the first paragraph and replacing it with the following: The contract information signs TC-81 (*) and bilingual contract information signs BTC-81 (*) shall be supplied, installed, maintained, and removed by the Contractor. Lights on Lane Closure Arrow Signs (TC-12) shall change in intensity during the twilight period by 50%. Subsection 706.07.01 of OPSS 706 is further amended by the addition of the following clauses: 706.07.01.01 Location of Contract Information Signs One TC-81 sign shall be placed on each approach to the contract on the main alignment. If the contract is in a designated bilingual area, one BTC-81 sign shall be placed on each approach to the contract on the main alignment downstream of the TC-81 signs.


706.07.01.02 Funding Information Tab The funding information tab will be supplied by the Authority and will be installed above the TC-81sign on the same supports, maintained, and removed by the Contractor. The funding information tabs remain the property of the Authority, and shall be returned to the Authority upon completion of the contract. The **** funding information tabs shall be available for pickup by the Contractor at ***** with 48 hours advance notice. 706.07.03 Seasonal Shutdown Subsection 706.07.03 of OPSS 706, is amended by deleting the sentence “Construction signs placed, replaced or repaired by the Authority during seasonal shutdown will become the property of the Contractor” and replacing it with: Contract information signs (TC-81) and/or Funding Information Tabs placed, replaced or repaired by the Authority during seasonal shutdown will remain the property of the Authority. All other construction signs placed, replaced or repaired by the Authority during seasonal shutdown will become the property of the Contractor.


TEMPORARY ADVANCE INFORMATION SIGNS (TC-64) - Item No.



706.01 SCOPE Section 706.01 of OPSS 706 is amended by the addition of the following:

The Contractor shall install, relocate, maintain, and remove all necessary temporary advance information signs (TC-64's) as indicated elsewhere in the contract. In addition, the Contractor shall conduct all necessary temporary modifications to existing ground mounted and overhead signs. *Separate English and French signs shall be installed. 706.07 CONSTRUCTION Section 706.07 of OPSS 706 is amended by the addition of the following subsection: 706.07.05 Temporary Advance Information Signs (TC-64’s) Temporary advance information signs (TC-64's) shall be installed a minimum of five working days and a maximum of ten working days prior to any lane reductions or closures. If any changes to the message details (i.e. dates, times, etc.) are required, as a result of the Contractor’s operations during the construction period, they shall be completed with no additional payment, to the Contractor. Tabs placed on existing ground mounted and overhead signs shall be installed with self tapping #3 Teks screws. The distance between Teks screws shall be 30 cm. OPSS 706 is amended by the addition of the following section:


706.09.03 Temporary Advance Information Signs (TC-64’s)

Measurement of temporary advance information signs (TC-64's) installed shall be by Plan Quantity. The unit of measure is each.

706.10 BASIS OF PAYMENT Section 706.10 of OPSS 706 is amended by the addition of the following subsection: 706.10.04 Temporary Advance Information Signs (TC-64’s) - 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.


Progress Payment

Payment shall be made as follows: 60% of the unit price per sign upon installation; 20% of the unit price per sign upon relocation; 20% of the unit price per sign upon removal. If no relocation is required: 60% of the unit price per sign upon installation; 40% of the unit price per sign upon removal. On each occasion when the Contractor fails to install the Temporary Advance Information Signs (TC-64's) in accordance with the above requirements, or fails to remove the TC-64 signs within two hours of re-opening of the affected roadway, the Ministry will assess a penalty of $2,000.00. A further penalty of $2,000.00 per calendar day, or part thereof, with no maximum penalty, shall be assessed until such time as the Temporary Advance Information Sign (TC-64) is removed.



PORTABLE VARIABLE MESSAGE SIGN (TEMPORARY) - Item No. PORTABLE VARIABLE MESSAGE SIGN, RELOCATION - Item No. Special Provision No. 706F04 January 2013

Amendment to OPSS 706, November 2010 706.01 SCOPE Section 706.01 of OPSS 706 is amended by the addition of the following: This specification also covers the requirements for the use of portable variable message signs (PVMS) for traffic control signing during construction. 706.02 REFERENCES Section 706.02 of OPSS 706 is amended by the addition of the following under Authority Publications - Ministry of Transportation of Ontario: Designated Source for Materials (DSM) Manual 706.05 MATERIALS Section 706.05 of OPSS 706 is amended by the addition of the following subsection: 706.05.03 Portable Variable Message Signs Portable variable message signs shall be supplied from a source in the MTO Designated Source for Materials manual. 706.05.03.01 Modems for Portable Variable Message Signs Portable variable message signs shall be equipped with modems active on the Ministry’s communications network. The Contractor shall be responsible for modem procurement and activation from the modem supplier at least 2 weeks prior to requiring the signs. The Contractor shall order the modems through www.wpci.com; Bell Mobility - WPCI using the user name: mto and the password: contractor all in lower case. Upon ordering, the Contractor shall provide the following details to WPCI: • Contract number, and the respective MTO Region • The sign make and model • Proposed deployment location for the sign • Billing contact information and address • The date when the modem is required and the proposed duration for use. • Two emergency contact numbers with respect to the account. The Contractor shall be responsible for the payment of all fees associated with the procurement of the modem, activation of the service and the monthly data communication fees throughout the duration of the Contract. The Contractor shall be responsible for paying for a $50 activation fee for all modem activations


with a usage term of 6 months or less. The Contractor shall pay for the data communication fees in the amount of $ 25 per month + applicable taxes, per sign from the start of the Contract, through to Contract Completion. The Contractor shall be responsible for modem procurement and activation from the online Wireless Personal Communications Inc. (WPCI) web store at least 2 weeks prior to requiring the signs. For any issues regarding activation of modems on the site, the Contractor shall contact the Ministry’s WPCI contact: Cindy Vyse; e-mail: [email protected].. At least 2 business days prior to the delivery of the signs the Contractor shall provide the following information to the Contract Administrator and the local COMPASS or Regional Communications Centre: • Static IP address(es) • Phone number(s) • ESN #(s), sign manufacturer and model • Proposed deployment location for the sign(s). Modems shall not be transferred from other Ministry contracts. The modem(s) shall be activated and deactivated specifically for the purposes of this contract. 706.07 CONSTRUCTION Section 706.07 of OPSS 706 is amended by the addition of the following subsection: 706.07.04 Portable Variable Message Signs 706.07.04.01 Messaging on Signs * Designer Fill-in – See Notes to Designer 706.07.04.02 Modem Testing, Installation and Decommissioning The Contractor shall test the modem with WPCI to ensure full functionality prior to sign deployment. Once in receipt of the modems, the Contractor shall connect the power and CAT5 communications cable to the modem in the sign and ensure that the modem and sign are turned on. The Contractor shall receive written communication from WPCI confirming that the modem is operational and properly configured per the associated sign type. At Contract Completion, the Contractor shall request in writing to WPCI (via an E-Mail to: [email protected]) to have the modems deactivated. The Contractor shall be responsible for providing MTO with a written confirmation from WPCI that the modem(s) have been cancelled from the Ministry’s network as of the specified date. 706.07.04.03 Relocation of Portable Variable Message Signs The Contractor shall be responsible for relocating the sign(s) as required by the various construction stages as indicated in the Contract. The Contractor shall provide at least 2 business days advance notice to the Contract Administrator regarding the delivery and/or relocation of PVMS within the construction work zone. The Contractor shall propose the exact location of the signs in a manner to ensure maximum visibility for motorists without impacting safety in accordance with the Ministry’s clear zone requirements. The Contract Administrator shall approve the chosen deployment sites prior to the signs being deployed.


706.07.04.04 Removal of Portable Variable Message Signs For portable variable message signs being used on a temporary basis; the Contractor shall be responsible for removing the sign at Contract Completion. The Contractor shall provide at least 2 Business Days advance notice to the Contract Administrator regarding the removal of the PVMS from the construction work zone. 706.07.04.05 Maintenance of Portable Variable Message Signs The Contractor shall be responsible for maintaining the continuous operation of the PVMS, as required, throughout the duration of the Contract. If a PVMS or communications failure occurs, the Contractor shall notify the Contract Administrator and take immediate action to correct the problem. The Contractor shall be responsible for the following maintenance related items for all PVMS supplied: • PVMS sign face is aimed with the sign sight tube to the center of the approach roadway approximately

200m upstream of the sign to ensure maximum visibility • Solar panels are tilted and rotated to face south • All pixels and LEDs in the sign face remain operational • Sign is elevated to its maximum height with the locking pin in place; sign face is to be regularly cleaned

from dirt, road salt or debris that may obstruct the visibility of the sign • Batteries are replaced as needed to ensure that battery levels are maintained per the supplier’s operational

requirements; and • Modems and other remote communications equipment remain operational. The Contractor shall conduct daily inspections on the supplied PVMS to ensure the aforementioned requirements are maintained throughout the duration of the Contract. OPSS 706 is amended by the addition of the following section: 706.09 MEASUREMENT FOR PAYMENT 706.09.01 Portable Variable Message Sign (Temporary) Measurement for the above tender item is by Plan Quantity. The unit of measure is each. 706.09.02 Portable Variable Message Sign, Relocation Measurement for the number of PVMS relocations is by Plan Quantity. The unit of measure is each. Message signs that are temporarily surplus for intermediate stages but will be required later shall be paid as one relocation for the combined moves into and out of site storage, including any off-site storage required due to space restrictions. 706.10 BASIS OF PAYMENT Section 706.10 of OPSS 706 is amended by the addition of the following subsections. 706.10.02 Portable Variable Message Sign (Temporary) – 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.


Partial payments shall be made on the following basis: - 90% for supply, installation; - 10% upon receipt of written notification from Bell-Mobility - WPCI that the modems have been cancelled

from the Ministry secured network. 706.10.03 Portable Variable Message Sign, Relocation - 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.

TRAFFIC CONTROL SIGNING - Item No. Special Provision No. 706F05 January 2015 Amendment to OPSS 706, November 2010 Use of Portable Lane Control Signals (PLCS) * Designer’s Option – See Notes to Designer


PAVEMENT MARKING - Item No.PAVEMENT MARKING, DURABLE - Item No. PAVEMENT MARKING, TEMPORARY - Item No.PAVEMENT MARKING, TEMPORARY - REMOVABLE - Item No.



710.07.09 Application Subsection 710.07.09 of OPSS 710 is amended by the addition of the following: 710.07.09.09 Application of Stop Lines The Contractor shall coordinate the application of the required pavement markings and the entering into service of the traffic signals, as specified elsewhere in the Contract Documents and in accordance with the signed PH-M-125 drawing. The application of all pavement markings for stop lines, pedestrian crosswalks, lane designation markings, for the major approaches shall be completed on the same day, prior to the traffic signals being put into service. The application of the above noted pavement markings on the minor approaches and all edge lines must be completed within a 48 hour window prior to the traffic signals being put into service.


PAVEMENT MARKING - Item No. PAVEMENT MARKING, TEMPORARY - Item No.


Double Application of Organic Solvent Based Traffic Paint

Amendment to OPSS 710, November 2010 710.03 DEFINITIONS Section 710.03 of OPSS 710 is amended by the addition of the following: Track Free means the condition of the paint marking when a passenger car, driven across the marking does not pick up any marking on the tire treads. 710.07 CONSTRUCTION 710.07.09.02 Organic Solvent Based Traffic Paint The first paragraph of Subsection 710.07.09.02 of OPSS 710 is deleted and replaced by the following: The Contractor shall apply 2 applications of paint and glass beads to the top course of asphalt or concrete pavement. The first application on the top course shall be applied when the pavement surface temperature is 3 °C or above, unless otherwise approved in writing by the Contract Administrator. The second application shall not be applied until the first application is track free. Subsection 710.07.09.02 of OPSS 710 is amended by the addition of the following after the last paragraph: The Contractor shall apply the second application of paint and glass beads, to the top course of asphalt or concrete pavement, on top of the first application and in accordance with the requirements for the first application. The second application shall be applied before winter. The Contractor shall apply a second application of paint and glass beads to pavement markings placed on binder courses that will remain in use over the winter. This second application shall be applied before winter and shall meet the requirements specified for the application on the top course. Should the Contractor elect to use this material for the item "Pavement Marking, Temporary", then the Contractor shall apply a second application of paint and glass beads to temporary pavement markings placed on any asphalt or concrete pavement surface that will remain in use over the winter. This second application shall be applied before winter and shall meet the requirements specified for the application on the top courses.


Section 710.10 of OPSS 710 is deleted and replaced by the following: 710.10 BASIS OF PAYMENT Payment at the Contract price for the above tender item(s) shall include full compensation for all labour, Equipment and Material required to do the work, including the second application of material as indicated above. Where the Contractor elects to use organic solvent based traffic paint, progress payment will be made based on the following: 60 % for the first application 40% for the second application


PAVEMENT MARKING OBLITERATING – BY ABRASIVE BLASTING - Item No.


Removing and Obliterating Pavement Markings

Amendment to OPSS 710, November 2010 710.02 REFERENCES Section 710.02 of OPSS 710 is amended by the addition of the following, under: Ontario Ministry of Transportation Publications Designated Sources for Materials (DSM) 710.06 EQUIPMENT Section 710.06 of OPSS 710 is amended by the addition of the following subsection: 710.06.04 Removal Equipment Pavement markings shall be removed by abrasive blasting, using equipment and material as specified in the DSM listing for Line Removal Systems, Pavement Markings. 710.07 CONSTRUCTION

710.07.03 Pavement Marking Obliterating Subsection 710.07.03 of OPSS 710 is amended by the addition of the following: The depth of the removal shall be the minimum required to totally remove the existing pavement markings, to a normal depth, typically averaging 3 mm. Pavement marking obliterating shall be carried out using a soft abrasive blast cleaning system at the locations specified in the contract. The Contractor shall control the operation so that the asphalt pavement is not damaged in any way and to ensure that no pavement marking remains visible upon completion. The Contractor’s operation shall be carried out in accordance with approved methods as specified in the DSM listing for Line Removal Systems, Pavement Markings, so as to control any dust or effluent generated by the operation.



Clause 710.09.02.01 of OPSS 710 is amended by the addition of the following item: Pavement Marking Obliterating – By Abrasive Blasting

710.10 BASIS OF PAYMENT Subsection 710.10.01 of OPSS 710 is amended by the addition of the following item: Pavement Marking Obliterating – By Abrasive Blasting - Item


PAVEMENT MARKING OBLITERATING - BY GRINDING - Item No.



Amendment to OPSS 710, November 2010 710.02 REFERENCES Section 710.02 of OPSS 710 is amended by the addition of the following, under: Ontario Ministry of Transportation Publications Designated Sources for Materials (DSM)

710.06 EQUIPMENT Section 710.06 of OPSS 710 is amended by the addition of the following subsection: 710.06.04 Removal Equipment Pavement markings shall be removed by grinding using equipment as specified in the DSM listing for Line Removal Systems, Pavement Markings. 710.07 CONSTRUCTION 710.07.03 Pavement Marking Obliterating Subsection 710.07.03 of OPSS 710 is amended by the addition of the following: The removal shall exceed the width and length of the marking to be removed by a minimum of 10 mm. The depth of the removal shall be the minimum required to totally remove the existing pavement markings, to a normal depth, typically averaging 3 mm. The Contractor’s operation shall be carried out in accordance with approved methods as specified in the DSM listing for Line Removal Systems, Pavement Markings, so as to control any dust or effluent generated by the operation.


Clause 710.09.02.01 of OPSS 710 is amended by the addition of the following item: Pavement Marking Obliterating - By Grinding


710.10 BASIS OF PAYMENT Subsection 710.10.01 of OPSS 710 is amended by the addition of the following item: Pavement Marking Obliterating - By Grinding - Item


PAVEMENT MARKING OBLITERATING - BY BLACK LINE MASK – Item No.



Amendment to OPSS 710, November 2010 710.07 CONSTRUCTION

710.07.03 Pavement Marking Obliterating

Subsection 710.07.03 of OPSS 710 is amended by the addition of the following: The black line mask shall be installed and maintained at the locations shown in the contract and shall be removed when no longer required. Removed materials shall be managed in accordance with OPSS 180. The black line mask shall completely cover the existing pavement markings so that they are not visible to traffic. Black line mask that fails to perform as required shall be reapplied at no additional cost to the Owner. Where the existing pavement markings are damaged due to the removal of the black line mask, they shall be repaired or reinstated to the satisfaction of the Owner, in accordance with OPSS 710, at no cost to the Owner. 710.08 QUALITY ASSURANCE Section 710.08 of OPSS 710 is amended by the addition of the following subsection. 710.08.04 Pavement Marking Obliterating By Black Line Mask Black line mask shall be reapplied, when required, at no additional cost to the Owner. If more than 30 cumulative lineal metres per lane kilometre of black line mask fails to perform, the Contractor shall reapply line mask in the failed areas within 48 hours of the occurrence of the failure, at no additional cost to the Owner. If less than 30 cumulative lineal metres per lane kilometre of black line mask fails to perform, the Contractor shall reapply line mask in the failed areas within 7 calendar days of the occurrence of the failure, at no additional cost to the Owner. Failure to reapply black line mask within the stipulated timeframes will result in a penalty of $5,000.00 per day for each calendar day, or part thereof, that the failed line mask remains un-repaired beyond the noted timeframes, including the day of repair if repaired beyond the stipulated timeframes. The Owner shall be the sole authority in determining the time of occurrence and extent of the failures. There will be no payment adjustment for black line mask width in excess of 10 cm for single width applications or 20 cm for double applications as indicated elsewhere.



Clause 710.09.02.01 of OPSS 710 is amended by the addition of the following: Pavement Marking Obliterating - By Black Line Mask Measurement of Pavement Marking Obliterating - By Black Line Mask shall be by Plan Quantity by the length in metres required to cover 10 cm nominal width pavement markings, excluding gaps. The length in metres of black line mask placed, excluding gaps, will be doubled when 20 cm nominal width pavement markings are required to be covered. 710.10 BASIS OF PAYMENT Subsection 710.10.01 of OPSS 710 is amended by the addition of the following item: Pavement Marking Obliterating - By Black Line Mask - Item


PAVEMENT MARKERS, RECESSED - Item No.


Markers Requirements for Recessed Pavement Markers


710.01 SCOPE

Section 710.01 of OPSS 710 is amended by the addition of the following: This specification also covers the requirements for the installation of recessed pavement markers. 710.05 MATERIALS


710.05.08 Recessed Pavement Markers

Recessed pavement markers products are available from the following sources:

1) 3M 290 recessed marker, available from Astra International 5250 Lakeshore Rd. Unit 204 Burlington, ON L7L 5L2 Phone: (905) 635 8069

2) Ray-O-Lite Snowlite 300 marker, available from:

Astra International 5250 Lakeshore Rd. Unit 204 Burlington, ON L7L 5L2 Phone: (905) 635 8069

710.07 CONSTRUCTION

710.07.09 Application Subsection 710.07.09 of OPSS 710 is amended by the addition of the following: 710.07.09.10 Pavement Markers, Recessed Recessed pavement markers shall be supplied and installed as specified in the Contract Documents and according to the manufacturer’s recommendations. Management of excess material shall be as specified elsewhere in the Contract Documents.


710.09 MEASUREMENT FOR PAYMENT Clause 710.09.02.02 of OPSS 710 is amended by the addition of the following item: Pavement Markers, Recessed 710.10 BASIS OF PAYMENT Subsection 710.10.01 of OPSS 710 is amended by the addition of the following item:

Pavement Markers, Recessed - Item


PAVEMENT MARKING - Item No. PAVEMENT MARKING, DURABLE - Item No.



710.07.06 Short Term Pavement Marking ------------------------------------------------------------------------------------------------------------------------------------ * DESIGNER'S OPTION A The second paragraph of subsection 710.07.06 of OPSS 710, is deleted and replaced by the following: The Contractor shall apply short term pavement markings for the centerline, lane lines and 10 cm. wide continuous edge of pavement lines. ------------------------------------------------------------------------------------------------------------------------------------ The fifth paragraph of sub-section 710.07.06 is deleted and replaced by the following: The Contractor shall use paint for short term pavement markings, except for the short term pavement markings that are to be replaced on a final surface course which shall be temporary, preformed, removable, pavement marking tape. ------------------------------------------------------------------------------------------------------------------------------------ ** DESIGNER'S OPTION B Table 1 of OPSS 710 is amended by the addition of the following: All types of short term pavement markings shall be Type * ------------------------------------------------------------------------------------------------------------------------------------


PAVEMENT MARKING, TEMPORARY - Item No.


Amendment to OPSS 710, November 2010 * Designer Fill-in - See Notes to Designer


PAVEMENT MARKING, TEMPORARY, FIELD REACTED POLYMERIC - FLUORESCENT ORANGE – Item No.

Special Provision No. 710F09 February 2012


710.07 CONSTRUCTION



Clause 710.09.02.01 of OPSS 710 is amended by the addition of the following:

Pavement Marking, Temporary, Field Reacted Polymeric - Fluorescent Orange


Subsection 710.10.01 of OPSS 710 is amended by the addition of the following tender item:

Pavement Marking, Temporary, Field Reacted Polymeric - Fluorescent Orange - Item

February 2012 Pg. 1 of 1 SSP 710F09

PAVEMENT MARKING, TEMPORARY, PAINT - FLUORESCENT ORANGE - Item No.

Special Provision No. 710F10 February 2012


710.07 CONSTRUCTION




Pavement Marking, Temporary, Paint - Fluorescent Orange



Pavement Marking, Temporary, Paint - Fluorescent Orange - Item

February 2012 Pg. 1 of 1 SSP 710F10

PAVEMENT MARKING, TEMPORARY REMOVABLE - FLUORESCENT ORANGE - Item No.





Pavement Marking, Temporary Removable - Fluorescent Orange



Pavement Marking, Temporary Removable - Fluorescent Orange - Item

February 2012 Pg. 1 of 1 SSP 710S11


ENERGY ATTENUATOR – TEMPORARY, REDUCED EXPOSURE - Item No.

ENERGY ATTENUATOR – RELOCATION, REDUCED EXPOSURE - Item No.


Amendment to OPSS 723, April 2015

TABLE 2 of OPSS 723 is deleted in its entirety and replaced with the following:

TABLE 2

Energy Attenuator, Temporary (EAT)

Energy

Attenuator

NCHRP Report 350

Test Level

Temporary Installation

TL-2 TL-3 Reduced

Exposure

(RE)

Narrow

(NA)

Wide

(WI)

Extra Wide

(EW)

Dual Duty

(DD)

TAU-II System Yes Yes Yes Yes No No No

TAU-II Wide

System Yes Yes No No Yes No No

TAU-II Extra

Wide System Yes Yes No No No Yes No

ABSORB 350

System Yes Yes Yes No No No No

Quadguard

System Yes Yes Yes Yes No No No

Quadguard Wide

System Yes Yes No No Yes No No

Quadguard Extra

Wide System Yes Yes No No No Yes No

ACZ 350 System Yes Yes Yes No No No No

Smart System Yes Yes Yes Yes No No Yes

TRACC System Yes Yes Yes Yes No No No

SLED System Yes Yes Yes No No No No

CONCRETE BARRIER - Item No. ASYMMETRIC CONCRETE BARRIER - Item No. TALL WALL BARRIER - Item No. ASYMMETRIC TALL WALL BARRIER - Item No.


Amendment to OPSS 740, November 2010 740.05.04 Concrete Pad for Precast Concrete Barrier Subsection 740.05.04 of OPSS 740 is deleted in its entirety. 740.07.01 Concrete Barrier 740.07.01.01 Foundation Preparation Clause 740.07.01.01 of OPSS 740 is amended by the deletion of the third paragraph. 740.07.01.02 Tolerances Clause 740.07.01.02 of OPSS 740 is amended by deleting the third paragraph and replacing it with the following: When a 3 m long straight edge is placed on the top and faces of the concrete barrier surface, the surface of the concrete shall not vary more than 6 mm from the edge of the straight edge.

740.07.01.03 Surface Finish

Clause 740.07.01.03 of OPSS 740 is amended by deleting the first paragraph and replacing it with the following: The surface of the concrete barrier placed with conventional forms shall have a surface finish according to OPSS 904.

740.07.01.04 Curing

Clause 740.07.01.04 of OPSS 740 is deleted in its entirety and replaced with the following: Curing shall be according to OPSS 904 with the exception that white pigmented curing compound is permitted with slipformed concrete. Curing for formed surfaces shall be according to OPSS 904. When joints are made after the application of curing compound the exposed face of the barrier in the vicinity of the joint shall be retreated with curing compound. When white pigmented membrane is used as curing compound on slip formed barrier, it shall also be used on adjacent preformed barrier sections for colour uniformity.


740.07.01.05 Cold Weather Concreting Clause 740.07.01.05 of OPSS 740 is deleted in its entirety and replaced with the following: 740.07.01.05 Concrete Subject to Cold Weather

Concrete shall not be placed by slipforming when the ambient air temperature is below 0 °C. When the concrete is placed at temperatures of 5 °C or less, the concrete in the barrier wall shall be maintained at a minimum temperature of 5 °C for 3 days. The compressive strength cylinders shall be cast and cured with the barrier wall. The 3-day compressive strength cylinders shall be at least 80% of the minimum specified 28-day compressive strength of the wall. If the Contractor cannot meet these conditions, then the concrete shall be protected according to OPSS 904, for slabs on the grade. 740.07.01.07 Construction Joints Clause 740.07.01.07 of OPSS 740 is deleted in its entirety and replaced by the following: Construction joints shall be vertical and square with a rough joint face. The joints shall be created by sawcutting the hardened concrete to a depth of 45 ± 5 mm around the outside of the barrier and removing the remaining loose and excess concrete. Curing compound shall be applied to the joint face. Transition sections between barrier and treatments for high mast lighting poles, overhead sign structures and bridge piers in median shall be one piece construction of the same class of concrete as the barrier. No portion of the transition shall be slipformed. Dowels shall only be used at transitions. Continuity between transition sections and barrier wall sections shall be accomplished by using three size 25M by 1.0 m long, epoxy coated smooth reinforcing bars placed horizontally in the wall. The three bars shall be embedded 500 mm into the squared end of the constructed wall and shall be located on the barrier centre line, commencing 150 mm from the top of the barrier and equally spaced vertically at 150 mm intervals. Construction joints at transition sections for Tall Wall concrete barrier shall consist of five horizontal epoxy coated smooth reinforcing bars installed and greased as indicated above. Prior to constructing the addition, the exposed horizontal bars and the squared end of the barrier wall shall be greased to inhibit bonding. Transitions for high mast lighting poles and overhead sign structures shall be one-piece construction of the same class of concrete as the barrier wall. 740.07.01 Concrete Barrier

Subsection 740.07.01 of OPSS 740 is amended by the addition of the following clause: 740.07.01.09 Isolation and Contraction Joints

All joints shall be formed in the plastic concrete immediately following the slipform equipment. The joints shall be formed using a grooving tool with a minimum 40 mm deep bit and shall be continuous along the front


and back vertical face, excluding the top of the barrier. Tooling marks or other surface defects adjacent to the newly formed joint shall be trowelled smooth. The Contractor may submit a proposal to sawcut the contraction joints in lieu of scoring, which may be permitted subject to a demonstration of the proposed technique and prior approval by the Contract Administrator. Isolation joints shall be placed on each side of the outside perimeter of all sub-surface structural elements such as storm-water and maintenance access structures to accommodate vertical differential movement. Contraction joints shall be equally spaced along the barrier wall at 4 m intervals. This interval may be locally modified to a length between 3 to 5 m to avoid being within 3 m of any other joint. The construction joint at the end of the day shall coincide with a contraction or isolation joint. Cracks outside the joints are unacceptable. The section containing the crack(s) shall be removed and replaced at the Contractor’s expense. The limits of removal shall extend to the nearest joint on each side of the crack. 740.10 BASIS OF PAYMENT Subsection 740.10.01 of OPSS 740 is amended by deleting the second paragraph.


..... m NOISE BARRIER - Item No.

..... m NOISE BARRIER INCLUDING PRECAST NOISE/TRAFFIC BARRIER - Item No.

..... m NOISE BARRIER ON STRUCTURES - Item No.

..... m SALVAGEABLE NOISE BARRIER - Item No.

..... m SALVAGEABLE NOISE BARRIER INCLUDING PRECAST NOISE/TRAFFIC BARRIER - Item No.PRECAST NOISE/TRAFFIC BARRIER - Item No.

Special Provision No. 799F01 March 2012

CONSTRUCTION SPECIFICATION FOR THE INSTALLATION OF NOISE BARRIER

TABLE OF CONTENTS

1.0 SCOPE

2.0 REFERENCES

3.0 DEFINITIONS - Not Used


5.0 MATERIALS


7.0 CONSTRUCTION




1.0 SCOPE

This specification covers the requirements for the installation of noise barriers.

2.0 REFERENCES


Ontario Provincial Standard Specifications, Construction:

OPSS 206 Grading OPSS 501 Compacting OPSS 609 Grounding

March 2012 Pg. 1 of 8 SSP 799F01

Ontario Provincial Standard Specifications, Material:

OPSS 1350 Concrete -Materials and Production OPSS 1352 Precast Concrete Barriers

Canadian General Standards Board:

CGSB 1-GP-181-M1977 & March 1978 Amendment – Coating; Zinc Rich, Organic, Ready Mix

CSA Standards:

CSA Z107.9-00 Standard for Certification of Noise Barriers February 2000 CAN/CSA-S6-06 Canadian Highway Bridge Design Code CSA G164-M1981 Hot Dip Galvanizing of Irregularly Shaped Articles CSA W 47.1-1983 Certification of Companies for Fusion Welding of Steel Structures CSA W 59.1-1982 Welded Steel Construction (Metal-Arc Welding) CAN3-A23.2-M77 Method of Test for Concrete CAN3-A5-M 1983 Portland Cement/Masonry Cement/Blended Hydraulic Cement


4.01 Design Requirements

The Contractor shall construct a noise barrier with the following minimum design features.

4.01.01 Reference Wind Pressure

Reference wind pressure: *.

4.01.02 Acoustics

The minimum acoustical characteristic of the noise barrier shall be such that the noise barrier is **.

4.01.03 Aesthetics

The exact colour and pattern for the barrier will be specified following award of the contract but will be within the following parameters:

Number of colours adjacent to highway ***.

in the proportion of _______ _______ _______ _______

Number of textures _______


Number of colours adjacent to residential property ***.



Number of textures _______


Final colour selections will be determined by the Contract Administrator at the point of manufacture from samples prepared by the Manufacturer.

4.02 Submission Requirements

4.02.01 Shop Drawings

The Contractor shall submit to the Contract Administrator six (6) copies of all shop drawings for noise barriers at least four (4) weeks prior to the commencement of construction. The shop drawings shall show full details of noise barrier related items, erection procedures and if applicable, connections to structures. All shop drawings shall bear the seal and signature of an Engineer.

4.02.02 Certificates of Conformance

4.02.02.01 Constructed Footings

Prior to shipment of the noise barrier from the fabrication facility, the Contractor shall submit to the Contract Administrator a Certificate of Conformance sealed and signed by a Quality Verification Engineer. The Certificate shall state, that the footings have been constructed in general conformance with the contract documents including requirements for the location, top of footing elevation and finish to the specific tolerances.

4.02.02.02 Noise Barrier Installation

Upon completion of the installation of the noise barrier, the Contractor shall submit to the Contract Administrator a Certificate of Conformance sealed and signed by a Quality Verification Engineer. The Certificate shall state that the installation has been carried out in general conformance with the contract documents and shop drawings.

5.0 MATERIALS

The Contractor shall only use one type of barrier except on those contracts where additional barrier types are specified for use on structures or for differing sound absorption requirements.

5.01 Welds

All welds shall conform to CSA W59.1 and CSA W47.1.

Steel posts to which special attachments are welded shall be hot dip galvanized after fabrication according to the requirements of CSA Standard G164-M.

5.02 Silicone Sealant

Silicone sealant shall be CGE SILPRUF 2000 Series.


5.03 Post Footings

Concrete in post footings shall be 20 MPa according to the requirements of OPSS 1350.

5.04 Granular Materials

Granular material shall be as specified elsewhere in the Contract.

7.0 CONSTRUCTION

7.01 Site Grading and Preparation

Grading and berm construction, which is associated with the barrier installation, shall be completed to within 25 mm below the bottom of the barrier prior to constructing the barrier footings.

All grading shall be in accordance with OPSS 206.

Excavated material not designated to be incorporated as backfill shall be managed as specified elsewhere in the Contract.

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

There shall be no visible gaps between any barrier panels nor beneath the bottom panels after completion of the barrier.

Tree pruning and removal shall be kept to a minimum.

7.02 Highway Signs

Existing highway signs shall be maintained. If necessary, these signs may be placed on temporary stands during construction.

7.03 Footings

The depth of the footings shall be determined by the Contractor in accordance with CAN/CSA-S6 Canadian Highway Bridge Design Code Clause 12.5.7 based on the following soil design parameters.

Sta. to Sta. Soil Design Parameter

****

7.03.01 Footings in Earth

Where footings are to be installed on or within 1 m from a downward slope of 3:1 or steeper, the shop drawings shall reflect this and shall note an increase in embedment depth of a minimum of 0.5 m greater than the requirements of the Canadian Highway Bridge Design Code. Concrete for drilled footings shall be cast entirely against undisturbed soil. If other than drilled footings are necessary, the footing shall be formed and the excavation shall be backfilled with granular materials and compacted to at least 95% Proctor. For concrete posts, the concrete working slab below the construction joint in the footing shall be placed a minimum of 4 hours prior to installing the post. Where required, the tops of all footings are to be shaped to provide for full horizontal


seating of panels, the remaining surface area is to be sloped away from the post so as to shed water. Stepped footings are to be constructed to suit grade changes.

The concrete in the footings shall be cured for a minimum period of 5 days before the noise panels can be installed.

7.03.02 Footings in Rock

When rock is encountered within the specified excavation depth for footings in earth, the footing shall be constructed in accordance with the "Footings in Earth" design down to a minimum of 300 mm into the solid rock or 1.5 m below the top of footing grade, whichever is the greater depth.

All excavations into rock shall be backfilled entirely with concrete. The excavation above the top of rock may be formed to the required dimensions and the remainder of the excavation backfilled with granular material.

7.04 Posts

The barrier shall be constructed to the line and grades specified with a tolerance of �10 mm. The posts shall be plumb within a tolerance of �10 mm in 5 m.

Galvanized surfaces which are abraded shall be cleaned and painted with a zinc-rich paint conforming with CGSB 1-GP-181M.

Changes in horizontal direction shall be made using special arrangements of the posts as specified by the manufacturer.

7.05 Panels

The profile of the barrier shall be installed to match the ground profile up to the maximum grade specified on the drawings. To accommodate ground profiles greater than the maximum grade, the barrier shall be stepped in accordance with manufacturer’s recommendations.

All panels and posts shall be cleaned of any oils, dirt and debris.

7.06 Noise Barriers on Structures

Noise barriers shall be attached to the structure as specified in the contract.

Flashing shall be installed according to the details in the contract and in such a manner that water will not pond on the structure. Upon completion of the flashing installation the Contractor shall apply silicone sealant according to the manufacturer’s recommendations and as follows:

a) all surfaces to receive sealant shall be clean and dry;

b) the flashing surface is to be wiped with Naphtha to remove oils and dirt; and

c) deleterious material is to be removed from the concrete surface by light wire brushing.


7.07 Precast Noise/Traffic Barriers

The precast noise/traffic barrier units shall be constructed to the line and grades specified in the contract with a tolerance of �10 mm. All related posts shall be plumb within a tolerance of �10 mm in 5 m.

When changes in horizontal alignment greater than 2 degrees or when changes in vertical alignment greater than 2% between adjacent units occur, the ends of the units shall be manufactured with the appropriate skewed end detail. Units required to match ground profiles with grades in excess of 2% shall be manufactured with skewed ends to match vertical post detail. The space between each unit on the traffic side surface shall not exceed 25 mm at the base of the traffic barrier. The difference in elevation between adjacent units shall not exceed 25 mm. Any levelling or plumbing of units shall be done solely by the use of mortar bedding on the post footings.

The granular base for the precast noise/traffic barrier units shall be placed in such a manner as to ensure that there are no voids between the bottom surface of units and the granular material and that the units are set to the correct line and grades.

The precast noise/traffic barrier units shall be set into a bed of fresh mortar at the post footings. The top of footings shall be clear of foreign material, ice, snow or water.

The precast noise/traffic barrier units shall be positioned so as to have complete contact with the post flange along the traffic side of the units.

The top of the noise/traffic barrier units shall be cleared of any foreign or loose material, ice, snow, or water prior to installing the noise barrier panels.

The point of contact between the top of the precast noise/traffic unit and the bottom of the noise barrier panels shall be sealed with either mortar, neoprene or silicone sealant on both sides of the noise barrier panels along the entire length.

7.08 Salvageable Noise Barriers

Salvageable noise barriers when specified are to be installed in accordance with the manufacturer's instructions.

7.09 Connection to Existing Chain Link Fence

Where sections of an existing chain link fence are to be removed and/or replaced with a noise barrier, the Contractor shall ensure that a sufficient length of existing chain link security fence is maintained in good condition to adequately allow for connection to a new post at locations shown in the Contract.

7.10 Underground Utility and Drainage Crossings

Shortened post spacing will be allowed to avoid placing posts on top of utilities and drainage facilities that interfere with the originally proposed barrier footing location.

7.11 Existing Overhead High Voltage Lines

Where the potential of arcing exists due to the close proximity of existing overhead high voltage lines, metal noise barrier panels and girts must be grounded in accordance with the requirements of OPSS 609.


7.12 Personnel

The Contractor shall engage the services of an Engineer who will act as the Quality Verification Engineer.

7.13 Quality Control

The Contractor shall destructively test a minimum of one in 500 concrete noise barrier panels to verify:

- depth of concrete cover to the reinforcing steel - position of the reinforcing steel - thickness of concrete and sound absorptive layers

Where noise barrier includes concrete panels without the sound absorptive layers, the Contractor shall carry out compressive strength according to CAN3-A23.2-M and CAN3-A5-M and salt scaling resistance tests according to OPSS 1352.

The Contractor shall submit to the Contract Administrator the destructive test results, compressive strength test results and salt scaling resistance test results at least 7 days prior to the installation of the panels. The compressive strength and salt scaling test results shall not be more than 12 months old at the time of submission.


The Contractor shall install noise barrier materials, which are visually uniform in appearance in terms of colour, pattern and texture. Uniformity of appearance is subject to approval of the Contract Administrator. Noise barrier panels must visually match adjacent panels. Inspection will occur during construction after installation at a distance of approximately 15 metres from the noise barrier.


9.01 ..... m Noise Barrier ..... m Noise Barrier Including Precast Noise/Traffic Barrier ..... m Noise Barrier On Structures ..... m Salvageable Noise Barrier ..... m Salvageable Noise Barrier Including Precast Noise/Traffic Barrier Precast Noise/Traffic Barrier

Measurement for the above items shall be by Plan Quantity by the horizontal length in metres, of the specified height of noise barrier. Transitions between barrier heights will form part of the higher barrier, and terminations will form part of the adjoining barrier.

At the discretion of the Contract Administrator, if unidentified difficult soil conditions, i.e. rock, shale or unstable earth is encountered above the design footing depths, work necessary to complete the design requirements such as caissons, dewatering, additional concrete or different augering equipment, will be paid for as a Change in the Work.



10.01 ..... m Noise Barrier - Item ..... m Noise Barrier Including Precast Noise/Traffic Barrier - Item ..... m Noise Barrier On Structures - Item ..... m Salvageable Noise Barrier - Item ..... m Salvageable Noise Barrier Including Precast Noise/Traffic Barrier - Item Precast Noise/Traffic Barrier - Item

Payment at the Contract price(s) for the above tender item(s) shall be full compensation for all labour, Equipment and Material necessary to construct the noise barrier(s) and for providing test samples.

Grading of up to a depth of 300 mm shall be included as part of the noise barrier item. For earth grading requirements greater than 300 mm in depth, the full depth of grading is provided under the earth excavation item.


NOISE BARRIER FIRE HOSE ACCESS - Item No.


CONSTRUCTION SPECIFICATION FOR THE FABRICATION AND INSTALLATION OF FIRE

HOSE ACCESSES IN NOISE BARRIER STRUCTURES

1.0 SCOPE This specification covers the requirements for the fabrication and installation of fire hose accesses in noise barrier structures. 2.0 REFERENCES This specification refers to the following standards, specifications and publications: Ontario Provincial Standard Specifications, Construction:

OPSS 906 Structural Steel

CSA Standards CSA G164-M 1981 Hot Dip Galvanizing of Irregularly Shaped Articles

Others: SAE 1010 Hot Rolled Steel Commercial Quality SS 18-8 Stainless Steel Bolts and Washers Type 304 3.0 DEFINITIONS - Not Used 4.0 DESIGN AND SUBMISSION REQUIREMENTS - Not Used 5.0 MATERIALS 5.01 Access Frame and Metal Strip The fire hose access frame and metal strip shall be either 2.5 mm thick, type 304 stainless steel #2B or 4B finish, or steel which shall be hot dip galvanized to CSA G164 610g/m2 after fabrication. The steel shall be hot rolled SAE 1010 commercial quality that will withstand bending. 5.02 Cover The cover shall be 3.0 mm thick Acoustic Guard. The cover shall be installed with the natural curve of the material towards the frame. 5.03 Welding Welding shall be according to OPSS 906.


5.04 Bolts The hex head bolts and separate washers shall be stainless steel (18-8), Type 304. 6.0 EQUIPMENT - Not Used 7.0 CONSTRUCTION 7.01 Opening An opening shall be provided in the noise barrier at the location and of the dimension shown in the contract drawings. Girts and posts shall remain undamaged when openings are cut into panels. The opening shall not be cut greater than 5 mm larger than the dimensions shown on the contract drawings, and shall be cut at a minimum distance of one metre from centre line of barrier post to centre line of opening. Where the opening is to be located in horizontal concrete panels, the top or bottom of the opening should coincide with the tongue and grove joint closest to the desired mounting height. Where the opening is to be located in horizontal steel panels, it shall be cut at a location that will allow riveting of the frame to the crest of the corrugated surface on the highway side. Where the opening is to be located in vertical steel panels, vertical cuts shall be made along the depressed corrugated surface when cutting from the highway side, and along the crest of the corrugations from the residential side. A continuous bead of caulking shall be placed between the noise barrier wall and the fire hose access frame to ensure that there are no gaps. 8.0 QUALITY ASSURANCE - Not Used 9.0 MEASUREMENT FOR PAYMENT Measurement of fire hose access openings shall be by Plan Quantity Payment for each fire hose access installed. The unit of measure is each. 10.0 BASIS OF PAYMENT Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment and Material to do the work.


TEMPORARY TRANSITION RAIL - Item No.


CONSTRUCTION SPECIFICATION FOR TEMPORARY TRANSITION RAIL

1.0 SCOPE This specification covers the requirements for the installation of temporary transition rail. 2.0 REFERENCES This specification refers to the following standards, specifications, or publications. Ontario Provincial Standard Specifications, Material OPSS 1504 Steel Beam Guide Rail OPSS 1505 Channel Components (Steel Beam Guide Rail) OPSS 1506 Timber Posts and Blocks (Steel Beam Guide Rail) CSA Standards G40.21-M87 General Requirements for Rolled or Welded Structural Quality Steel G 164-M1981 Hot Dip Galvanized of Irregularly Shaped Objects 3.0 DEFINITIONS Temporary Transition Rail means the device which connects temporary concrete barrier to permanent barrier and guide rail systems. 4.0 DESIGN AND SUBMISSION REQUIRMENTS - Not Used 5.0 MATERIALS 5.01 Steel Beam Guide Rail and Channel Rail, terminal elements, bolts and nuts shall be according to OPSS 1504. Cold rolled channel shall be according to OPSS 1505. 5.02 C200 x 21 Channel Steel channel shall be according to CSA G40.21 - M87 TYPE 350G. Channel shall be hot dipped galvanized in accordance with CSA G164M. Bolts and nuts shall be according to OPSS 1504.


5.03 Timber Blockouts Timber blockouts shall be according to OPSS 1506. 6.0 EQUIPMENT- Not Used 7.0 CONSTRUCTION The work shall include the installation of steel beam guide rail and channel, Steel C200 x 21 channel, timber blockouts, associated hardware, and connecting the temporary transition to existing barrier or guide rail systems. All joints shall be lapped in the direction of traffic. Bolts shall be tightened to 100 Nm. Bolts shall be field cut as required to maintain a maximum protrusion of 12 mm beyond the nut. Upon removal of the temporary transition rail, the permanent guide rail shall be restored to its former condition. 8.0 QUALITY ASSURANCE - Not Used 9.0 MEASUREMENT FOR PAYMENT Measurement for temporary transition rail shall be by Plan Quantity for the number of installations required. The unit of measurement is each. 10.0 BASIS OF PAYMENT

10.01 Temporary Transition Rail - 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.



PERMANENT REACT 350 - Item No. Special Provision No. 799S04 February 2013

CONSTRUCTION SPECIFICATION FOR PERMANENT REACT 350

1.0 SCOPE This specification covers the requirements for the installation of permanent REACT 350. 2.0 REFERENCES This specification refers to the following standards, specifications or publications: Ontario Provincial Standard Specifications, Construction: OPSS 314 Untreated Granular, Subbase, Base, Surface Shoulder and Stockpiling. OPSS 904 Concrete Structures Ontario Provincial Standard Specifications, Material: OPSS 1350 Concrete - Materials and Production OPSS 1440 Steel Reinforcement for Concrete 3.0 DEFINITIONS - Not Used 4.0 DESIGN AND SUBMISSION REQUIREMENTS 4.01 Submission Requirements 4.01.01 Shop Drawings The Contractor shall submit to the Contract Administrator one (1) set of shop drawings for each installation. 5.0 MATERIALS 5.01 General All supplied components shall be according to the manufacturer’s specifications. 5.02 Object Marker and Object Marker Post Each installation shall include the supply and installation of an Object Marker Nose Cover Assembly and Object Marker (Wa-33), as shown on the contract drawings. The Wa-33 shall be mounted on an Impact Recovery System flexible post manufactured by Impact Recovery System, Inc. 5.03 Anchor Bolts Anchor bolts shall be supplied and installed in accordance with energy attenuator manufacturer recommendations.


5.04 Concrete Concrete shall be according to OPSS 1350, with a minimum strength of 30 MPa. 5.05 Steel Reinforcement Steel reinforcement shall be according to OPSS 1440. 6.0 EQUIPMENT - Not Used 7.0 CONSTRUCTION 7.01 General The Work shall include the supply and installation of the entire system as specified in the Contract Documents and according to the manufacturer's standards and specifications, including transitions, pad, bevelling of concrete barriers, debris covers, object marker nose covers, object markers and posts. 7.02 Permanent Installation 7.02.01 Concrete Pad (New) The Contractor shall perform any levelling or site preparation required to the existing granular base prior to placing the concrete pad. The concrete pad shall be constructed as specified in the contract drawings and shall be placed, cured and finished according to OPSS 904. 7.02.02 Granular Base The granular base below the concrete pad shall be according to OPSS 314, with a minimum depth of 150 mm of existing or new granular "A". 7.02.03 Concrete Pad (Existing) Existing concrete surfaces or concrete with asphaltic concrete overlay or existing concrete pads may be used when specified in the Contract and according to the energy attenuator manufacturer recommendations, provided the concrete is structurally sound and provides a smooth operating surface for the system. 7.03 Quality Control The Contractor shall provide a Certificate of the Installation of Safety Items, as specified in the Contract Documents, to the Contract Administrator for each temporary, permanent and relocated installation. 7.04 Management of Excess Materials Excess excavated material and construction debris shall be managed as specified in the Contract Documents.


8.0 QUALITY ASSURANCE - Not Used 9.0 MEASUREMENT FOR PAYMENT Measurement for the permanent REACT 350 is by Plan Quantity for the number of complete systems installed. The unit of measure is each. 10.0 BASIS OF PAYMENT 10.01 Permanent REACT 350 - 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.

ECCENTRIC LOADER TERMINAL SYSTEM – Item No. CONNECTICUT IMPACT ATTENUATION SYSTEM – Item No.CRASH-CUSHION ATTENUATING TERMINAL SYSTEM – Item No. STEEL BEAM ENERGY ATTENUATING TERMINAL SYSTEM – Item No. ENERGY ATTENUATOR – PERMANENT, NARROW – Item No.ENERGY ATTENUATOR – PERMANENT, WIDE – Item No. ENERGY ATTENUATOR – PERMANENT, EXTRA WIDE – Item No. ENERGY ATTENUATOR – PERMANENT, HIGH EXPOSURE – Item No. ENERGY ATTENUATOR – PERMANENT, SINGLE SIDED – Item No. ENERGY ATTENUATOR – TEMPORARY, NARROW – Item No.ENERGY ATTENUATOR – TEMPORARY, WIDE – Item No. ENERGY ATTENUATOR – TEMPORARY, EXTRA WIDE – Item No. ENERGY ATTENUATOR – TEMPORARY, REDUCED EXPOSURE – Item No.ENERGY ATTENUATOR – TEMPORARY, DUAL DUTY – Item No. ENERGY ATTENUATOR – RELOCATION, NARROW – Item No.ENERGY ATTENUATOR – RELOCATION, WIDE – Item No. ENERGY ATTENUATOR – RELOCATION, EXTRA WIDE – Item No. ENERGY ATTENUATOR – RELOCATION, REDUCED EXPOSURE – Item No. ENERGY ATTENUATOR – RELOCATION, DUAL DUTY – Item No. PERMANENT REACT 350 – Item No. TEMPORARY CONCRETE BARRIER RESTRAINT SYSTEM – PINNED – Item No. TEMPORARY CONCRETE BARRIER RESTRAINT SYSTEM – STRAPPED – Item No.TEMPORARY CONCRETE BARRIER RESTRAINT SYSTEM – BOLTED – Item No.


Certification of Safety Items A competent and authorized representative of the Contractor shall certify each installation has been supplied and installed in general conformance with the Contract Documents by completing Form PH-CC-877, Certification of the Installation of Safety Items, prior to opening the roadway to public traffic. This form shall be submitted to the Contract Administrator within 48 hours of the time of certification. At Completion of Work, each permanent installation shall be certified again by completing and submitting a new Form PH-CC-877. The Contract Administrator may review the installation of these tender items. For products with buried posts, the Contract Administrator may request the removal of up to two posts and associated underground hardware, as applicable, per installation to verify that the installation complies with the Contract Documents. The Contractor shall provide, at no cost to the Owner, such assistance and equipment required to complete this review. Should this review of buried posts and associated underground hardware identify any failure to generally conform to the requirements of the Contract Documents, the Contract Administrator may request a complete inspection of the installation, which may include the removal of all posts and underground hardware. Deficiencies identified by the complete inspection shall be corrected at no cost to the Owner and any Form PH-CC-877 previously issued for that installation shall be considered void. The Contractor shall provide a new Form PH-CC-877 for that installation and the Contract Administrator may initiate another review of that installation. No additional payment will be made for labour and equipment provided by the Contractor for the completion of the inspection, and the Contractor will be charged for the complete inspection at the rate of $500 per day, or part thereof. If the complete inspection confirms that the installation was constructed in


compliance with the Contract Documents, the Contractor will be reimbursed for time and material supplied to carry out the complete inspection, and for charges assessed.


PORTABLE TEMPORARY TRAFFIC SIGNALS – Item No.


CONSTRUCTION SPECIFICATION FOR PORTABLE TEMPORARY TRAFFIC SIGNALS

TABLE OF CONTENTS 1.0 SCOPE

2.0 REFERENCES

3.0 DEFINITIONS

4.0 SUBMISSION AND DESIGN REQUIREMENTS – Not Used

5.0 MATERIALS


7.0 CONSTRUCTION

8.0 QUALITY ASSURANCE - Not Used



1.0 SCOPE This specification covers the requirements for the supply, installation, operation and maintenance of portable temporary traffic signals, temporary illumination and associated power supply. 2.0 REFERENCES This specification refers to the following standards, specifications or publications: Ontario Provincial Standard Specifications, Construction

OPSS 106 General Specification for Electrical Work Ministry of Transportation Publications: Ontario Traffic Manual Book 7, Temporary Conditions Ontario Traffic Manual Book 12, Traffic Signals

September 2011 Page 1 of 7 SSP 799F07

3.0 DEFINITIONS

Portable temporary traffic signals means trailer mounted traffic control signals that receive power from a solar power system or generator. Portable temporary traffic signals shall have as a minimum one luminaire mounted over each portable temporary traffic signal trailer. The traffic signal heads shall be equipped with yellow backboards. Two traffic signal heads are required on each trailer unit.

5.0 MATERIALS 5.01 Portable temporary traffic signals

Portable temporary traffic signals shall be supplied as specified elsewhere in the Contract Documents. On each trailer, the Portable Temporary Traffic Signal shall have a minimum mounting height of 5 m for both the primary and secondary signal heads. The primary and secondary signal heads shall be separated by a minimum of 3.0 metres laterally. 5.02 Temporary Illumination Temporary illumination shall be according to the following: a) Minimum of one luminaire mounted over each portable temporary traffic signal trailer. b) Each luminaire shall have an output of 22,000 lumens. c) Each luminaire shall be mounted a minimum of 9 meters vertically from the roadway surface. d) The temporary luminaire shall be powered by generator. e) Switch on shall be set at 16 Lux and switch off shall be set at 50 Lux. 5.03 Temporary Housing The Contractor shall supply and install suitable housing and sound reduction measures to enclose the generator and reduce external noise levels to less than 45 dbA measured at a distance of 7m from the generator. The housing shall provide sufficient ventilation to prevent overheating and permit exhausting of any hazardous fumes. 7.0 CONSTRUCTION

7.01 General The Contractor shall install and relocate the portable temporary traffic signal and temporary illumination units at the locations indicated in the Contract Documents, or as directed by the Contract Administrator to comply with the approved PHM-125 drawing. The portable temporary traffic signals shall be installed on a level and stable surface. The Contractor is responsible for ensuring that all controller and conflict monitor programming is installed, and is responsible for setting all timing controls, switches and programming controls.


The Contractor is responsible for installing the traffic signal timing into the traffic signal controller as indicated in the timing sheet shown in the “Generic Signal Timing Sheet” included in this specification. The Contractor is responsible for verifying to his own satisfaction, that the signal timing is consistent and complete. The Contract Administrator shall review the signal operation during signal turn on. The Contractor shall ensure that pavement markings and signage consistent with the Contract Drawings are in place prior to signal turn-on. If required, the Contractor shall manually override the traffic signal operation as directed by the Contract Administrator, to minimize or eliminate queuing traffic. When the Contractor is actively working on site, the Contractor shall operate the portable traffic signals in fixed/actuated or manual mode as required to eliminate queuing traffic whenever it occurs. The Contractor shall record the date, start and end time of each manual override occurrence of the traffic signal operation. This information shall be recorded in the log book as specified elsewhere in the Contract Documents. The Contractor shall ensure 24-hour operations and shall perform all routine and emergency maintenance work required for proper operation of the portable temporary traffic signals as specified in the Contract Documents. As a minimum, the portable temporary traffic signals shall be maintained according to OPSS 106. Portable temporary traffic signals are permitted to be operated between April 1st and November 30th of each calendar year. The operation of portable temporary traffic signals outside of this period is not permitted unless otherwise indicated in the Contract Documents. 7.02 Operational Characteristics Portable temporary traffic signals shall be set up with the following operational modes set/activated: � Fixed time/Actuated – lights operating automatically using user-selected preset times or using detection,

depending on contract requirements. � Default mode – flashing red shall display in both directions (at both master and slave trailers) at the same

time. � Manual mode – will allow an operator to interrupt the other modes and return to the previous mode when

finished. � Default Mode Warning System – the portable temporary traffic signals shall have the cell/satellite paging

warning system activated and monitored, to advise the Contractor when the signals have gone into the “default mode”.

� Be able to communicate between the master and slave units through either radio or hardwire with conflict

monitoring enabled to ensure malfunctions are identified. The units shall be set up so that if communications are lost, both units will revert to “default mode” operation.

Portable temporary traffic signals shall be operated in accordance with the Ontario Traffic Manual Book 7, Temporary Conditions and the Ontario Traffic Manual Book 12, Traffic Signals.


7.03 QUALITY CONTROL As part of the Contractor’s quality control procedures in installing the portable temporary traffic signals, the Contractor shall have a technical representative of the manufacturer visit the site of the portable temporary traffic signals on two different occasions. The Contractor shall have the technical representative at the site providing assistance during the initial set-up of the unit. The representative shall remain on site until the unit is operating to the satisfaction of the Contract Administrator. No extra payment will be made for any additional manufacturer/supplier site visits. The foregoing requirements apply regardless of whether the portable temporary traffic signals are supplied by the Contractor or the Owner. 7.03.01 Portable Temporary Traffic Signals Supplied by Owner Where the Owner supplies the portable temporary traffic signals, the portable temporary traffic signals shall be picked up and transported from the Owner’s premises as specified in the Contract Documents. The Contractor shall ensure that all components are safely connected, secured or packaged prior to transporting the portable temporary traffic signals. Prior to installation the portable temporary traffic signals shall be tested and inspected. The functionality of each component shall be tested and confirmed to operate according to the manufacturer’s specifications and the Contract Documents. Prior to installation the Contractor must make such independent investigations and testing of the portable temporary traffic signals, as it deems necessary, to satisfy itself as to the quality, quantity and performance of the portable temporary traffic signals and any related Equipment, and to ensure that all material supplied by the Owner performs as intended and satisfies the specific requirements of the Contract. Once a portable temporary traffic signal is put into operation the Contractor assumes all responsibility for the operation and maintenance of the portable temporary traffic signals, and no additional payments will be made for any maintenance or other costs associated with the operation, maintenance, repair, or replacement of the portable temporary traffic signals. Within 7 days of a portable temporary traffic signal being taken out of operation it shall be transported to the Owner’s premises and off-loaded at the Owner’s premises, or at a site specified by the Contract Administrator. 9.0 MEASUREMENT FOR PAYMENT 9.01 Actual Measurement

9.01.01 Portable Temporary Traffic Signals For measurement purposes, a count shall be made of the number of portable temporary traffic signal trailers installed. Each trailer shall be counted only once, regardless of the number of times it is relocated.


9.02 Plan Quantity Measurement When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clauses under Actual Measurement. 10.0 BASIS OF PAYMENT

10.01 Portable Temporary Traffic Signals - Item Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Materials to do the work, including all relocations of the portable temporary traffic signals.


Timing Sheet Form

Ministry of Ministère des Transportation Transports

GENERIC SIGNAL TIMING SHEET

ACTUATED ______PRE-TIMED ______SIGNAL TO BE MAINTAINED BY: ___________________________ LOCATION: __________________________SIGNAL TO BE OPERATED BY: __________________________ MAINSTREET (HWY): ________________________TIMING DEVELOPED BY: _________________________ DATE TIMING DEVELOPED : ___________________________ GENERIC TIMING IDENTIFIED HERE SHALL BE TRANSCRIBED ONTO "OFFICIAL" TIMING SHEETS FOR THE TRAFFIC SIGNAL CONTROLLER BEING USED AT THIS SIGNALIZED INTERSECTION. A COPY OF THE "OFFICIAL" LOCAL TIMING SHEETS AND COORDINATION SHEETS IF USED, SHALL BE ATTACHED TO THIS FORM AND FILED IN THE MTO REGIONAL TRAFFIC OFFICE. OPERATIONAL NOTES: 1 All Protected/Permissive left turn movements shall be followed by parent through

movements without exception 2 If serving F2 and F6 the signal must cycle to F4 and/or F8 prior to serving a call

for F1 and/or F5 if these left turn movements are protected/permissive. 3 If serving F4 and F8, the signal must cycle to F2 and/or F6 prior to serving a

callfor F3 and/or F7 if these left turn movements are protected/permissive. 4 Through Movements shall lag left turn movements unless otherwise specified.

FUNCTION/OPERATION MOVEMENT (FAZE) [NB LEFT][NB THRU][WB LEFT][WB THRU][SB LEFT][SB THRU][EB LEFT][EB THRU] PERMITTED MOVEMENTS - - - - - - - -RED LOCK - - - - - - - -AMBER LOCK - - - - - - - -VEHICLE RECALL - - - - - - - -PEDESTRIAN RECALL na - na - na - na -VEHICLE MAX RECALL - - - - - - - -OVERLAP A - - - - - - - -OVERLAP B - - - - - - - -PROT/PERM LEFT TURN ARROW - na - na - na - naPROT/PERM FAST FLASH ADVANCE GREEN - na - na - na - naFULLY PROTECTED LEFT TURN - na - na - na - naDISPLAY RED ON STARTUP - - - - - - - -PLACE PEDESTRIAN CALLS ON STARTUP - - - - - - - -PLACE VEHICLE CALLS ON STARTUP - - - - - - - -REST IN WALK na - na - na - na -MOVEMENTS MUST GAP OUT SIMUL’LY - - - - - - - -DOUBLE ENTRY na - na - na - na -EXCLUSIVE PHASING BY APPROACH - - - - - - - - na --- not applicable


INTERVAL TIMES MOVEMENT (FAZE) [NB LEFT][NB THRU][WB LEFT][WB THRU][SB LEFT][SB THRU][EB LEFT][EB THRU] WALK na - na - na - na - FLASHING DON'T WALK na - na - na - na - MINIMUM GREEN - - - - - - - - VEHICLE EXTENSION (PASSAGE TIME) - - - - - - - - MAX GREEN (INCLUDES MIN GREEN) - - - - - - - - MAX GREEN 2 (ALTERNATE MAX GREEN) - - - - - - - - AMBER CLEARANCE - - - - - - - - ALL RED CLEARANCE - - - - - - - - MAX GAP (VEH. EXTENSION) - - - - - - - - MIN GAP (VEH. EXTENSION) - - - - - - - - REDUCE GAP BY - - - - - - - - REDUCE GAP EVERY - - - - - - - - MAX INITIAL GREEN TIME (VAR. INIT) - - - - - - - - TIME ADDED/VEHICLE (VAR. INIT) - - - - - - - -

na --- not applicable

DETECTOR SETUP MOVEMENT (FAZE) [NB LEFT][NB THRU][WB LEFT][WB THRU][SB LEFT][SB THRU][EB LEFT][EB THRU] DELAY TIME ON PRESENCE DETECTION - - - - - - - - DELAY TIME ON LONG DIST. DETECTION - - - - - - - - CARRY-OVER ON PRESENCE DETECTION - - - - - - - - CARRY-OVER ON LONG DIST. DETECTION - - - - - - - - PRE-EMPTION (Not used with PORTABLE TEMPORARY TRAFFIC SIGNALS) MOVEMENT (FAZE) [NB LEFT][NB THRU][WB LEFT][WB THRU][SB LEFT][SB THRU][EB LEFT][EB THRU] 1ST EMERG. PRE-EMPT MOVEMENTS - - - - - - - - 1ST EMERG. PRE-EMPT DELAY TIME - - - - - - - - 1ST EMERG. PRE-EMPT CLEARANCE TIME - - - - - - - - 2ND EMERG. PRE-EMPT MOVEMENTS - - - - - - - - 2ND EMERG. PRE-EMPT DELAY TIME - - - - - - - - 2ND EMERG. PRE-EMPT CLEAR’CE TIME - - - - - - - - RR PRE-EMPT TRACK CLEAR’CE MV’MTS - - - - - - - - RR PRE-EMPT CLEARANCE TIME - - - - - - - - RR PRE-EMPT DELAY TIME - - - - - - - - RR PRE-EMPT LIMITED SERVICE MV’NTS - - - - - - - - TIME OF DAY TIME OF DAY DAY OF WEEK MOVEMENT (FAZE)OPERATIONS [START][END] S M T W T F S [NB LEFT][NB THRU][WB LEFT][WB THRU][SB LEFT][SB THRU][EB LEFT][EB THRU] PHASE OMIT - - - - - - - - na - na - na - naMAX RECALL - - - - - - - - - - - - - - -PED RECALL - - - - - - - na - na - na - na -MIN RECALL - - - - - - - - - - - - - - -MAX GREEN 2 - - - - - - - - - - - - - - -REST IN WALK - - - - - - - na - na - na - na -AMBER LOCK - - - - - - - - - - - - - - -RED LOCK - - - - - - - - - - - - - - -

na --- not applicable


BOLLARDS - Item No.


CONSTRUCTION SPECIFICATION FOR THE INSTALLATION OF BOLLARDS

1.0 SCOPE This specification covers the requirements for the installation of bollards. 2.0 REFERENCES This specification refers to the following standards, specifications or publications: Ontario Provincial Standard Specifications, Construction OPSS 603 Installation of Ducts Ontario Provincial Standard Specifications, Material OPSS 1350 Concrete – Materials and Production 3.0 DEFINITIONS – Not Used 4.0 DESIGN AND SUBMISSION REQUIREMENTS – Not Used 5.0 MATERIALS 5.01 Pipe Galvanized steel pipe shall meet the requirements of OPSS 603 for steel conduit. 5.02 Concrete Concrete shall meet the requirements of OPSS 1350, 30 MPa class. 5.03 Reflective Tape Reflective tape shall be non-metallic 6-inch Engineering Grade (Type I) Safety Reflective Tape in yellow colour. 6.0 EQUIPMENT – Not Used 7.0 CONSTRUCTION Bollards shall be installed plumb and at the same height as indicated in the Contract Drawings and marked with a reflective tape following the placement. Three tape stripes shall be placed starting at the top with 100 mm separation between each stripe.


7.01 Quality Control The Contractor shall inspect the work to ensure that it complies with the requirements of the Contract including placement of bollards with respect to the cabinet pad and roadside barrier, plumb position, sufficient concrete fill and application of the reflective tape on bollards. 8.0 QUALITY ASSURANCE – Not Used 9.0 MEASUREMENT FOR PAYMENT Measurement is by Plan Quantity for the number of bollards installed. The unit of measure is each. 10.0 BASIS OF PAYMENT 10.01 Bollards - Item Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment and Materials required to do the work including earth excavation, concrete work and backfilling.


MODIFIED OVERHEAD SIGN BOARDS - Item No.


CONSTRUCTION SPECIFICATION FOR MODIFIED OVERHEAD SIGN BOARDS

1.0 SCOPE This specification covers the requirements for the removal of the existing sign overlay and the installation of new overlay panels on the existing extruded signs. 2.0 REFERENCES

This specification refers to the following standards, specifications or publications: Ontario Ministry of Transportation Publications: Ontario Traffic Manual (OTM) Sign Support Manual King’s Highway Guide Signing Policy Manual


4.0 DESIGN AND SUBMISSION REQUIREMENTS - Not Used



7.0 CONSTRUCTION

7.01 General The existing sign overlay shall be removed by drilling out the pop rivets that hold it to the extruded sign. The new overlays shall be installed per the Ontario Traffic Manual (OTM), the Sign Support Manual and the King’s Highway Guide Signing Policy Manual. 1/8" X 5/16" aluminum pop rivets at 6" spacing around the perimeter of each overlay panel at 1" from the edge of the panel, shall be used to install the overlay panel directly on top of the existing extruded sign. Inside each 4' panel, the Contractor shall insert 6 aluminum pop rivets equally spaced 18" from the edge of the panel. Inside each 3' panel, the Contractor shall insert 6 aluminum pop rivets equally spaced 12" from the edge of the panel. If the panel is over 6' in height, the Contractor shall install 6 pop rivets equally spaced 18" from the edge of the panel. 7.02 Pick-up Information MTO shall supply the overlay panels.


Overlay panels will be ordered by the Contract Administrator a minimum of 8 weeks prior to being picked up by the Contractor. The Contract Administrator will confirm with the Provincial Sign Shop a minimum of 2 weeks prior to the overlay panels being picked up by the Contractor. Overlay panels shall be picked up from: * Location: Time: Contact and phone number: 7.03 Management of Excess Material

Management of excess material shall be as specified in the Contract Documents. 8.0 QUALITY ASSURANCE - Not Used

9.0 MEASUREMENT FOR PAYMENT Measurement of modified overhead sign boards shall be by Plan Quantity. The unit of measure is each. 10.0 BASIS OF PAYMENT

10.01 Modified Overhead Sign Boards - 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.


May 2013 Page 1 of 5 SSP 799S12

RAMP CLOSURE GATES - Item No.

CONCRETE IN RAMP CLOSURE GATE SUPPORT FOOTINGS - Item No.


CONSTRUCTION SPECIFICATION FOR RAMP CLOSURE GATES

TABLE OF CONTENTS

1.0 SCOPE

2.0 REFERENCES



5.0 MATERIALS


7.0 CONSTRUCTION




1.0 SCOPE

This Special Provision covers the requirements for the installation of ramp closure gates and ramp closure gate support footings. 2.0 REFERENCES

This Special Provision refers to the following standards, specifications and publications: Ontario Provincial Standard Specifications, Construction

OPSS 501 Compacting OPSS 904 Concrete Structures Ontario Provincial Standard Specifications, Material

OPSS 1350 Concrete - Materials and Production OPSS 1440 Steel Reinforcement for Concrete


CSA Standards

HA.4-M1980 Aluminum and Aluminum Alloy Plate and Sheet HA.7-M1980 Aluminum and Aluminum Alloy Drawn Seamless Tube, extruded Seamless Tube, and

Seamless Pipe W59.2-M1991 (R2008) Welded Aluminum Construction O80, Series-08 Wood Preservation O141-05 Softwood Lumber Others

National Lumber Grade Authority (NLGA) Canadian Wood Preservers Bureau (CWPB) 4.0 DESIGN AND SUBMISSION REQUIREMENTS

4.01 Submissions

4.01.01 Shop Drawings and Welding Procedures

One copy of the manufacturer’s shop drawings and welding procedures for each type of gate specified in the Contract Documents shall be submitted to the Contract Administrator. The applicable welding procedures, stamped as approved by the Canadian Welding Bureau, shall be attached to the shop drawings. Installation of the ramp closure gate shall not commence until the Contract Administrator has received the copies of the shop drawings and welding procedures. 5.0 MATERIALS

5.01 Aluminum Gates and Support Posts

5.01.01 General

Extruded aluminum tubing for the ramp closure gate shall be 6061-T6 alloy according to CSA HA.7. Aluminum sheet and plate for the ramp closure gate shall be 6061-T6 alloy according to CSA HA.4. Ramp closure gates shall be manufactured according to the Contract Documents and all joints shall be welded according to CSA W59.2. 5.01.02 Marking of Gates and Support Posts for Identification of Manufacturer

Identification plates measuring 50 mm high by 75 mm wide shall be tack welded to the outside face of the gate tube 150 mm below the top of the tube, and to the face of the support post 50 mm above base plate. The identification plate shall be made from minimum 1.5 mm thick aluminum sheet according to ASTM B 209. The identification plates shall be embossed with the following information: a) Name or trademark of manufacturer; b) Address of plant where manufactured; and c) Four digit code for year of manufacture and week number (e.g., first week of January 2012 is 1201)


5.02 Wooden Support Posts

5.02.01 General All wooden support posts shall be in dressed sizes and pressure treated with wood preservative as specified in the Contract Documents. Cut ends and field drilled holes shall receive two applications of 2% copper napthenate wood preservative. Field applied wood preservative that comes in contact with any metal components shall be removed immediately. The tolerance on the cross-sectional dimensions of all wooden posts shall be ± 2 mm. 5.02.02 Wood Preservative Wood preservative shall be according to CAN/CSA-O80, Series-08. Wood preservative treatment shall be according to UC 4.1. 5.02.03 Marking of Wood for Identification of Grade and Species

All wooden posts shall be stamped for species and grading according to CAN/CSA-O141 by an approved agency authorized by the NLGA. The stamp shall be visible after installation at least 1.8 m from the bottom of the post. 5.02.04 Marking of Wood for Identification of Preservative Treatment

All wooden posts shall be stamped for wood preservative treatment using a certification mark authorized by the CWPB. The wood preservative stamp shall be visible after installation at least 1.8 m from the bottom of the post. 5.03 Fittings and Accessories

All required fittings and accessories shall be made of aluminum unless otherwise specified in the Contract Documents. Ramp closure gate latches and the steel chain to secure the double gate in the closed position shall be suitable for the use of padlocks with a 5/16” shaft which can be attached and operated from either side of the gate. Padlocks will be supplied by the Owner. 5.04 Concrete

Concrete shall be according to OPSS 1350 with a nominal minimum 28-Day compressive strength of 30 MPa. 5.05 Reinforcing Steel

Reinforcing steel shall be Grade 400W according to OPSS 1440 and the Contract Documents. 7.0 CONSTRUCTION 7.01 General Ramp closure gates, ramp closure gate support footings, and posts shall be installed according to and at locations specified in the Contract Documents.


7.02 Site Preparation Prior to the erection of the ramp closure gate, any debris shall be removed and ground undulations shall be corrected to obtain a smooth, uniform gradient. Trees, stumps, and brush shall be cut off at ground level and any overhanging branches that would interfere with the operation of the gate shall be removed. 7.03 Post Installation Wooden support posts shall be installed plumb and set to the alignment and grade at the locations specified in the Contract Documents, regardless of the material encountered. Acceptable material from post hole excavation shall be used as backfill around posts and compacted according to OPSS 501. Any excess materials not designated to be incorporated as backfill shall be managed as specified in the Contract Documents. Wooden support post tops shall be cut to the height specified in the Contract Documents. 7.04 Ramp Closure Gate Support Footing

The reinforced concrete footing shall be constructed as specified in the Contract Documents, regardless of the material encountered. Concrete shall be placed, cured, and finished according to OPSS 904. In porous or crumbly soil, forms shall be used to prevent contamination of the concrete. Forms may be left in place or removed. Earth backfill and granular materials shall be compacted according to OPSS 501. 7.05 Ramp Closure Gate Vertical Clearance

The vertical clearance above the pavement shall be according to the Contract Documents. 7.06 Signs

Signs shall be supplied by the ministry and shall be attached to the gates according to the Contract Documents using stainless steel hardware. 7.07 Management of Excess Material

Management of excess material shall be as specified in the Contract Documents. 8.0 QUALITY ASSURANCE

The Contract Administrator may request documentation and obtain and test components to ensure compliance with this specification.


The Contract Administrator may perform a visual inspection to determine conformance with the workmanship, design, and dimensional requirements of this specification, including but not limited to the following: a) All posts shall be true to alignment and plumb; and b) Gates shall move freely. Material not in compliance shall be removed from the work area and replaced. 9.0 MEASUREMENT FOR PAYMENT 9.01 Ramp Closure Gates

Concrete in Ramp Closure Gate Support Footings

Measurement is by Plan Quantity for the number of complete gates and gate support footings installed. The unit of measure is each.


Ramp Closure Gates – Item

Concrete in Ramp Closure Gate Support Footings – Item

Payment at the contract price for the above tender items shall be full compensation for all labour, equipment and material necessary to do the work.

LIGHT-DUTY SEDIMENT BARRIERS – Item No. LIGHT-DUTY STRAW BALE BARRIERS – Item No. LIGHT-DUTY SILT FENCE BARRIERS – Item No. HEAVY-DUTY SEDIMENT BARRIERS – Item No. HEAVY-DUTY SILT FENCE BARRIERS – Item No. BERM BARRIERS – Item No. SANDBAG BARRIERS – Item No FLOW CHECK DAMS - Item No. STRAW BALE FLOW CHECK DAMS – Item No. SILT FENCE FLOW CHECK DAMS – Item No. SANDBAG FLOW CHECK DAMS – Item No. ROCK FLOW CHECK DAMS – Item No. EXCAVATED SEDIMENT TRAPS – Item No. CHUTES – Item No. DEWATERING TRAPS – Item No. TURBIDITY CURTAINS – Item No. COFFERDAMS – Item No.


Amendment to OPSS 805, November 2010 805.07 CONSTRUCTION 805.07.02.04 Construction and Removal Clause 805.07.02.04 of OPSS 805 is deleted and replaced by the following: Further to requirements specified in the Contract Documents, the following items shall be installed and removed according to the timing constraints set out in Table A below:

Table A Timing Constraints Tender Item Location

Installation Removal


March 2015 Page 1 of 3 SSP 899S01

MANAGEMENT AND DISPOSAL OF MATERIALS CONTAINING ASBESTOS - Item No.


1.0 SCOPE

This Special Provision covers requirements for the management and disposal of materials that contain or may

contain asbestos.

2.0 REFERENCES – Not Used

3.0 DEFINITIONS


Hygienist means an individual having the following qualifications:

a) Holds a current valid Certified Industrial Hygienist (CIH) designation from the American Board of

Industrial Hygiene or a current valid Registered Occupational Hygienist (ROH) designation from the

Canadian Registration Board of Occupational Hygienists.

b) Is familiar with:

i. Designated substance regulations in Ontario;

ii. Accepted test methods to confirm the presence of designated substances;

iii. The preparation of designated substance reports; and

iv. The handling, management and disposal of asbestos containing materials and asbestos waste in

Ontario.


4.01 Submissions

4.01.01 Prior to Asbestos Removal Operations

At least two weeks prior to the scheduled commencement of the asbestos removal operations, a “Management

and Disposal of Materials Containing Asbestos Plan” prepared by a hygienist shall be submitted to the

Contract Administrator. All submitted reports and plans shall be dated and shall have the signature of the

hygienist.

The plan shall include, but not be limited to, the following:

a) The intended method of asbestos removal (i.e., Type 1, Type 2 or Type 3 operations);

b) The method of on-site management and handling of all asbestos containing materials including detailed

designs of the measures and procedures required for the type of removal operation, including preparation

of the work area, dust control methods, personal protective equipment/clothing, clean-up of the work area

and asbestos waste disposal as well, details regarding containment and other contingency planning and

emergency management measures to be taken to ensure that asbestos is fully contained and controlled and

not released into the environment;


c) Written proof of training, specifically related to asbestos abatement operations, for all supervisory staff

and workers including a copy of the training certificate for each asbestos abatement worker in the event a

Type 3 operation is to be used for asbestos removal;

d) A copy of the Notice of Project submitted to the Ministry of Labour in the event a Type 3 or Type 2

Glove Bag operation is to be used for asbestos removal;

e) A copy of the MOE Environmental Compliance Approval (Certificate of Approval) for a Waste

Management System valid for solid non-hazardous industrial waste, including asbestos for the off-site

transportation and disposal of asbestos waste;

f) The address, location, and MOE Environmental Compliance Approval (Certificate of Approval) Number

of the waste disposal site to which the asbestos waste is to be taken for disposal;

g) A copy of the written permission from the operator of the licensed waste disposal site to receive asbestos

waste;

h) Certificate of liability insurance covering the company doing the removal of asbestos material; and

i) The name and qualifications of the hygienist.

4.01.02 Completion of Asbestos Removal Operations

Within two weeks of the completion of the asbestos removal operations, the following shall be submitted to

the Contract Administrator:

a) Copies of weigh bills for the disposal of the asbestos waste at the disposal site;

b) Waste disposal receipts, identifying the quantities of asbestos waste and the haulage company used to

transport the asbestos waste; and

c) Signed certification from the hygienist that the asbestos removal and disposal work was carried out in

compliance with all relevant legislation according to the “Management and Disposal of Materials

Containing Asbestos Plan” and all relevant best practices and accepted procedures. Any modifications to

the plan and/or accepted procedure shall be noted, and rationale and approvals for such deviations

provided.



7.0 CONSTRUCTION

7.01 Management and Disposal of Materials Containing Asbestos

The removal, management, and disposal of materials containing asbestos, from the locations specified in the

Contract Documents, shall be carried out according to the “Management and Disposal of Materials

Containing Asbestos Plan”.


7.02 Advance Notice

The Contract Administrator shall be given a minimum of 48 hours notice prior to commencing any asbestos

removal operations.


9.0 MEASUREMENT FOR PAYMENT – Not Used


10.01 Management and Disposal of Materials Containing Asbestos – 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.

COATING EXISTING STRUCTURAL STEEL - Item No. COATING NEW STRUCTURAL STEEL - Item No. COATING STEEL RAILING SYSTEM(S) - Item No. COATING NEW STRUCTURAL STEEL SIGN SUPPORT STRUCTURES - Item No. Special Provision No. 911F10 December 2014 Supplemental Instructions to Bidders Bidders may conduct trial blasting methods as required but subject to the same requirements as specified in the Contract Documents to ascertain effectiveness and rate of production of equipment and abrasive material intended to be employed. Bidders may select, subject to Owner approval, any area of structural steelwork within the identified contract limits. Bidders must inform the Regional Manager of Operations of their testing intentions and obtain approval for a specific time framework. All materials, labour and equipment deemed necessary for the trial operation, shall be supplied at the bidder’s expense. The site shall be cleaned after the trial period so that it is returned to a state equivalent to the original state. Amendment to OPSS 911, November 2014 911.07 CONSTRUCTION 911.07.01 General Subsection 911.07.01 of OPSS 911 is amended by addition of the following: The surfaces of existing structural steel to be cleaned and coated are as follows: * Designer Fill-In, See Notes to Designer The coatings previously applied to the existing structural steel are: ** Designer Fill-In, See Notes to Designer The coatings previously applied to the existing steel railing system are: *** Designer Fill-In, See Notes to Designer 911.07.03.07 Surface Preparation of Areas Difficult to Access Clause 911.07.03.07 of OPSS 911 is amended by the addition of the following:


Areas that are difficult to access during surface preparation are described below: **** Designer Fill-In, See Notes to Designer 911.07.04 Application of Coating 911.07.04.02 Paint Coating Systems 911.07.04.02.03 Existing Structural Steel Clause 911.07.04.02.03 of OPSS 911 is amended by the addition of the following at the end of the second paragraph: The coating system to be used is: ***** Designer Fill-In, See Notes to Designer 911.07.04.04 Coating of Areas Difficult to Access Clause 911.07.04.04 of OPSS 911 is amended by the addition of the following: Areas that are difficult to access for coating application are described below: **** Designer Fill-In, See Notes to Designer


BRIDGE DECK WATERPROOFING - Item No. DECK SURFACE PREPARATION – Item No. Special Provision No. 914F02 December 2014 Amendment to OPSS 914, November 2014 914.07.02.03 Existing Deck Surface Preparation Clause 914.07.02.03 of OPSS 914 is amended by the addition of the following: The surface of the concrete deck is as follows: * Designer Fill-in, See Notes to Designer



BEARINGS - Item No.



922.07 CONSTRUCTION

922.07.01 General


When elastomeric bearings are replaced on an existing structure, the top and bottom of the bearings shall be in

full contact with the structure. Work required to achieve full contact shall be as specified in the Contract

Documents.

If the work required to achieve full contact with the structure is not specified in the Contract Documents, the

Contract Administrator shall be notified and the work shall proceed only when directed.

922.07.09.02 Sampling and Supplying of Bearings


A copy of the bearing layout, installation drawings and elastomeric bearings for testing shall be delivered by

the Contractor to:

Head, Concrete Section

Room 15, Building C

1201 Wilson Avenue

Downsview, Ontario, M3M 1J8

922.08.01 Testing


The Contractor shall provide the following elastomeric bearings as test samples for destructive testing

purposes. These bearings are in addition to those required for installation on the Contract.

TABLE 1

Elastomeric Bearing Test Samples for Destructive Testing

Number of

Samples to be

Tested

Dimensions Plain or

Laminated

Number of

Bearings

Represented by

Sample

Structure

Identification

Bearings

Location

Represented by

Test Sample



922.10.01 Bearings – Item


For structural rehabilitation, when repairs to the existing bearing seat or soffit above the bearing areas is

required prior to the installation of the new elastomeric bearing to ensure full contact is achieved, and the

work is not specified in the Contract Documents, payment for such work shall be administered as a Change in

the Work.


922.10.02 Bearings for Destructive Testing

Payment at the Contract price for the tender item bearings shall include full compensation for the supply of

bearings for destructive testing.


BEARINGS - Item No.





922.04.01.02 Jacking

Clause 922.04.01.02 of OPSS 922 is deleted in its entirety and replaced with the following: The submission requirements for the jacking of the superstructure shall be as specified in the Contract Documents.

When jacking of the superstructure is not specified in the Contract Documents, the Contractor shall submit 5 sets of the jacking proposal drawings and calculations to the Contract Administrator at least 3 weeks prior to the commencement of the jacking operations for approval. Proposals shall bear the seals and signatures of a design Engineer and a design checking Engineer. The jacking proposal drawings and calculations shall include the following: a) Jacking loads. b) Jacking methodology and sequence. c) Location, number, type and capacity of the jacks to be used. d) Description of the control system, complete with all design, schematics and equipment to be used. e) Location and material to be used for temporary blocking and shimming. f) Schematic showing the configuration of all jacks, stop valves, gauges, manifolds and hydraulic pumps. g) Current calibration certificates for all jacks and gauges. h) Full details of the temporary support system including forces to be transmitted and method of transferring

the loads to the substructure or founding strata. i) Strengthening of the existing structure where necessary. j) Restrictions on traffic and construction traffic. A copy of each jacking proposal drawing shall be returned as one of the following: a) Stamped with the wording that allows for permission to construct. In this case, work can commence on

receipt of the drawing by the Contractor.


b) Stamped with the wording that allows for permission to construct as noted. In this case, work can start on receipt of the drawings by the Contractor. The drawings shall be updated as noted and shall be sealed and signed by an Engineer stating the drawings have been revised according to the noted comments.

c) Showing only required changes. In this case, the drawings shall be updated as required and the

submission process repeated. When another authority is involved with the Contract, all submissions shall be made at least 5 weeks prior to the commencement of work. The Contractor shall have a copy of the signed and sealed jacking drawings at the site during jacking setup and operations.

922.07 CONSTRUCTION

922.07.08 Jacking

Subsection 922.07.08 of OPSS 922 is deleted in its entirety and replaced with the following: Jacking of the superstructure shall be as specified in the Contract Documents.

When jacking of the superstructure has not been specified in the Contract Documents, the following requirements shall apply: a) The Contractor shall ensure that all existing expansion joints are free to move vertically prior to jacking. b) Bolts securing the handrail posts to the parapet walls, if present, shall be loosened to permit jacking

without damaging the handrails. c) The Contractor shall use jacks with a rated capacity of no less than 150% of the loads they are required to

carry. Shims and blocking used to support the jacks shall also be designed for 150% of the loads they are required to carry.

d) The Contractor shall inform the Contract Administrator in writing at least 3 Days prior to the

commencement of the jacking operations. e) Jacking operations shall be carried out under the direct supervision of an Engineer. Prior to the

commencement of jacking operations, the Contractor shall demonstrate the accuracy of all transducer read-outs, relative to manual measurements.

f) The lifting or lowering of the entire width of the structure shall be carried out in one uniform and

synchronized operation. Jacks shall be interconnected through a manifold system to provide a uniform lift at all jacking locations.

g) At no time during the lifting or lowering of the structure shall the difference between any two jacking

points be greater than 3 mm as measured at the center line of the bearings. h) The lift at each jacking point shall be monitored continuously during the jacking operation. The

maximum lift for all jacking points shall be 3 mm above final jacking elevation, unless otherwise specified in the Contract Documents.



OPSS 922 is amended by the deletion of section 922.09 in its entirety.

CONCRETE REMOVAL - PARTIAL DEPTH - TYPE A - Item No. CONCRETE REMOVAL - PARTIAL DEPTH - TYPE B - Item No. CONCRETE REMOVAL - PARTIAL DEPTH - TYPE C - Item No.

Special Provision No. 928F01 August 1995

Half-Cell Survey Concrete designated for removal shall include the areas where corrosion potential of the reinforcing steel has a value more negative than -0.35 volts for the following components:

Name of Structure(s)

Component(s)

August 1995 Pg.1 of 1 SSP928F01

NORMAL SHOTCRETE – Item No. SILICA FUME SHOTCRETE – Item No. Special Provision No. 931S01 December 2014 CONSTRUCTION SPECIFICATION FOR STRUCTURE REHABILITATION – SHOTCRETE OPSS 931, Construction Specification for Structure Rehabilitation - Shotcrete (May 1994) is deleted in its entirety and replaced with the following Special Provision. 931.01 SCOPE This specification covers the requirements for concrete structure rehabilitation using normal and silica fume shotcrete. 931.02 REFERENCES This specification refers to the following standards, specifications or publications: Ontario Provincial Standard Specifications, Construction: OPSS 904 Concrete Structures OPSS 905 Steel Reinforcement for Concrete OPSS 919 Formwork and Falsework OPSS 928 Structure Rehabilitation - Concrete Removal OPSS 929 Abrasive Blast Cleaning - Concrete Construction OPSS 932 Crack Repair – Concrete Ontario Provincial Standard Specifications, Material: OPSS 1002 Aggregates - Concrete OPSS 1301 Cementing Materials OPSS 1302 Water OPSS 1315 White Pigmented Curing Compounds for Concrete Ontario Ministry of Transportation Publications MTO Laboratory Testing Manual: LS-430 Method of Test for Bond Strength by Tensile Load CSA Standards A23.1-04/A23.2-04 Concrete Materials and Methods of Concrete Construction/Methods of Test for

Concrete A23.2-14C-05 Obtaining and Testing Drilled Cores For Compressive Strength Testing G30.5-M1983 (R1998) Welded Steel Wire Fabric for Concrete Reinforcement G164-M92 (R1998) Hot Dip Galvanizing of Irregularly Shaped Articles


ASTM International C 1202-05 Standard Test Method for Electrical Indication of Concrete’s Ability to Resist

Chloride Ion Penetration American Association of State Highway and Transportation Officials (AASHTO) M 182 –89 Standard Specification for Burlap Cloth made from Jute or Kenaf 931.03 DEFINITIONS For the purpose of this specification the following definitions apply: Cold Weather means those conditions when the air temperature is at or below 10°C. It is also considered to exist when the air temperature is at or is likely to fall below 10°C within 96 hours after concrete placement. Temperature refers to shade temperature. Dry Mix Shotcrete means shotcrete in which the mixing water is added at the nozzle. Hot Weather means those conditions when the air temperature is at or above 28°C. It is also considered to exist when the air temperature is at or is likely to rise above 28°C within 24 hours after concrete placement. Temperature refers to shade temperature. Nozzleman means the worker on the shotcrete crew who manipulates the nozzle, controls consistency with the dry process and controls final disposition of the material. Rehabilitation means any modification, alteration, or improvement to a structure or its components that is designed to correct defects or deficiencies. Structure means any bridge, culvert, tunnel, retaining wall, wharf, dock, guide way or any part thereof. Wet-Mix Shotcrete means shotcrete in which all of the ingredients, including water, are mixed before introduction into the delivery hose. Compressed air is introduced to the material flow at the nozzle. 931.04 DESIGN AND SUBMISSION REQUIREMENTS 931.04.01 Submission Requirements 931.04.01.01 Mix Design The mix proportions and the name of the supplier of the prebagged shotcrete mix shall be forwarded to the Contract Administrator for approval at least one week prior to the application of shotcrete. In addition, the Contractor shall submit with the mix design the following: a) A certificate from the cement supplier stating that the cement is certified to be free from early stiffening

tendencies. b) Performance test data from the manufacturer of the prebagged material, or test data from another MTO

Contract, verifying that the material meets the requirements of this specification.


All supporting test data shall not be more than 12 months old at the time the mix design was submitted to the Contract Administrator. 931.04.01.02 Shotcrete Equipment The Contractor shall submit to the Contract Administrator, at least one week prior to the application of shotcrete, a list of equipment and accessories to be used including the following information: a) Equipment type and capacity, b) Nozzle type and size, c) Continuous feed predampener details only when the dry mix process is used. 931.04.01.03 Nozzleman The names of the nozzlemen and proof of their qualification shall be submitted to the Contract Administrator at least one week prior to the commencement of the shotcreting operation. 931.04.01.04 Cold Weather Protection 931.04.01.04.01 General One week prior to the commencement of the shotcreting operation in cold weather, details of the method to be used in the production of the shotcrete to control the shotcrete temperature shall be submitted to the Contract Administrator. The submission shall be accompanied by samples of insulation if requested by the Contract Administrator and shall contain the following information: a) Weather conditions for which the description applies; b) Type of insulation, metric “R” value and number of layers to be used; c) Description of housing and heating; d) Method of withdrawal of protection to avoid sudden temperature change in the shotcrete; e) Method of ensuring cold weather protection measures are maintained and effective when work requiring

adjustment to the protective measure is being performed. 931.04.01.04.02 Temperature Records Temperature records shall be forwarded to the Contract Administrator at the end of every day. At the end of the cold weather protection period, the Contractor shall submit a complete temperature record consisting of a summary of the recorded temperatures and a graphical plot of temperature vs. time to the Contract Administrator.


931.04.01.05 Hot Weather Shotcreting One week prior to the application of shotcrete in hot weather, a description of the method to be used in the production of the shotcrete to control the shotcrete temperature shall be submitted to the Contract Administrator. 931.04.01.06 Curing One week prior to the application of shotcrete, a description of the methods to be used for fog-misting, curing, including equipment and procedures shall be submitted to the Contract Administrator. 931.05 MATERIALS 931.05.01 Anchors Anchors for the attachment of the welded steel wire fabric to the concrete surface shall be galvanized according to CAN/CSA G 164 and be of adequate length and strength to resist a pull-out force of 1.0 kN. 931.05.02 Burlap Burlap shall be according to AASHTO M182 Class 4 and shall be free from substances which are deleterious to concrete. The burlap shall have no tears or holes. 931.05.03 Cementing Material The cementing material shall be according to OPSS 1301. 931.05.04 Curing Compound Curing compound shall be according to OPSS 1315. 931.05.05 Fine Aggregate The fine aggregate shall be according to OPSS 1002. 931.05.06 Formwork Formwork shall be according to OPSS 919. 931.05.07 Proprietary Patching Materials Proprietary patching materials shall be from the Ministry’s list of Concrete Patching Materials. The list of proprietary patching materials shall be obtained from the Contract Administrator. 931.05.08 Shotcrete 931.05.08.01 General The shotcrete mix shall be supplied prebagged. The prebagged mix shall contain cementing materials and fine aggregate. The bags shall be maintained in a dry condition up to the time of its use and shall be stored within a


temperature range of 5°C to 30°C. Any bags that contain lumps of pre-hydrated shotcrete or appear to be frozen or otherwise damaged shall not be used in the Contract. Each bag shall be stamped with the name of the manufacturer, mix identification and date of packaging. The prebagged mix shall be used within three months of packaging. 931.05.08.02 Normal Shotcrete The shotcrete shall have a minimum 28-day compressive strength of 30 MPa. The water to cement ratio, by mass, shall not be greater than 0.35 when the wet mix process is used. 931.05.08.03 Silica Fume Shotcrete The silica fume shotcrete shall have a minimum 28-day compressive strength of 35 MPa and maximum rapid chloride permeability at 28 days of 1000 coulombs. The shotcrete mix shall contain 8% silica fume by mass of total cementing materials. 931.05.09 Tie Wire Tie wire shall be according to OPSS 905. 931.05.10 Water Water used for production, fog-misting, curing and pre-soaking of burlap shall be according to OPSS 1302. 931.05.11 Welded Steel Wire Fabric The welded steel wire fabric shall be welded galvanized steel of 51 mm x 51 mm, MW 5.5 x MW 5.5, and shall be according to CSA G 30.5. Galvanizing shall be according to CAN/CSA G 164. 931.06 EQUIPMENT 931.06.01 Compressor - Air Blasting The compressor for air blasting shall have a minimum capacity of 3.5 m³/min. The compressed air shall be free from oil and other contaminants. 931.06.02 Fog Misting Equipment The Contractor shall provide fog misting equipment for curing of the shotcrete. Fog misting equipment shall include at least one hand held portable unit. 931.06.03 Hand Finishing Equipment Where hand finishing is required, only magnesium, wood or sponge rubber floats shall be used.


931.06.04 Mixers 931.06.04.01 Dry Mix Process A continuous feed predampener shall be used. The predampening equipment shall be capable of bringing the dry bagged material to a consistent and suitable moisture content and shall operate at sufficient capacity to allow work to proceed without delays. The delivery equipment shall be capable of discharging the mixture into the delivery hose at a rate sufficient to ensure a continuous smooth stream of uniformly mixed shotcrete mixture being delivered to the nozzle, at the velocity required. The discharge nozzle shall be equipped with a manually operated water injection system, for directing an even distribution of liquid through the mixture. The liquid valve shall be capable of ready adjustment to vary the quantity of liquid and shall be convenient for the nozzle operator. The nozzle shall be capable of delivering a conical discharge stream with uniform appearance throughout. The liquid pressure at the discharge nozzle shall be sufficiently greater than the operating air pressure to assure that the liquid is thoroughly mixed with the other materials. The liquid pressure shall be uniform. 931.06.04.02 Wet Mix Process The mixing equipment shall be capable of thoroughly mixing the specified materials in sufficient quantity to maintain continuous placing. The delivery equipment shall be capable of delivering the pre-mixed materials accurately, uniformly and continuously through the delivery hose. The wet mix process shall not be used for silica fume shotcrete. 931.06.05 Straight Edge The straight edge shall be 1.0 m long, commercially made and metal. 931.07 CONSTRUCTION 931.07.01 General Typical locations and areas of repair are as shown on the Contract Drawings, however, the actual locations and extent of repair will be as determined during the layout of the repair areas according to OPSS 928 and as directed by the Contract Administrator. 931.07.02 Management of Excess Materials Excess materials resulting from the performance of the work shall be removed and managed as specified elsewhere in the Contract Documents. 931.07.03 Access to Work Areas, Work Platform and Scaffolding Adequate access shall be provided to facilitate placement of the shotcrete, inspection and measurement by the Contract Administrator.


931.07.04 Operational Constraints The Contract Administrator shall be notified of the intent to apply shotcrete three business days prior to the commencement of the shotcreting operation. The application of shotcrete shall not proceed until the concrete surface preparation has been completed according to this specification and verified by the Contract Administrator. Prior to shotcreting, the Contractor shall demonstrate to the Contract Administrator that the substrate temperatures meet the Contract requirements by measuring and recording the substrate temperatures using a contact thermometer or infrared thermometer. Shotcreting shall not be carried out when the air temperature or existing concrete surface temperature is below 10°C or is likely to fall below 10°C, or is above 30°C or likely to rise above 30°C throughout the duration of the shotcreting operation unless protection is provided in accordance with the Contractor’s submitted plan. The air in contact with the repaired surfaces shall be maintained at temperatures above 10°C for at least 96 hours after the application of shotcrete. The use of unvented heaters shall be prohibited. Shotcreting operations shall be suspended during weather conditions that may adversely affect the quality of the work. Prior to seasonal shutdown, operations shall be scheduled in such a manner as to ensure that the shotcreting operations are completed in all areas where concrete removal has commenced. No reinforcing steel shall be left exposed during seasonal shutdown. 931.07.05 Surface Preparation All concrete surfaces against which shotcrete is to be placed shall be clean, solid and free from loose or unsound fragments, coatings and any other foreign substances or debris and shall be sufficiently rough to ensure that a full bond is developed with the new shotcrete. All existing concrete surfaces to be covered by shotcrete shall be uniformly roughened by means of scabbling, chipping or bush hammering. A surface profile of 5 ± 2 mm shall be achieved by exposing the aggregates across the entire surface. All concrete surfaces, including areas 50 mm beyond the perimeter of the removal area and existing reinforcing steel to receive shotcrete shall be abrasive blast cleaned according to OPSS 929 prior to installation of welded steel wire fabric. Abrasive blast cleaned areas shall have shotcrete applied within 36 hours or shall be reblasted. In areas requiring reblasting, the Contractor shall remove the welded steel wire fabric prior to abrasive blast cleaning and reinstall the wire fabric. Immediately prior to wetting the concrete, all dust and loose material shall be removed from the prepared surface of the repair area by using compressed air. The area to be shotcreted shall be maintained in a wet condition for a period of two hours prior to the application of the shotcrete. Prior to the shotcreting operation, excess water shall be removed from the surface using compressed air.


931.07.06 Placement of Welded Steel Wire Fabric When welded steel wire fabric is specified in the Contract Documents, it shall not be installed until after the concrete surface and exposed reinforcing steel in the repair area has been abrasive blast cleaned. The wire fabric shall not be abrasive blast cleaned at any time. The wire fabric shall not be used in repair areas on which a cathodic protection system is to be installed. The Contractor shall install wire fabric in all repair areas greater than 0.1 m² that have a minimum dimension of 200 mm. The wire fabric shall be securely fastened to the exposed reinforcing steel by ties placed no further than 300 mm apart, in a grid pattern. When the exposed reinforcing steel is not capable of providing rigid support for the wire fabric, anchors shall be used to support the wire fabric. Where there is no exposed reinforcing steel, the wire fabric shall be fastened to the concrete with anchors placed no further than 300 mm apart, in a grid pattern. The minimum clearance between the wire fabric and the existing concrete shall be 20 mm. The wire fabric shall be installed flat, tight and in the locations shown in the Contract Documents using spacers and anchors. The edges of adjoining wire fabric sheets shall be overlapped by one wire spacing plus 50 mm. The wire fabric shall be kept clean of any substance that may reduce the bond of the shotcrete to the wire surface. 931.07.07 Approval of Nozzleman Shotcreting shall be carried out by a Nozzleman who has participated in the MTO Shotcrete Nozzleman Certification Program and who is on the list of approved nozzle operators for the current construction season. Notwithstanding this approval, the Nozzleman shall be replaced when in the opinion of the Contract Administrator, the quality of the work is not maintained. The Contractor shall be responsible for all costs associated with the certification of the Nozzleman, with the exception of the Ministry’s cost of supervising and testing. Extension of time will not be permitted for the purpose of obtaining MTO certification. 931.07.08 Placing Prior to the application of shotcrete, the Contractor shall protect all structural components not receiving shotcrete and appurtenances from the shotcreting operation. Repair areas being prepared to receive shotcrete shall also be protected. Where practical, shotcrete shall be placed without the use of formwork. When the requirements of this specification cannot otherwise be met, formwork may be used and shall be according to OPSS 919. Formwork shall be adequately braced against excessive vibration and constructed to permit the escape of air and rebound during the shotcreting operation. During the application of shotcrete, a steady continuous flow of shotcrete shall be maintained. Any predampened mixture which is not utilized within one half hour, shall not be incorporated into the work. Shotcrete shall be applied such that there is no sagging or separation of the material in place. All rebound material shall be removed from the repair area as the work proceeds. Rebound or waste material shall not be worked back into construction or salvaged and re-used. The concrete surface surrounding the repair area shall be cleaned immediately after the application of shotcrete using suitable hand tools.


When shotcrete in a repair area cannot be applied in a single operation or delays are experienced, moist curing by means of continuous fog mist shall be applied according to the curing requirements of this specification. If the previous layer has hardened, the surface of the shotcrete shall be thoroughly cleaned of any laitance by wire brushing and wetted prior to application of an additional layer of shotcrete. The shotcrete shall be placed level or slightly above the level of the original concrete surface to provide a minimum of 50 mm cover to the wire fabric or reinforcing steel unless otherwise specified in the Contract Drawings. At the end of the shotcreting operation, the shotcrete shall be terminated at a 1:1 slope. Before placing an adjacent section, this sloped portion shall be thoroughly cleaned by wire brushing any laitance and wetted. The total required depth of shotcrete shall be placed within the same working day. 931.07.09 Finishing Unless otherwise specified in the Contract Documents, when the final layer of shotcrete has attained its initial set, the surface of the shotcrete shall be finished with hand finishing equipment. When tested with a straight edge, the maximum gap between the straight edge and any point on the surface shall be 6 mm. 931.07.10 Curing Shotcrete shall be initially moist cured by continuous fog mist for a minimum period of 24 hours. The curing shall commence as soon as the fog mist can be applied without deforming the surface of the shotcrete. When an area of fresh shotcrete is exposed to direct sunlight or to wind, the curing shall be applied immediately after the final application of shotcrete in that area. After the initial 24 hour fog misting period, moist curing shall continue for an additional period of 72 hours by means of fog mist or wet burlap. When wet burlap is used, the burlap shall be placed in a manner that will ensure that it is in full contact with the surface of the shotcrete for the full duration of the curing period. The curing with burlap and water shall be according to OPSS 904. Immediately after removal of moist curing, the shotcrete surface shall be coated with a curing compound according to OPSS 904. 931.07.11 Cold Weather Protection 931.07.11.01 General The Contractor shall protect the shotcrete during cold weather. The protection system shall be designed for the worst conditions that can be reasonably anticipated from local weather records, forecasts, site conditions and past experience for the time period during which the protection is required.


931.07.11.02 Control of Temperature During cold weather, the Contractor shall for a minimum period of seven days following the shotcrete operation, monitor and control the temperature of the shotcrete to ensure that the temperature does not fall below 10°C. The Contractor shall take measures to ensure that the shotcrete temperature remains within the acceptable limits. The Contractor shall supply thermocouples, wires and digital temperature indicators with an accuracy of ±0.5°C to monitor the ambient air temperature and shotcrete temperature. The digital temperature indicators shall be left in place or provided upon request to the Contract Administrator to facilitate additional readings for verification purposes. Thermocouples shall be embedded near the shotcrete surface in a minimum of two locations for each day of shotcreting, as directed by the Contract Administrator. For cold weather conditions, protection of concrete shall at least be according to Table 1. 931.07.11.03 Temperature Records The Contractor shall record the ambient air temperature and shotcrete temperature at a minimum frequency of once every four hours for the first 24 hours after the shotcreting operation and then once every eight hours for the remainder of the curing and protection period and during the removal of the cold weather protection. The Contractor shall provide the Contract Administrator with the necessary access to the location and equipment to verify temperature readings. 931.07.12 Coring and Testing 931.07.12.01 General The cores shall be obtained according to CSA A23.2-14C at random locations specified by the Contract Administrator. The Contractor shall locate all reinforcing steel in the area, prior to taking any cores, to avoid cutting reinforcing steel. Testing will not be required on a structure when the total measured vertical area of shotcrete on a structure is less than 20 m² or the total measured horizontal area of shotcrete on a structure is less than 20 m². 931.07.12.02 Lot and Sublot Size A lot shall consist of the total quantity of normal shotcrete or silica fume shotcrete in the Contract Documents. Each lot will be divided into sublots of approximately equal size and not greater than 100 m². Separate sublots are required for vertical and horizontal repairs. Separate sublots are required for individual structures. The Contract Administrator will determine the sublot size after discussion with the Contractor and prior to the commencement of the shotcreting operation. 931.07.12.03 Compressive Strength The Contractor shall be responsible for all aspects of coring, storage and transportation of cores to determine compressive strength.


For evaluation of compressive strength testing, the Contractor shall remove four cores from the hardened shotcrete when the shotcrete is between 7 to 10 days of age, for each sublot. The cores shall be 75 mm in diameter and at least 100 mm long. Cores may contain wire fabric but shall not contain reinforcing steel. The Contractor shall deliver the cores to the Regional Quality Assurance Laboratory as specified elsewhere in the Contract Documents. The cores shall be tested according to CSA A23.2-14C at 28 days of age. The forms on which the field data for the cores is recorded shall be submitted to the laboratory with the shotcrete cores. Test results shall be recorded on forms acceptable to the Ministry and forwarded to the Contract Administrator within four days from the date of testing. 931.07.12.04 Tensile Bond Strength The minimum tensile bond strength of the shotcrete shall be 1.0 MPa. The tensile bond strength testing shall be carried out by the Contractor, in the presence of the Contract Administrator, on three in-situ cores taken within one metre of each other for each sublot. The testing shall be carried out by technicians employed by a laboratory acceptable to the Ministry. The cores shall be 100 mm in diameter and extend into the parent concrete to the depth specified in MTO LS-430. The testing shall be according to MTO LS-430 and shall be carried out when the shotcrete is 7 to 10 days of age. The equipment used to measure the tensile bond strength shall be equipped with a maximum load indicator. The Contractor shall ensure that the epoxy adhesive is cured according to the manufacturer’s recommendations prior to carrying out the test. If failure occurs in the epoxy adhesive and the specified strength of 1.0 MPa has not been reached, the test shall be repeated within 300 mm of the original core location. Retesting is not required when the specified strength of 1.0 MPa has been achieved. After the tensile bond strength testing is completed, the cores shall be extracted for the full depth of the coring to demonstrate to the Contract Administrator that the depth of coring was adequate. All individual tensile bond strength results obtained by the Contractor and average shall be recorded on forms acceptable to the Ministry and forwarded to the Contract Administrator within four business days of the date of testing. 931.07.12.05 Rapid Chloride Permeability – Silica Fume Shotcrete For evaluation of rapid chloride permeability, the Contractor shall remove cores from the hardened silica fume shotcrete and test cores according to ASTM C 1202. Testing shall be carried out by a laboratory which is on the Ministry’s list of qualified laboratories for this test. Two cores, 100 mm in diameter and at least 75 mm long, shall be removed from each sublot, when the silica fume shotcrete is 7 to 10 days of age. The portion of the core to be tested shall contain no reinforcing steel, welded wire steel fabric or other embedments. Cores shall be delivered in a plastic bag sealed to avoid loss of moisture, to a laboratory acceptable to the Ministry, within 24 hours of coring. The cores shall be stored at a temperature of 23 ± 2°C in a moist condition until time of testing. A 10 mm thick slice shall be cut from the top of each core before testing. Testing shall be carried out according to ASTM C 1202, when the shotcrete is 28 to 32 days of age.


Rapid chloride permeability results obtained by the Contractor shall be recorded and forwarded to the Contract Administrator within 37 days of application of shotcrete. Test results obtained by the Contractor shall be recorded on forms acceptable to the Ministry and forwarded to the Contract Administrator within business days of the date of testing. Rapid chloride permeability core samples and original test record shall be retained by the Contractor until final completion of the Contract and shall be provided to the Contract Administrator upon request. 931.07.12.06 Filling of Core Holes All remnants of cores, including ones that remain in place, shall be completely removed and core holes filled immediately after coring. Prior to filling, the inside surfaces of each core hole shall be cleaned of all laitance and other debris from the coring operation by wire brushing. The core holes shall be cleaned using compressed air, pre-wetted and filled with a proprietary patching material. The patching material shall be comparable to the surrounding concrete in terms of strength and permeability. The patching material shall be mixed and cured according to the manufacturer’s recommendations. The patch shall be finished flush with the surface of the concrete and all excess material removed. 931.07.13 Remedial Work If plastic shotcrete is rejected by the Contract Administrator, the Contractor shall stop the work and take all necessary measures to correct deficiencies while the shotcrete is in the plastic state. The Contractor shall notify the Contract Administrator in writing immediately if any of the defects or conditions, listed in the Quality Assurance section, are present in the Work, with an explanation of the cause and extent of the deficiencies. These areas shall be repaired at the Contractor’s expense. A proposal for the remedial work for the above defects and conditions shall be submitted to the Contract Administrator for review. The Contractor shall not proceed with repairs until approval of the proposal has been received. The Contractor shall repair all cracks greater than or equal to 0.3 mm after the curing period has elapsed. Repair of cracks shall be according to OPSS 932 or the Contractor may submit an alternative proposal for repair to the Contract Administrator for review. The Contractor shall not proceed with repairs until approval of the proposal has been received. If the linear measurement of cracks greater than or equal to 0.3 mm in width per square metre is 2 m or greater, the entire shotcrete in the repair area shall be removed and replaced. 931.08 QUALITY ASSURANCE 931.08.01 Inspection 931.08.01.01 During Shotcrete Application The Contract Administrator will inspect the plastic shotcrete during the application process and will reject all or a portion of the work based on the presence of one or more of the defects identified below: a) Failure to properly control and remove build-up of overspray and rebound; b) Incomplete consolidation around reinforcing steel, mesh and anchors;


c) Excessive shotcrete rebound; d) Incorporation of sand lenses, excessive voids, delaminations, sags and sloughing; e) Failure to apply shotcrete to the required line, grade and tolerance:. 931.08.01.02 Completed Work The Contract Administrator will inspect the completed work to determine if the work contains any of the following: a) Debonding or hollow-sounding areas; b) Porous or rebound material visible in cores; c) Areas which have visibly sagged in cores; d) Cracks. 931.08.02 Acceptance or Rejection The Contract Administrator shall have the authority to accept or reject shotcrete which does not conform to the Contract requirements either during the shotcrete application process, or on the basis of the completed work, or if any of the defects identified in the Inspection subsection are identified in any of the cores extracted. 931.08.02.01 Normal Shotcrete For normal shotcrete, the Contract Administrator will reject all or a portion of the lot based on the presence of one or more of the defects identified in the Inspection subsection or one or more of the following conditions: a) Average compressive strength less than 30 MPa. b) An individual compressive strength result more than 3.5 MPa below the specified strength. c) Average tensile bond strength less than 0.6 MPa. d) Any work that does not conform to the requirements of this specification. 931.08.02.02 Silica Fume Shotcrete For silica fume shotcrete, the Contract Administrator will reject all or a portion of the lot based on the presence of one or more of the defects identified in the Inspection subsection or one or more of the following conditions: a) Average compressive strength less than 35 MPa. b) An individual compressive strength result more than 3.5 MPa below the specified strength. c) Average tensile bond strength less than 0.6 MPa. d) Average rapid chloride permeability greater than 2500 coulombs.


e) Any work that does not conform to the requirements of this specification. 931.09 MEASUREMENT FOR PAYMENT 931.09.01 Actual Measurement 931.09.01.01 Normal Shotcrete Silica Fume Shotcrete Measurement for payment will be of the volume in cubic metres of the concrete removed according to OPSS 928 except that, when the existing cover to the reinforcing steel is less than 50 mm, the depth used in calculating the volume shall be adjusted by adding the difference between the 50 mm required and the existing cover. No measurement will be made for areas of shotcrete that were removed according to the Remedial Work subsection. No measurement will be made for shotcrete required to patch areas of concrete removal where the removal was not approved by the Contract Administrator. 931.10 BASIS OF PAYMENT 931.10.01 Normal Shotcrete – Item Silica Fume Shotcrete – 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, including abrasive blast cleaning of the concrete surfaces. Payment for the work of abrasive blast cleaning of reinforcing steel will be administered under OPSS 929. Where the Work does not conform to the quality requirements specified for compressive strength, tensile bond or rapid chloride permeability, a payment reduction for each sublot will be made. When the Contract does not contain a separate tender item for providing access to the work, the Contract price for the shotcrete items requiring the access shall include full compensation for all labour, equipment and materials to do the work. 931.10.01.01 Payment Adjustment The payment reduction factor (Pri) for each sublot will be calculated by the following equation: Normal Shotcrete Pri = 1.0 - (0.45 – 0.015S) + (0.30 – 0.30B)

Silica Fume Shotcrete Pri = 1.0 – [(0.525 – 0.015S) + {(C – 1000) ÷15000} + (0.30 – 0.30B)] Where: S = The average 28-day compressive strength (MPa) for each sublot. (For the purpose of calculating

the payment adjustment for normal shotcrete, a value of 30 MPa shall be used for "S" when the average compressive strength is greater than or equal to 30 MPa. For the purpose of calculated a payment adjustment for silica fume shotcrete, a value of 35 MPa shall be used for “S” when the average compressive strength is greater than or equal to 35 MPa.)


B = The average tensile bond strength (MPa) for each sublot. (For the purpose of calculating the

payment adjustment, a value of 1.0 MPa shall be used for "B" when the average tensile bond strength is equal to or greater than 1.0 MPa.)

C = The average rapid chloride permeability (coulombs) for each sublot. (For the purpose of

calculating the payment reduction, a value of 1000 coulombs shall be used for “C” when the average chloride permeability is less than or equal to 1000 coulombs.)

The payment reduction factor for the lot (Pr) is calculated by the equation:

Pr = (Pr1 x LQ1) + (Pr2 x LQ2)…..(Prn x LQn) LQ1 + LQ2……LQn

Where: Pri = Payment reduction factor for sublot i. LQi = Quantity of sublot i (m³) n = The total number of sublots. The total payment adjustment (Pa) for the lot is calculated by the equation:

Pa = Quantity x Tender Unit Price x Pr

TABLE 1 Minimum Cold Weather Protective Measures

Anticipated Minimum Air Temperature (oC)

Protective Measure (Thickness of New Shotcrete)

<0.25 m +10 to 0 PM2 -1 to –10 PM4

-11 to –20 PM5 Less than –20 PM5

Maximum Allowable Drop in Concrete Temperature/24 h

15°C

PM2 – Protective Measure – Cover concrete with insulation having an R-Value of 0.67**. PM3 – Protective Measure – Cover concrete with insulation having an R-Value of 1.33**. PM4 – Protective Measure – Cover concrete with insulation having an R-Value of 2.00**. PM5 – Protective Measure – House and heat as specified in “Housing and Heating” of OPSS 904. **Note: All R-Values are metric. The conversion factor from metric to imperial unit is:

Metric “R” value x 5.678 = Imperial “R” value


PRECAST PANEL STAY-IN-PLACE DECK FORMS – FABRICATION Item No. PRECAST PANEL STAY-IN-PLACE DECK FORMS – DELIVERY Item No. PRECAST PANEL STAY-IN-PLACE DECK PANELS – ERECTION Item No.

Special Provision No. 999S28 June 2010 CONSTRUCTION SPECIFICATION FOR PRECAST PANELS FOR USE AS STAY-IN-PLACE DECK FORMS 1.0 SCOPE

This Special Provision covers the requirements for the fabrication, transportation and installation of precast concrete panels for use as stay-in-place forms for cast-in-place deck slabs supported by girders. 2.0 REFERENCES

This Special Provision references the following standards, specifications, and publications: Ontario Provincial Standard Specifications, Construction: OPSS 904 Concrete Structures OPSS 905 Steel Reinforcement for Concrete OPSS 929 Abrasive Blast Cleaning – Concrete Construction OPSS 932 Crack Repair - Concrete Ontario Provincial Standard Specifications, Material: OPSS 1202 Bearings – Elastomeric Plain and Steel Laminated OPSS 1350 Concrete - Materials and Production American Society for Testing and Materials Standards: ASTM C457-98 Standard Test Method For Microscopic Determination of Parameters

of the Air-Void System in Hardened Concrete ASTM C 1202-97 Standard Test Method for Electrical Indication of Concrete’s Ability

to Resist Chloride Ion Penetration Canadian Standards Association Standards:

CAN/CSA A23.1-04/A23.2-04 Concrete Materials and Methods of Concrete Construction/Methods of Test for Concrete

CAN/CSA A23.4-05 Precast Concrete Materials and Construction CSA G40.20/G40.21-04 General Requirements for Rolled or Welded Structural Quality

Steel/Structural Quality Steels CSA G164-M92 (R1998) Hot Dip Galvanizing of Irregularly Shaped Articles 3.0 DEFINITIONS For the purpose of this Special Provision, the following definitions apply:

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Member: means a precast concrete prestressed girder. Lot: means all members in one bed which are of the same type.



4.01.01 Lifting Loops

The Precaster is responsible for the design of the lifting loops for the panels. Lifting loops shall be stainless steel and shall have adequate capacity and be located such that the stresses in the panel due to stripping and handling are minimized. Lifting loops shall not project above the top layer of reinforcing in the cast-in-place portion of the completed deck slab. Lifting loops shall remain in place after the panels have been erected.

4.01.02 Support System for the Panels

Angles or timbers, when used as support system for the panels, shall be designed by the Contractor or Precaster and shall support a temporary construction live load of 2.4 kPa applied to the top surface of the deck panel. 4.01.03 Reinforcing Steel Reinforcing steel shall be as detailed on the Contract Drawings. 4.01.04 Prestressing Strand Prestressing strands shall be placed at a uniform spacing and at the mid-depth of the panel. When releasing the strands, the prestressing force shall be applied uniformly and in a symmetrical manner to ensure that the panels do not crack. For prestressed panels, the ratio of panel thickness to strand diameter shall not be less than 8.


4.02.01 Working Drawings The Contractor shall submit 3 sets of fabrication Working Drawings to the Contract Administrator at least 7 Days prior to commencement of fabrication of the panels, for information purposes only. Prior to making a submission, the seals and signatures of a design Engineer and a design-checking Engineer shall be affixed on the Working Drawings verifying that the drawings are consistent with the Contract Documents. Where multi-discipline engineering work is depicted on the same Working Drawing and the design or design-checking Engineer or both are unable to seal and sign the Working Drawing for all aspects of the work, the drawing shall be sealed and signed by as many additional design and design-checking Engineers as necessary. The Working Drawings shall include the following information: a) Panel dimensions, panel layout, and panel markings for the total bridge. b) Prestressing strand and/or reinforcement for the panels.

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c) Jacking force, when prestressing is used. d) Lifting loops. e) Bearing strips. f) Support system, when used. g) All other applicable details. The supporting documents shall include stamped calculations for handling and erection procedures. 4.02.02 Modifications to Bridge Components At least one (1) week prior to commencement of fabrication of the components requiring modification, the Contractor shall submit to the Contract Administrator three (3) sets of drawings, for information purposes only, signed and sealed by an Engineer. The drawings shall show details of any required modifications to bridge components that are shown in the Contract Drawings, including but not limited to the following: a) Revised bearing seat elevations and/or bridge profile grade. b) Revised girder stirrup heights or shear connector spacing and heights. c) Revised reinforcement details for the deck slab. 4.02.03 Concrete Mix Design The Contractor shall be responsible for the concrete mix design and shall submit the concrete mix design to the Contract Administrator according to the Mix Design requirements of OPSS 1350 along with the certificate of ready mix concrete facilities when concrete is supplied by an external concrete supplier. The Contractor shall demonstrate, at the time of submission of the concrete mix design(s), that the proposed mix design(s) and materials are capable of meeting the requirements of this Special Provision. To demonstrate this, the Contractor shall submit test data for the following: a) 28-Day compressive strength. b) Air void system in the hardened concrete. c) For high performance concrete, rapid chloride permeability at 28 days. The precast concrete plant certificate as required by CAN/CSA A23.4 shall be submitted to the Contract Administrator as part of the concrete mix design submission. 4.02.04 Certificate of Conformance Upon completion of the panels and prior to delivery, the Quality Verification Engineer (QVE) shall conduct an interim inspection to verify that the fabrication of the panels has been carried out in general conformance with the Working Drawings, supporting documents and Contract Documents.

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Upon completion of fabrication, delivery and erection and prior to placing the concrete for the cast-in-place portion of the deck slab, the Contractor shall submit to the Contract Administrator a Certificate of Conformance, sealed and signed by the Quality Verification Engineer. The certificate shall state that the fabrication, handling and erection of the panels have been carried out in general conformance with the Working Drawings, supporting documents, and Contract Documents. 5.0 MATERIAL 5.01 Concrete Concrete materials and production shall be according to OPSS 1350 with the following exceptions: a) The requirements for hardened air void system parameters, rapid chloride permeability and

compressive strength do not apply. b) Compressive strength shall be as specified elsewhere in the Contract Documents. c) The air void system in hardened concrete when tested according to ASTM C 457 shall be: i. Air Content: 3.0% minimum ii. Spacing Factor: 0.200 mm maximum d) Rapid chloride permeability of high performance concrete at 28 days shall be equal to or less than

1000 coulombs. e) Slag aggregate shall not be used. f) Superplasticizer may be added to the mix at the time of batching. 5.02 Bearing Strips

The bearing strips used to support the precast panels shall be compressible, durable and designed to stay in place. Bearing strips shall be elastomeric, according to the requirements of OPSS 1202. 5.03 Miscellaneous Steel Miscellaneous structural steel elements used with members and are to be left in place shall be hot-dipped galvanized according to CAN/CSA G164-M91 and meet the requirements of CSA G40.21 Grade 350W. 6.0 EQUIPMENT

6.01 Pretensioning

Pretensioning equipment shall be according to CSA A23.4. 7.0 CONSTRUCTION

7.01 Fabrication of Stay-in-Place Deck Panels

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7.01.01 Plant Certification

Stay-in-place deck panels shall be fabricated by a plant certified according to CAN/CSA A23.4 in the appropriate category. 7.01.02 Construction Requirements

Panels shall be cast flat. Strands or reinforcing steel bars shall be continuous across the top of the members or projecting beyond the end of the panel and lapped. Sufficient support chairs shall be provided such that the strands and/or reinforcing steel bars are not vertically displaced between chair support locations. Chairs shall be durable and made of a non-ferrous metal or plastic. Panel lengths in the completed structure shall be as shown on the Contract Drawings. Initial panels lengths as cast, shall include an allowance for reduction in length due to elastic shortening caused by prestressing as well as creep and shrinkage effects prior to placing the cast-in-place topping. 7.01.03 Surface Finish

The top surface of all panels shall have a rough surface, with vertical indentations of 3 mm amplitude spaced at 15 mm. 7.01.04 Curing Top surface curing compounds shall not be used. The panels shall be cured according to OPSS 904. 7.02 Storage Deck panels shall be stored for a minimum length of time after casting. Panels that have lengths less than 2500 mm shall be at least 15 days old before installation. Panels with lengths equal to or greater than 2500 mm shall be at least 30 days old prior to installation.

Precast panels shall be kept in a horizontal position during storage, transportation and at the site.

7.03 Erection

Panels shall not be lifted by attaching lifting devices to any strand or reinforcing steel bar projecting beyond the edges of the panel. Leakage shall be kept to a minimum. No leakage shall be permitted to fall onto the roadway below or into environmentally sensitive waterways.

7.04 Tolerances for Panels Precast panels shall meet the following tolerances: a) Panel lengths: � 5 mm b) Panel widths: � 10 mm

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c) The maximum difference in plan view diagonal dimensions (squareness) of rectangular panels: Not greater than 3.5 mm per metre of diagonal length d) Thickness of panel: +5 mm, -3 mm e) For prestressed panels, strands shall be located at the mid-depth of the panel with a vertical tolerance

of +0 mm, -3 mm, measured from the soffit, and a horizontal tolerance of � 10 mm. f) Deviation from straightness of panel edges along the transverse joint between adjacent panels shall

not exceed 1.5 mm per metre length (panels with greater deviation will be rejected). g) Vertical bowing of panels out of plane, after casting and immediately prior to erection, shall not be

greater than the panel length /360, the panel width/360, or 10 mm maximum.

7.05 Quality Control – Sampling and Testing

7.05.01 Slump, Air and Temperature

The Contractor shall be responsible for all aspects of sampling and testing the plastic concrete for slump, air content and temperature according to OPSS 1350 and the results of these tests recorded. The minimum frequency of testing shall be at least once for every 7 m3 of concrete or each truck load of concrete. 7.05.02 Compressive Strength

7.05.02.01 General

The Contractor shall be responsible for all aspects of preparation, storage and transportation of cylinders to determine compressive strength. Moulds for all specimens shall be supplied by the Contractor and shall be made of plastic according to CAN/CSA A23.2-1D, with a lid. The lids shall be chemically and physically compatible with the concrete and shall provide a watertight seal for the moulds.

The compressive strength of normal concrete shall be determined from 150 mm x 300 mm cylinders, with one set consisting of two cylinders. The compressive strength of high performance concrete and concrete with strengths greater then 50 MPa shall be determined from 100 mm x 200 mm cylinders, with one set consisting of three cylinders.

7.05.02.02 Transfer Strength

Cylinders for the determination of transfer strength shall be cured under the same conditions as the concrete in the panels. The cylinders shall be tested at the Precaster’s plant laboratory; otherwise it will be tested at an external CSA certified laboratory. The prestressing force shall not be transferred to the panels until two consecutive compressive strength results for normal concrete or three consecutive strength results for high performance concrete are greater than or equal to the specified transfer strength. It is the Contractor’s responsibility to cast sufficient cylinders for determination of transfer strength.

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7.05.02.03 28-Day Compressive Strength

The Contractor shall cast one (1) set of cylinders for each lot to determine the compressive strength at 28 days. When the specified compressive strength is reached earlier, the lot shall be considered to have met the compressive strength requirements of this Special Provision. The cylinders shall be cured according to the requirements of OPSS 1350. Concrete cylinders shall be transported and delivered according to CAN/CSA A23.2-3C. The forms, on which the field data for the cylinders is recorded, shall be submitted to the laboratory with the concrete cylinders. A compressive strength result shall be the average of two cylinders for normal concrete and the average of three cylinders for high performance concrete. 7.05.03 Air in Hardened Concrete For evaluation of air void system parameters, the Contractor shall cast cylinders and shall test the cylinders according to ASTM C 457, except that a magnification of 100 to 125 � shall be used. Testing shall be carried out by a Laboratory and operator(s) which are on the Ministry’s list of qualified laboratories and operators for this test. One set of cylinders shall be cast for each lot according to CAN/CSA A23.2. The set shall consist of two 100 mm x 200 mm cylinders. The cylinders shall be cured under the same environmental conditions as the concrete in the members. Immediately following completion of curing of the members, the cylinders shall be transported to the testing laboratory. Cylinders shall be cut lengthwise into two halves, with one half to be tested by the Contractor and the other forwarded to the Ministry (Head, Concrete Section, Building C, Room 15, Wilson Avenue, Downsview, Ontario, M3M 1J8) within two weeks of casting the cylinders. Both cylinder halves shall be marked with a unique identification number. The portion forwarded to the Ministry shall have an information sheet securely attached to it detailing the contract number; lot number and Form A of the Concrete mix design for the component. Air void cylinder samples shall be retained by the Contractor until expiry of the one year general warranty, as defined elsewhere in the Contract Documents and shall be provided to the Contract Administrator upon request.

7.05.04 Rapid Chloride Permeability for High Performance Concrete For evaluation of rapid chloride permeability for high performance concrete, the Contractor shall cast and test cylinders according to ASTM C1202. Testing shall be carried out by a laboratory, which is on the Ministry’s list of qualified laboratories for this test. One (1) set of cylinders shall be cast for each lot. Each set shall consist of two (2) 100 mm x 200 mm cylinders. The cylinders shall be cast from concrete sampled at the time the members are being manufactured and made according to CSA A23.2. Immediately following casting, the cylinders shall be stored at a temperature of 20 ± 5 °C and shall be covered to prevent evaporation of water according to CAN/CSA A23.2-3C. The specimens shall be transported to the testing laboratory within 20 ± 4 hours of having been cast, then demoulded and stored at 23 ± 2 °C in a moist condition until time of testing. A 10 mm thick slice shall be cut

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off from the top of each cylinder before test specimens are cut from it. Two 50 mm long samples shall be cut from each cylinder and tested when the concrete is 28 to 32 days of age. Rapid chloride permeability cylinder samples and laboratory worksheets shall be retained by the Contractor until expiry of the one year general warranty, as defined elsewhere in the Contract Documents and shall be provided to the Contract Administrator upon request. 7.06 Defects and Deficiencies

7.06.01 General The Contractor shall notify the Contract Administrator in writing immediately if any defects are present in the work, with an explanation of the cause and extent. Repairable defects shall be repaired at the Contractor’s expense. The Contractor shall not proceed with the cast-in-place slab until the Contract Administrator has accepted all remedial work. Defects and deficiencies are classified as follows: a) Defects and deficiencies causing rejection b) Defects and deficiencies repairable by standard methods c) All other defects and deficiencies 7.06.02 Defects and Deficiencies Causing Rejection

A panel having any one of the following defects or deficiencies will be rejected: a) Panels not meeting the requirements of this Special Provision. b) Panels with honeycombing, voids, cavities, spalls and delaminations when the depth exceeds 45 mm

or when the area of the defect exceeds 300 mm x 300 mm. c) Panels with cracks located parallel to or over the strands or reinforcing steel. d) Panels with cracks at the edges and /or with cracks at the bottom. e) Panels with cracks that are deeper than 25 mm and/or wider than 0.5 mm. 7.06.03 Defects and Deficiencies Repairable by Standard Methods

A panel having one or more of the defects or deficiencies identified below shall be repaired according to the method specified: a) Panels with honeycombing, voids, cavities, spalls and delaminations when the depth does not exceed

45 mm or when the area of the defect is less than 300 mm x 300 mm shall be repaired as follows: i. Square all sides of the repair area. ii. Sawcut perimeter of removal area to a depth of 10 mm or to the depth of reinforcing steel or

strands, whichever is less. iii. Remove all loose concrete using a chipping hammer or hand tools.

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iv. Insert corrosion resistant wires and anchors. v. Abrasive blast clean all concrete surfaces to be patched according to OPSS 929. vi. Remove all dust and loose material from the prepared surface by using compressed air. vii. Moisten area to be repaired viii. Fill repair area with concrete or a proprietary patching material acceptable to the Owner. ix. Cure concrete according to OPSS 904 or cure proprietary patching material according to the

manufacturer’s recommendations.

b) Panels with cracks other than those specified under defects and deficiencies causing rejection shall be repaired by epoxy injection according to OPSS 932.

A proposal for the remedial work for the above defects shall be submitted to the Contract Administrator for review. The Contractor shall not proceed with repairs until approval of the proposal has been received. 7.06.04 All other Defects and Deficiencies

For panels with defects or deficiencies not identified as rejectable or repairable by standard methods, the Contractor shall submit a proposal for repair to the Contract Administrator (CA) for review. The CA shall respond to the Contractor within seven Business Days of receipt of the complete repair proposal. If the Owner deems the repair proposal acceptable, the panel(s) shall be repaired according to the proposal. The Contractor shall not carry out any repairs without the acceptance of the proposal by the Contract Administrator. If the Owner deems the repair proposal unacceptable, the panels(s) shall be rejected and shall not be incorporated into the work. The repair proposal, signed and sealed by an Engineer, shall include as a minimum: a) Description of the panel. b) Assessment of any impact of the repaired defect(s) on durability, structural adequacy and integrity of

the panel or on the structure. c) A detailed repair plan including materials, method and equipment to be used. d) Verification that the repair plan complies with the applicable standards for the type of work. e) All relevant supporting information, including material test results, field measurements and

observations, production records, photographs, and structural analysis calculations, used for determining that the performance and function originally expected from the member will be met.

f) Cause(s) of the defect and corrective action to be taken to prevent recurrence of the defect in future

production, delivery or erection. The repair proposal for panels containing defects shall also include detailed sketches, width, length, depths, location and nature and frequency of any defects. 8.0 QUALITY ASSURANCE

8.01 Steel Reinforcement

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The sampling and testing of steel reinforcement will be according to OPSS 905 and the Quality Control requirements of this Special Provision. 8.02 Acceptance The acceptance of the panels will be according to the Contract Documents including satisfactory completion of all repairs if applicable. Only panels meeting the requirements of the Contract Documents shall be incorporated into the Work.

10.0 BASIS OF PAYMENT 10.01 Precast Panel Stay-in-place Deck Forms - Fabrication - Item Precast Panel Stay-in-place Deck Forms - Delivery - Item Precast Panel Stay-in-place Deck Forms - Erection - Item Payment at the Contract price for the above tender item(s) shall be full compensation for all labour, Equipment, and Material to do the work.

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February 2013 Page 1 of 6 SSP 999F29

DOWELS INTO CONCRETE - Item No. Special Provision No. 999F29 February 2013

CONSTRUCTION SPECIFICATION FOR THE INSTALLATION OF METALLIC DOWELS INTO

CONCRETE

TABLE OF CONTENTS

1.0 SCOPE 2.0 REFERENCES 3.0 DEFINITIONS 4.0 DESIGN AND SUBMISSION REQUIREMENTS 5.0 MATERIALS 6.0 EQUIPMENT - Not Used 7.0 CONSTRUCTION 8.0 QUALITY ASSURANCE 9.0 MEASUREMENT FOR PAYMENT 10.0 BASIS OF PAYMENT 1.0 SCOPE This specification covers the performance requirements for the installation of metallic dowels in concrete. 2.0 REFERENCES This specification refers to the following standards, specifications or publications: Ontario Provincial Standard Specifications, Construction OPSS 905 Steel Reinforcement for Concrete Ontario Provincial Standard Specifications, Materials OPSS 1440 Steel Reinforcement for Concrete Ontario Ministry of Transportation Publications Pull Test Guide for Testing of Metallic Dowels, of Uncoated, Coated or Stainless Steel


Designated Sources for Materials (DSM) Manual 3.0 DEFINITIONS For the purpose of this specification the following definitions apply: Dowel Adhesive means an adhesive used to secure the dowel in concrete. Dowel means deformed reinforcing steel bar, or stainless steel reinforcing bar, placed into a hole of specified dimensions drilled into a concrete structure and bonded to the concrete by dowel adhesive. Dowel Type means a dowel differentiated by bar size, orientation of embedment (horizontal, vertical or other), and embedment length. Pull Test means a test consisting of the application of a specified tensile axial load for a specified time period to installed dowels selected for testing. Proof of Process Installation means the procedure by which the Contractor demonstrates to the Contract Administrator that the dowel installation materials and methods will produce a product that meets the pull test requirements of the Contract Documents. 4.0 DESIGN AND SUBMISSION REQUIREMENTS Submission requirements for the certification of the manufacturer of metallic dowels shall be according to OPSS 905. 4.01 Certificate of Conformance for Dowel Installation Upon completion of the installation of metallic dowels and prior to the placing of concrete, the Contractor shall submit to the Contract Administrator a Certificate of Conformance sealed, signed and dated by the Quality Verification Engineer. The Certificate shall state that the Work has been carried out in general conformance with Contract Documents. 5.0 MATERIALS 5.01 Dowels Dowels specified in the Contract Documents shall be according to OPSS 1440. Dowels shall be new, clean, and free of deleterious material. 5.02 Dowel Adhesive Dowel adhesive shall be a material listed in the MTO Designated Source for Materials. The Contractor shall select a material suitable for the application.


7.0 CONSTRUCTION 7.01 Dowels in Concrete The Contractor shall drill dowel holes to the required dimensions and depth as specified elsewhere in the Contract Documents. Core drilling of the dowel holes shall not be permitted. Holes that are started but not completed shall be cleaned and filled with a proprietary patching material from the Owner’s pre-qualified products list. The Contractor’s installation and removal operations shall not cause spalling, cracking, or other damage to the surrounding concrete. Any damage caused by the Contractor’s operation shall be repaired in a manner acceptable to the Contract Administrator. Steel reinforcement and other existing embedments shall not be cut or damaged by the drilling process. Prior to drilling holes, the Contractor shall locate existing steel reinforcement, utility ducts, post tensioning hardware, and any unsound concrete in the vicinity of the dowel locations. If any of the above is encountered during drilling operations, the Contract Administrator shall be notified immediately The Contractor shall prepare, clean, and place dowel adhesive in the drill holes as per the adhesive manufacturer’s recommendations. The Contractor shall properly position dowels as specified in the Contract Documents. The dowel adhesive shall completely fill the drill hole once the dowel is installed. All excess adhesive shall be struck-off flush with the concrete surface and removed from the surrounding concrete surface area. The Contractor shall maintain dowels in the proper position and protect them from being disturbed during the setting of the dowel adhesive and shall prevent the loss of dowel adhesive from the holes. The Contractor shall notify the Contract Administrator in writing when a lot, as defined in the Lot Size clause, or the proof of process installation, is ready for testing. The Contractor shall allow 5 Business Days for the Contract Administrator to carry out the testing. The Contractor shall provide access to the dowels for testing and shall not install formwork or attach anything to the dowels (such as steel reinforcement or utility ducts) until the pull tests have been completed and the dowel lots are accepted into the work. 8.0 QUALITY ASSURANCE 8.01 General Installed dowels shall be accepted based on conformance to the visual acceptance criteria and pull testing criteria. Dowels tested in-situ will be accepted on a lot basis. All dowels, with the exception of dowels installed in the following applications, shall be subjected to in-situ pull testing for acceptance purposes: • concrete box culvert extensions;, • re-facing of all structural elements (e.g. abutments, columns, wing walls) less than 2 m in height; • widening of footings; • concrete patches;


• concrete pavement repairs; • slip-formed barrier walls; Proof of process installation shall be used in lieu of in-situ testing when the Contract Administrator determines that in-situ testing is not possible (such as but not limited to confined spaces, restricted clearance for the test device, dowels too short to fit the testing device grips). 8.02 Visual Acceptance Criteria Completed dowel installations shall be properly positioned as specified elsewhere in the Contract Documents and free of damage to the dowel or dowel coating. Excess dowel adhesive shall have been struck off flush with the concrete surface and removed from the surrounding area. 8.03 Pull Testing Criteria 8.03.01 General Pull testing shall be carried out by the Contract Administrator according to the Pull Test Guide for Testing of Metallic Dowels, of Uncoated, Coated or Stainless Steel available from Materials Engineering and Research Office, Concrete Section. The Contractor may be present during the testing procedure. When requested by the Contractor, the Contract Administrator shall provide documentation of equipment calibration. An individual dowel shall not be subjected to more than one pull test. Any spalling, cracking, or other damage to the surrounding concrete caused by Contractor’s installation or removal of dowels shall be repaired at the Contractor’s expense and in a manner acceptable to the Contract Administrator. 8.03.02 Dowel Load Duration Time 8.03.02.01 Dowels Embedded Less than or Equal to 200 mm Dowels with embedment depth less than or equal to 200 mm , shall be considered acceptable when they can hold the load specified in Table 1 without any change in the load for 15 seconds. 8.03.02.02 Dowels Embedded Greater Than 200 mm Dowels with embedment depth greater than 200 mm shall be considered acceptable when they can hold the load specified in Table 1 without any change in the load for (** Designer Fill-in - See Notes to Designer) seconds. 8.03.03 Lot Size - In-Situ Testing Only A lot shall consist of no more than 200 dowels of the same type in a single stage. Where a single stage is less than 200 dowels of the same type the lot shall be the single stage. 8.03.04 In-Situ Pull Test Requirements The Contract Administrator shall randomly select 10 dowels in each lot for testing.


Any damage to the dowel coating shall be repaired in a manner acceptable to the Contract Administrator. If 2 or more dowels fail, the Contract Administrator shall conduct additional pull testing on 20 dowels in the lot. If 2 or more dowels fail, the lot shall be deemed unacceptable and the lot shall be removed and replaced at the Contractor’s expense. Replacement dowels shall be accepted by pull testing, proof of process installation, or other means, as directed by the Contract Administrator. Additional pull testing shall be at the Contractor’s expense as detailed elsewhere in this special provision. All testing shall be completed before concrete is placed. 8.03.04.01 Replacement of Failed Dowels Any installed dowels that fail the pull test shall be removed and replaced by the Contractor at no additional cost to the Owner. In lieu of removal, dowels can be cut off flush with the concrete surface. The Contractor shall install the new dowel in a location approved by the Contract Administrator. 8.03.05 Proof of Process Installation The Contract Administrator shall select the location(s) for proof of process installations in area(s) where the concrete and element are the same. Dowels shall not be installed into the work until the Contract Administrator has accepted the proof of process installation procedure. An approved proof of process installation procedure for dowel types shall be valid for the contract for 120 days from the date of acceptance. After 120 days, proof of process installation shall be repeated using the same labour, materials, dowel type, and process to re-qualify the proof of process installation procedure. The Contract Administrator may at any time require re-qualification of the proof of process installation procedure. When re-qualification process is required and it has been deemed acceptable by the Contract Administrator, it shall be valid for 120 days from the date of re-qualification. The number of dowels required for each proof of process installation shall be 5 dowels for each dowel type to be installed in the work. Straight bars may be installed for proof of process installation. If any dowel fails, the proof of process installation shall be considered unacceptable. The Contractor shall not be permitted to install any of the dowel types in the work until a successful proof of process installation procedure for the dowel type has been completed and accepted by the Contract Administrator. Any installed dowels used for proof of process installation that fail the pull test shall be removed by the Contractor at no additional cost to the Owner. If directed by the Contract Administrator, remaining dowels shall be removed by the Contractor at no additional cost to the Owner. Cutting off dowels flush with the concrete surface is permitted.


Upon the successful completion of a proof of process installation procedure, the Contractor shall be permitted to install dowel types at locations specified elsewhere in the Contract Documents using the accepted installation procedure. If the Contractor changes the accepted procedure for any dowel type from that used for the proof of process installation, the Contractor shall repeat the proof of process installation according to the changed procedures prior to incorporating any dowel types into the work. 9.0 MEASUREMENT FOR PAYMENT For measurement purposes, a count shall be made of the number of dowels installed. 10.0 BASIS OF PAYMENT 10.01 Dowels Into Concrete - 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, except that payment for the reinforcing steel bars or stainless steel reinforcing bars used as the dowels shall be according to OPSS 905. No payment shall be made for dowels that fail the pull test. The cost of additional pull testing shall be at the Contractor’s expense and shall be a lump sum of $1,000 per mobilization to the contract with an additional cost of $50 per dowel.

TABLE 1 Pull Test Loads

Dowel Size

Test Loads kN

Embedment Depth Less Than or Equal to 200mm

Embedment Depth Greater Than 200mm

10M 20 *

15M 40 *

20M 60 *

25M 100 *

30M 140 *

35M 190 *

JACKING OF SUPERSTRUCTURE – Item No.


CONSTRUCTION SPECIFICATION FOR THE JACKING OF BRIDGE SUPERSTRUCTURE

TABLE OF CONTENTS

1.0 SCOPE

2.0 REFERENCES

3.0 DEFINITIONS


5.0 MATERIALS


7.0 CONSTRUCTION

8.0 QUALITY ASSURANCE - Not Used

9.0 MEASUREMENT FOR PAYMENT - Not Used


1.0 SCOPE

This specification covers the requirements for raising and lowering a bridge superstructure by the use of jacks.

2.0 REFERENCES



OPSS 906 Structural Steel for Bridges OPSS 919 Formwork and Falsework OPSS 922 Installation of Bearings


Structural Manual Designated Sources for Materials (DSM) Manual


CSA Standards

G40.20-04/G40.21-04 (R2009) General Requirements for rolled or welded structural quality steel/Structural quality steel.

S6-06 Canadian Highway Bridge Design Code

ASTM International

A 325M-07 Standard Specification for Structural Bolts, Steel, Heat Treated 830 MPa Minimum Tensile Strength [Metric]

A 563M-07 Standard Specification for Carbon and Alloy Steel Nuts F 436M-11 Standard Specification for Hardened Steel Washers

3.0 DEFINITIONS

For the purpose of this specification the following definitions apply:

Certificate of Conformance means a document issued by the Quality Verification Engineer confirming that the specified components of the Work are in general conformance with the requirements of the Contract Documents.

Quality Verification Engineer (QVE) means an Engineer retained by the Contractor qualified to provide the services specified in the Contract Documents.



4.01.01 General

Unless a detailed jacking system design is provided in the Contract Documents, the Contractor shall be responsible for the design of the jacking system.

Where the replacement of bearings is called for in the Contract Documents, the design shall take into account the possible difference in bearings size between the new and the original and insure that the placement of the temporary supports does not interfere with the proper placing of bearings.

Where necessary, the design of temporary supports shall account for articulation of the superstructure.

The design shall account for the condition of the structure at the time of jacking. It shall take into account any deterioration and/or removals prior to and during the duration of the jacking and remedial work.


4.02.01 Jacking Drawings and Calculations

The Contractor shall submit 3 sets of the jacking drawings and calculations to the Contract Administrator 7 Days prior to the commencement of the jacking operations, for information purposes only. Submissions shall bear the seals and signatures of a design Engineer and a design checking Engineer.

The jacking drawings and calculations shall include the following:


a) Jacking methodology and sequence.

b) Location, number, type and capacity of the jacks to be used.

c) Description of the control system, complete with all design, schematics and equipment to be used.

d) Location and material to be used for temporary blocking and shimming.

e) Schematic showing the configuration of all jacks, stop valves, gauges, manifolds and hydraulic pumps.

f) Current calibration certificates for all jacks and gauges.

g) Full details of the temporary support system including forces to be transmitted and method of transferring the loads to the substructure or founding strata.

h) Strengthening of the existing structure where necessary.

i) Restrictions on traffic and construction traffic.

The Contractor shall have a copy of the signed and sealed jacking drawings at the site during jacking setup and operations.

4.02.02 Revised Submissions

When jacking design considerations or field conditions necessitate amendments to the jacking drawings, revised jacking drawings shall be submitted according to the Jacking Drawings clause.

5.0 MATERIALS

5.01 Structural Steel

All structural steel shall be according to CAN/CSA G40.20/G40.21.

5.02 High Strength Bolts, Nuts and Washers

High strength bolts shall be according to ASTM A 325M.

High strength nuts, and hardened washers shall be suitable for use with the types of bolts being specified and shall be according to ASTM A 563M, and ASTM F 436M.

The nuts, bolts, and washers shall be shipped together as an assembly from the manufacturer. The requirements outlined in the Test Reports for Fasteners clause found in OPSS 906 shall apply.

5.03 Mechanical and/or Adhesive Anchors

Mechanical and/or adhesive anchors shall be suitable for dynamic loads and shall be installed according to the manufacturer’s recommendations.


5.04 Grout

Cement based non-shrink grout shall be supplied from sources named in the DSM manual.

7.0 CONSTRUCTION

7.01 Pre-Construction Survey

Prior to the start of any work related to the jacking operation, the Contractor shall carry out field measurements of all components of the existing structure that might impact the installation of the temporary supports and ensure that the jacking drawings and calculations are adjusted accordingly. The design Engineer and the checking Engineer shall determine whether any adjustments based on field measurements will have an impact on the bridge structure. If it is determined that the adjustments will have an impact on the bridge structure, the jacking drawings and calculations shall be submitted to the Contract Administrator along with a request for approval.

The Contractor shall also carry out a survey to establish the elevations of the existing bridge deck along the existing bridge deck joints and the elevations of the underside of deck or girders at bearing locations prior to jacking the structure. The survey results shall be submitted to the Contract Administrator prior to jacking for information purposes only.

The Contractor shall ensure that the existing elevations of the bridge deck, measured before the jacking operation or the required elevations specified in the Contract Documents are matched after the bearings are replaced and the jacking operation is completed. If the elevations of the bridge deck after the completion of the jacking operation differ from the elevations obtained in the pre-construction survey or those specified on the Contract Documents, the Contractor shall reinstate the bridge deck and girders to the original elevations or to the new elevations specified in the Contract Documents, as required.

7.02 Structural Steel

All structural steel fabrication, delivery and erection shall be according to OPSS 906.

7.03 Formwork and Falsework

All formwork and falsework shall be according to OPSS 919.

7.04 Installation of Bearings

When jacking is required for the installation, replacement or adjustment of bearings, the requirements of OPSS 922 shall also be satisfied.

7.04 Jacking

Prior to jacking, the Contractor shall ensure that all existing expansion joints are free to move vertically. Bolts securing the handrail posts to the parapet walls, if present, shall be loosened to permit jacking without damaging the handrails.

Upon completion of the fabrication and installation of the components of the temporary works and prior to jacking, the Quality Verification Engineer shall conduct an interim inspection to verify that the fabrication and installation of the temporary works has been carried out according to the jacking drawings and calculations and


issue the Contractor written permission to proceed with the jacking. A copy of the permission to proceed shall be submitted to the Contract Administrator for information purposes.

7.04.01 Jacking Points and Loads

Jacks shall only be placed at the jacking points indicated on the Contract Documents. The Contractor shall use jacks with a rated capacity of no less than 150% of the reaction loads specified on the Contract Drawings. Shims and blocking used to support the jacks shall also be designed for 150% of the reaction load specified on the Contract Drawings

7.04.02 Jacking Operations

The Contractor shall inform the Contract Administrator in writing at least 3 Days prior to the commencement of the jacking operations.

Jacking operations shall be carried out under the direct supervision of an Engineer. Prior to the commencement of jacking operations, the Contractor shall demonstrate the accuracy of all transducer read-outs, relative to manual measurements.

The lifting or lowering of the entire width of the structure shall be carried out in one uniform and synchronized operation. Jacks shall be interconnected through a manifold system to provide a uniform lift at all jacking locations.

At no time during the lifting or lowering of the structure shall the difference between any two jacking points be greater than 3 mm as measured at the center line of the bearings.

The lift at each jacking point shall be monitored continuously during the jacking operation. The maximum lift for all jacking points shall be 3 mm above final jacking elevation, unless otherwise specified in the Contract Documents.

7.04.03 Temporary Supports

Unless specified elsewhere in the Contract Documents, traffic shall not be permitted on or below a bridge undergoing jacking. The bridge superstructure shall not be supported on hydraulic jacks for a period longer than permitted on the jacking drawings and in no case longer than 12 hours.

When the required lift for all jacking points has been achieved and the bearings have been released, temporary supports such as blocking and shimming shall be placed to support the bridge. The jacks shall then be lowered in one synchronized operation while maintaining the maximum allowable difference between any two jacking points of 3 mm.

The jacks loads shall be transferred to structural blocks and then the jacks released prior to the commencement of bearing seat reconstruction or bearing replacement work.

The superstructure shall not be left on the blocks and shims for more than 15 Days or as specified elsewhere in the Contract Documents.


7.04.04 Post-Jacking Survey

Immediately after the structure has been jacked and prior to the bearing seats being reconstructed, the underside of the superstructure that will be in contact with the new bearings shall be surveyed. The survey shall include the four corners in contact with the bearings and at least one point in the middle. Data from the survey shall be forwarded to the Contract Administrator to determine if adjustments to the design are required.

7.04.05 Lowering of the Superstructure

Where jacking of the superstructure is accompanied by rehabilitation of bearing seats, the superstructure may be jacked again for the removal of the structural blocks only after the concrete in the bearing seats has reached 75% of its design strength.The jacks shall then be lowered in one synchronized operation, while maintaining the maximum allowable difference between any two jacking points of 3 mm, and the superstructure shall be released onto the bearings

7.04.06 Bearing Contact

The bearings shall have uniform and full contact at top and bottom. If any of the bearings are not properly seated, the bridge shall be jacked up again and remedial work performed as directed by an Engineer until all the bearings have full contact and the superstructure is uniformly supported. Details of proposed methodology, equipment/materials for the remedial work shall be submitted to the Contract Administrator for approval prior to carrying out the remedial work.

7.04.07 Reinstatement of Structure and Components

Anchor holes shall be filled with non-shrink grout finished flush with the surrounding concrete with matching color; no metal components of the jacking system shall be embedded permanently in concrete with less than 40 mm of cover.

All expansion joint and handrail components removed or loosened to facilitate jacking shall be reinstated.

7.05 Certificate of Conformance upon Completion of the Work

A completed Certificate of Conformance as specified in the Contract Documents shall be submitted to the Contract Administrator upon completion of the Work.

7.06 Management of Excess Material



10.01 Jacking of Superstructure- Item

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



PRECAST CONCRETE BRIDGE ELEMENTS, FABRICATION - Item No. PRECAST CONCRETE BRIDGE ELEMENTS, DELIVERY - Item No. PRECAST CONCRETE BRIDGE ELEMENTS, INSTALLATION - Item. No. Special Provision No. 999F31 February 2013

CONSTRUCTION SPECIFICATION FOR NON-PRESTRESSED PRECAST CONCRETE BRIDGE

ELEMENTS

TABLE OF CONTENTS 1.0 SCOPE 2.0 REFERENCES 3.0 DEFINITIONS 4.0 DESIGN AND SUBMISSION REQUIREMENTS 5.0 MATERIALS 6.0 EQUIPMENT 7.0 PRODUCTION 8.0 QUALITY ASSURANCE 9.0 MEASUREMENT FOR PAYMENT - Not Used 10.0 BASIS OF PAYMENT 1.0 SCOPE This specification covers the requirements for non-prestressed precast concrete bridge elements for prefabricated bridge systems. The requirements include certification of production facilities, production, storage, transportation, and installation of the precast elements. 2.0 REFERENCES This specification refers to the following standards specifications or publications: Ontario Provincial Standard Specifications, Construction OPSS 904 Concrete Structures OPSS 905 Steel Reinforcement for Concrete OPSS 929 Abrasive Blast Cleaning – Concrete Construction OPSS 930 Construction Specification for Structure Rehabilitation – Concrete Patches, Refacing and

Overlays OPSS 932 Crack Repair – Concrete


Ontario Provincial Standard Specifications, Materials OPSS 1002 Aggregates - Concrete OPSS 1213 Hot Applied Rubberized Asphalt Waterproofing Membrane OPSS 1350 Concrete - Materials and Production OPSS 1440 Steel Reinforcement for Concrete Ontario Ministry of Transportation Publications: Structural Manual Specification for Self-Consolidating Concrete in Precast Products Laboratory Testing Manual: LS-432 Method of Test for Microscopical Determination of Air Void System Parameters in Hardened

Concrete LS-433 Method of Test for Electrical Indication of Concrete’s Ability to Resist Chloride Ion

Penetration CSA Standards A23.2-14C Obtaining and Testing Drilled Cores for Compressive Strength Testing* *[Part of A23.1-09/A23.2-09 - Concrete Materials and Methods of Concrete

Construction/Methods of Test and Standard Practices for Concrete] A23.4-09 Precast Concrete Material and Construction S6-06 Canadian Highway Bridge Design Code W47.1-09 Certification of Companies for Fusion Welding of Steel Structures W59-03 (R2008) Welded Steel Construction (Metal Arc Welding) W186-90 (R2007) Welding of Reinforcing Bars in Reinforced Concrete Construction ASTM International A153 - 09 Zinc Coating (Hot-Dip) on Iron and Steel Hardware B633 - 07 Electrodeposited Coatings of Zinc on Iron and Steel C171 - 07 Sheet Materials for Curing Concrete C403 - 08 Standard Test Method for Time of Setting of Concrete Mixtures by Penetration

Resistance American Association of State Highway and Transportation Officials (AASHTO) M 182 - 05 Standard Specification for Burlap Cloth made from Jute or Kenaf and Cotton Mats Canadian Precast/Prestressed Concrete Institute (CPCI). CPCI Precast Concrete Certification Program for Structural, Architectural and Specialty Precast Concrete Products and Systems, Program Requirements.


3.0 DEFINITIONS For the purpose of this specification, the following definitions apply: Bed means the assembly consisting of platform, forms and end blocks in which the elements are cast. Cold Weather means those conditions when the air temperature is at or below 5 °C. It is also considered to exist when the air temperature is at or is likely to fall below 5 °C within 96 hours after concrete placement. Temperature refers to shade temperature. Element Type means an element defined by function and cross-sectional shape. Honeycombing means a rough and stony concrete surface with voids where the mortar did not fill the spaces between the coarse aggregate particles. Lot consists of all of the same element types, of the same mix design produced over seven consecutive Days. Low Permeability Concrete means concrete typically containing silica fume and having rapid chloride permeability of 1000 coulombs or less when tested according to LS-433. Precaster means the producer of the precast concrete elements. Precast Element means an individual precast section of the prefabricated bridge. For the purposes of this specification, precast elements do not include precast girders but may include precast footings, columns, shafts, abutments, ballast walls, wingwalls, pier caps, and bridge deck elements. “Precast element” is used interchangebly with “element”. Regular Permeability Concrete means concrete typically containing no silica fume and having rapid chloride permeability of 2500 coulombs or less when tested according to LS-433. Segregation means visible separation of the mortar and coarse aggregate particles in the concrete, resulting in concrete that is not uniform in appearance or proportions. Steel Reinforcement means a general term which includes reinforcing steel bars, stainless steel reinforcing bars, splice bars, welded steel wire fabric and prestressing tendons. 4.0 DESIGN AND SUBMISSION REQUIREMENTS 4.01 Design Requirements 4.01.01 General The design shall be according to CAN/CSA S6 and the Structural Manual where design is required. 4.02 Submission Requirements 4.02.01 Working Drawings Working Drawings shall include shop drawings and drawings for handling and installation of the elements


The Contractor shall prepare and submit 3 sets of Working Drawings and all supporting documentation, to the Contract Administrator at least 5 Business Days prior to commencement of fabrication of the elements, for information purposes only. Working Drawings shall be signed and sealed by an Engineer. The Working Drawings shall include the following information: a) Element details. b) Steel reinforcement schedules. c) Lifting point locations. d) Details and location of all temporary supports. e) All other applicable details. The supporting documents shall include the following information: a) Handling and installation procedures including calculations and lifting point locations. b) Details of bracing installed to provide adequate support and stability to the element during construction. When other authorities are involved in the approval of the design or construction of a highway structure, submissions shall be made at least 5 weeks prior to commencement of work and one additional copy of the submission shall be provided for each authority. The requirements, as stated elsewhere in the Contract Documents of each authority and the Owner shall be satisfied prior to commencement of the Work. 4.02.02 Concrete Mix Design The Contractor shall submit the concrete mix design to the Contract Administrator according to the Mix Design requirements of OPSS 1350. When self consolidated concrete (SCC) is proposed to be used by the Contractor, the requirements for submission shall be according to the Specification for Self-Consolidated Concrete in Precast Products available from the Ministry’s Materials Engineering and Research Office. 4.02.02.01 Concrete Plant Certification The precast concrete plant certificate verifying compliance with the certification requirements specified in the Production Facility subsection shall be submitted to the Contract Administrator with the concrete mix design. Documentation verifying certification of the concrete production facility by the Ready-Mixed Concrete Association of Ontario shall be submitted when concrete is supplied by an external concrete supplier. 4.02.03 Product Report A product report shall be submitted to the Contract Administrator for each shipment of elements, prior to shipping the elements.


The report shall contain the following information: a) List of elements including their ID number and description. b) Documentation of defects or deficiencies other than those listed in Table 1, and all related repair

proposals. The following documentation shall be made available upon request: a) The mill certificates for the steel reinforcement used in the elements. b) Temperature control records including location of thermocouple wires. c) Copies of all measurements and inspections carried out by the Contractor to verify compliance with this

specification, including the concrete cover over steel reinforcement, crack measurement summary, tolerances, and surveys for geometric control.

d) Documentation verifying that all repairable defects have been identified, evaluated and corrected as

detailed elsewhere in the specification. 5.0 MATERIALS 5.01 Concrete Concrete materials and production shall be according to OPSS 1350 with the following exceptions and amendments: a) Rapid chloride permeability shall meet the requirements found in Table 2 for each specified precast

element listed. * Designer Fill-in - See Notes to Designer b) The air void system in hardened concrete when tested according to LS-432 shall be: i. Air Content: 3.0% minimum ii. Spacing Factor: 0.200 mm maximum c) Aggregates shall be according to OPSS 1002 with the exception that the maximum nominal size of coarse

aggregate shall not exceed 19.0 mm. d) Slag aggregate shall not be used. e) Superplasticizer may be added to the mix at time of batching for all types of concrete. f) After the addition of superplasticizer the slump shall not exceed a maximum of 230mm. g) Self consolidated concrete will be considered subject to the Ministry’s approval. The Contractor’s

proposal shall be consistent with the Specification for Self-Consolidating Concrete in Precast Products.


5.02 Concrete Sealers Concrete sealers shall be from the Owner’s list of acceptable sealers. The list of concrete sealers shall be obtained from the Contract Administrator. 5.03 Elastomeric Coating Elastomeric coating shall be according to OPSS 1213 5.04 Forms All forms shall be according to CAN/CSA A23.4. Forms shall be fabricated to meet the dimensional tolerances and finishes required by this specification. 5.05 Hardware All hardware shall be non-corroding or galvanized according to ASTM A153. Surfaces of hardware located within 40 mm of the concrete surface shall be chromate coated over an electro-deposited coating of zinc according to ASTM B633. 5.06 Materials for Moist Curing Burlap cloth and cotton mats for wet curing shall be according to AASHTO M 182. When burlap is used, it shall be Class 4. 5.07 Proprietary Patching Materials Proprietary patching materials shall be from the Owner’s list of acceptable concrete patching materials. The list of proprietary patching materials shall be obtained from the Contract Administrator. 5.08 Steel Reinforcement Steel reinforcement shall be according to OPSS 905 and OPSS 1440. 6.0 EQUIPMENT 6.01 Chipping Hammers Chipping hammers shall have a maximum weight of 9.0 kg and a maximum piston stroke of 102 mm. All hammers shall have the manufacturer’s name and model number engraved on them by the manufacturer. All information must be legible. 6.02 Thermocouples and Dataloggers Thermocouples and associated instrumentation shall have an accuracy of ± 1.5 °C and shall be capable of recording and displaying the temperature. The instrumentation shall include dataloggers with a minimum recording frequency of 30 minutes or less and shall be capable of storing all data for the temperature monitoring period.


7.0 CONSTRUCTION 7.01 General The work shall consist of fabrication, curing, storage, transportation and installation of precast elements. The Contractor shall notify the Contract Administrator in writing at least 5 Business Days prior to commencement of fabrication. The Contractor shall be responsible for all quality control inspection and testing to ensure that the precast concrete elements are fabricated to meet the requirements of this specification and the Contract Documents. 7.02 Precast Concrete Elements 7.02.01 General Precast elements of the same type and for a given component shall be fabricated from the same mix design regardless of whether or not they are cast in the same facility. 7.02.02 Element Identification Each precast element shall be identified with a tamper-resistant, permanently-affixed means of identification which includes a unique identification number, date of casting and location of the production facility. 7.02.03 Dimensional Tolerances All elements shall meet the dimensional tolerance requirements of CSA 23.4 unless otherwise specified in the Contract Documents. For dimensional tolerances not specified, the maximum allowable dimensional variation shall be 1:800 or ± 5 mm, whichever is greater. 7.02.04 Concrete Cover All elements shall meet the cover requirements of the Contract Documents. 7.02.05 Surface Tolerance Formed and unformed surfaces shall be such that, when tested with a 3 m long straight edge placed anywhere in any direction on the surface, there shall be no gap greater than 6 mm between the bottom of the straight edge and the surface of the concrete. When the straight edge is placed across a closure strip the gap between the straight edge and the surface of the concrete shall not be greater than 6 mm. 7.03 Production Facility The precast elements shall be fabricated in a facility that is certified to the requirements of: a) Canadian Standards Association (CSA A23.4) under the category Precast Concrete Products-Structural,

Non-Prestressed and Prestressed, or b) Canadian Precast/Prestressed Concrete Institute (CPCI), Group B, Products and Group BA, Bridge

Products with Architectural Finishes, Category, B1, or BA1, Precast Concrete Bridge Products


7.04 Welding Welding of steel hardware including shear studs shall be according to the Contract Documents and CSA W59. Welding shall be performed by a qualified welder working for a company certified by the Canadian Welding Bureau according to CSA W47.1. Welding of steel reinforcement shall be according to the Contract Documents and to CSA W186. Welding shall be performed by a qualified welder working for a company certified by the Canadian Welding Bureau according to CSA W186. 7.05 Steel Reinforcement The placement of steel reinforcement shall be according to OPSS 905. 7.06 Placing Concrete The placing of concrete shall be according to OPSS 904 with the exception that the temperature of the formwork, steel reinforcement or the material on which the concrete is to be placed shall be at a minimum temperature of 5 °C immediately prior to the placing operation. 7.07 Sampling and Testing of Plastic Concrete 7.07.01 Testing Sampling and testing of slump, air content and temperature of plastic concrete shall be carried out by a person holding either of the following certifications: a) CCIL Certified Concrete Testing Technician; or b) ACI Concrete Field Testing Technician – Grade 1 This person shall have a valid, original card issued by the certifying agency in his or her possession at all times. 7.07.02 Frequency The Contractor shall be responsible for all aspects of sampling and testing of the plastic concrete for slump, air content and temperature according to OPSS 1350 and the results of these tests shall be recorded. The minimum frequency of testing shall be at least once for each load of concrete delivered by a truck mixer, or once for every batch of concrete produced by other mixers, until satisfactory control is established. Satisfactory control is established when three consecutive tests of concrete are within the specified requirements without adjustments. If any adjustments are required, testing shall continue until three consecutive tests meet the requirements with no field adjustments. After satisfactory control has been established, testing shall be carried out on every third load delivered by a truck mixer, or at a delivery frequency of 21 m³ of concrete for concrete produced by other mixers. Satisfactory control shall be re-established each day or when there is a break in production longer than 1 hour.


7.08 Concrete Finishing Concrete finishing shall be according to OPSS 904 with the exception that the use of a bridge deck finishing machine is not required. 7.09 Curing and Protection 7.09.01 Curing-General Concrete elements shall be moist cured for 96 hours. Concrete elements containing silica fume shall be moist cured for 7 Days. During the moist curing period, elements may be exposed to ambient conditions for no more than a cumulative total of 3 hours for the purposes of form removal, filling of bug holes, inspection, and storage. 7.09.02 Moist Curing Moist curing of exposed surfaces shall commence immediately after concrete placement using one of the following methods: a) Saturated material for moist curing; b) Water misting; c) Steam; or d) Other means of maintaining 100% relative humidity next to the concrete surface. Forms shall be removed from bridge deck elements within 24 hours of concrete placement and all surfaces previously covered by forms shall be immediately moist cured as above for the remainder of the 96 hours. Other formed surfaces shall require no additional curing where the formwork is left in place for the minimum specified curing period. Where the formwork is removed before the curing period is completed, formed surfaces shall be cured with moist curing material for the remainder of the minimum curing period Application of heat may be used to accelerate curing, but raising the ambient temperature above 30 °C shall not be allowed until after concrete has reached initial set. The Contractor shall determine the time of initial set of the concrete according to ASTM C403, using the same mix design, placement method, concrete temperature and curing procedures as the elements. Steam, heat or forced air shall not be directed on the concrete, forms or steel reinforcement. There shall be free circulation of steam, heat and forced air around the top, sides and ends of the elements. The elements shall be heated evenly. Concrete surfaces shall not be exposed to combustion gases. 7.09.03 Protection Period After moist curing, elements that will be exposed to air temperatures less than 5 °C shall be protected from moisture loss for a minimum of 3 days, prior to full exposure. The protection period shall be extended beyond 3 days if required to meet the requirements specified in the Control of Temperature subsection.


All elements must be dry before exposing them to air temperature below 0 °C. 7.10 Control of Temperature During production, moist curing, and protection periods, the following temperature requirements shall be met: a) The concrete temperature shall not exceed 60 °C. b) The concrete temperature shall not fall below 10 °C before the end of moist curing. c) The concrete temperature shall not fall below 0 °C before the end of the protection period d) The temperature difference between the concrete temperature of the element, and the conditions to which

it is to be exposed, shall not exceed 20 °C in any part of the element. 7.10.01 Temperature Records Thermocouples, dataloggers, handhelds units, and associated hardware shall be used to monitor the temperature of the element and the ambient conditions to which the element is exposed. Recording of the concrete temperatures shall begin at the start of the placing operation and continue until the moist curing and protection period are complete. For each element, the following temperatures shall be recorded at intervals of 30 minutes or less. A sufficient number of thermocouples and thermocouple wires for each element type shall be installed to ensure compliance with the standard. As a minimum, thermocouples shall be installed to measure: a) Air temperature that the element is exposed, or will be exposed, to. b) Concrete temperatures located centrally within the element and the section thickness. The Contract Administrator shall be provided the necessary access, instrumentation and equipment to verify temperature readings instantaneously. The thermocouples and dataloggers shall be left in place until the end of the curing and protection period. 7.11 Access for Concrete Cover Measurement The Contractor shall clear all debris and obstructions and provide unhindered access to allow the Contract Administrator to carry out the concrete covermeter survey as specified in the Concrete Cover subsection of the Quality Assurance section. The Contractor shall notify the Contract Administrator in writing when the test area is ready for the concrete covermeter survey. The Contractor shall allow the Contract Administrator a time period of 3 Business Days to complete the survey. This time period shall commence upon receipt of the Contractor’s written notification of readiness for the survey. The time period required to complete the concrete survey shall be extended if inclement weather or the ambient air temperatures below 5 °C fall within that time period. 7.12 Storage, Transportation, and Installation Storage, transportation, and installation shall be according to CSA 23.4.


Storage includes, but is not limited to, storage while awaiting delivery, in temporary locations, or at the job site. The Contractor shall notify the Contract Administrator in writing at least 3 Days prior to delivery of the elements. Advertising by means of removable signing is permitted on elements only while in transit to the specified site. Any other markings on a surface that would be visible after installation shall not be permitted. The Contractor shall notify the Contract Administrator in writing of the installation date at least 3 Days prior to the commencement of field installation operations. Pockets such as those that facilitate cutting of temporary strands for shipping and handling shall be reinstated with a proprietary patching material. The Contractor shall inspect the elements for defects before installation. 7.13 Certificate of Conformance For each shipment of elements the Contractor shall issue the following Certificates of Conformance to the Contract Administrator: a) Certificate of Conformance verifying the elements have been fabricated in general conformance with the

signed and sealed documents which include the Contract Documents, supporting documents, and Working Drawings.

b) Certificate of Conformance verifying that storage and transportation were in general conformance with

the signed and sealed documents which include the Contract Documents, supporting documents, and Working Drawings.

Within 5 Business Days of installing all the elements within a stage, the Contractor shall submit to the Contract Administrator a Certificate of Conformance verifying the installation of the elements has been carried out in general conformance with the signed and sealed documents which include the Contract Documents, supporting documents, and Working Drawings. Each certificate shall identify the element or group of elements it addresses. 7.14 Defects and Deficiencies Repairable by Standard Methods Any individual element having one or more defects and deficiencies identified in Table 1 shall be repaired according to the method specified. Such repairs do not require proposals or prior approval by the Owner. All causes, preventative actions, and correction actions including repairs, methods and materials used shall be documented and submitted to the Contract Administrator. 7.14.01 All Other Defects and Deficiencies For elements with defects or deficiencies not identified as rejectable or listed in Table 1 the Contractor shall submit a proposal for repair to the Contract Administrator for review. The Contract Administrator shall respond to the Contractor within 5 Business Days of receipt of the complete repair proposal.


The repair proposal, signed and sealed by an Engineer, shall include as a minimum: a) Description of the element and identification of the defects or deficiencies. b) Detailed sketches, width, length, depths, location and nature and frequency of any defects. c) Assessment of any impact of the repaired defect(s) on durability, structural adequacy and integrity of the

element or on the structure. d) A detailed repair plan including materials, method and equipment to be used. e) Verification that the repair plan complies with the applicable standards for the type of work. f) All relevant supporting information, including material test results, field measurements and observations,

production records, photographs, and structural analysis calculations, used for determining that the performance and function originally expected from the element shall be met.

g) Cause(s) of the defect and corrective action to be taken to prevent recurrence of the defect in future

production, delivery or installation. h) Justification for partial payment. If the repair proposal is deemed acceptable by the Owner, the element(s) shall be repaired according to the proposal. The Contractor shall not carry out any repairs without the acceptance of the proposal by the Contract Administrator. If the repair proposal is deemed unacceptable by the Owner, the element(s) shall be rejected and shall not be incorporated into the work. 7.15 Sampling for Quality Assurance 7.15.01 Sampling of Reinforcement The Contractor shall provide samples of steel reinforcement according to OPSS 905 when requested by the Owner. Samples shall be delivered by the Contractor to the Ministry (Head, Concrete Section, Building C, Room 15, 1201 Wilson Avenue, Downsview, Ontario, M3M 1J8). 7.15.02 Sampling of Hardened Concrete 7.15.02.01 General Precast concrete products shall be sampled on a lot basis for each element type. The Contractor shall be responsible for removing cores from the precast elements for testing by the Owner. 7.15.02.02 Notification The Contractor shall be responsible to notify the Contract Administrator within 24 hours of completion of a lot by providing the list of elements and their identification numbers


7.15.02.03 Coring One set of cores shall be obtained from each lot for Quality Assurance testing as directed by the Contract Administrator. A set of cores shall consist of six 100 mm x 200 mm cores. The Contract Administrator shall identify to the Contractor the specific element to be cored. All cores of the same set shall be removed at a location no more than 2 meters from the location of the first core for that set. For each lot, coring shall be carried out according to CSA A23.2-14C when the concrete is between 4 to 14 days of age, and prior to application of any sealer and/or waterproofing membrane. No core shall be taken within 250 mm of any joint or element edge. Cores shall not contain steel reinforcement or other embedded material. 7.15.02.04 Identification of Cores The Contract number, lot number, element identification number and exact location of each individual core shall be marked legibly on the core with durable ink. 7.15.02.05 Transportation of Cores The Contractor is responsible for transporting all cores in a safe manner to avoid damage to the cores. Each core shall be placed in a plastic bag, sealed to prevent loss of moisture. The cores shall be protected from extremes in temperature from the time they are removed until they are delivered to the Regional Quality Assurance laboratory. The cores shall be delivered to the Regional Quality Assurance laboratory designated by the Contract Administrator with a transmittal form and form PH-CC-433A of the concrete mix design for the element within 24 hours of coring. 7.16 Filling of Core Holes The Contractor shall fill each core hole immediately after coring with a proprietary patching material from the Owner’s pre-qualified products list or with concrete from the same mix design. The patching material shall be mixed, handled, and cured according to the manufacturer’s instructions. Immediately before filling, the inside surface of each core hole shall be cleaned of the paste left from the coring operation by nylon brushing and all free water shall be removed. The patch shall be finished flush with the surface of the surrounding concrete. All excess material shall be removed from the surface of the concrete. 8.0 QUALITY ASSURANCE 8.01 General Precast concrete products shall be accepted on a lot basis for each element type. 8.02 Acceptance of Concrete Compressive Strength Three cores shall be tested to determine the acceptability of compressive strength of the lot. Twenty-eight (28) day concrete compressive strength of a lot shall be considered acceptable when it meets all of the following: a) The average of three individual compressive strength tests shall be equal to or greater than the specified

strength.


b) No individual core test shall be more than 4.0 MPa below the specified strength. Unacceptable lots shall be removed and replaced at the Contractor’s expense. Compressive strength shall be determined according to CSA A23.2-14C in a moist condition. The compressive strength result of the lot shall be the average of one set of three acceptance cores rounded to one decimal place. The individual test results shall be forwarded to the Contractor as they become available. 8.02.01 Referee Testing, Compressive Strength The Contractor may invoke referee testing of an individual test result within five business days of receiving the test result. For referee testing, the Contractor shall obtain a new set of cores. A set of referee cores for compressive strength shall consist of three individual cores taken from the same element from which disputed acceptance samples originated. The new set shall be obtained within 5 business days of invoking referee testing. The referee laboratory shall be designated by the Owner based on the applicable roster. Referee test results shall be forwarded to the Contractor as they become available. If the difference between the referee test result and the acceptance test result is less than the confirmation value, then the acceptance test result is confirmed, and the acceptance test result shall be used in the determination of acceptance of the concrete. If the difference between the referee test result and the acceptance test result is greater than the confirmation value, the acceptance test result is not confirmed, and the acceptance test result shall be disregarded and replaced by referee test result in the determination of acceptance of the concrete. The confirmation value for confirming the acceptance test result shall be the greater of 10% of the specified strength or 10% of the strength of the acceptance cores, expressed to one decimal place. 8.02.02 Referee Testing Cost, Compressive Strength The cost of referee testing of compressive strength shall be according to OPSS 1350. 8.03 Acceptance of Air Void System in Hardened Concrete One half of a core shall be tested to determine the acceptability of the lot. The core shall be tested according to LS-432. The other half of the core shall be retained by the Owner for audit purposes. Individual test results shall be forwarded to the Contractor as they become available. For a lot to be considered acceptable, the core shall have air content of 3.0% or more and spacing factor of 0.200 mm or less. Acceptable lots shall be subject to full payment. Lots with a spacing factor between 0.200 mm and 0.250 mm shall be considered unacceptable and shall be repaired as identified in Table 1.


Lots with spacing factor more than 0.250 mm or air content less than 3% shall be rejected and replaced at the Contractor’s expense. 8.03.01 Referee Testing Air Void System in Hardened Concrete Referee testing of air void system parameters shall be according to OPSS 1350. 8.03.02 Referee Testing Cost of Air Void System in Hardened Concrete The cost of air void system referee testing shall be according to OPSS 1350. 8.04 Acceptance of Rapid Chloride Permeability One core per lot shall be tested according to LS-433. Acceptance testing shall be carried out at 28 to 32 Days. Two samples 50 mm long shall be cut from the core representing a lot, and tested to determine the acceptance of the lot. Another core shall be retained for referee testing. Individual test results shall be forwarded to the Contractor as they become available. Acceptance of rapid chloride permeability shall be based on the result obtained on the core representing the lot. Where rapid chloride permeability of 2500 coulombs or less is specified, lots with a rapid chloride permeability result less than or equal to 2500 coulombs shall be considered acceptable. Lots with a rapid chloride permeability result greater than 2500 coulombs and less than or equal to 3500 coulombs shall be considered unacceptable and shall be repaired as identified in Table 1. Lots with rapid chloride permeability results exceeding 3500 coulombs shall be rejected and replaced at the Contractor’s expense. Where rapid chloride permeability of 1000 coulombs or less is specified, lots with a rapid chloride permeability result less than or equal to 1000 coulombs shall be considered acceptable. Lots containing silica fume with a rapid chloride permeability result greater than 1000 coulombs and less than or equal to 2000 coulombs shall be considered unacceptable and shall be repaired as identified in Table 1. Lots containing silica fume with a rapid chloride permeability results exceeding 2000 coulombs shall be rejected and replaced at the Contractor’s expense. 8.04.01 Referee Testing of Rapid Chloride Permeability Referee testing of rapid chloride permeability may only be invoked by the Contractor within 5 Business Days of receipt of the acceptance test result. Referee testing shall be carried out on 2-50 mm samples obtained from the reserved core representing the lot for which referee testing was invoked, and the results shall be averaged to obtain the test result for the lot. The referee laboratory shall be designated by Owner based on the applicable roster and cores shall be tested according to LS 433 by that laboratory. Referee test results shall be forwarded to the Contractor as they become available. When the referee result is greater than the acceptance test result or no more than 200 Coulombs below the acceptance test result, then the acceptance test result is confirmed and shall remain valid. When the referee test result for the lot is more than 200 Coulombs below the acceptance test result, the acceptance test result is


not confirmed, and the referee test result shall replace the acceptance test result in the acceptance requirements of this specification. 8.04.02 Referee Testing Cost of Rapid Chloride Permeability The cost of referee testing of rapid chloride permeability for all concrete shall be according to OPSS 1350 Acceptance of Rapid Chloride Permeability for Silica Fume Overlays and High Performance Concrete. 8.05 Dimensional Verification The Contractor Administrator shall carry out measurements on each element to determine compliance with tolerance requirements of CSA A23.4 and the Contract Documents. 8.06 Concrete Cover Measurement Concrete cover measurements shall be made by the Contractor Administrator on two elements, selected at random from the lot. The measurements shall be obtained on a one metre grid on all surfaces of the element. The Contract Administrator shall provide the survey report to the Contractor. Where the cover does not meet the Contract requirements, the lot shall be rejected and not be incorporated into the work. 8.07 Rejection of Individual Members An element having any one of the following defects and deficiencies shall be rejected: a) If concrete temperature exceeds 60 °C at any time during the curing period. b) If concrete temperature falls below 0°C during the moist curing and protection period. c) If there is honeycombing, voids, cavities, spalls, delaminations, or cracks, in the concrete that exceed the

conditions described in Table 1. d) If there is a crack that extends through to the opposite face. e) If cover to steel reinforcement is less than the lower limit of cover by 5mm anywhere on the element f) Tolerances exceed the requirements of this specification. If the element is deemed rejectable, the element shall not be incorporated into the Work. 8.08 Assessment of Repairs At the discretion of the Owner, where defects or deficiencies have been repaired by either standard methods or by Contractor proposal documentation shall be provided to the Contract Administrator for review and assessment.


The Contract Administrator shall conduct a visual inspection and/or other measures as required, including requesting additional coring, covermeter surveys or any other testing deemed necessary to assess the effectiveness of the repairs. 10.0 BASIS OF PAYMENT 10.01 Precast Concrete Bridge Elements, Fabrication - 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. Members stored at the precaster’s premises or at some other location away from the Working Area shall be paid for when the Contractor obtains a lease from the property owner that names the Owner as the tenant. The Owner shall provide the form of lease for this purpose that specifies a payment of $10.00 for the term of the lease. The Contractor shall retain full responsibility for the members. 10.02 Precast Concrete Bridge Elements, Delivery - Item Precast Concrete Bridge Elements, Installation - 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.


TABLE 1 Defects and Deficiencies Repairable by Standard Methods

Repairable Defects and Deficiencies

Condition Repair Method

Honeycombing, Voids, Cavities, Spalls, and Delaminations

Any area less than an equivalent area of 300 mm x 300 mm with no steel reinforcement exposed.

a) Square all sides of the repair area. b) Sawcut perimeter of removal area to a depth of

10 mm or to the depth of steel reinforcement, whichever is less.

c) Remove all loose concrete using a chipping hammer or hand tools.

d) Insert corrosion resistant wires and anchors. e) Abrasive blast clean all concrete surfaces to be

patched according to OPSS 929. f) Remove all dust and loose material from the prepared

surface by using compressed air. g) Moisten area to be repaired. h) Fill repair area with concrete or a proprietary product

patching material. i) Cure concrete according to this Special Provision.

Cure proprietary patching material according to the manufacturer’s recommendations.

Low Cover Any cover readings outside the minimum tolerance by less than 5 mm.

The entire surface of the element shall be sealed with a two-component sealer. Areas against which concrete is to be placed shall not be sealed.

Rapid Chloride Permeability (RCP)

a) RCP value for the lot exceeding 2500 and less than or equal to 3500 Coulombs.

b) RCP value for the lot of concrete containing silica fume exceeding 1000 and less than or equal to 2000 Coulombs.

The entire surface of all the elements of the lot shall be sealed with a sealer acceptable to the Owner. Areas against which concrete is to be placed, or waterproofed and paved shall not be sealed.

Cracks > 0.3 mm a) Repair cracks in the areas where the total linear measurement of crack per m² is < 5m. Repair shall be according to OPSS 932.

b) Remove and replace the cracked areas where the total linear measurement of crack per m² is ≥ 5m. Removals and preparation of concrete shall be according to OPSS 930.

≤ 0.3 mm Apply sealer acceptable to the ministry to the cracked areas. Where the total linear measurement of crack per m² is ≥5m the entire element shall be sealed.

Air Void System Spacing factor value for the lot exceeding 0.200 mm and less than 0.250 mm.

The entire surface of all the elements of the lot, except areas against which new concrete is to be placed, or waterproofed and paved, shall be sealed with a sealer acceptable to the Owner.

CHAPTER F

Contract Documents

CONTRACT DOCUMENTS Quantity Sheets

December 2008 F1-1

TABLE OF CONTENTS

Section Page

1.0 QUANTITY SHEETS F1-2

1.1 INTRODUCTION F1-2 1.1.1 Definitions F1-2 1.1.2 References F1-2 1.1.3 Types of Quantity Sheets F1-3

1.2 GENERAL DOCUMENTATION INSTRUCTIONS F1-3 1.2.1 Cover Sheet for Quantity Sheet Booklet(s) F1-3 1.2.2 Index Sheet F1-3 1.2.3 Quantity Sheets F1-4 1.2.4 Quantity Sheets – Addenda F1-5 1.2.5 Limited Plans Format F1-5

1.3 APPENDICES F1-6 1.3.1 Appendix A – Sample Index Sheet F1-6 1.3.2 Appendix B – Sample Quantity Sheets F1-6


December 2008 F1-2

SECTION 1.0 – QUANTITY SHEETS

1.1 INTRODUCTION

This section does not apply to Electrical or Structural quantity sheets. These are discussed separately in their respective design manuals.

Quantity sheets are by definition, contract drawings. Nevertheless they are discussed in this chapter because, as for all other documentation, quantity sheets are also forms to be completed by the designer. The purpose of quantity sheets is to provide both the Contractor and Contract Administrator with detailed information pertaining to the tender items on the “Contract Tender Items List”.

Standard quantity sheets including the Index Sheet are produced using the ministry’s Contract Preparation System (CPS).

The sequence of the tender items on the quantity sheets is the same as that on the “Contract Tender Items List”. For example; in numerical order based on the item codes (see CPS Item Master File), without separating plan quantity payment (PQP) items from measured items. This is accomplished by selecting the appropriate quantity sheet and, where necessary, showing PQP items and measured items on the same sheet.

Illustrations on the use of various quantity sheets are provided in this chapter.

1.1.1 Definitions

Actual Measurement means the field measurement of that quantity within the approved limits of the Work.

Lump Sum Item means a tender item indicating a portion of the work for which payment will be made at a single tendered price. Payment is not based on a measured quantity, although a quantity may be given in the contract documents.

Plan Quantity means that quantity as computed from within the boundary lines of the work as shown in the contract documents.

Quantity Sheet means a list of the quantities of work to be done.

1.1.2 References

� Quality & Standards Directive B-033 (Contract Preparation System) � Provincial Roads Directive B-113 (Plan Quantity Payment for Construction

Contracts)


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� Provincial Roads Directive C-053 (Limited Plans Format – Contracts) � Provincial Roads Directive C-085 (Contract Package Preparation and Content

(3))� Contract Management Office Memo, dated January 29, 2008 (Contract

Package Submission Guidelines) � CPS News Bulletin # 07-17, issued September 17th, 2007

1.1.3 Types of Quantity Sheets

The following standard 11” X 17” size quantity sheets are provided in CPS for designer use:

TYPE

Index Sheet Quantities – GradingQuantities – Pipe Culverts Quantities – SewersQuantities – Drainage, MH, CB, & DI Quantities – Miscellaneous 1 Quantities – Hot Mix & Granular

1.2 GENERAL DOCUMENTATION INSTRUCTIONS

The choice and sequence of these quantity sheets are dependent on the tender items required in each particular contract.

No notations of any kind are to be placed outside the border line of the quantity sheets other than the designer’s quantity sheet title.

1.2.1 Cover Sheet for Quantity Sheet Booklet(s)

Tendering requires that the contract quantity sheets, prepared in CPS by the designer, be compiled into a booklet form (not greater than 100 sheets per booklet). A separate quantity sheet cover(s) is prepared by the designer in PDF format and submitted independently from the CPS project file for further processing.

Separate quantity sheet covers for each region are available through the Contract Tendering Section (CTS) or the appropriate Regional Contract Review Officer.

1.2.2 Index Sheet

One index sheet is required for each booklet for the various drawings and quantity sheets. This index form is stored in CPS for designer use and submitted along with the CPS-CID-GWP-COMP file for further processing.


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Entries on the index sheet shall comply with Provincial Roads Directive C-85, Contract Package Preparation and Content (3). Note that the cover sheet, key plan sheet, and index sheet are not numbered.

1.2.3 Quantity Sheets

� All tender items require entry on the appropriate quantity sheet. Selection of an appropriate quantity sheet for a particular tender item is provided in chapter B along with specific detailed documentation and accuracy. In chapter B, any reference to Quantities – Miscellaneous shall mean Miscellaneous 1.

� Reference columns and reference lines are completed by construction personnel only.

� Lump Sum items require a blank column next to the item column.

� Lump Sum / Unit Items (LS/M, LS/M2, LS/M3, LS/T, etc.) in CPS, shall have the unit quantity entered on a separate line under the appropriate column. CPS will automatically total this amount entree as 100% and transmit it to the Contract Tender Items list. This unit quantity entry is also link to the ministry’s Highway Costing System (HICO) for calculating an estimated tender item value for the project.

� PQP items require a blank column next to the item column (except items with units of "each").

� With PQP tender items, only one quantity entry is allowed per line with the exceptions as shown on the sample quantity sheets.

� (P) in the blank line above “TOTALS” indicates that the item is a PQP item. Actual measured items are recognized by the absence of (P).

� Actual measured items may have more than one quantity entry per line.

� Actual measured items do not require a blank column next to the item column.

� Both PQP items and actual measured items may appear on the same Quantities - Miscellaneous 1 sheet as long as the tender item sequence is followed.

� One blank horizontal line is required between each station or location entry except for pipe culverts and structure tender items where two (2) blank lines are required. These blank lines are provided for stage construction and are utilized by both Contractor and Contract Administrators in the field for


December 2008 F1-5

progress and final payments. These are minimum requirements which may be increased as deemed necessary.

� Quantities to be forwarded to another quantity sheet are subtotalled and recorded on the “Sub-Totals Carried Forward” line.

� Quantities in adjacent columns which are to be combined into one tender item are subtotalled first. A bracket under the “Sub-Totals Carried Forward” quantities is added to indicate this combination into one tender item.

� Quantities carried forwarded from a previous quantity sheet to another quantity sheet are recorded on the “Sub-Totals Brought Forward” line.

� Quantities which are recorded for the contractor's information only, are totalled and are to appear in the "TOTALS" line without a tender item number.

� Spaces for “TOTALS, UNIT and ITEM NO.” not used are to be marked by a dash to preclude the possibility of missing information.

1.2.4 Quantity Sheets – Addenda

Quantity Sheets issued under an addendum will include the appropriate addendum number on each sheet with sheet numbering as follows:

� For replacement quantity sheets, these sheets will start at the respective replaced sheet followed by a dash sequential numbering. This will allow for additional sheets if required, i.e. if replacing sheet 23 & 24, the addendum numbering would be 23-1, 23-2, 23-3, etc.

� For new/additional quantity sheets, these sheets will continue on in sequence from the last original quantity sheet number; i.e. if last quantity sheet was 200, the addendum numbering would be 201, 202, 203, etc.

1.2.5 Limited Plans Format - Contracts

The foregoing instructions also apply to limited plans format contracts.

It is important that limited plans format is chosen only for types of contracts in which all information for the contractor and for contract administration can be presented clearly and completely. No information is to be sacrificed in order to make the contract fit the format.

The standard 11” X 17” size quantity sheets are reduced to letter size (8 ½” x 11”) for use in limited plans format contracts.


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Limited plans format may be suitable for contracts which do not require full plan and profile coverage, such as:

� simple resurfacing contracts � clearing contracts � fencing contracts � noise barrier contracts � sub-drain contracts � equipment rental contracts � culvert replacement contracts � roadside safety improvement contracts

In short, such small sized contracts require only a limited number of tender items with a few drawings, such as a cover, key plan, index, certain details, some typical sections, and the appropriate quantity sheets, all in letter size.

1.3 APPENDICES

1.3.1 Appendix A – Sample Index Sheet

Entries shown on the index sheet in this section are representative only, however indicate the proper order required. Not all drawings and items have been shown. The intent is to show typical entries, rather than illustrating a complete work project (WP) in which drawings and quantity sheets relate to one another.

1.3.2 Appendix B – Sample Quantity Sheets

Entries shown on the quantity sheets in this section are representative only. Not all tender items have been shown. The intent is to show typical entries, rather than illustrating a complete WP in which quantity sheets relate to one another.

CONTRACT DOCUMENTS QUANTITY SHEETS

December 2008

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8-10

00

CONTRACT DOCUMENTS QUANTITY SHEETS

December 2008

Appendix B – Sample Quantity Sheets

Clearing (m2)Close Cut ha

2222

123236

3

133

660

910

228

532

575

880

170

1540

1375 70 15

0

(m2)Grubbing ha

750

123

550

760

185

1250

HIG

HW

AY

17

ALT

ON

TO

WN

SH

IP

13+9

78 -

14+0

16 R

t

14+0

30 -

14+1

50 R

t

14+9

00 -

15+0

70 L

t (S

lope

Fla

tteni

ng A

rea)

14+9

50 -

15+0

50 R

t (S

lope

Fla

tteni

ng A

rea)

15+1

08 -

15+2

10 R

t

15+3

50 -

15+4

10 L

t

15+5

30 -

15+7

00 R

t

15+8

10 -

15+9

80 L

t

16+0

34 -

16+3

94 L

t

16+5

60 -

16+6

30 L

t

18+9

60 -

19+0

90 R

t (S

lope

Fla

tteni

ng A

rea)

DeC

AL

TOW

NS

HIP

11+0

40 -

11+1

90 L

t

13+0

40 -

13+1

70 R

t Slo

pe F

latte

ning

15+1

10 -

15+1

24 R

t (G

auth

ier R

oad)

15+1

40 -

15+1

70 R

t (G

avin

Roa

d)

(P)11

040

1.10

1

(P)36

18

0.36

2

SAMPLE - Close Cut Clearing

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T1

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00

MINISTRY OF TRANSPORTATION - ONTARIOPH-D-50290-02

Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

(Grading)Earth Excavation m

33865 71 18

4326

1171

1436

1150

1329

2

613

2352

3196

(Grading)Rock Excavation m

32045 86

5

5423 86

2

827 80

Rock Face

m2

82 155

393

279

Rock Embankment

m394

21

4395

2071

6

1161

1007

04

1342

7

3829

7

Rock Supply

m3

Earth Available

m310

39

1039

-

Earth Required

m310

39

1039

-

Slope Flattening

m327

56 71 1843

26

1171

1436

1150

1329

2

5210

2352

3196

3497

8

-

Earth Berms

m3

70 70

-

HIG

HW

AY

11

HU

IBE

RS

TO

WN

SH

IP

11+2

50 -

11+6

50C

ut/F

illFi

ll S

tripp

ing

Cut

Stri

ppin

gM

uske

g E

xcav

atio

nM

uske

g B

ackf

ill

11+6

50 -

12+0

00C

ut/F

illS

hatte

rFi

ll S

tripp

ing

Mus

keg

Exc

avat

ion

Mus

keg

Bac

kfill

11+8

30 -

11+8

60 E

xtra

Sha

tter

11+8

20 -

11+9

05 L

t11

+830

- 11

+940

Rt

12+0

00 -

12+3

50C

ut/F

illFi

ll S

tripp

ing

Mus

keg

Exc

avat

ion

Mus

keg

Bac

kfill

12+3

50 -

12+7

00C

ut/F

illS

hatte

rFi

ll S

tripp

ing

12+5

90 -

12+6

00 E

xtra

Sha

tter

12+5

75 -

12+6

64 R

t12

+575

- 12

+664

Lt

(P)

3149

0

3

(P)

1010

2

4

(P)90

9

5

(P)

1881

21

6

0

7

SAMPLE - Earth & Rock

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T2

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Des

crip

tion

Ref

eren

ceR

efer

ence

TOTA

LSU

NIT

ITE

M N

o.

Tota

l Stri

ppin

gS

tripp

ing

Ava

ilabl

eTo

p S

oil R

equi

red

Stri

ppin

g B

alan

ce

Ref

eren

ceR

emar

ks: V

olum

e ad

just

men

t fac

tor f

or e

arth

hav

e be

enap

plie

d to

qua

ntiti

es s

how

n.

QU

AN

TITI

ES -

GR

AD

ING

(Grading)Earth Excavation m

31741 28

1374

1569 45

1010

(Grading)Rock Excavation m

37488

630

77 36 1940

Rock Face

m226

4524

17 43

Rock Embankment

m3

145

3014

7

780

Rock Supply

m3

1152

04

Earth Available

m310

39

1039

-

Earth Required

m310

39

1039

-

Slope Flattening

m334

978

3497

8

-

Earth Berms

m3

160

70

230

-

12+7

00 -

12+8

55C

ut/F

ill

INM

AN

TO

WN

SH

IP

10+0

00 -

10+3

50C

ut/F

illS

hatte

rFi

ll S

tripp

ing

10+3

40 -

10+3

50 E

xtra

Sha

tter

10+0

00 -

10+3

50 R

t10

+000

- 10

+350

Lt

10+3

50 -

10+7

00.7

1C

ut/F

illS

hatte

rFi

ll S

tripp

ing

10+6

30 -

10+6

60 L

t

Littl

e La

ke R

oad

Ent

ranc

e 10

+360

Lt

Cut

/Fill

OU

TSID

E C

ON

TRA

CT

LIM

ITS

(P)

3149

0

3725

7

37,2

57

3

(P)

1010

2

8816

0

88,1

60

4

(P)90

9

6014

6,01

4

5

(P)

1881

21

2191

93

219,

193

6

0

1152

04

115,

204

7

5280

50%

2640 18

2622

SAMPLE - Earth & Rock

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T3

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Des

crip

tion

Ref

eren

ceR

efer

ence

TOTA

LSU

NIT

ITE

M N

o.

Tota

l Stri

ppin

gS

tripp

ing

Ava

ilabl

eTo

p S

oil R

equi

red

Stri

ppin

g B

alan

ce

Ref

eren

ceR

emar

ks: V

olum

e ad

just

men

t fac

tor f

or e

arth

hav

e be

enap

plie

d to

qua

ntiti

es s

how

n.

QU

AN

TITI

ES -

GR

AD

ING

Min. Op. Wt.Crawler Mtd. - 20.000 kg.

Rental of Hydraulic B’hoe - h

139

Ditch Cleanout (Earth)1

n/a

1 11 1 4

-

Ditch Cleanout (Rock)1

n/a

1111 11 6

-

Entrance Closure1

n/a

1 1 1 3

-

Rock in DitchesDrill and Blast m

540

(Machine Scaling)Rock Excavation h

88

HIG

HW

AY

17

KO

MP

ON

TO

WN

SH

IP

11+1

25 -

11+5

40 L

t

11+5

65 L

t

11+7

00 -

11+7

85 R

t

11+9

20 -

12+1

00 L

t.

12+1

00 -

12+1

32.0

6 Lt

.

12+6

35 -

12+7

80 L

t

12+7

80 -

12+8

45 L

t

13+1

58 L

t

13+4

60 -

13+5

00 L

t

13+4

70 -

13+5

20 R

t

13+4

72 R

t

13+6

60 -

13+7

00 L

t

13+8

80 -

13+9

20 L

t

13+9

65 -

13+9

95 L

t

19+3

46 C

L C

ulve

rt, b

oth

ends

Tota

l Equ

ipm

ent R

enta

l Hou

rs

139

139

8

45 45

9

16 16

10

1. Q

uant

ity (1

) den

otes

loca

tion

of w

ork

only

SAMPLE - Rental Equipment and Drill & Blast Rock

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T4

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

[Hand Sprayed]Granular Sealing (kg) kg

2463

2542

1835

1835

3163 80

7

[Machine Sprayed]Granular Sealing (kg) kg

370748

6

1714

1873

1289

[Binder]Tack Coat m

27929

5

1588

8

Asphalt Spillways

m

75

HIG

HW

AY

11

PO

CIO

N T

OW

NS

HIP

11+2

50 -

19+5

40

11+9

40 -

12+2

85 R

t

12+2

26.5

Rt F

ores

lope

12+2

26.5

Lt F

ores

lope

12+3

18 -

12+5

75 R

t

12+5

75 -

12+6

64

11+2

50 -

11+9

29 L

t

11+9

29 -

12+2

85 L

t

12+3

18 -

12+5

75 L

t

SA

UN

DE

RS

TO

WN

SH

IP

10+0

00 -

11+8

00

10+0

00 -

10+3

14 R

t

10+3

14 -

10+8

12 R

t

10+0

00 -

10+3

43 L

t

10+3

77 -

10+4

90 L

t

10+4

90 -

10+7

81 L

t

1264

512

645

9069

9069

21,7

14

11

(P)95

183

95,1

83

12

(P)

12 12

13

SAMPLE - Granular Sealing

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T5

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

[Surface Course]Superpave 12.5 t11

067

6443 92

617[Binder Course]Superpave 19.0 t12

911

1081

[150 mm]Granular A t

812535 87

322 11

[50 mm Distribution]Granular A t

1245

187666

3



3022

[Depth Varies]Granular A t

84

[Shouldering]Granular A t

5154

5041

Granular B, Type III t

608914

4

831

288

193

HIG

HW

AY

11/

17

SU

TCH

TO

WN

SH

IP

10+1

00 -

19+7

42 H

ighw

ay 1

1/17

Sho

ulde

rs10

+100

- 19

+742

Lt

10+1

00 -

19+7

42 R

t

10+1

00 -

10+7

00

10+1

75 -

10+2

70 L

t4:

1 Fo

resl

ope

- Slo

pe F

latte

ning

Are

a

10+2

70 E

ntra

nce

Lt

10+3

90 -

10+4

60 L

t 4:

1 Fo

resl

ope

- Slo

pe F

latte

ning

Are

a

10+4

23 T

renc

h R

eins

tate

men

t

10+5

79 -

10+5

93 L

tLa

ne E

xcav

atio

n

10+6

17 E

ntra

nce

Rt

10+7

00 -

11+2

60

11+2

60 -

11+4

90

11+4

90 -

11+7

00

11+7

00 -

12+4

00

Eas

t Bou

nd P

assi

ng L

ane

12+4

00 -

14+4

00

1845

3

14

1399

2

15

9066

3784

16

030

2284

1019

575

45

17

SAMPLE - Superpave & Granulars

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T6

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Des

crip

tion

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ceR

emar

ks:

QU

AN

TITI

ES -

HO

T M

IX A

ND

GR

AN

ULA

R

[Surface Course]Superpave 12.5 t

1277 74

[Binder Course]Superpave 19.0 t

1490 86

[150 mm]Granular A t11

080 2010 10325


4592


538


374

[Depth Varies]Granular A t

9

28714

[Shouldering]Granular A t

Granular B, Type III t1024

5 62290

138662

3

Wes

t Bou

nd P

assi

ng L

ane

14+4

00 -

16+7

60

Lane

)15

+723

- 15

+908

Lt T

alla

ri R

oad

(Rt T

urn

15+8

11 T

renc

h R

eins

tate

men

t

16+7

60 -

16+9

20

16+9

20 -

17+0

00

17+0

00 -

19+7

42

17+0

36 L

t Ent

ranc

e

New

Sno

w P

loug

h Tu

rn-A

roun

d18

+080

- 18

+144

Lt

18+2

74 T

renc

h R

eins

tate

men

t

19+3

75 -

19+5

10 L

t4:

1 Fo

resl

ope

- Slo

pe F

latte

ning

Are

a

19+5

27 L

t Ent

ranc

e

19+5

96 -

19+6

13 R

t Shl

d E

xcav

atio

n

19+4

30 -

19+7

25 L

t4:

1 Fo

resl

ope

- Slo

pe F

latte

ning

Are

a

1845

3

1980

4

19,8

04

14

1399

2

1556

8

15,5

68

15

9066

2051

120

511

3784

8376

8376

43,4

10

16

0

538

538

3022

3396

3396

84 394

394

1019

5

1019

510

195

7545

2015

1

20,1

51

17

SAMPLE - Superpave & Granulars

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T7

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Des

crip

tion

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ceR

emar

ks:

QU

AN

TITI

ES -

HO

T M

IX A

ND

GR

AN

ULA

R

U’lying Gran. []Reclam. of Bit.Pav’t &

In-Place Full Depth m2

9306

[Straight]1[OPSD 600.04]

Concrete Curb and Gutter m

5656 8 8

[Termination][OPSD 608.010]


4 4

[OPSD 605.030 45 Degree]Outlets

Concrete Gutter each

1 1

AsphaltRumble Strips - m

110 35 295

333

333

[40 mm]Partial Depth

Reclaim Asphalt Pavement - t

225

Full DepthReclaim Asphalt Pavement - m

2

3870

HIG

HW

AY

17

McG

RA

TH T

OW

NS

HIP

11+0

00 -

11+2

50

11+2

50 -

11+5

25

11+5

25 -

12+3

35

11+2

50 -

11+3

60 R

t

11+5

10 -

11+5

45 R

t

11+2

50 -

11+5

45 L

t

12+2

28 -

12+2

84 R

t

12+2

26 -

12+2

28 R

t

12+2

28 -

12+2

84 L

t

12+2

26 -

12+2

28 L

t

12+3

18 -

12+3

26 L

t

12+3

26 -

12+3

30 L

t

12+3

18 -

12+3

26 R

t

12+3

26 -

12+3

30 R

t

12+3

31 -

12+6

64 R

t

12+3

31 -

12+6

64 L

t

(P)93

06

18

(P)

128

(P)

8

19

(P)

2

20

(P)11

06

21

225

22

(P)38

70

23

1. P

rovi

de 2

5mm

Thi

ck A

spha

lt M

embr

ane

betw

een

Cur

b an

d B

ridge

SAMPLE - In-Place Full Depth, C&G, Rumble Strips, and Reclaim

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T8

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

U’lying Gran. []Reclam. of Bit.Pav’t &

In-Place Full Depth m229

647

[Straight]1[OPSD 600.04]


[Termination][OPSD 608.010]


[OPSD 605.030 45 Degree]Outlets

Concrete Gutter each

AsphaltRumble Strips - m

650

326

226

[40 mm]Partial Depth

Reclaim Asphalt Pavement - t

192

2219 30

3

Full DepthReclaim Asphalt Pavement - m

2

6172

12+3

35 -

14+8

88

14+8

88 -

16+7

44

MIL

LER

TO

WN

SH

IP

10+0

00 -

10+3

51

10+3

51 -

10+7

81

10+0

00 -

10+6

50 R

t

10+0

00 -

10+3

26 L

t

10+4

24 -

10+6

50 L

t

10+7

81 -

10+9

90

(P)93

06

3895

3

38,9

53

18

(P)

128

128

128

(P)

8 8 8

136

19

(P)

2 2 2

20

(P)11

06

2308

2,30

8

21

225

2939

2,93

9

22

(P)38

70

1004

2

10,0

42

23

1. P

rovi

de 2

5mm

Thi

ck A

spha

lt M

embr

ane

betw

een

Cur

b an

d B

ridge

SAMPLE - In-Place Full Depth, C&G, Rumble Strips, and Reclaim

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T9

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

and Ditch InletsManholes Catchbasins

600 mm x 600 mm each

111

and Ditch InletsManholes Catchbasins

1200 mm each

111H

ighw

ay 1

71

12+4

21.5

5.90

RT

701.

010

238.

6123

6.21

3.00

Hig

hway

17

212

+439

.54.

90 R

T70

1.01

023

8.65

235.

732.

92

Hig

hway

17

312

+537

.14.

90 R

T70

1.01

023

8.39

235.

993.

00

Hig

hway

594

415

+050

.24.

50 L

T70

5.01

022

5.79

224.

461.

98

Hig

hway

594

515

+045

.44.

50 R

T70

5.01

022

6.51

225.

131.

98

PO

CIO

N R

IVE

R B

RID

GE

626

+557

.870

5.01

040

0.02

02%

208.

631.

98

(P)

3 3

24

(P)

3 3

25

SAMPLE - MH, CB, & DI

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T10

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

Str

No

Sta

tion

Offs

etC

LG

rate

orC

over

Type

of

Stru

ctur

eS

td N

o

New

Gra

teS

td N

oR

efer

ence

s

Slope of Grate

Top of GrateElevation

Low InvertElevation

Depth ofStructure

TOTA

LSU

NIT

ITE

M N

o.

QU

AN

TITI

ES -

DR

AIN

AG

E, M

AN

HO

LES,

CA

TCH

BA

SIN

S A

ND

DIT

CH

INLE

TS

Catch Basins and DI’sSewers, Manholes,Rock Excavation for m

3

10 26

500 + 75 S 222321500 mm Pipe Sewer m

45 33 50

600 + 75 S 222321600 mm Pipe Sewer m

62

2 to

424

6.90

245.

751.

8B

BG

L

4 to

524

5.68

244.

581.

8B

BG

L

16 to

17

238.

0523

7.80

3.0

GN

NL

18 to

19

238.

2523

7.85

3.0

GB

NN

L

24 to

27

235.

4323

4.80

2.4

GB

GN

GL

29 to

34

243.

2524

2.35

2.3

GG

NG

L

(P)

36 36

26

(P)

128

128

27

(P)

62 62

28

SAMPLE - Pipe Sewers

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T11

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Str.

No

to S

tr. N

oor

Sta

tion

to S

tatio

n

Loca

tion

and

Pos

ition

Ref

eren

ces

Inv

Ele

vatio

nP

ipe

Fill

Mat

eria

l

Upstream

Downstream

Depth of Pipe

Bedding

Cover

Backfill

Pipe Joints

TOTA

LSU

NIT

ITE

M N

o.

Pipe

Mat

eria

l Cod

e - 6

dig

its d

efin

ed a

s no

ted

belo

w:

1st d

igit

= C

oncr

ete

2nd

digi

t = P

VC1

- 50-

D3

- 100

-D1

- Cla

ss 2

102

- 65-

D4

- 140

-D2

- Cla

ss 3

20

3rd

digi

t = H

DPE

1 - C

lass

210

3 - R

SC

160

5 - C

lass

210

or R

SC

160

2 - C

lass

320

4 - R

SC

250

6 - C

lass

320

or R

SC

250

4th

digi

t = G

alv;

5th

dig

it =

Alu

m &

6th

dig

it =

Poly

. Lam

. Ste

el1

- 1.6

mm

thic

k2

- 2.0

mm

thic

k3

- 2.8

mm

and

3.0

mm

thic

k4

- 3.5

mm

and

4.0

mm

thic

k5

- 4.2

mm

and

5.0

mm

thic

k6

- 6.0

mm

thic

k7

- 7.0

mm

thic

k

Not

e:’0

’ for

any

dig

it m

eans

that

the

pipe

mat

eria

l is

not a

ccep

tabl

e.S

ame

pipe

mat

eria

l with

a h

ighe

r val

ue is

als

o ac

cept

able

.

Pipe

Joi

nts

N -

not s

eale

d, L

or H

L -

low

pre

ssur

e se

al, o

r HH

-hi

gh p

ress

ure

seal

Not

e:N

join

ts is

spe

cifie

d if

noco

de is

ent

ered

.Pi

pe T

ype

S -

Sm

ooth

inne

r wal

l pip

eC

-C

orru

gate

d in

ner w

all p

ipe

Dep

th to

Pip

eis

from

top

of p

avem

ent o

r gro

und

surfa

ce a

t the

ups

tream

inve

rt to

top

of b

ase

pipe

ope

ning

unl

ess

othe

rwis

e st

ated

.Pi

pe F

ill M

ater

ial

N -

Nat

ive

or G

ranu

lar

G -

Gra

nula

r A o

r B T

ype

I, II

or II

IB

-G

ranu

lar A

or B

Typ

e II

A -

Gra

nula

r AU

-U

nshr

inka

ble

fill

Not

es:

N a

pplie

s to

cov

er a

nd b

ackf

ill o

nly.

1 le

tter s

peci

fies

mat

eria

l for

all

pipe

s.2

lette

r cod

es s

peci

fies

fill m

ater

ial f

or ri

gid

and

flexi

ble

pipe

s re

spec

tivel

y.S

peci

fied

pipe

fill

mat

eria

ls a

re G

for b

eddi

ng a

nd N

for c

over

and

back

fill i

f no

code

is e

nter

ed.

Em

bedm

ent m

ater

ial f

or fl

exib

le p

ipes

spe

cifie

d in

bed

ding

mat

eria

l col

umn.

QU

AN

TITI

ES -

SEW

ERS

500 + 25 C 000211500 + 25 S 112000

500 mm Pipe Culvert m

12 14

600 C 000211600 S 111000


18

800 + 100 C 000002800 + 100 S 224000800 mm Pipe Culvert m

24 28

800 + C 000021800 + 100 S 115000800 mm Pipe Culvert m

34

975 S 200332900 mm Pipe Culvert m

42 32

1200 C 0003211050 + 150 S 1223211000 mm Pipe Culvert m

HIG

WA

Y 5

27

PR

ELE

Y T

WP

111

+300

22.4

Rt &

19.

6m L

tS

qE3.

1G

GN

N36

1.58

361.

15

312

+220

11.9

Lt &

12.

1m R

tS

qE1.

1G

GG

NF

360.

5136

0.36

412

+343

Ent

ranc

e R

tS

qE1.

4G

GN

N

513

+128

20.9

Lt &

21.

1m R

tS

qE4.

1G

GN

N36

5.18

365.

00

613

+209

McK

ever

Roa

d Lt

SqE

0.8

GG

GN

F36

4.85

364.

67

713

+300

15.5

Lt &

16.

5m R

tS

qE2.

2G

GN

N37

1.58

371.

31

914

+448

Ent

ranc

e R

tS

qE2.

4G

GN

N

1014

+510

16.8

Rt &

17.

2m L

tS

qE3.

1G

GN

N36

9.98

369.

74

(P)

26

29

(P)

18

30

(P)

52

(P)

34

31

(P)

74

32

(P)

0

33

SAMPLE - Pipe Culverts (500, 600, 800, 900, & 1000 mm)

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T12

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Sta

tion

Loca

tion

and

Pos

ition

Ref

eren

ces

Ext

Pip

e Fi

ll M

ater

ial

Inv

Ele

v

Culvert No

Skew No

End Finish

Depth of Pipe

Bedding

Cover

Backfill

Pipe Joints

Treatment

Left

Right

Upstream

Downstream

TOTA

LSU

NIT

ITE

M N

o.

Pipe

Mat

eria

l Cod

e - 6

dig

its d

efin

ed a

s no

ted

belo

w:

1st d

igit

= C

oncr

ete

2nd

digi

t = P

VC1

- 50-

D o

r HE

-A4

- 140

-D o

r HE

-III

1 - C

lass

210

2 - 6

5-D

or H

E-I

5 - H

E-IV

2 - C

lass

320

3 - 1

00-D

or H

E-II

3rd

digi

t = H

DPE

1 - C

lass

210

3 - R

SC

160

5 - C

lass

210

or R

SC

160

2 - C

lass

320

4 - R

SC

250

6 - C

lass

320

or R

SC

250

4th

digi

t = G

alv;

5th

dig

it =

Alu

m &

6th

dig

it =

Poly

. Lam

. Ste

el1

- 1.6

mm

thic

k2

- 2.0

mm

thic

k3

- 2.8

mm

and

3.0

mm

thic

k4

- 3.5

mm

and

4.0

mm

thic

k5

- 4.2

mm

and

5.0

mm

thic

k6

- 6.0

mm

thic

k7

- 7.0

mm

thic

kN

ote:

’0’ f

or a

ny d

igit

mea

ns th

at th

e pi

pe m

ater

ial r

epre

sent

ed is

not a

ccep

tabl

e. S

ame

pipe

mat

eria

l with

a h

ighe

r val

ue is

als

oac

cept

able

. Thi

s pi

pe m

ater

ial c

ode

appl

ies

to a

ll ci

rcul

ar a

ndno

n-ci

rcul

ar p

ipe

mat

eria

l.

Pipe

Typ

eS

-S

moo

th in

ner w

all p

ipe

C -

Cor

ruga

ted

inne

r wal

l pip

ePi

pe J

oint

sN

-no

t sea

led,

L o

r HL

-lo

w p

ress

ure

seal

, or H

H -

high

pre

ssur

e se

alN

ote:

N jo

ints

is s

peci

fied

if no

code

is e

nter

ed.

End

Fini

sh(O

PSD

801

.01

- 02

- 03)

SqE

-Squ

are

End

B -

Bev

elSk

-S

kew

End

SB -

Ste

p B

evel

ES -

Ste

el e

nd s

ectio

nN

ote:

All

pipe

s ar

e S

qE a

ndsy

mm

etric

al to

CL

unle

ssot

herw

ise

stat

ed.

Trea

tmen

tsF

-Fr

ost T

reat

men

tP

-P

ave

Inve

rtS

-C

hann

el S

ubst

rate

B -

Fish

Baf

fles

Dep

th to

Pip

eis

from

top

of ro

adsu

rface

at C

L to

top

of b

ase

pipe

open

ing

dire

ctly

bel

ow th

e C

Lun

less

oth

erw

ise

stat

ed.

Pipe

Fill

Mat

eria

lN

-N

ativ

e or

Gra

nula

rG

-G

ranu

lar A

or B

Typ

e I,

II or

III

B -

Gra

nula

r A o

r B T

ype

IIA

-G

ranu

lar A

U -

Uns

hrin

kabl

e fil

lN

otes

:N

app

lies

to c

over

and

bac

kfill

onl

y.1

lette

r spe

cifie

s m

ater

ial f

or a

ll pi

pes.

2 le

tter c

odes

spe

cifie

s fil

l mat

eria

l for

rigid

and

flex

ible

pip

es re

spec

tivel

y.S

peci

fied

pipe

fill

mat

eria

ls a

reG

for b

eddi

ng a

nd N

for c

over

and

back

fill i

f no

code

is e

nter

ed.

Em

bedm

ent m

ater

ial f

or fl

exib

le p

ipes

spec

ified

in b

eddi

ng m

ater

ial c

olum

n.Fr

ost P

enet

ratio

nFr

ost P

enet

ratio

n de

pth

- 2.4

m

QU

AN

TITI

ES -

PIPE

CU

LVER

TS

500 + 25 C 000211500 + 25 S 112000


12

600 C 000211600 S 111000


22

800 + 100 C 000002800 + 100 S 224000800 mm Pipe Culvert m

800 + C 000021800 + 100 S 115000800 mm Pipe Culvert m

975 S 200332900 mm Pipe Culvert m

1200 C 0003211050 + 150 S 1223211000 mm Pipe Culvert m

44 36

CO

OP

ER

TW

P

1210

+505

20.4

Lt &

21.

6m R

tS

qE3.

3G

GN

N37

2.48

372.

05

1311

+307

17.5

Lt &

18.

5m R

tS

qE5.

5G

GN

N37

1.77

371.

42

1412

+209

Talla

ri R

oad

Rt

SqE

1.5

GG

GN

F37

4.35

374.

16

1612

+433

Ent

ranc

e R

tS

qE0.

9G

GN

N

(P)

26 38 38

29

(P)

18 40 40

30

(P)

52 52 52(P

)

34 34 34 86

31

(P)

74 74 74

32

(P)

0 80 80

33

SAMPLE - Pipe Culverts (500, 600, 800, 900, & 1000 mm)

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T13

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Sta

tion

Loca

tion

and

Pos

ition

Ref

eren

ces

Ext

Pip

e Fi

ll M

ater

ial

Inv

Ele

v

Culvert No

Skew No

End Finish

Depth of Pipe

Bedding

Cover

Backfill

Pipe Joints

Treatment

Left

Right

Upstream

Downstream

TOTA

LSU

NIT

ITE

M N

o.

Pipe

Mat

eria

l Cod

e - 6

dig

its d

efin

ed a

s no

ted

belo

w:

1st d

igit

= C

oncr

ete

2nd

digi

t = P

VC1

- 50-

D o

r HE

-A4

- 140

-D o

r HE

-III

1 - C

lass

210

2 - 6

5-D

or H

E-I

5 - H

E-IV

2 - C

lass

320

3 - 1

00-D

or H

E-II

3rd

digi

t = H

DPE

1 - C

lass

210

3 - R

SC

160

5 - C

lass

210

or R

SC

160

2 - C

lass

320

4 - R

SC

250

6 - C

lass

320

or R

SC

250

4th

digi

t = G

alv;

5th

dig

it =

Alu

m &

6th

dig

it =

Poly

. Lam

. Ste

el1

- 1.6

mm

thic

k2

- 2.0

mm

thic

k3

- 2.8

mm

and

3.0

mm

thic

k4

- 3.5

mm

and

4.0

mm

thic

k5

- 4.2

mm

and

5.0

mm

thic

k6

- 6.0

mm

thic

k7

- 7.0

mm

thic

kN

ote:

’0’ f

or a

ny d

igit

mea

ns th

at th

e pi

pe m

ater

ial r

epre

sent

ed is

not a

ccep

tabl

e. S

ame

pipe

mat

eria

l with

a h

ighe

r val

ue is

als

oac

cept

able

. Thi

s pi

pe m

ater

ial c

ode

appl

ies

to a

ll ci

rcul

ar a

ndno

n-ci

rcul

ar p

ipe

mat

eria

l.

Pipe

Typ

eS

-S

moo

th in

ner w

all p

ipe

C -

Cor

ruga

ted

inne

r wal

l pip

ePi

pe J

oint

sN

-no

t sea

led,

L o

r HL

-lo

w p

ress

ure

seal

, or H

H -

high

pre

ssur

e se

alN

ote:

N jo

ints

is s

peci

fied

if no

code

is e

nter

ed.

End

Fini

sh(O

PSD

801

.01

- 02

- 03)

SqE

-Squ

are

End

B -

Bev

elSk

-S

kew

End

SB -

Ste

p B

evel

ES -

Ste

el e

nd s

ectio

nN

ote:

All

pipe

s ar

e S

qE a

ndsy

mm

etric

al to

CL

unle

ssot

herw

ise

stat

ed.

Trea

tmen

tsF

-Fr

ost T

reat

men

tP

-P

ave

Inve

rtS

-C

hann

el S

ubst

rate

B -

Fish

Baf

fles

Dep

th to

Pip

eis

from

top

of ro

adsu

rface

at C

L to

top

of b

ase

pipe

open

ing

dire

ctly

bel

ow th

e C

Lun

less

oth

erw

ise

stat

ed.

Pipe

Fill

Mat

eria

lN

-N

ativ

e or

Gra

nula

rG

-G

ranu

lar A

or B

Typ

e I,

II or

III

B -

Gra

nula

r A o

r B T

ype

IIA

-G

ranu

lar A

U -

Uns

hrin

kabl

e fil

lN

otes

:N

app

lies

to c

over

and

bac

kfill

onl

y.1

lette

r spe

cifie

s m

ater

ial f

or a

ll pi

pes.

2 le

tter c

odes

spe

cifie

s fil

l mat

eria

l for

rigid

and

flex

ible

pip

es re

spec

tivel

y.S

peci

fied

pipe

fill

mat

eria

ls a

reG

for b

eddi

ng a

nd N

for c

over

and

back

fill i

f no

code

is e

nter

ed.

Em

bedm

ent m

ater

ial f

or fl

exib

le p

ipes

spec

ified

in b

eddi

ng m

ater

ial c

olum

n.Fr

ost P

enet

ratio

nFr

ost P

enet

ratio

n de

pth

- 2.4

m

QU

AN

TITI

ES -

PIPE

CU

LVER

TS

1200 + 200 S 2243221200 mm Pipe Culvert m

56

600 C 000211600 S 111000

Extension600 mm Pipe Culvert

m

6

1000 C 0003211000 S 222321


m

10

1200 C 0000211200 S 000000


m

7

HIG

WA

Y 5

27

PR

ELE

Y T

WP

211

+905

C/L

Ext

ensi

on6

SqE

GG

NN

813

+399

27.0

Lt &

29.

0m R

t95

SqE

4.5

GG

NN

B37

0.40

370.

15

CO

OP

ER

TW

P

1110

+290

C/L

Ext

ensi

on4

3S

qEG

GN

N

1311

+307

17.5

Rt &

18.

5m L

tS

qE5.

5G

GN

N37

1.77

371.

42

1512

+388

C/L

Ext

ensi

on5

5S

qEG

NN

N

(P)

56 56

34

(P)

6 6(P

)

10 10 23

35

(P)

7 7

SAMPLE - Pipe Culverts (1200mm & Extensions)

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T14

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Sta

tion

Loca

tion

and

Pos

ition

Ref

eren

ces

Ext

Pip

e Fi

ll M

ater

ial

Inv

Ele

v

Culvert No

Skew No

End Finish

Depth of Pipe

Bedding

Cover

Backfill

Pipe Joints

Treatment

Left

Right

Upstream

Downstream

TOTA

LSU

NIT

ITE

M N

o.

Pipe

Mat

eria

l Cod

e - 6

dig

its d

efin

ed a

s no

ted

belo

w:

1st d

igit

= C

oncr

ete

2nd

digi

t = P

VC1

- 50-

D o

r HE

-A4

- 140

-D o

r HE

-III

1 - C

lass

210

2 - 6

5-D

or H

E-I

5 - H

E-IV

2 - C

lass

320

3 - 1

00-D

or H

E-II

3rd

digi

t = H

DPE

1 - C

lass

210

3 - R

SC

160

5 - C

lass

210

or R

SC

160

2 - C

lass

320

4 - R

SC

250

6 - C

lass

320

or R

SC

250

4th

digi

t = G

alv;

5th

dig

it =

Alu

m &

6th

dig

it =

Poly

. Lam

. Ste

el1

- 1.6

mm

thic

k2

- 2.0

mm

thic

k3

- 2.8

mm

and

3.0

mm

thic

k4

- 3.5

mm

and

4.0

mm

thic

k5

- 4.2

mm

and

5.0

mm

thic

k6

- 6.0

mm

thic

k7

- 7.0

mm

thic

kN

ote:

’0’ f

or a

ny d

igit

mea

ns th

at th

e pi

pe m

ater

ial r

epre

sent

ed is

not a

ccep

tabl

e. S

ame

pipe

mat

eria

l with

a h

ighe

r val

ue is

als

oac

cept

able

. Thi

s pi

pe m

ater

ial c

ode

appl

ies

to a

ll ci

rcul

ar a

ndno

n-ci

rcul

ar p

ipe

mat

eria

l.

Pipe

Typ

eS

-S

moo

th in

ner w

all p

ipe

C -

Cor

ruga

ted

inne

r wal

l pip

ePi

pe J

oint

sN

-no

t sea

led,

L o

r HL

-lo

w p

ress

ure

seal

, or H

H -

high

pre

ssur

e se

alN

ote:

N jo

ints

is s

peci

fied

if no

code

is e

nter

ed.

End

Fini

sh(O

PSD

801

.01

- 02

- 03)

SqE

-Squ

are

End

B -

Bev

elSk

-S

kew

End

SB -

Ste

p B

evel

ES -

Ste

el e

nd s

ectio

nN

ote:

All

pipe

s ar

e S

qE a

ndsy

mm

etric

al to

CL

unle

ssot

herw

ise

stat

ed.

Trea

tmen

tsF

-Fr

ost T

reat

men

tP

-P

ave

Inve

rtS

-C

hann

el S

ubst

rate

B -

Fish

Baf

fles

Dep

th to

Pip

eis

from

top

of ro

adsu

rface

at C

L to

top

of b

ase

pipe

open

ing

dire

ctly

bel

ow th

e C

Lun

less

oth

erw

ise

stat

ed.

Pipe

Fill

Mat

eria

lN

-N

ativ

e or

Gra

nula

rG

-G

ranu

lar A

or B

Typ

e I,

II or

III

B -

Gra

nula

r A o

r B T

ype

IIA

-G

ranu

lar A

U -

Uns

hrin

kabl

e fil

lN

otes

:N

app

lies

to c

over

and

bac

kfill

onl

y.1

lette

r spe

cifie

s m

ater

ial f

or a

ll pi

pes.

2 le

tter c

odes

spe

cifie

s fil

l mat

eria

l for

rigid

and

flex

ible

pip

es re

spec

tivel

y.S

peci

fied

pipe

fill

mat

eria

ls a

reG

for b

eddi

ng a

nd N

for c

over

and

back

fill i

f no

code

is e

nter

ed.

Em

bedm

ent m

ater

ial f

or fl

exib

le p

ipes

spec

ified

in b

eddi

ng m

ater

ial c

olum

n.Fr

ost P

enet

ratio

nFr

ost P

enet

ratio

n de

pth

- 2.4

m

QU

AN

TITI

ES -

PIPE

CU

LVER

TS

[CSP]Culverts and Sewers

Removal of Pipe m

15 334 2236

[CTC]Culverts and Sewers

Removal of Pipe m

17[Eccentric Loader]End Treatments

Removal of Guide Rail each

1 1 1 1

[3 Cable]Guide Rail

Removal of Cable m

165

257

Anchor BlocksRemoval of

each

2 2

[With Channel]Guide Rail [Single Rail]Removal of Steel Beam m

67 66

HIG

HW

AY

71

FALS

HA

W T

OW

NS

HIP

11+6

50 E

ntra

nce

Lt

12+0

23 C

/L

12+2

15 C

/L (R

ight

Sid

e)

12+2

25 -

12+2

33 R

t12

+233

- 12

+300

Rt

12+3

00 -

12+3

08 R

t

12+2

28 -

12+2

36 L

t12

+236

- 12

+302

Lt

12+3

02 -

12+3

10 L

t

13+4

92 -

13+6

57 L

t

13+5

00 -

13+8

12 R

t

13+6

60 C

L (1

200m

m x

120

0mm

CTC

)

13+8

87 C

/L

13+9

96 C

/L

(P)

110

110

(P)

17 17

127

36

(P)

4 4

37

(P)

422

422

38

(P)

4 4

39

(P)

133

133

40

SAMPLE - Removals

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T15

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

[500mm]1Rock Protection m

3

1460

1691 51

2

808

Gabions

m3

16

HIG

HW

AY

599

BE

AU

LIE

U T

OW

NS

HIP

12+2

35 -

12+3

45 E

mba

nkm

ent R

t

12+2

35 -

12+3

45 E

mba

mkm

ent L

t

12+8

79 C

L C

ulve

rt (R

ight

Sid

e)

14+8

63 -

14+9

90 E

mba

mkm

ent L

t

15+0

36 -

15+2

45 E

mba

mkm

ent L

t

(P)44

71

4,47

1

41

(P)

16 16

42

1. In

clud

ing

Geo

text

ile C

lass

II, N

on-W

oven

, FO

S 5

5-11

0um

SAMPLE - Rock Protection & Gabions

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T16

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

[Yellow, 10cm][Double Solid]

Pavement Marking m

2829

[White, 10cm][Solid ]

Pavement Marking m

2829

[White, 10cm][Broken 3-3-3]

Pavement Marking m

100


Pavement Marking m

26

[Solid White]Durable

Pavement Marking, m

SigningTraffic Control LS

100

%

[English]Message Signs

Portable Variable each

2

[Remove]Signs

Ground Mounted each

111

111 111 6

[New]Signs

Ground Mounted each

111

11

1 1

HIG

HW

AY

11/

17

THR

OU

GH

OU

T TH

E C

ON

TRA

CT

At E

ach

Lim

it of

Con

tract

Mac

AR

THU

R T

OW

NS

HIP

11+2

50 -

12+6

64

12+3

60 -

12+5

60

12+5

60 -

12+6

64

11+2

18 R

t Wc-

103L

11+3

13 R

t Wa-

103L

11+3

65 R

t Wc-

112/

Wc-

12t

11+3

65 L

t Wc-

112/

Wc-

12t

11+4

50 N

S80

14 S

now

Plo

w T

urn

Aro

und

11+6

68 L

t Wa-

3R

11+7

59 L

t Rb-

30

11+7

59 L

t Rb-

39

11+8

55 R

t Wa-

3L

12+0

70 R

t Wa-

27

12+0

80 -

12+2

00 W

a-33

L

(P)28

29

(P)28

29

43

(P)

100

(P)

26

(P)

0

44

100

%

45

(P)

2

46

(P)

14

(P)

5

47

1. R

emov

e an

d R

eloc

ate

on N

ew A

lignm

ent

SAMPLE - Pavement Markings

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T17

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

[Yellow, 10cm][Double Solid]

Pavement Marking m

1452

[White, 10cm][Solid ]

Pavement Marking m

1417


Pavement Marking m


Pavement Marking m

181

[Solid White]Durable

Pavement Marking, m

72

SigningTraffic Control LS

[English]Message Signs

Portable Variable each

[Remove]Signs

Ground Mounted each

4411 111 1 11

1 1

[New]Signs

Ground Mounted each

1 1 1 1 1

12+1

15 R

t Wa-

8R

12+1

18 R

t Wa-

8L

12+2

60 L

t & R

t Wa-

27

12+2

75 L

t & R

t Wa-

27

12+3

60 R

t Rb-

33

12+3

65 R

t Rb-

33

12+4

00 L

t Wa-

3R

12+4

59 L

t Wa-

27

12+4

65 L

t Wa-

103R

12+4

82 R

t Wa-

3R

12+5

75 R

t Tow

nshi

p ID

Sig

n

16+4

76 R

ea R

oad

Rt (

60 c

m S

top

Blo

ck)

SC

HM

ID T

OW

NS

HIP

10+0

00 -

10+7

80

10+3

25 R

b1a-

90

10+3

25 R

b-1a

-90

10+3

30 W

a-3L

10+4

18 W

a-10

3L

(P)28

29

4281

4281

(P)28

29

4246

4246

8,83

4

43

(P)

100

100

100

(P)

26 207

207

(P)

0 72 72

44

100

%

100

%

100

%

45

(P)

2 2 2

46

(P)

14 31 31(P

)

5 10 10 41

47

1. R

emov

e an

d R

eloc

ate

on N

ew A

lignm

ent

SAMPLE - Pavement Markings

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T18

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

[3]Cable Guide Rail m

442

113

190

250

110

Anchor Blocks

each

41

2 2 22

[912.140]Beam Guide RailSingle Rail Steel m

326

315

227

227

[912.140]with Channel

Beam Guide Rail Single Rail Steel

m

15 15 15 15

Concrete BarrierTemporary m

112

HIG

HW

AY

11/

17

GA

UTH

IER

TO

WN

SH

IP

11+6

56 -

11+7

66 R

t

11+9

44 -

12+2

70 L

t12

+270

- 12

+285

Lt

11+9

55 -

12+2

70 R

t12

+270

- 12

+285

Rt

12+1

43 -

12+2

55 L

t

12+3

18 -

12+3

33 L

t12

+333

- 12

+560

Lt

12+3

18 -

12+3

33 R

t12

+333

- 12

+560

Rt

ME

DE

ND

OR

P T

OW

NS

HIP

10+3

14 -

10+7

28 R

t

10+3

77 -

10+4

90 L

t

10+8

00 -

10+9

90 L

t

10+9

50 -

11+2

00 R

t

(P)11

05

1,10

5

48

(P)

12 12

49

(P)10

95

1,09

5

50

(P)

60 60

51

(P)

112

112

52

1. A

ncho

r in

Roc

k S

tatio

n 10

+314

SAMPLE - Cable GR, Anchor Blocks, SBGR, & Temp Concrete Barrier

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T19

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

Topsoil, Imported

m3

11 7

Sodding

m2

221

124

[Standard Roadside Mix]Seed and Mulch m

2

324

1131

1108 81 10

4 99 127

4387

3075

2086

BarriersSilt FenceLight Duty m

20 80

Flow ChecksStraw Bale

each

1

Turbidity Curtains

m

7

Coffer Dams

each

1

HIG

HW

AY

17

MO

UN

D T

OW

NS

HIP

10+0

50 -

10+1

75 R

t

10+1

75 -

10+2

80 R

t Slo

pe F

latte

ning

10+1

75 -

10+2

70 L

t Slo

pe F

latte

ning

10+2

70 -

10+3

20 L

t

10+2

90 -

10+3

20 R

t

10+3

30 -

10+3

85 L

t

10+3

40 -

10+3

80 R

t

10+5

20 -

11+1

50 L

t

10+6

25 -

11+1

80 R

t

11+1

40 -

11+2

55 R

t Tou

rist I

nfor

mat

ion

Cen

tre

11+2

72 -

11+3

25 R

t Tou

rist I

nfor

mat

ion

Cen

tre

11+6

49 L

t

11+6

49 R

t

12+4

20 -

13+0

50 R

t

13+4

40 R

t

14+2

07 L

t

18

53

(P)

345

54

(P)12

522

55

(P)

100

56

(P)

1

57

(P)

7

58

(P)

1

59

SAMPLE - Topsoil, Sodding, S&M, Silt Fence, Flow Checks, Curtains , and Coffer Dams

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T20

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

Topsoil, Imported

m3

Sodding

m2

[Standard Roadside Mix]Seed and Mulch m

2

50 115 86 704

BarriersSilt FenceLight Duty m

5230

Flow ChecksStraw Bale

each

Turbidity Curtains

m

8 25

Coffer Dams

each

15+9

20 L

t

15+9

40 -

15+9

70 L

t

16+0

11 L

t

16+0

25 -

16+0

70 L

t

16+3

40 -

16+3

63 L

ittle

Lak

e R

t

16+4

40 -

16+4

70 L

t

19+0

20 -

19+1

00 L

t Slo

pe F

latte

ning

18 18 18

53

(P)

345

345

345

54

(P)12

522

1347

7

13,4

77

55

(P)

100

182

182

56

(P)

1 1 1

57

(P)

7 40 40

58

(P)

1 1 1

59

SAMPLE - Topsoil, Sodding, S&M, Silt Fence, Flow Checks, Curtains , and Coffer Dams

Sub

- To

tals

Bro

ught

For

war

d:

Sub

- To

tals

Car

ried

Forw

ard:

SH

EE

T21

CH

KD

. __

____

____

AP

PR

. __

____

____

DA

TE _

____

____

_

W.P

. No.

100

0-08

-00

Con

trac

t No.

200

8-10

00


Loca

tion

and

Pos

ition

Ref

eren

ces

TOTA

LSU

NIT

ITE

M N

o.

Ref

eren

ce

QU

AN

TITI

ES -

MIS

CEL

LAN

EOU

S 1

[White Pine]1 m Height

Coniferous Trees, each

22 12

[Sugar Maple]2.0 m Height

Deciduous Trees, each

11 6

Landscape PlantingWarranty for

Maintenance and LS

100

%

[MTOD 912.1310]Attenuating TerminalSteel Beam Energy ea

ch

1 1 1 1

Landscaping

LS

100

%

HIG

HW

AY

61

TOW

NS

HIP

DeC

AL

15+1

00 -

15+1

75 R

t Tou

rist I

nfor

mat

ion

Cen

tre

15+2

40 -

15+2

70 R

t Tou

rist I

nfor

mat

ion

Cen

tre

15+0

50 -

15+3

00 R

t Tou

rist I

nfor

mat

ion

Cen

tre

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CHAPTER G

List of Ministry of Transportation of Ontario

Drawings (MTODs)

CHAPTER G - LIST OF MTODs


G0-1 TABLE OF CONTENTS

PageSection G1-0 Overview of MTODs

Introduction 1MTOD Number 1Title 1 Issue Date 1Implementation Date 2Drawing Revision Number 2Custodian 2 Remarks 2

Section G1-1 Use and Modification of MTODs

Modified MTODs 1Documenting Modifications for Use in Contract Documents 1

Section G2-0 List of Active MTODs

Division Contents100 Abbreviations 1 200 Grading 1300 Entrances 1400 Frames and Grates 1500 Paving 1600 Curbs and Gutters 2700 Catch Basins and Maintenance Holes 2800 Culverts and Drains 2900 Fencing, Guide Rails 2

Section G2-1 MTODs - PDF Format

January 2012 Page 1 of 1 G0-1 Table of Contents


G1-0 OVERVIEW OF MTODs

Introduction

Chapter G contains all internal drawings (MTODs) developed for use on provincial highway projects and typically introduce pilot products and/or designs for highway construction not currently covered by Ontario Provincial Standard Drawings (OPSDs). MTODs that prove effective will be forwarded to the appropriate Ontario Provincial Standard committee for consideration of conversion into an OPSD at a later date.

MTODs are available to designers in DWG (CAD) format and can be obtained directly from CPS.

MTODs are available to contractors in PDF format and can be obtained from the MTO Library website at: http://www.raqs.mto.gov.on.ca/techpubs/cded.nsf/cdedwv?OpenView&Start=1&Count=1000&Expand=7#7

Hard copies of all MTODs can also found in section G2-1 of this chapter.

The following is a brief discussion of the information shown under the headings in section G2-0 “List of Active Ministry of Transportation of Ontario Drawings (MTODs)”.

MTOD Number

Every drawing has a unique number which has been allocated in such a way to allow for the future addition to the OPSD system. MTOD numbers are assigned by the Design and Contract Standards Office in consultation with the Ontario Provincial Standards Unit.

MTOD numbers on printed drawings are typically formatted as NNN.NNN. MTODs listed in Contract Preparation System (CPS) however are numbered using the number on the printed drawing with the addition of one zero as each of the first and last digit. For example if the MTOD number on a printed drawing is 912.106, this drawing would be numbered 0912.1060 in CPS.

Title

As shown on each MTOD.

Issue Date

Every drawing is provided with an issue date with represents the day, month and year in which the drawing was produced. Please note that the issue date, abbreviated to month and year, appears with the MTOD number in the Schedule of Provisions, Contract Plans, Standard Drawing, Specifications and General Conditions found in the Contract Tender document. To make reference to a specific standard drawing, it is important to quote the issue date as well as the standard drawing number.

January 2012 Page 1 of 2 G1-0 Overview of MTODs


Implementation (Imp.) Date

The implementation date shown corresponds to the earliest tender advertising date of the contracts which must contain the new or revised drawing. The implementation date chosen will depend on the extent of changes required and is subject to the policy contained in Quality and Standards Directive QST-C-13. It is advisable to retain a copy of superseded MTODs until the revised drawing is implemented.

Drawing Revision (Dwg. Rev.) Number

When an MTOD is revised, the revision number is noted. The first drawing is identified with either a zero or a blank. Each subsequent revision to the standard drawing is identified by increasing the drawing revision number by one.

Custodian

The following table is provided to identify the custodial office within the ministry for each MTOD.

Abbreviation Custodial Section Office Office Contact #

DSS/DCSO DSS - Design Standards DCSO- Design and Contract Standards

(905) 704-2293

EES/TO EES - Electrical Engineering TO - Traffic Office (905) 704-2960

TOS/TO TOS - Traffic Operations TO - Traffic Office (905) 704-2960

P&F/MERO P&F - Pavements and Foundations

MERO - Materials Engineering Research Office

(416) 235-3533

BITM/MERO BITM - Bituminous MERO - Materials Engineering Research Office

(416) 235-3715

ENV/PEPO ENV - Environmental PEPO - Provincial and Environmental Planning Office

(905) 704-2104

Remarks

This section contains special directions to designers regarding the use of MTODs.

January 2012 Page 2 of 2 G1-0 Overview of MTODs


G1-1 USE AND MODIFICATION OF MTODs

Designers may use MTODs on provincial highway projects except as noted otherwise under the "Remarks" column in chapter G2.0 - List of Active MTODs. As a general rule, MTODs should be used as found in CPS. Assistance using MTODs can be obtained by contacting the custodial section of the originating office as shown in chapter G2.0.

Designers are required to select MTODs applicable to a contract from CPS. A list of MTODs applicable to the contract is then generated and inserted in Section C, Standard Drawings of the SCHEDULE OF PROVISIONS, CONTRACT PLANS, STANDARD DRAWINGS, SPECIFICATIONS AND GENERAL CONDITIONS found in the Tender.

Reference to the MTODs selected (by MTOD number only) shall also be included as appropriate in the contract documents, typically the Contract Drawings. MTODs are not to be inserted as details unless modified for a specific project.

Modified MTODs

All modifications to MTODs are the responsibility of the Regional Planning and Design Sections. Designers are encouraged to contact the appropriate custodial section for assistance with modifying MTODs.

Designers are cautioned against modifying any of the roadside safety hardware (e.g. guide rail systems, energy attenuators, breakaway systems etc.) MTODs. These systems are designed and crash tested to meet specific criteria. Modification of these drawings could affect the performance of the system to function effectively for a wide range of vehicles and impact speeds.

Documenting Modified MTODs in Contract Documents

When modifications are made to an MTOD, the modified MTOD shall be inserted in the contract documents as a detail in the Contract Drawings. In addition, the designer shall do the following:

1) Revise the MTOD title block as follows:

i) For minor modifications, the MTOD number shall be retained and the word “MODIFIED" and the Work Project (WP) No. shall be inserted in the space above the MTOD number.

ii) For major modifications (i.e. changes resulting in a drawing no longer recognizable as the base drawing originally taken from CPS) the MTOD designation shall be removed.

iii) The name of the person responsible for and the date of the modification shall be added to all modified MTODs.

2) Add an “M” to the end MTOD number (e.g. MTOD 101.070M) on the drawing and in all instances where it is referenced in the contract drawings.

January 2012 Page 1 of 2 G1-1 Use and Modification of MTODs


3) Ensure any references to the standard MTOD that has been modified have been removed as required. This includes references found in both the contract drawings and in Section C, Standard Drawings of the SCHEDULE OF PROVISIONS, CONTRACT PLANS, STANDARD DRAWINGS, SPECIFICATIONS AND GENERAL CONDITIONS.

In situations where both the standard MTOD and the modified MTOD are required, only the standard MTOD is to be listed in Section C. Modified MTODs are not to be included in the list of MTODs in Section C at any time.

4) Submit a “final” copy of the modified MTOD to the Contract Review Officer for forwarding to the custodian of the MTOD for information purposes only.

January 2012 Page 2 of 2 G1-1 Use and Modification of MTODs


June 2015 Page 1 of 5 G2-0 List of Active MTODs

G2-0 LIST OF ACTIVE MTODs

MTOD Title Issue

Date

Imp.

Date

Dwg.

Rev.

Custodian Remarks

DIVISION 100 - ABBREVIATIONS

101.070 Legend - Pavement Markings Apr 1, 1994 Jan 4, 1994 TOS/TO For use with

Pavement Marking

items.

DIVISION 200 - GRADING

219.101 Light Duty Straw Bale Barrier – Ditch

Inlet Protection During Construction

Aug 1, 2002 Oct 16, 2002 0 ENV/PEPO

DIVISION 300 - ENTRANCES

310.030 Concrete Sidewalk Ramps at

Signalized Intersections

Mar 1, 2015 Apr 23, 2015 DSS/DCSO


Signalized Intersections with

Intersecting Crosswalks

Mar 1, 2015 Apr 23, 2015 DSS/DCSO


Unsignalized Intersections

Mar 1, 2014 May 15, 2014 DSS/DCSO

310.039 Concrete Sidewalk Ramps Tactile

Walking Surface Indicators

Component

Mar 1, 2014 May 15, 2014 DSS/DCSO

DIVISION 400 - FRAMES AND GRATES

No Division 400 Drawings

DIVISION 500 - PAVING

503.020 Shoulder Rumble Strips Jan 27, 2000 Feb 2, 2000 1 DSS/DCSO For use as identified

and directed.

503.021 Shoulder Rumble Strips at Speed

Change Lanes

Sep 1, 1999 Sep 1, 1999 DSS/DCSO For use as identified

and directed.

503.022 Shoulder Rumble Strips at

Intersections and Entrances

Sep 1, 1999 Sep 1, 1999 DSS/DCSO For use as identified

and directed.

503.050 Centreline Rumble Strips Apr 1, 2010 Jun 17, 2010 0 DSS/DCSO

503.070 Shoulder Rumble Strips for 0.5m

Bicycle Buffer Zone

Dec 1, 2013 May 8, 2014 0 DSS/DCSO



MTOD Title Issue

Date

Imp.

Date

Dwg.

Rev.

Custodian Remarks


Bicycle Buffer Zone

Dec 1, 2013 May 8, 2014 0 DSS/DCSO


Bicycle Buffer Zone

Dec 1, 2013 May 8, 2014 0 DSS/DCSO

505.010 Carpool Parking Facilities, Barrier

Free Parking Spaces

Apr 1, 2007 Jun 7, 2007 0 DSS/DCSO

508.010 Routing and Sealing Cracks in

Asphalt Pavement

Feb 11, 2008 Feb 14, 2008 0 BITM/

MERO

DIVISION 600 - CURBS & GUTTERS

600.091 Concrete Semi-Mountable Curb with

Narrow Gutter for Roundabout Truck

Apron

Apr 1, 2014 Jul 10, 2014 0 DSS/DCSO

600.092 Concrete Semi-Mountable Curb with

Wide Gutter for Roundabout Truck

Apron

Apr 1, 2014 Jul 10, 2014 0 DSS/DCSO

600.093 Concrete Curbs at Roundabout Truck

Apron and Central Island

Apr 1, 2014 Jul 10, 2014 0 DSS/DCSO

600.120 Concrete Parking Curb with Wide

Gutter

Apr 1, 1993 Apr 1, 1993 1 DSS/DCSO A 600 mm high curb

for use in Truck

Inspection Stations.

DIVISION 700 - CATCH BASINS & MAINTENANCE HOLES

No Division 700 Drawings

DIVISION 800 - CULVERTS & DRAINS

803.021 Bedding and Backfill for Precast

Concrete Box Culverts

May 25, 1994 May 25, 1994 P&F/MERO Always with Precast

Concrete Box

Culvert items.

805.060 Height of Fill Table Corrugated

Aluminum Alloy Structural Plate Pipe

Jul 1, 2013 Aug 15, 2013 0 DCSO/

Drainage

806.021 Height of Fill Table Closed Profile

Wall Polyethylene Pipe RSC 100,

160, 250, and 400

Jul 1, 2013 Aug 15, 2013 0 DCSO/

Drainage

806.023 Height of Fill Table Solid Wall

Polyethylene Pipe SDR 32.5

May 1, 2014 Jun 12, 2014 0 DCSO/

Drainage

806.030 Height of Fill Table Dual and Triple

Wall Corrugated Polypropylene

Gravity Sewer Pipe 320 kPa

Jul 1, 2013 Aug 15, 2013 0 DCSO/

Drainage



MTOD Title Issue

Date

Imp.

Date

Dwg.

Rev.

Custodian Remarks

DIVISION 900 - FENCING, GUIDERAILS

911.380 Guide Rail System, Concrete Barrier,

Permanent Transition Installation at

Bridge Piers

April 1, 2015 Jun 25, 2015 0 DSS/DCSO

911.383 Guide Rail System, Concrete Barrier,

Permanent Transition Installation at

Lighting Pole and Sign Support

Footings


912.131 Steel Beam Guide Rail and End-

Treatments, Rock Cut Installation

Jan 1, 2007 Mar 15, 2007 1 DSS/DCSO

917.100 100 X 100 Fabricated Steel Sign Base

Concrete Barrier Installation Details

Mar 1, 1997 Mar 1, 1997 DSS/DCSO Included in contracts

where small signs are

installed on concrete

barrier walls at a 90

degree angle to the

wall.


Concrete Barrier Installation Detail





degree angle to the

wall.


- 45 Degree Angle Mount Concrete

Barrier Installation Details





degree angle to the

wall.


- 45 Degree Angled Mount Concrete

Barrier Installation Detail





degree angle to the

wall.

922.170 Energy Attenuator, End Treatment

SBEAT X-Lite Tangent Terminal

System with Steel Posts, Installation

Nov. 1, 2013 Dec 5, 2013 0 DSS/DCSO

923.003 Energy Attenuator, Crash Cushion

REACT 350, Component - Reinforced

Concrete Pad

Feb 1, 2013 Mar 7, 2013 1 DSS/DCSO


REACT 350 TL-2, Installation -

Permanent

Feb 1, 2007 Mar 15, 2007 0 DSS/DCSO



MTOD Title Issue

Date

Imp.

Date

Dwg.

Rev.

Custodian Remarks

923.611 Energy Attenuator, Crash Cushion,

REACT 350 TL-3, Installation -

Permanent

Feb 1, 2007 Mar 15, 2007 0 DSS/DCSO


SLED System Installation - TCB


925.000 Thrie Beam Guide Rail - Median

Barrier General Layout

Jun 21, 1993 Jun 21, 1993 DSS/DCSO

925.020 Thrie Beam Median Guide Rail - Post,

Offset Block and Back-Up Plate

Jun 4, 1993 Jun 4, 1993 DSS/DCSO

925.040 Thrie Beam Guide Rail - Transition

Rail SBGR To Thrie Beam

Oct 14, 1993 Oct 14, 1993 DSS/DCSO

925.100 Thrie Beam Guide Rail - Median

Barrier Details


925.310 Thrie Beam Median Guide Rail -

Transition To Concrete Median

Barrier


960.0100 Ramp Closure Gate, Entrance Ramp

to Freeway 9m Gate Installation

May 1, 2013 Jun 20, 2013

960.0110 Ramp Closure Gates, Entrance Ramp

to Freeway Twin 9m Gates

Installation, drawing implemented.

May 1, 2013 Jun 20, 2013 0

960.0120 Ramp Closure Gate Entrance Ramp to

Freeway 12m Gate Installation,

drawing implemented.

May 1, 2013 Jun 20, 2013 0

960.1010 Ramp Closure Gate, 9.0m Gate

General Assembly, drawing

implemented.

May 1, 2013 Jun 20, 2013 0

960.1020 Ramp Closure Gate, Breakaway Post

and Connection Components, drawing

implemented.

May 1, 2013 Jun 20, 2013 0

960.1030 Ramp Closure Gate, Base Plate and

Couplings Component, drawing

implemented.

May 1, 2013 Jun 20, 2013 0

960.1040 Ramp Closure Gate, Wooden Support

Post With Bracket, Closed Position

Components, drawing implemented.

May 1, 2013 Jun 20, 2013 0

960.1050 Ramp Closure Gate, Wooden Support

Post With Bracket, Open Position

Components, drawing implemented.

May 1, 2013 Jun 20, 2013 0

960.1060 Ramp Closure Gate, Reinforced

Concrete Footing, Component,

drawing implemented.

May 1, 2013 Jun 20, 2013 0



MTOD Title Issue

Date

Imp.

Date

Dwg.

Rev.

Custodian Remarks

960.1070 Ramp Closure Gate, 12.0m Gate

General Assembly, drawing

implemented.

May 1, 2013 Jun 20, 2013 0

960.1080 Ramp Closure Gate, Object Marker

Sign Bracket Component, drawing

implemented.

May 1, 2013 Jun 20, 2013 0

971.101 Fence, Highway In Earth, Shale,

Loose Rock, Or Friable Rock

Installation

Mar 1, 2013 Mar 7, 2013 1 DSS/DCSO

971.102 Fence, Highway In Solid Rock

Installation

Mar 1, 2013 Mar 7, 2013 1 DSS/DCSO

971.103 Fence, Highway Installation Details Jun 1, 2012 Jul 5, 2012 DSS/DCSO

984.105 Flexible Delineator Post Installation –

Temporary and Permanent

Nov 1, 2014 Feb 26, 2015 0 DSS/DCSO

986.101 Small Sign Support System Franklin

Industries Company Breakaway U-

Flange Post Installation - Single Post

Assembly

Jan 1, 2014 Jan 30, 2014 2 DSS/DCSO



Flange Post Components

Jan 1, 2014 Jan 30, 2014 1 DSS/DCSO



Flange Post Installation - Double Post

Assembly

Jan 1, 2014 Jan 30, 2014 2 DSS/DCSO



Flange Post Installation - Triple Post

Assembly

Jan 1, 2014 Jan 30, 2014 2 DSS/DCSO

DIVISION 2000 - See Electrical and Electrical ATMS CDED Manuals

CHAPTER H

List of Ontario Provincial Standard Specifications (OPSSs)

and Drawings (OPSDs)

CHAPTER H - LIST OF OPSSs and OPSDs H0-1 TABLE OF CONTENTS

CHAPTER H - LIST OF OPSSs and OPSDs

H0-1 TABLE OF CONTENTS

PageSection H1-0 Ontario Provincial Standard Specifications (OPSSs) and

Ontario Provincial Standard Drawings (OPSDs) Introduction 1

Section H2-0 Overview of OPSSs

Introduction 1OPSS Number 1 Type 1Title 1Issue Date 1 Implementation Date 1

H2-1 List of Active OPSSs - General and Construction Specifications

Division Contents 1 General Specifications 1 2 General Grading 1 3 Pavement (Flexible and Rigid) 1 4 Drainage, Watermains, and Utility 2 5 Miscellaneous 3 6 Electrical 3 7 Traffic Safety 4 8 Environmental and Landscape 5 9 Structural 5

H2-2 List of Active OPSSs - Material Specifications

Division Contents 10 Aggregates 1 11 Bitumens 1 12 Seals, Bearings, Waterstops 1 13 Cement and Concrete 1 14 Metal 2 15 Safety Related 2 16 Wood and Plastics 2 17 Coatings 2 18 Pipes and Associated Drainage Items 3

January 2012 Page 1 of 2 H0-1 Table of Contents

CHAPTER H - LIST OF OPSSs and OPSDs H0-1 TABLE OF CONTENTS

19 Environmental 3 20 Signs and Sign Supports 3 21 Clothing, Cloth and the Like 3 22 Unassigned 3 23 Miscellaneous 4 24 Electrical 4 25 Chemicals 5

Section H3-0 Overview of OPSDs

Introduction 1OPSD Number 1 Title 1Issue Date 1 Implementation Date 1 Drawing Revision Number 2

H3-1 Use and Modification of OPSDs Documenting Modified OPSDs in Contract Documents 1

H3-2 List of Active OPSDs

Subsection Division Contents H3-21 100 Abbreviations 1 H3-22 200 Grading 1 H3-23 300 Entrances 1 H3-24 400 Frames and Grates 1 H3-25 500 Paving 1 H3-26 600 Curbs and Gutters 1 H3-27 700 Catch Basins and Manholes 1 H3-28 800 Culverts and Drains 1 H3-29 900 Fencing and Guide Rails 1 H3-210 1000 Sanitary Sewers 1 H3-211 1100 Watermains 1 H3-220 2200-2600 Electrical – See Volume 3, 1 Electrical Engineering Manual Chapter D H3-300 3000 Structures 1

January 2012 Page 2 of 2 H0-1 Table of Contents

CHAPTER H - LIST OF OPSSs and OPSDs H1-0 OPSSs AND OPSDs - INTRODUCTION

H1-0 OPSSs AND OPSDs - INTRODUCTION

The Ontario Provincial Standards were introduced to the Ministry by Provincial Highways Directive A-9 back in April 1984, which directed that the Ministry will use Ontario Provincial Standards exclusively on ministry contracts. Recently four new manuals were added to the original four manuals to make the Ontario Provincial Standards for Roads and Public Works (OPS) an eight-volume set of standards. The new manuals were the result of the revised OPS review process, which allows for the development and publishing of three types of Ontario Provincial Standards specifications (OPSS):

• Municipal and Provincial Common OPSS’s – Volumes 1 to 4 • Provincial-oriented OPSS’s – Volumes 5 and 6 • Municipal-oriented OPSS’s – Volumes 7 and 8

The Ontario Provincial Standards Manuals are provincial publications and therefore instructions to Ministry personnel regarding the implementation date of revisions to the OPS drawings and specifications are not given on the Manual Revision Information Sheet when they are published.

This chapter is published to provide direction to Ministry staff and their consultant designers regarding the implementation dates of revised standards. The Design and Contract Standards Office of the Highway Standards Branch will be responsible for keeping this chapter current.

The lists of specifications and standard drawings found in this chapter will be updated with every hard copy publication (typically in January and July) of the CDED manual. The ministry’s Contract Preparation System (CPS) should be referred to for current, up-to-date lists of all active specifications and drawings.

This chapter covers revisions to Ontario Provincial Standard Specifications and Ontario Provincial Standard Drawings contained in the following manuals.

• Municipal and Provincial Common OPSS’s – Volumes 1 to 4 • Provincial-oriented OPSS’s – Volumes 5 and 6

January 2012 Page 1 of 1 H1-0 OPSSs and OPSDs - Introduction

CHAPTER H - LIST OF OPSSs and OPSDs H2-0 OVERVIEW OF OPSSs

H2-0 OVERVIEW OF OPSSs

Introduction

This section contains the list of General, Construction and Material standard specifications that are used in MTO contracts. The text of all OPSSs may be found in the ministry’s Contract Preparation System (CPS) or on the MTO Library website at: https://www.raqs.mto.gov.on.ca/techpubs/ops.nsf/OPSHomepage.

The following is a brief discussion of the information shown under the headings in the "List of General/Construction/Material Specification" sheets.

OPS Specification Number

Every OPSS is given a unique number which has been allocated in such a way as to allow for additions to the system.

Type

Every OPSS is categorized as municipal-provincial common, provincial oriented or municipal oriented. Ministry contracts will contain primarily municipal-provincial common and/or provincial oriented specifications. When a municipal-oriented specification is need in a contract, it will be added by a special provision.

Title

As shown on each OPSS.

Issue Date

Every specification is provided with an issue date (also known as the version date) which represents the month and year in which the specification was published by OPS. Please note that the issue date, appears with the OPSS number in sections F and G of the Schedule of Provisions, Contract Plans, Standard Drawing, Specifications and General Conditions found in the Contract Tender document.

Implementation Date

OPSSs are not automatically implemented for use in MTO contracts upon publication. The implementation date of an OPSS is typically established after publication in order to allow sufficient notice for tender package preparation and changes to the contract documents. The implementation date chosen will depend on the extent of changes required and is subject to the policy contained in Quality and Standards Directive QST-C-13.

January 2012 Pg. 1 of 2 H2-0 Overview of OPSSs

CHAPTER H - LIST OF OPSSs and OPSDs H2-0 OVERVIEW OF OPSSs

The implementation date shown corresponds to the earliest tender advertising date of the contracts which must contain the new or revised standard specification. It is advisable to retain a copy of superseded standard specifications in the Standard Specifications Manuals until the revised standard specification is implemented.

January 2012 Pg. 2 of 2 H2-0 Overview of OPSSs

CHAPTER H - LIST OF OPSSs and OPSDs H2-1 LIST OF ACTIVE OPSSs - GEN. & CONST. SPECS

June 2015 Page 1 of 6 H2-1 List of Active OPSSs - Gen. & Const. Specs

H2-1 LIST OF ACTIVE OPSSs - GENERAL AND CONSTRUCTION SPECIFICATIONS

OPSS Type Title Issue

Date

Imp.

Date

DIVISION 1 – GENERAL SPECIFICATIONS

0100 PROV MTO General Conditions of Contract Apr 30, 2010 May 20, 2010

0102 COMM Weighing of Materials Oct 1, 1992 Mar 17, 1994

0106 PROV Electrical Work Nov 30, 2012 Mar 7, 2013

0120 PROV The Use of Explosives Nov 30, 2014 Jan 8, 2015

0127 COMM Schedule of Rental Rates for Construction Equipment

Including Model and Specification Reference

Apr 30, 2015 Jun 25, 2015

0180 COMM Management of Excess Materials Nov 30, 2011 Jan 19, 2012

0182 PROV Environmental Protection for Construction in

Waterbodies and on Waterbody Banks

Apr 30, 2015 Jun 25, 2013

0185 PROV Temporary Flow Control for Construction in

Waterbodies

Nov 30, 2012 Mar 7, 2013

DIVISION 2 – GENERAL GRADING

0201 COMM Clearing, Close Cut Clearing, Grubbing and Removal of

Surface Boulders

Nov 30, 2011 Jun 20, 2013

0202 PROV Rock Removal by Manual Scaling, Machine Scaling,

Trim Blasting, or Controlled Blasting

Nov 30, 2013 Mar 27, 2014

0206 PROV Grading Nov 30, 2014 Jan 8, 2015

0209 PROV Embankments over Swamps and Compressible Soils Nov 30, 2014 Jan 8, 2015

0212 PROV Borrow Nov 30, 2013 Mar 27, 2014

0220 PROV Wick Drain Installation Nov 30, 2014 Jan 8, 2015

DIVISION 3 – PAVEMENT (FLEXIBLE AND RIGID)

0301 COMM Restoring Unpaved Roadway Surfaces Sep 1, 1988 Nov 1, 2003

0304 COMM Single and Double Surface Treatment Nov 30, 2006 Feb 14, 2008

0305 COMM Granular Sealing Mar 1, 1998 Jul 15, 1998

0307 COMM Stockpiling of Patching Materials Apr 30, 2012 Jul 5, 2012

0308 PROV Tack Coating and Joint Painting Apr 30, 2012 Jul 5, 2012

0311 COMM Asphalt Sidewalk and Sidewalk Resurfacing Asphalt

Sidewalk, Driveway, Boulevard and Sidewalk

Resurfacing

Sep 1, 1988 Nov 1, 2003

0312 COMM Asphalt Curb and Gutter Systems and Asphalt Surfacing

of Gutters

Sep 1, 1988 Nov 1, 2003




Date

Imp.

Date

0313 PROV Hot Mix Asphalt – End Result Apr 30, 2007 Jul 26, 2007

0314 COMM Untreated Granular, Subbase, Base, Surface, Shoulder

and Stockpiling

Dec 1, 1993 Jul 1, 1999

0316 COMM Extruded Expanded Polystyrene Frost Heave Treatment Apr 30, 2008 Jun 5, 2008

0320 PROV Open Graded Drainage Layer Nov 30, 2014 Jan 8, 2015

0330 PROV In-Place Full Depth Reclamation of Bituminous

Pavement and Underlying Granular

Nov 30, 2014 Jan 8, 2015

0331 COMM Full Depth Reclamation With Expanded Asphalt

Stabilization

Nov 1, 2003 Jul 22, 2010

0332 COMM Hot In-Place Recycling and Hot In-Place Recycling with

Integral Overlay

Sep 1, 1996 Jan 1, 1997

0333 COMM Cold In-Place Recycling Nov 30, 2009 Jan 28, 2010

0335 COMM Cold In-Place Recycling with Expanded Asphalt Nov 30, 2009 Jan 28, 2010

0336 COMM Micro-Surfacing (Reissued November 2010) Nov 30, 2009 Sep 29, 2011

0337 COMM Slurry Seal Nov 30, 2008 Jun 20, 2013

0341 COMM Routing and Sealing Cracks in Hot Mix Asphalt

Pavement

May 1, 1994 Aug 1, 1996

0350 COMM Concrete Pavement and Concrete Base Mar 1, 1998 Jan 27, 1999

0351 COMM Concrete Sidewalk Sep 1, 1996 Nov 11, 1998

0352 COMM Concrete Steps Nov 1, 2000 Jan 10, 2001

0353 COMM Concrete Curb and Gutter Systems Sep 1, 1996 Nov 11, 1998

0355 PROV Installation of Interlocking Concrete Pavers Nov 30, 2014 Jan 8, 2015

0360 COMM Full Depth Repair of Concrete Pavement or Concrete

Base

Mar 1, 1995 Feb 24, 1999

0362 COMM Fast Track Full Depth Repairs To Concrete Pavement Mar 1, 1998 Feb 24, 1999

0363 PROV Repairing Rigid Pavement with Precast Concrete Slabs Nov 30, 2014 Jan 8, 2015

0364 COMM Partial Depth Repairs in Concrete Pavement Sep 1, 1996 Feb 24, 1999

0365 PROV Cross-Stitching Longitudinal Cracks in Concrete

Pavement and Concrete Base

Nov 30, 2014 Jan 8, 2015

0369 COMM Sealing or Resealing of Joints and Cracks In Concrete

Pavement

Nov 30, 2008 Mar 12, 2009

DIVISION 4 – DRAINAGE, WATERMAINS, AND UTILITY

0401 COMM Trenching, Backfilling, and Compacting Nov 30, 2013 Jan 30, 2014

0402 COMM Excavating, Backfilling, and Compacting for

Maintenance Holes, Catch Basins, Ditch Inlets, and

Valve Chambers (Formerly OPSS 516)

Nov 30, 2013 Mar 27, 2014




Date

Imp.

Date

0403 COMM Rock Excavation for Pipelines, Utilities, and Associated

Structures in Open Cut (Formerly OPSS 515)

Nov 30, 2010 Sep 29, 2011

0404 COMM Support Systems (Formerly OPSS 538) Nov 30, 2010 Sep 29, 2011

0405 COMM Pipe Subdrains Nov 30, 2008 Aug 27, 2009

0407 MTC Manholes, Catch Basins and Ditch Inlets (MTC) Mar 1, 1984 Nov 1, 2001

0409 COMM Closed Circuit Television Inspection of Pipelines Nov 30, 2013 Jun 12, 2014

0410 COMM Pipe Sewer Installation in Open Cut Nov 30, 2013 Jun 12, 2014

0415 COMM Tunnelling Feb 1, 1990 Aug 1, 1992

0416 COMM Jacking & Boring Feb 1, 1990 Aug 1, 1992

0421 COMM Pipe Culvert Installation in Open Cut Nov 30, 2013 Jun 12, 2014

0422 COMM Precast Reinforced Concrete Box Culverts and Box

Sewers In Open Cut (Reissued November 2010)

Apr 1, 2004 Sep 29, 2011

0441 COMM Watermain Installation In Open Cut Nov 30, 2014 Feb 26, 2015

0490 COMM Site Preparation For Pipelines, Utilities, and Associated

Structures (Formerly OPSS 503)

Nov 30, 2010 Sep 29, 2011

0491 COMM Preservation, Protection, and Reconstruction of Existing

Facilities (Formerly OPSS 504)

Nov 30, 2010 Sep 29, 2011

0492 COMM Site Restoration Following Installation of Pipelines,

Utilities, and Associated Structures (Formerly OPSS

507)

Nov 30, 2010 Sep 29, 2011

0493 COMM Temporary Potable Water Supply Services (Reissued

November 2010)

Nov 30, 2009 Sep 29, 2011

DIVISION 5 – MISCELLANEOUS

0501 PROV Compacting Nov 30, 2014 Jan 8, 2015

0510 PROV Removal Nov 30, 2014 Jan 8, 2015

0511 COMM Rip Rap, Rock Protection and Granular Sheeting Nov 30, 2013 Mar 27, 2014

0512 PROV Installation of Gabions Nov 30, 2014 Jan 8, 2015

0517 COMM Dewatering of Pipeline, Utility, and Associated Structure

Excavation

Nov 30, 2010 Sep 29, 2011

0518 COMM Control of Water From Dewatering Operations Nov 30, 2011 Jan 19, 2012

0539 PROV Temporary Protection Systems Nov 30, 2014 Jan 8, 2015

DIVISION 6 – ELECTRICAL

0602 COMM Installation of Electrical Chambers Nov 30, 2012 Mar 7, 2013

0603 COMM Installation of Ducts Nov 30, 2014 Feb 26, 2015




Date

Imp.

Date

0604 COMM Installation of Cable Nov 30, 2013 Mar 27, 2014

0609 COMM Grounding Nov 30, 2012 Mar 7, 2013

0610 COMM Removal of Electrical Equipment and Materials

(Reissued November 2010)

Nov 30, 2008 Sep 29, 2011

0611 COMM Installation of Underpass Luminaires Nov 30, 2013 Mar 27, 2014

0614 COMM Installation of Power Supply Equipment Nov 30, 2012 Mar 7, 2013

0615 COMM Erection of Poles (Reissued November 2010) Nov 30, 2008 Sep 29, 2011

0616 COMM Footings and Pads for Electrical Equipment Nov 30, 2012 Mar 7, 2013

0617 COMM Installation of Roadway Luminaires Nov 30, 2013 Mar 27, 2014

0620 COMM Traffic Signal Equipment Sep 1, 1984 Apr 1, 1985

0621 COMM Electrical Traffic Control Devices Sep 1, 1984 Apr 1, 1985

0622 COMM Traffic Signal Controllers Sep 1, 1993 Mar 1, 1994

0623 COMM Traffic Actuation Equipment Jan 1, 1990 Jun 1, 1990

0624 COMM Traffic Signal Interconnection Equipment Sep 1, 1984 Apr 1, 1985

0630 COMM Installation of Sectional Steel High Mast Lighting Poles Nov 30, 2012 Mar 7, 2013

0631 COMM Concrete Footings and Maintenance Platforms for High

Mast Lighting Poles

Nov 30, 2012 Mar 7, 2013

DIVISION 7 – TRAFFIC SAFETY

0703 COMM Permanent Small Signs and Support Systems Nov 30, 2014 Feb 26, 2015

0704 COMM Post Mounted Delineators Nov 30, 2014 Feb 26, 2015

0705 COMM Flexible Delineators Nov 30, 2014 Feb 26, 2015

0706 COMM Traffic Control Signing (Formerly OPSS 543) Nov 30, 2010 Sep 29, 2011

0710 COMM Pavement Marking (Formerly OPSS 532) Nov 30, 2010 Sep 29, 2011

0721 PROV Steel Beam Guide Rail and Cable Guide Rail Nov 30, 2014 Jan 8, 2015

0723 PROV Energy Attenuators Apr 30, 2015 Jun 25, 2015

0730 COMM Guide Rail End Treatment - Eccentric Loader Terminal

System

Nov 30, 2014 Feb 26, 2015

0731 COMM Guide Rail End Treatment Crash-Cushion Attenuating

Terminal (CAT-350) System

Nov 30, 2013 Jul 10, 2014

0732 PROV Guide Rail End Treatment - Steel Beam Energy

Attenuating Terminal System (SBEATS)

Nov 30, 2013 Jul 10, 2014

0740 COMM Concrete Barriers (Formerly OPSS 553) Nov 30, 2010 Sep 29, 2011

0741 COMM Temporary Concrete Barriers Nov 30, 2014 Feb 26, 2015

0753 COMM Connecticut Impact Attenuation System (CIAS) Nov 30, 2013 Jul 10, 2014




Date

Imp.

Date

0771 PROV Standard Highway Fence Nov 30, 2014 Jan 8, 2015

0772 COMM Chain-Link Fence Nov 30, 2012 Mar 7, 2013

0791 COMM Expanded Metal Anti-Glare Screen Nov 30, 2014 Feb 26, 2015

DIVISION 8 – ENVIRONMENTAL AND LANDSCAPE

0801 COMM Protection of Trees (Formerly OPSS 565) Nov 30, 2010 Sep 29, 2011

0802 COMM Topsoil (Formerly OPSS 570) Nov 30, 2010 Sep 29, 2011

0803 COMM Sodding (Formerly OPSS 571) Nov 30, 2010 Sep 29, 2011

0804 PROV Seed and Cover Nov 30, 2014 Jan 8, 2015

0805 COMM Temporary Erosion and Sediment Control Measures

(Formerly OPSS 577)

Nov 30, 2010 Sep 29, 2011

0810 COMM Rootwad Structures for Waterbody Banks Nov 30, 2013 Dec 18, 2014

0811 COMM Large Woody Debris for Waterbody Banks Nov 30, 2013 Dec 18, 2014

0812 COMM LUNKERS Nov 30, 2013 Dec 18, 2014

DIVISION 9 – STRUCTURAL

0902 COMM Excavating and Backfilling – Structures Nov 30, 2010 Jun 20, 2013

0903 COMM Piling Nov 30, 2009 Jan 28, 2010

0904 PROV Concrete Structures Nov 30, 2014 Jan 8, 2015

0905 PROV Steel Reinforcement for Concrete Nov 30, 2014 Jan 8, 2015

0906 COMM Structural Steel for Bridges Nov 30, 2012 Mar 7, 2013

0907 COMM Structural Wood Systems Apr 30, 2011 Jun 20, 2013

0908 PROV Metal Traffic Barriers and Metal Railings For Structures Nov 30, 2014 Feb 26, 2015

0909 COMM Prestressed Concrete – Precast Members Apr 30, 2012 Jul 5, 2012

0910 PROV Prestressed Concrete – Cast-in-place Apr 30, 2008 Jun 11, 2009

0911 PROV Coating Structural Steel Systems Nov 30, 2014 Feb 26, 2015

0913 COMM Embedded Work In Structures for Electrical Systems Nov 30, 2014 Feb 26, 2015

0914 PROV Waterproofing Bridge Decks With Hot Applied Asphalt

Membrane

Nov 30, 2014 Dec 18, 2014

0915 PROV Sign Support Structures Nov 30, 2014 Feb 26, 2015

0918 COMM Modular Bridge Structures For Temporary Installations Mar 1, 1998 Apr 1, 1999

0919 COMM Formwork and Falsework Nov 30, 2011 Jul 5, 2012

0920 PROV Deck Joint Assemblies, Waterstops, Joint Fillers, Joint

Seals and Joint Sealing Compounds – Structures

Nov 30, 2008 Jun 11, 2009




Date

Imp.

Date

0922 COMM Installation of Bearings Nov 30, 2009 Jun 20, 2013

0928 COMM Structure Rehabilitation – Concrete Removal Apr 30, 2012 Jul 5, 2012

0929 COMM Abrasive Blast Cleaning – Concrete Construction Apr 30, 2012 Jul 5, 2012

0930 PROV Structure Rehabilitation – Concrete Patches, Refacing

and Overlays

Nov 30, 2014 Feb 26, 2015

0931 COMM Structure Rehabilitation – Shotcrete May 1, 1994 Sep 1, 1995

0932 COMM Crack Repair – Concrete Nov 30, 2009 Jan 28, 2010

0935 PROV Impressed Cathodic Protection System for Bridge

Structures

Nov 30, 2014 Feb 26, 2015

0942 COMM Prestressed Soil and Rock Anchors Nov 30, 2009 Dec 5, 2013

CHAPTER H - LIST OF OPSSs AND OPSDs H2-2 LIST OF ACTIVE OPSSs - MATERIAL SPECS

June 2015 Page 1 of 5 H2-2 List of Active OPSSs - Material Specs

H2-2 LIST OF ACTIVE OPSSs - MATERIAL SPECIFICATIONS


Date

Imp.

Date

DIVISION 10 - AGGREGATES

1001 COMM Aggregates - General Nov 30, 2013 Jan 30, 2014

1002 PROV Aggregates - Concrete Apr 30, 2013 Jun 20, 2013

1003 PROV Aggregates - Hot Mixed Asphalt Apr 30, 2013 Jun 20, 2013

1004 PROV Aggregates - Miscellaneous Nov 30, 2012 Mar 7, 2013

1006 PROV Aggregates - Surface Treatment Apr 30, 2013 Jun 20, 2013

1010 PROV Aggregates - Base, Subbase, Select Subgrade and

Backfill Material

Apr 30, 2013 Jun 20, 2013

DIVISION 11 - BITUMENS

1101 PROV Performance Graded Asphalt Cement Nov 30, 2014 Feb 26, 2015

1102 COMM Liquid Asphalt Nov 30, 2007 Jan 19, 2012

1103 COMM Emulsified Asphalt Nov 30, 2012 Mar 7, 2013

1151 PROV Superpave and Stone Mastic Asphalt Mixtures Apr 30, 2007 Jul 26, 2007

1152 COMM SC-800 Patching Material Nov 30, 2007 Jan 19, 2012

1153 COMM Emulsified Asphalt Patching Material Nov 30, 2007 Jan 19, 2012

DIVISION 12 – SEALS, BEARINGS, WATERSTOPS

1202 COMM Bearings – Elastomeric Plain and Steel Laminated Nov 30, 2008 Jun 11, 2009

1203 COMM Bearings – Rotational & Sliding Surface Nov 30, 2008 Jun 11, 2009

1204 COMM Polyvinyl Chloride Waterstops Nov 1, 2003 Apr 21, 2004

1205 PROV Clay Seal April 30, 2015 Jun 25, 2015

1210 PROV Deck Joint Assemblies Nov 30, 2014 Jan 8, 2015

1212 COMM Hot-Poured Rubberized Asphalt Joint Sealing

Compound

Nov 1, 2003 Apr 21, 2004

1213 COMM Hot Applied Rubberized Asphalt Waterproofing

Membrane

Mar 1, 1998 Mar 1, 1998

1215 COMM Protection Board Mar 1, 1998 Mar 1, 1998

DIVISION 13 – CEMENT AND CONCRETE

1301 COMM Cementing Materials Sep 1, 1996 Sep 1, 1996

1302 COMM Water Sep 1, 1996 Sep 1, 1996




Date

Imp.

Date

1303 PROV Admixtures For Concrete Nov 30, 2014 Jan 8, 2015

1305 COMM Moisture Vapour Barriers Sep 1, 1996 Sep 1, 1996

1306 COMM Burlap Nov 30, 2011 Mar 15, 2012

1308 COMM Joint Filler in Concrete Nov 1, 2003 Apr 21, 2004

1312 COMM Latex Modifiers For Use In Concrete Sep 1, 1996 Sep 1, 1996

1315 COMM White Pigmented Curing Compounds For Concrete Sep 1, 1996 Sep 1, 1996

1350 PROV Concrete - Materials and Production Nov 30, 2014 Jan 8, 2015

1351 COMM Precast Reinforced Concrete Components for

Maintenance Holes, Catch Basins, Ditch Inlets and

Valve Chambers

Nov 1, 2004 Jan 19, 2005

1352 COMM Precast Concrete Barriers Nov 1, 1989 Nov 1, 1989

1359 COMM Unshrinkable Backfill May 1, 1993 May 1, 1993

DIVISION 14 - METAL

1430 COMM Gabion Baskets and Mats Nov 30, 2012 Mar 7, 2013

1440 PROV Steel Reinforcement for Concrete Nov 30, 2014 Jan 8, 2015

1441 COMM Load Transfer Assemblies Sep 1, 1988 Sep 1, 1988

1442 COMM Epoxy Coated Steel Reinforcement for Concrete May 1, 1994 May 1, 1994

1443 COMM Organic Coatings for Steel Reinforcement May 1, 1994 May 1, 1994

DIVISION 15 – SAFETY RELATED

1503 COMM Cable Guide Rail Nov 30, 2010 Dec 16, 2010

1504 COMM Steel Beam Guide Rail Nov 30, 2010 Dec 16, 2010

1505 COMM Channel Components for Steel Beam Guide Rail Nov 30, 2010 Dec 16, 2010

1540 COMM Standard Highway Fence Components Nov 30, 2014 Jan 8, 2015

1541 COMM Chain-Link Fence Components Nov 30, 2012 Mar 7, 2013

DIVISION 16 – WOOD AND PLASTICS

1601 PROV Wood, Preservative Treatment and Shop Fabrication Nov 30, 2014 Jan 8, 2015

1605 COMM Expanded Extruded Polystyrene Pavement Insulation Nov 1, 1989 Nov 1, 1989




Date

Imp.

Date

DIVISION 17 - COATINGS

1704 PROV Paint Coating Systems for Structural Steel Nov 30, 2014 Feb 26, 2015

1712 COMM Organic Solvent Based Traffic Paint Feb 1, 1991 Feb 1, 1991

1713 COMM Thermoplastic Pavement Marking Materials Feb 1, 1991 Feb 1, 1991

1714 COMM Field Reacted Polymeric Pavement Marking Materials Feb 1, 1991 Feb 1, 1991

1715 COMM Performed Plastic Pavement Marking Tape Feb 1, 1991 Feb 1, 1991

1716 COMM Water-Borne Traffic Paint Feb 1, 1991 Feb 1, 1991

1750 COMM Traffic Paint Reflectorizing Glass Beads Dec 1, 1983 Dec 1, 1983

DIVISION 18 – PIPES AND ASSOCIATED DRAINAGE ITEMS

1801 COMM Corrugated Steel Pipe (CSP) Products Nov 30, 2014 Feb 26, 2015

1802 COMM Smooth Walled Steel Pipe Nov 1, 2004 Jan 19, 2005

1820 PROV Circular and Elliptical Concrete Pipe Nov 30, 2014 Jan 8, 2015

1821 COMM Precast Reinforced Concrete Box Culverts and Box

Sewers

May 1, 1993 May 1, 1993

1840 COMM Non-Pressure Polyethylene (PE) Plastic Pipe Products Nov 30, 2014 Feb 26, 2015

1841 PROV Non-Pressure Polyvinyl Chloride (PVC) Pipe Products Nov 30, 2014 Jan 8, 2015

1842 COMM Pressure Polyethylene Plastic Pipe Products Nov 1, 2003 Apr 21, 2004

1843 COMM Non-Pressure Polypropylene (PP) Plastic Pipe Products Nov 30, 2013 Jun 12, 2014

1850 COMM Frames, Grates, Covers and Gratings Apr 30, 2013 Jun 20, 2013

1854 COMM High Density Polyethylene (HDPE) and Expanded

Polystyrene (EPS) Adjustment Units for Maintenance

Holes, Catch Basins, and Valve Chambers

Nov 30, 2014 Feb 26, 2015

1860 COMM Geotextiles Apr 30, 2012 Jul 5, 2012

DIVISION 19 - ENVIRONMENTAL

Currently no specifications.

DIVISION 20 – SIGNS AND SIGN SUPPORTS

2001 COMM Signs Nov 30, 2014 Feb 26, 2015

DIVISION 21 – CLOTHING, CLOTH AND THE LIKE





Date

Imp.

Date

DIVISION 22 - UNASSIGNED


DIVISION 23 - MISCELLANEOUS

2301 PROV Impressed Cathodic Protection System for Bridge

Structures

Nov 30, 2014 Feb 26, 2015

DIVISION 24 – ELECTRICAL

2401 COMM Electrical Handholes Nov 30, 2010 Jun 2, 2011

2409 COMM Traffic Signal Cable Nov 30, 2014 Feb 26, 2015

2410 COMM Extra Low Voltage Cable Nov 1, 2000 Jan 10, 2001

2414 COMM Power Supply Equipment Nov 30, 2014 Feb 26, 2015

2420 COMM Wood Poles Nov 30, 2010 Jun 2, 2011

2421 COMM Spun Concrete Poles Nov 30, 2012 Mar 7, 2013

2422 COMM Heavy Class Steel and Sectional Steel Poles, Base

Mounted

Nov 30, 2008 Mar 12, 2009

2423 COMM Steel Poles, Base Mounting Nov 30, 2010 Jun 2, 2011

2426 COMM Steel Truss Brackets Nov 30, 2007 Dec 20, 2007

2428 COMM Aluminum Tapered Elliptical Brackets Nov 30, 2007 Dec 20, 2007

2432 COMM High Pressure Sodium Luminaires for Highway

Lighting

Nov 30, 2014 Feb 26, 2015

2434 COMM Underpass Lighting Luminaires Nov 1, 2002 May 21, 2003

2452 COMM Aluminum Poles, Base Mounting Nov 30, 2010 Jun 2, 2011

2453 COMM Sectional Steel Poles Nov 30, 2011 Mar 15, 2012

2460 COMM Traffic Signal Arms, Brackets, Hangers, Fittings and

Hardware

Nov 30, 2009 Mar 11, 2010

2461 COMM Signal Heads Nov 30, 2007 Jul 17, 2008

2471 COMM Sectional Steel High Mast Lighting Poles Nov 30, 2008 Mar 12, 2009

2474 COMM Anchorage Assembly – High Mast Lighting Pole Nov 1, 2003 Apr 21, 2004

2476 COMM Raising and Lowering Equipment for High Mast Poles Nov 30, 2010 Jun 2, 2011

2479 COMM Floodlight Luminaires used in High Mast Lighting Nov 30, 2011 Mar 15, 2012

2485 COMM Photoelectric Controllers Nov 1, 2006 Mar 15, 2007

2492 COMM Rigid Polyvinyl Chloride (PVC) Junction Boxes Sep 1, 1984 Sep 1, 1984




Date

Imp.

Date

DIVISION 25 - CHEMICALS

2502 COMM Sodium Chloride Dec 1, 1990 Dec 1, 1990

CHAPTER H - LIST OF OPSSs AND OPSDs H3-0 OVERVIEW OF OPSDs

H3-0 OVERVIEW OF OPSDs

Introduction

This section contains the list of Ontario Provincial Standard drawings which are used in MTO contracts. OPSDs in PDF format may be found on the MTO Library website at https://www.raqs.mto.gov.on.ca/techpubs/ops.nsf/OPSHomepage. OPSDs in DWG format can be obtained from CPS. The following is a brief discussion of the information shown under the headings on the "List of Active Ontario Provincial Standard Drawings" sheets.

OPSD Number

Every OPSD is given a unique number which has been allocated in such a way as to allow for additions to the system. These numbers are assigned by Ontario Provincial Standards for Roads and Public Works Organization and are found on each drawing. Please note that due to coding convention within CPS, OPSD numbers found in CPS may have been modified by the addition of one zero (0) at each of the beginning and end of the OPSD number found on the drawing.

Title

As shown on each OPSD.

Issue Date

Every drawing is provided with an issue date which represents the day, month and year in which the drawing was published by OPS. Please note that the issue date, abbreviated to month and year, appears with the OPSD number in section C of the Schedule of Provisions, Contract Plans, Standard Drawing, Specifications and General Conditions found in the Contract Tender document.

Implementation Date

OPSDs are not automatically implemented for use in MTO contracts upon publication. The implementation date of an OPSD is typically established after publication in order to allow sufficient notice for tender package preparation and changes to the contract documents and drawings. The implementation date chosen will depend on the extent of changes required and is subject to the policy contained in Quality and Standards Directive QST-C-13.

The implementation date shown corresponds to the earliest tender advertising date of the contracts which must contain the new or revised standard drawing. It is advisable to retain superseded standard drawings in the Standard Drawing Manual until the revised standard drawing is implemented.

January 2012 Pg. 1 of 2 H3-0 Overview of OPSDs

CHAPTER H - LIST OF OPSSs AND OPSDs H3-0 OVERVIEW OF OPSDs

Drawing Revision Number

When a standard drawing is revised, the revision number is noted. Each subsequent revision to the standard drawing is identified by increasing the number by one.

January 2012 Pg. 2 of 2 H3-0 Overview of OPSDs

CHAPTER H - LIST OF OPSSs AND OPSDs H3-1 USE AND MODIFICATION OF OPSDs

H3-1 USE AND MODIFICATION OF OPSDs

Designers are required to select OPSDs applicable to a contract from CPS. A list of OPSDs is then generated and inserted in Section C, Standard Drawings of the SCHEDULE OF PROVISIONS, CONTRACT PLANS, STANDARD DRAWINGS, SPECIFICATIONS AND GENERAL CONDITIONS found in the Tender.

Reference to the OPSDs selected (by OPSD number only) should also be included as appropriate in the contract documents, typically the contract drawings. OPSDs are not required to be inserted as details unless modified.

Ontario Provincial Standard drawings are found in CPS in .DWG format and may be modified to suit the Ministry’s needs when the modification is minor in nature and the intent, design integrity, operation, or the safety of the product or item shown on the drawing is not compromised.

Documenting Modified OPSDs in Contract Documents

When modifications are made to an OPSD, the modified OPSD shall be inserted in the contract documents as a detail in the Contract Drawings. In addition, the designer shall do the following:

1) Revise the OPSD title block as follows:

i) For minor modifications, the OPSD number shall be retained and the word “MODIFIED” and the Work Project (WP) No. shall be inserted in the space above the OPSD number.

ii) For major modifications (i.e. compromises to the intent, design integrity, operation, or safety of the product or item shown on the drawing) then all references to Ontario Provincial Standards, for example, the OPS logo and number, shall be removed from the drawing.

iii) The name of the person responsible for and the date of the modification shall be added to all modified OPSDs.

2) Add an “M” to the end OPSD number (e.g. OPSD 100.010M) on the drawing and in all instances where it is referenced in the contract drawings.

3) Ensure any references to the standard OPSD that has been modified have been removed as required. This includes references found in both the contract drawings and in Section C, Standard Drawings of the SCHEDULE OF PROVISIONS, CONTRACT PLANS, STANDARD DRAWINGS, SPECIFICATIONS AND GENERAL CONDITIONS.

In situations where both the standard OPSD and the modified OPSD are required, only the standard OPSD is to be listed in Section C. Modified OPSDs are not to be included in the list of OPSDs in Section C at any time.

January 2012 Pg. 1 of 1 H3-1 Use and Modification of OPSDs

CHAPTER H - LIST OF OPSSs AND OPSDs H3-2 LIST OF ACTIVE OPSDs

H3-21 DIVISION 100 – ABBREVIATIONS

OPSD Title Issue Date Imp. Date Dwg. Rev.

0100.0100 Abbreviations - General A to C Nov 30, 2009 Apr 22, 2010 3

0100.0110 Abbreviations - General D to J Nov 30, 2006 Dec 20, 2007 1

0100.0120 Abbreviations - General L - R Nov 30, 2009 Apr 22, 2010 2

0100.0130 Abbreviations - General S to W Nov 30, 2009 Apr 22, 2010 4

0100.0140 Abbreviations - Metric Units Nov 30, 2002 Dec 20, 2007 0

0100.0500 Abbreviations - Building Descriptions Nov 30, 2006 Dec 20, 2007 1

0100.0600 Abbreviations - Geotechnical Nov 30, 2006 Dec 20, 2007 1

0101.0100 Topography Plan Features - Monument Features Nov 30, 2006 Dec 20, 2007 1

0101.0110 Topography Plan Features - Ground Features Nov 30, 2006 Dec 20, 2007 1

0101.0120 Topography Plan Features - Road Features Nov 30, 2006 Dec 20, 2007 1

0101.0130 Topography Plan Features - Barrier and Vegetation Features Nov 30, 2006 Dec 20, 2007 1

0101.0140 Topography Plan Features - Utility Features Nov 30, 2006 Dec 20, 2007 1

0101.0150 Topography Plan Features - Drainage Features Nov 30, 2006 Dec 20, 2007 1

0101.0160 Topography Plan Features - Miscellaneous Features Nov 30, 2006 Dec 20, 2007 1

0101.0170 Topography Plan Features - Right-of-Way Features Nov 30, 2007 Dec 20, 2007 2

0102.0100 Removals - Legend Nov 30, 2006 Dec 20, 2007 1

0103.0100 New Construction - Legend 1 Nov 30, 2006 Dec 20, 2007 1

0103.0110 New Construction - Legend 2 Nov 30, 2006 Dec 20, 2007 1

0104.0100 Miscellaneous Symbols Nov 30, 2007 Dec 20, 2007 0

January 2012 Page 1 of 1 H3-21 Division 100 - Abbreviations


H3-22 DIVISION 200 – GRADING


0200.0100 Earth/Shale Grading - Undivided Rural Nov 30, 2009 Dec 16, 2010 2

0200.0200 Earth/Shale Grading - Divided Rural Nov 30, 2009 Dec 16, 2010 2

0201.0100 Rock Grading - Undivided Highway Nov 30, 2009 Mar 27, 2014 2

0201.0200 Rock Grading - Divided Rural Nov 30, 2009 Dec 16, 2010 2

0202.0100 Slope Flattening Using Surplus Excavated Material on Earth or Rock Embankment

Nov 30, 2009 Dec 16, 2010 2

0202.0200 Drainage Gap for Slope Flattening on Rock or Granular Embankment

Nov 30, 2013 Mar 27, 2014 3

0202.0300 Roadway Widening For Guide Rail End Treatments and Transitions

Nov 30, 2009 Mar 11, 2010 5

0202.0310 Roadway Widening for Steel Beam Energy Attenuating Terminal Approach End

Nov 30, 2009 Mar 11, 2010 0

0202.0320 Roadway Widening for Steel Beam Energy Attenuating Terminal Leaving End and Constrained Approach End

Nov 30, 2011 Jan 19, 2012 1

0202.0330 Roadway Widening Single Sided Energy Attenuating Terminals Approach End

Nov 30, 2011 Jan 19, 2012 0

0203.0100 Embankments Over Swamp New Construction Nov 30, 2010 Mar 27, 2014 3

0203.0200 Embankments Over Swamp - Existing Slope Excavated To 1H:1V

Nov 30, 2010 Mar 27, 2014 3

0203.0300 Embankments Over Swamp - Existing Slopes Maintained Nov 30, 2010 Mar 27, 2014 3

0203.0400 Embankments Over Swamp At Pipe Culverts < 1500 mm Nov 30, 2010 Mar 27, 2014 3

0204.0100 Boulder Treatment Cut Sections - Subgrade Nov 30, 2009 Dec 16, 2010 2

0205.0100 Transition Treatment - Earth Cut to Earth Fill Nov 30, 2009 Dec 16, 2010 2

0205.0200 Transition Treatment - Rock Cut to Rock Fill Nov 30, 2009 Dec 16, 2010 2

0205.0300 Transition Treatment - Rock Cut to Earth Fill Nov 30, 2009 Dec 16, 2010 2

0205.0400 Transition Treatment - Earth Fill to Rock Fill and Earth Fill to Granular Fill

Nov 30, 2009 Dec 16, 2010 2

0205.0500 Transition Treatment - Rock Cut to Earth Cut Nov 30, 2009 Dec 16, 2010 2

0205.0600 Frost Heave Treatment Nov 30, 2009 Dec 16, 2010 2

0206.0100 Granular Courses - Undivided Rural Nov 30, 2009 Dec 16, 2010 1

0206.0200 Granular Courses - Divided Rural Nov 30, 2009 Dec 16, 2010 1

0206.0500 Subdrain Pipe Connection and Outlet - Rural Nov 30, 2008 Aug 27, 2009 1

0207.0100 Concrete Pavement on Open Graded Drainage Layer - Divided Highway

Nov 30, 2007 Aug 27, 2009 2

0207.0200 Composite Pavement on Open Graded Drainage Layer - Divided Highway

Nov 30, 2007 Aug 27, 2009 2

December 2014 Page 1 of 3 H3-22 Division 200 - Grading



0207.0300 Concrete and Composite Pavement on Open Graded Drainage Layer - Urban Section

Nov 30, 2005 Aug 27, 2009 1

0207.0410 Subdrain Pipe, Open Graded Drainage Layer - Hot Mix Asphalt, Concrete, or Composite Pavement

Nov 30, 2008 Aug 27, 2009 3

0207.0440 Subdrain Pipe Connection and Outlet - Open Graded Drainage Layer

Nov 30, 2008 Aug 27, 2009 4

0208.0100 Benching of Earth Slopes Nov 30, 2013 Mar 27, 2014 3

0209.0100 Rural Pavement Widening Nov 30, 2009 Dec 16, 2010 1

0209.0110 Rural Pavement Widening - Curb with Gutter Nov 30, 2009 Dec 16, 2010 2

0209.0200 Widening - Existing Rock Cut with Grade Raise Apr 30, 2010 Dec 16, 2010 2

0210.0100 Tangent Shoulders - Rural Nov 30, 2010 Dec 16, 2010 1

0210.0200 Superelevated Shoulders - Rural Nov 30, 2010 Dec 16, 2010 1

0210.0700 Granular Sealing Nov 30, 2008 Dec 16, 2010 2

0211.0100 Partially Paved Shoulders - Existing Pavement Maintained Nov 30, 2010 Dec 16, 2010 2

0211.0200 Partially Paved Shoulders - Existing Pavement Resurfaced Nov 30, 2010 Dec 16, 2010 2

0212.0100 Resurfacing with Crossfall Correction with Hot Mix Asphalt - Tangent Section

Nov 30, 2009 Dec 16, 2010 1

0212.0200 Resurfacing with Crossfall Correction with Hot Mix Asphalt - Superelevated Section

Nov 30, 2009 Dec 16, 2010 1

0212.0300 Resurfacing - Existing Crossfall Maintained Nov 30, 2009 Dec 16, 2010 1

0213.0100 Pavement Widening on Curves - Widening on Both Sides of Curve with or without Spirals

Dec 1, 1983 Apr 1, 1985 0

0213.0200 Pavement Widening on Curves, Widening on Inside of Curves with or without Spirals

Dec 1, 1983 Apr 1, 1985 0

0214.0100 Single Lane Ramp - Grading for Asphalt Pavement with Granular Base and Shoulder

Nov 30, 2007 Dec 16, 2010 1

0214.0200 Single Lane Ramp - Grading for Asphalt Pavement with Granular Base and Asphalt Shoulder

Nov 30, 2007 Dec 16, 2010 1

0214.0300 Single Lane Ramp - Grading for Asphalt Pavement with Granular Base, Asphalt Shoulder, and Curb with Gutter

Nov 30, 2007 Dec 16, 2010 2

0215.0100 Two Lane Ramp - Grading for Asphalt Pavement with Granular Base and Asphalt Shoulder

Nov 30, 2007 Dec 16, 2010 1

0215.0200 Two Lane Ramp - Grading for Asphalt Pavement with Granular Base, Asphalt Shoulder, and Curb with Gutter for Tangent Section

Nov 30, 2007 Dec 16, 2010 1

0215.0300 Two Lane Ramp - Grading for Asphalt Pavement with Granular Base, Asphalt Shoulder, and Curb with Gutter for Superelevated Section

Nov 30, 2007 Dec 16, 2010 2

0216.0100 Boulevard Treatments - Urban Section Nov 30, 2006 Dec 16, 2010 1




0216.0200 Asphalt, Concrete and Composite Pavement on Granular Base - Urban Section

Apr 1, 1999 Jul 1, 1999 0

0216.0210 Subdrain Pipe, Connection and Outlet - Urban Nov 30, 2008 Aug 27, 2009 2

0217.0500 Access to Hydrant - Across Ditch Nov 30, 2006 Dec 16, 2010 1

0217.0600 Utility Pole Setting Depth - at Ditch Locations Nov 30, 2011 Jan 19, 2012 2

0219.1000 Light-Duty Straw Bale Barrier Nov 30, 2006 Mar 11, 2010 1

0219.1100 Light-Duty Silt Fence Barrier Nov 30, 2006 Mar 11, 2010 1

0219.1200 Heavy Duty Straw Bale Barrier Feb 1, 1996 Feb 19, 1997 0

0219.1300 Heavy-Duty Silt Fence Barrier Nov 30, 2006 Mar 11, 2010 1

0219.1400 Berm Barrier Feb 1, 1996 Feb 19, 1997 0

0219.1500 Sandbag Barrier Nov 30, 2006 Mar 11, 2010 1

0219.1800 Straw Bale Flow Check Dam Nov 30, 2006 Mar 11, 2010 1

0219.1900 Silt Fence Flow Check Dam Nov 30, 2006 Mar 11, 2010 1

0219.2000 Sandbag Flow Check Dam Nov 30, 2006 Mar 11, 2010 1

0219.2100 Rock Flow Check Dam, V-Ditch Nov 30, 2006 Mar 11, 2010 1

0219.2110 Rock Flow Check Dam, Flat Bottom Ditch Nov 30, 2006 Mar 11, 2010 1

0219.2200 Excavated Sediment Trap in Ditch Nov 30, 2006 Mar 11, 2010 1

0219.2300 Chute for Excavated Sediment Trap in Ditch Nov 30, 2007 Mar 11, 2010 3

0219.2310 Berm Barrier Nov 30, 2006 Mar 11, 2010 0

0219.2400 Dewatering Trap Nov 30, 2006 Mar 11, 2010 1

0219.2600 Turbidity Curtain Nov 30, 2006 Mar 11, 2010 1

0219.2610 Turbidity Curtain, Seam Detail Nov 30, 2006 Mar 11, 2010 1

0220.0100 Barrier for Tree Protection Nov 30, 2007 Dec 5, 2013 0

0222.0100 Rootwad Structures for Waterbody Banks Nov 30, 2014 Dec 18, 2014 1

0222.0200 Large Woody Debris for Waterbody Banks Nov 30, 2013 Dec 18, 2014 0

0222.0300 Stone LUNKERS Nov 30, 2013 Dec 18, 2014 0

0222.0400 Wood LUNKERS Nov 30, 2013 Dec 18, 2014 0



May 2014 Page 1 of 1 H3-23 Division 300 - Entrances

H3-23 DIVISION 300 – ENTRANCES

OPSD Title Issue Date Imp. Date Dwg.

Rev.

0300.0100 Side Road Intersection - Fill Nov 30, 2011 Jan 19, 2012 2

0300.0200 Side Road Intersection - Cut Nov 30, 2011 Jan 19, 2012 2

0301.0100 Rural Entrances To Roads On Fill Nov 30, 2010 Mar 27, 2014 2

0301.0200 Rural Entrances To Roads In Earth Cut With Culvert

Installation

Nov 30, 2010 Mar 27, 2014 2

0301.0300 Rural Entrance - Rock Cut Nov 30, 2010 Mar 27, 2014 2

0302.0100 Median Crossovers for Service Vehicles Nov 30, 2009 Mar 11, 2010 1

0304.0100 Shoulder Treatment at Sideroad Intersections Nov, 30 2009 Jun 2, 2011 1

0310.0100 Concrete Sidewalk Nov, 30 2005 Jun 2, 2011 1

0310.0200 Concrete Sidewalk Adjacent to Curb and Gutter Nov, 30 2005 Jun 2, 2011 1

0310.0400 Utility Isolation in Sidewalks Nov, 30 2005 Jun 2, 2011 1

0310.0500 Sidewalk Driveway Entrance Details Nov, 30 2005 Jun 2, 2011 1

0310.0600 Concrete Pedestrian Crossover at Signalized Intersections Nov, 30 2005 Jun 2, 2011 1

0350.0100 Urban Industrial, Commercial and Apartment Entrances Nov, 30 2009 Jun 2, 2011 1

0351.0100 Urban Residential Entrance Nov, 30 2009 Jun 2, 2011 1

0352.0100 Road Access Details for Residential Developments May 1, 1992 Nov 1, 1992 0

0352.0200 Entrance Details for Residential Developments May 1, 1992 Nov 1, 1992 0


H3-24 DIVISION 400 – FRAMES AND GRATES


0400.0010 Hoisting Hook Rib for Cast Iron Frames for Catch Basins, Maintenance Holes, and Valve Chambers

Nov 30, 2007 Oct 29, 2009 0

0400.0100 Cast Iron, Square Frame with Square Overflow Type Dished Grate for Catch Basins, Herring Bone Openeings

Nov 30, 2007 Oct 29, 2009 1

0400.0200 Cast Iron, Square Frame with Square Flat Grate for Catch Basins, Herring Bone Openings

Nov 30, 2007 Oct 29, 2009 1

0400.0300 Cast Iron, Square Frame with Square V Grate for Catch Basins, HErring Bone Openings

Nov 30, 2007 Oct 29, 2009 1

0400.0400 Cast Iron, One-Piece Frame and Flat Square Grate for Temporary Installation, Herring Bone Openings

Nov 30, 2007 Oct 29, 2009 1

0400.0700 Cast Iron, Raised Square Frame with Circular Flat Grate for Catch Basins, Herring Bone Openings

Nov 30, 2007 Oct 29, 2009 2

0400.0800 Cast Iron, Side Inlet For Catch Basins Nov 30, 2007 Oct 29, 2009 1

0400.0810 Cast Iron, Curb Inlet Frame with Two-Piece Raised Cover for Catch Basins Out of Roadway

Nov 30, 2007 Oct 29, 2009 1

0400.0900 Cast Iron, Curb Inlet Overflow For Catch Basins Nov 30, 2007 Oct 29, 2009 1

0400.1000 Cast Iron, Square Frame with Square Flat Grate for Catch Basins, Perforated Openings

Nov 30, 2007 Oct 29, 2009 1

0400.1100 Cast Iron, Square Frame with Square Overflow Type Flat Grate for Catch Basins, Perforated Openings

Nov 30, 2007 Oct 29, 2009 1

0400.1200 Cast Iron, Square Frame with Birdcage Grate for Catch Basins

Nov 30, 2007 Oct 29, 2009 1

0401.0100 Cast Iron, Square Frame With Circular Closed or Open Cover For Maintenance Holes

Nov 30, 2007 Oct 29, 2009 2

0401.0200 Cast Iron, Circular Frame With Circular Cover For Maintenance Hole

Nov 30, 2007 Oct 29, 2009 2

0401.0300 Cast Iron, Square Frame With Circular Watertight Cover For Maintenance Holes

Nov 30, 2007 Oct 29, 2009 2

0401.0400 Cast Iron, Raised Square Frame with Circular Closed or Open Cover for Maintenance Holes

Nov 30, 2007 Oct 29, 2009 2

0401.0500 Cast Iron, Raised Square Frame with Circular Watertight Cover for Maintenance Holes

Nov 30, 2007 Oct 29, 2009 2

0401.0600 Cast Iron, Circular Locking Cover for Maintenane Holes Nov 30, 2007 Oct 29, 2009 2

0402.0100 Cast Iron, Square Frame with Circular Cover and Plug for Valve Chambers

Nov 30, 2007 Oct 29, 2009 2

0402.0110 Cast Iron, Square Frame with Vented Circular Cover and Plug for Valve Chambers

Nov 30, 2007 Oct 29, 2009 2

January 2012 Page 1 of 2 H3-24 Division 400 - Frames and Grates



0402.0200 Cast Iron, Raised Square Frame with Circular Cover and Plug for Valve Chambers

Nov 30, 2007 Oct 29, 2009 2

0402.0210 Cast Iron, Raised Square Frame with Vented Circular Cover and Plug for Valve Chambers

Nov 30, 2007 Oct 29, 2009 1

0402.0300 Cast Iron, Rectangular Frame with Two Piece Cover for Meter and Valve Chambers

Nov 30, 2007 Oct 29, 2009 2

0403.0100 Galvanized Steel, Honey Comb Grating For Ditch Inlet Nov 30, 2007 Oct 29, 2009 1

0404.0100 Precast Concrete Valve Chamber with Poured-in-Place Thrust Blocks Safety Platform and Ladder

Nov 30, 2006 Oct 29, 2009 0

0404.0200 Aluminum Safety Platform for Circular Maintenance Holes Nov 30, 2008 Oct 29, 2009 2

0404.0210 Aluminum Safety Platform for 1500mm Diameter Circular Maintenance Holes with Drop Pipe

Nov 30, 2008 Oct 29, 2009 1

0404.0220 Aluminum Safety Platform for 1800 mm Diameter Circular Maintenance Holes with Drop Pipe

Nov 30, 2008 Oct 29, 2009 1

0405.0100 Maintenance Hole Steps, Hollow Nov 30, 2008 Oct 29, 2009 2

0405.0200 Maintenance Hole Steps, Solid Nov 30, 2008 Oct 29, 2009 2

0406.0100 Aluminum Ladder for Maintenance Holes Nov 30, 2008 Oct 29, 2009 1

January 2012 Page 2 of 2 H3-24 Division 400 - Frames and Grates


H3-25 DIVISION 500 – PAVING


0500.0100 Turning Basins for Terminated Rural Roadways Nov 30, 2009 Jul 22, 2010 0

0500.0200 Turning Basins for Terminated Urban Roadways - Residential

Nov 30, 2009 Jul 22, 2010 0

0500.0300 Turning Basins for Terminated Urban Roadways - Industrial and Commercial

Nov 30, 2009 Jul 22, 2010 0

0501.0100 Bus Bays Apr 15, 1991 Nov 1, 1991 1

0502.0100 Access Lanes for Rear Lots Nov 30, 2001 Sep 4, 2002 0

0503.0100 Concrete Ripple Strip Apr 15, 1991 Apr 15, 1991 1

0504.0100 Raised Traffic Island Apr 15, 1991 Nov 1, 1991 1

0506.0100 Asphalt Pavement Resurfacing Treatment at Structure Approaches

Nov 30, 2001 Sep 4, 2002 0

0507.0100 End Treatment for Pavement Patching Nov 30, 2001 Sep 4, 2002 0

0508.0200 Sealing or Resealing of Joints and Cracks in Concrete Pavement and Concrete Base

Nov 30, 2008 Mar 12, 2009 2

0509.0100 Pavement Reinstatement for Utility Cuts Aug 15, 1994 Mar 31, 1995 0

0512.0100 Concrete Steps - Slab on Grade With Footings Nov 1, 2000 Jan 10, 2001 0

0512.0110 Concrete Steps - Slab on Grade Nov 1, 2000 Jan 10, 2001 0

0512.0200 Concrete Steps without Footings Apr 7, 1986 Oct 1, 1986 2

0513.0200 Dry Stone Masonry Toe Wall Dec 1, 1983 Apr 1, 1985 0

0514.0100 Extruded Expanded Polystyrene Frost Heave Treatment 25 mm Thickness

Nov 30, 2005 Jun 5, 2008 0

0514.0200 Extruded Expanded Polystyrene Frost Heave Treatment 40 mm Thickness

Nov 30, 2005 Jun 5, 2008 0

0551.0100 Concrete and Composite Pavement - Joint Spacing Apr 1, 1999 Jul 1, 1999 0

0551.0200 Concrete Pavement - Joint Layout at Converging or Diverging Lanes

Apr 1, 1999 Jul 1, 1999 0

0551.0300 Skewed Joint Layout at Intersections - Concrete and Composite Pavement

Apr 1, 1999 Jul 1, 1999 1

0551.0310 Right Angle Joint Layout at Intersections - Concrete and Composite Pavement

Apr 1, 1999 Jul 1, 1999 1

0551.0320 Utility Isolation in Concrete and Composite Pavement Apr 1, 1999 Jul 1, 1999 1

0552.0100 Concrete Pavement - Joint Details Nov 30, 2008 Mar 12, 2009 1

0552.0200 Composite Pavement - Joint Details Nov 30, 2008 Mar 12, 2009 1

0552.0500 Load Transfer Device for Skewed Contraction Joint - Concrete or Composite Pavement

Apr 1, 1999 Jul 1, 1999 1

January 2012 Page 1 of 2 H3-25 Division 500 - Paving



0552.0510 Load Transfer Device for Right Angle Contraction Joint - Concrete or Composite Pavement

Apr 1, 1999 Jul 1, 1999 1

0552.0600 Load Transfer Device for Skewed Expansion Joint - Concrete or Composite Pavement

Apr 1, 1999 Jul 1, 1999 1

0552.0610 Load Transfer Device for Right Angle Expansion Joint - Concrete or Composite Pavement

Apr 1, 1999 Jul 1, 1999 1

0553.0100 Concrete Pavement - in Gore Areas Apr 1, 1999 Jul 1, 1999 0

0553.0200 Composite Pavement - in Gore Areas Apr 1, 1999 Jul 1, 1999 0

0554.0100 Concrete Pavement - Shoulder Terminal Sep 15, 1996 May 14, 1997 0

0554.0200 Composite Pavement - Shoulder Terminal Sep 15, 1996 May 14, 1997 0

0555.0100 Concrete Pavement - Approach Treatment to Asphalt, Composite Pavements and Structure Approaches

Apr 1, 1999 Jul 1, 1999 0

0555.0200 Composite Pavement - Approach Treatment to Asphalt, Concrete Pavements and Structure Approaches

Apr 1, 1999 Jul 1, 1999 0

0560.0100 Composite or Exposed Concrete Pavements, Full Depth Concrete Slab Repair Layout

Nov 30, 2001 Sep 4, 2002 4

0560.0200 Exposed Concrete Pavement, Full Depth Concrete Slab Repair, Joint Details

Jan 6, 1995 Feb 24, 1999 0

0560.0250 Concrete Pavement and Concrete Base Cross-Stitching Longitudinal Cracks

Nov 30, 2008 Jun 11, 2009 0

0560.0300 Composite Pavement, Full Depth Concrete Slab Repair, Joint Details

Jan 6, 1995 Feb 24, 1999 0

0560.0400 Partial Depth Repairs in Concrete Pavement Sep 15, 1996 Feb 24, 1999 0

0561.0100 Interlocking Concrete Pavers on Granular Base Nov 30, 2006 Nov 17, 2011 1

0561.0200 Interlocking Concrete Pavers on Concrete or Asphalt Base Nov 30, 2006 Nov 17, 2011 1

0561.0300 Interlocking Concrete Pavers For Retrofit Crosswalk Installation

Nov 30, 2006 Nov 17, 2011 1

January 2012 Page 2 of 2 H3-25 Division 500 - Paving


July 2014 Page 1 of 2 H3-26 Division 600 - Curbs and Gutters

H3-26 DIVISION 600 – CURBS AND GUTTERS


Rev.

0600.0100 Concrete Barrier Curb with Wide Gutter Nov 30, 2006 Jun 2, 2011 1

0600.0200 Concrete Semi-Mountable Curb with Wide Gutter Nov 30, 2006 Jun 2, 2011 1

0600.0300 Concrete Mountable Curb with Wide Gutter Nov 30, 2006 Jun 2, 2011 1

0600.0400 Concrete Barrier Curb with Standard Gutter - for Flexible

Pavement

Nov 30, 2006 Jun 2, 2011 1

0600.0600 Concrete Semi-Mountable Curb with Standard Gutter Nov 30, 2006 Jun 2, 2011 1

0600.0700 Concrete Barrier Curb with Standard Gutter - Two Stage

Construction

Nov 30, 2006 Jun 2, 2011 1

0600.0800 Concrete Barrier Curb with Narrow Gutter Nov 30, 2012 Jul 10, 2014 2

0600.0900 Concrete Semi-Mountable Curb with Narrow Gutter Nov 30, 2006 Jun 2, 2011 1

0600.1000 Concrete Mountable Curb with Narrow Gutter Nov 30, 2006 Jun 2, 2011 1

0600.1100 Concrete Barrier Curb Nov 30, 2006 Jun 2, 2011 1

0601.0100 Asphalt Curb and Asphalt Gutter Nov 30, 2007 Jun 2, 2011 1

0602.0100 Asphalt Surfacing at Existing Curb and Gutter Apr 1, 1999 Jul 1, 1999 0

0603.0200 Standard Precast Concrete Curb Nov 30, 2006 Jun 2, 2011 1

0604.0100 90 Degree Concrete Outlet for Concrete Curb and Gutter Nov 30, 2006 Jun 2, 2011 1

0604.0200 90 Degree Asphalt Outlet for Asphalt Curb and Gutter Nov 30, 2007 Jun 2, 2011 1

0605.0100 45 Degree Concrete Outlet for Concrete Curb and Gutter Nov 30, 2006 Jun 2, 2011 1

0605.0200 30 Degree and 45 Degree Asphalt Outlet for Asphalt Curb

and Gutter

Nov 30, 2007 Jun 2, 2011 1

0605.0300 45 Degree Concrete Outlet for Concrete Curb and Gutter at

End of Run

Nov 30, 2006 Jun 2, 2011 1

0605.0400 Asphalt Spillways for Cut or Fill Nov 30, 2007 Jun 2, 2011 1

0606.0100 600 mm Radius Barrier Bullnose Nov 30, 2006 Jun 2, 2011 1

0606.0200 600 mm Radius Mountable Bullnose Nov 30, 2006 Jun 2, 2011 1

0606.0300 800 mm Radius Mountable Bullnose - Curb and Gutter Twin

Inlet

Nov 30, 2006 Jun 2, 2011 1

0607.0100 Over 600 mm Radius Mountable Bullnose Nov 30, 2006 Jun 2, 2011 1

0607.0200 Over 600 mm Radius Barrier Bullnose Nov 30, 2006 Jun 2, 2011 1

0608.0100 Method of Termination - For Concrete Curb and Gutter Nov 30, 2006 Jun 2, 2011 1

0610.0100 Catch Basin Frame with Grate Installation at Curb and

Gutter

Nov 30, 2009 Jun 2, 2011 1

0610.0200 Catch Basin Frame with Grate Shoulder Installation at

Concrete Barrier

Nov 30, 2006 Jun 2, 2011 2


July 2014 Page 2 of 2 H3-26 Division 600 - Curbs and Gutters


Rev.

0610.0300 Frame With Cover Installation For Inlet Type Catch Basins Nov 30, 2009 Jun 2, 2011 1


May 2013 Page 1 of 3 H3-27 Division 700 - CBs and MHs

H3-27 DIVISION 700 - CATCH BASINS AND MANHOLES


Rev.

0701.0100 Precast Concrete Maintenance Hole, 1200 mm Diameter Nov 30, 2009 Jun 17, 2010 4






0701.0210 Maintenance Hole Benching and Pipe Opening Alternatives Nov 30, 2009 Jun 17, 2010 3

0701.0300 Precast Concrete Maintenance Hole Components, 1200 mm Diameter, Tapered Top and Flat Cap

Nov 30, 2009 Jun 17, 2010 3

0701.0310 Precast Concrete Maintenance Hole Components, 1200 mm Diameter, Riser and Monolithic Base

Nov 30, 2009 Jun 17, 2010 1

0701.0320 Precast Concrete Maintenance Hole Components, 1200 mm Diameter, Base Slab

Nov 30, 2009 Jun 17, 2010 1

0701.0400 Precast Concrete Maintenance Hole Components, 1500 mm Diameter, Transition Cone and Slabs

Nov 30, 2009 Jun 17, 2010 3

0701.0410 Precast Concrete Maintenance Hole Components, 1500 mm Diameter, Riser and Bases

Nov 30, 2009 Jun 17, 2010 1

0701.0500 Precast Concrete Maintenance Hole Components, 1800 mm Diameter, Transition Slabs

Nov 30, 2009 Jun 17, 2010 3

0701.0510 Precast Concrete Maintenance Hole Components, 1800 mm Diameter, Riser and Base Slab

Nov 30, 2009 Jun 17, 2010 1

0701.0600 Precast Concrete Maintenance Hole Components, 2400 mm Diameter, Transition Slab

Nov 30, 2009 Jun 17, 2010 3


Nov 30, 2009 Jun 17, 2010 1


Nov 30, 2009 Jun 17, 2010 2


Nov 30, 2009 Jun 17, 2010 1


Nov 30, 2009 Jun 17, 2010 2


Nov 30, 2009 Jun 17, 2010 1

0701.1000 Frost Strap Installation Nov 30, 2005 Jun 17, 2010 1

0702.0400 Precast Concrete Ditch Inlet Maintenance Hole - Type A - 1200 mm x 1200 mm

Nov 30, 2009 Jun 17, 2010 2




Rev.

0702.0500 Precast Concrete Ditch Inlet Maintenance Hole - Type B - 1200 mm x 1200 mm

Nov 30, 2009 Jun 17, 2010 2

0703.0110 Precast Concrete Single Inlet Flat Cap, 1500 mm Diameter Nov 30, 2009 Jun 17, 2010 1





0703.0210 Precast Concrete Twin Inlet Flat Cap, 1500 mm Diameter Nov 30, 2009 Jun 17, 2010 1




0704.0100 Precast Concrete Adjustment Units for Maintenance Holes, Catch Basins, and Valve Chambers

Nov 30, 2009 Jun 17, 2010 2

0704.0110 High Density Polyethylene Adjustment Units for Maintenance Holes, Catch Basins, and Valve Chambers

Nov 30, 2008 Jun 17, 2010 1

0704.0120 Expanded Plystyrene (EPS) Adjustment Units for Maintenance Holes, Catch Basins, and Valve Chambers

April 30, 2013 May 16, 2013 0

0705.0100 Precast Concrete Catch Basin, 600 mm x 600 mm Nov 30, 2009 Jun 17, 2010 2

0705.0200 Precast Concrete Twin Inlet Catch Basin, 600 mm x 1450 mm

Nov 30, 2009 Jun 17, 2010 2

0705.0300 Precast Concrete Ditch Inlet, 600 mm x 600 mm Nov 30, 2009 Jun 17, 2010 2

0705.0400 Precast Concrete Ditch Inlets, 600 mm x 1200 mm Nov 30, 2009 Jun 17, 2010 2

0706.0100 Precast Concrete Ditch Inlets, 600 mm x 1200 mm with 1500 mm Diameter Flat Cap

Nov 30, 2009 Jun 17, 2010 2

0706.0200 Precast Concrete Ditch Inlets, 600 mm x 1200 mm with 1800 mm Diameter Flat Cap

Nov 30, 2009 Jun 17, 2010 2

0706.0300 Precast Concrete Ditch Inlet - Type A - 600 mm x 1200 mm with 2400 mm Diameter Flat Cap

Nov 30, 2009 Jun 17, 2010 2

0706.0310 Precast Concrete Ditch Inlet - Type B - 600 mm x 1200 mm with 2400 mm Diameter Flat Cap

Nov 30, 2009 Jun 17, 2010 1

0706.0400 Precast Concrete Ditch Inlet - Type A - 600 mm x 1200 mm with 3000 mm Diameter Flat Cap

Nov 30, 2009 Jun 17, 2010 2

0706.0410 Precast Concrete Ditch Inlet - Type B - 600 mm x 1200 mm with 3000 mm Diameter Flat Cap

Nov 30, 2009 Jun 17, 2010 1

0707.0100 Precast Concrete Maintenance Hole Manufactured Tee Nov 30, 2009 Jun 17, 2010 2

0708.0100 Catch Basin Connection for Rigid Main Pipe Sewer Nov 30, 2006 Jun 17, 2010 1

0708.0200 Support For Pipe at Catch Basin or Maintenance Hole Nov 30, 2006 Jun 17, 2010 2

0708.0300 Catch Basin Connection for Flexible Main Pipe Sewer Nov 30, 2006 Jun 17, 2010 1




Rev.

0710.0100 Capping Existing Structures - Maximum 4.0 m Cover Nov 30, 2008 Jun 17, 2010 2


June 2014 Page 1 of 3 H3-28 Division 800 - Culverts and Drains

H3-28 DIVISION 800 – CULVERTS AND DRAINS


Rev.

0800.0100 Concrete Culvert and Sewer Extensions Using Corrugated

Steel Pipe

Nov 30, 2012 Jun 12, 2014 2

0800.0110 Concrete Rigid Frame Box and Open Culvert Extensions

Using Corrugated Steel Pipe

Nov 30, 2012 Jun 12, 2014 2

0801.0100 Cut End Finish – Circular Pipe and Pipe-Arch Corrugated

Steel Pipe

Nov 30, 2012 Jun 12, 2014 2

0801.0200 End Section Details - Corrugated Steel Pipe Nov 30, 2012 Jun 12, 2014 1

0801.0300 Bevel Details Circular and Pipe-Arch Structural Plate

Corrugated Steel Pipe

Nov 30, 2012 Jun 12, 2014 2

0801.0400 Culvert and Sewer Safety Slope End Treatment - Notes and

Tables

Nov 30, 2012 Jun 12, 2014 2

0801.0410 Culvert and Sewer Safety Slope End Treatment - Assembly

Details

Nov 30, 2012 Jun 12, 2014 2

0801.0420 Culvert and Sewer Safety Slope End Treatment - Connection

Details

Nov 30, 2012 Jun 12, 2014 2

0801.0430 Culvert and Sewer Safety Slope End Treatment - Installation

Details

Nov 30, 2012 Jun 12, 2014 2

0802.0100 Flexible Pipe Embedment and Backfill - Earth Excavation Nov 30, 2010 Jul 19, 2012 2

0802.0130 Flexible Pipe Embedment and Backfill - Rock Excavation Nov 30, 2010 Jul 19, 2012 2

0802.0140 Flexible Pipe Embedment in Embankment - Original

Ground: Earth or Rock

Nov 30, 2010 Jul 19, 2012 2

0802.0200 Flexible Pipe Arch Embedment and Backfill - Earth

Excavation

Nov 30, 2010 Jul 19, 2012 2

0802.0230 Flexible Pipe Arch Embedment and Backfill - Rock

Excavation

Nov 30, 2010 Jul 19, 2012 2

0802.0240 Flexible Pipe Arch Embedment in Embankment - Original

Ground: Earth ot Rock

Nov 30, 2010 Jul 19, 2012 2

0802.0300 Rigid Pipe Bedding, Cover and Backfill - Type 1 or 2 Soil -

Earth Excavation

Nov 30, 2010 Jul 19, 2012 2

0802.0310 Rigid Pipe Bedding, Cover and Backfill - Type 3 Soil - Earth

Excavation

Nov 30, 2010 Jul 19, 2012 2

0802.0320 Rigid Pipe Bedding, Cover and Backfill - Type 4 Soil - Earth

Excavation

Nov 30, 2010 Jul 19, 2012 2

0802.0330 Rigid Pipe Bedding, Cover and Backfill - Rock Excavation Nov 30, 2010 Jul 19, 2012 2

0802.0340 Rigid Pipe Bedding and Cover in Embankment - Original

Ground: Earth or Rock

Nov 30, 2010 Jul 19, 2012 2

0802.0500 Horizontal Elliptical Rigid Pipe Bedding, Cover and Backfill

- Type 1 or 2 Soil - Earth Excavation

Nov 30, 2010 Jul 19, 2012 2




Rev.


- Type 3 Soil - Earth Excavation

Nov 30, 2010 Jul 19, 2012 2


- Type 4 Soil - Earth Excavation

Nov 30, 2010 Jul 19, 2012 2


- Rock Excavation

Nov 30, 2010 Jul 19, 2012 2

0802.0540 Horizontal Elliptical Rigid Pipe Bedding and Cover in

Embankment - Original Ground: Earth or Rock

Nov 30, 2010 Jul 19, 2012 2

0802.0950 Clay Seal for Pipe Trenches Nov 30, 2011 Jul 19, 2012 1

0803.0100 Backfill and Cover for Concrete Culverts with Spans Less

Than or Equal to 3.0 m

Nov 30, 2010 Jul 19, 2012 2

0803.0300 Frost Treatment - Pipe Culverts - Frost Penetration Line

Below Bedding Grade

Nov 30, 2010 Jul 19, 2012 2

0803.0310 Frost Treatment - Pipe Culverts - Frost Penetration Line

Between Top of Pipe and Bedding Grade

Nov 30, 2010 Jul 19, 2012 3

0804.0300 Concrete Headwall for Pipe Less Than 900 mm Diameter Nov 30, 2006 Jul 19, 2012 1

0804.0400 Concrete Headwall for Sewer or Culvert Pipe Outlet Nov 30, 2006 Jul 19, 2012 0

0804.0500 Grating for Concrete Endwall Nov 30, 2008 Jul 19, 2012 0

0805.0100 Height of Fill Table - Round Corrugated Steel Pipe and

Structural Plate Corrugated Steel Pipe

Nov 30, 2009 Jul 19, 2012 1

0805.0200 Height of Fill Table - Corrugated Steel Pipe-Arch and

Structural Plate Corrugated Steel Pipe-Arch

Nov 30, 2009 Jul 19, 2012 1

0805.0300 Height of Fill Table - Spiral Rib Round Pipe Nov 30, 2009 Jul 19, 2012 1

0805.0400 Height of Fill Table – Spiral Rib Pipe-Arch Nov 30, 2009 Jul 19, 2012 1

0806.0200 Height of Fill Table - Dual Wall Corrugated Polyethylene

Gravity Sewer Pipe - 210 and 320 kPa

Nov 30, 2011 Jul 19, 2012 1

0806.0220 Height of Fill Table - Dual Wall Corrugated Polyethylene

Gravity Sewer Pipe RSC 100 and RSC 160

Nov 30, 2011 Jul 19, 2012 1

0806.0300 Height of Fill Table, Dual and Triple Walled Corrugated

Polypropylene Gravity Sewer Pipe

Nov 30, 2013 Jun 12, 2014 0

0806.0400 Height of Fill Table - Polyvinyl Chloride Gravity Sewer Pipe

– 210, 320, and 625 kPa

Nov 30, 2010 Jul 19, 2012 2

0806.0600 Height of Fill Table - Polyvinyl Chloride Pressure Pipe for

Different Dimension Ratios

Nov 30, 2007 Jul 19, 2012 0

0807.0100 Height of Fill Table – Reinforced Concrete Pipe Confined

Trench Class: 50-D, 65-D, 100-D, and 140-D

Nov 30, 2010 Jul 19, 2012 2

0807.0300 Height of Fill Table - Reinforced Concrete Pipe -

Embankment Class: 50-D, 65-D, 100-D, and 140-D

Nov 30, 2010 Jul 19, 2012 2

0807.0400 Height of Fill Table - Non-Reinforced Concrete Pipe Class 3 Nov 30, 2010 Jul 19, 2012 1




Rev.

0807.0500 Height of Fill Table - Horizontal Elliptical Concrete Pipe

Class HE-A, HE-I, HE-II, HE-III, and HE-IV

Nov 30, 2010 Jul 19, 2012 2

0809.0100 Perforated Pipe Subdrain In Granular Trench Main Storm

Sewer Connection to Drainage Structure

Nov 30, 2008 Jul 19, 2012 2

0810.0100 Rip-Rap Treatment for Sewer and Culvert Outlets Nov 30, 2013 Mar 27, 2014 2

0810.0200 Rip-Rap Treatment for Ditch Inlets Nov 30, 2013 Mar 27, 2014 2

0812.0100 Cut Off Wall for Structural Plate Pipe Arch and Circular

CSP

Nov 30, 2006 Jul 19, 2012 0


June 2015 Page 1 of 7 H3-29 Division 900 - Fencing and Guide Rails

H3-29 DIVISION 900 – FENCING AND GUIDE RAILS

OPSD Title Issue Date Imp. Date Dwg

Rev.

0911.1300 Guide Rail System, Concrete Barrier, Cast-In-Place, Type A,

Installation

Nov 30, 2001 Sep 4, 2002 0

0911.1310 Guide Rail System, Concrete Barrier, Cast-In-Place, Type C,

Installation

Nov 30, 2001 Sep 4, 2002 0

0911.1320 Guide Rail System, Concrete Barrier, Cast-In-Place, Tall

Wall, Installation

Nov 30, 2001 Sep 4, 2002 0

0911.1400 GRS, Concrete Barrier Precast I-Lock Connection

Installation - Temporary and Permanent

Nov 30, 2013 Jul 10, 2014 1

0911.1430 GRS Guide Rail System, Concrete Barrier Precast I-Lock

Connection, Type TW Installation - Permanent

Nov 30, 2013 Jul 10, 2014 1

0911.1500 GRS, Concrete Barrier Type J Connection, 4m Length

Installation - Temporary

Nov 30, 2013 Jul 10, 2014 0

0911.1510 GRS, Concrete Barrier Type J Connection, 6m Length

Installation – Temporary

Nov 30, 2013 Jul 10, 2014 0

0911.1600 GRS, Concrete Barrier Type M Connection Installation -

Temporary 1

Nov 30, 2013 Jul 10, 2014 0


Temporary 2

Nov 30, 2013 Jul 10, 2014 0


Temporary Restrained System Pinned to Asphalt Pavement

Nov 30, 2013 Jul 10, 2014 0


Temporary Restraint System Strapped to Concrete

Nov 30, 2013 Jul 10, 2014 0


Temporary Restraint System Strapped to Concrete with

Asphalt Surface

Nov 30, 2013 Jul 10, 2014 0


Temporary Restraint System Bolted Through Concrete

Nov 30, 2013 Jul 10, 2014 0


Temporary Restraint System Bolted Through Concrete with

Asphalt Surface

Nov 30, 2013 Jul 10, 2014 0


Temporary Restraint System Transition to Pinned TCB

Nov 30, 2014 Feb 26, 2015 1


Temporary Restraint System Transition to Strapped TCB

Nov 30, 2014 Feb 26, 2015 1

0911.1720 GRS, Concrete Barrier Type M Connection Installation –

Temporary Restraint System Transition to Bolted TCB

Nov 30, 2014 Feb 26, 2015 1


Temporary Restraint System Transition to Permanent

Concrete Barrier

Nov 30, 2013 Jul 10, 2014 0




Rev.

0911.1740 GRS, Concrete Barrier Type M Connection Component -

Thrie Beam Transition

Nov 30, 2013 Jul 10, 2014 0

0911.1800 GRS, Concrete Barrier Type T Connection, 4.0m Length


Nov 30, 2013 Jul 10, 2014 0

0911.1810 GRS, Concrete Barrier Type T Connection, 6.0m Length


Nov 30, 2013 Jul 10, 2014 0

0911.2300 Guide Rail System, Concrete Barrier Median End Treatment

Installation

Nov 30, 2001 Sep 4, 2002

0911.2310 Guide Rail System, Concrete Barrier Shoulder End

Treatment Installation

Nov 30, 2009 Mar 11, 2010 1

0911.2320 Guide Rail System, Concrete Barrier, Energy Attenuator


Nov 30, 2014 Jun 25, 2015 1

0911.3300 Guide Rail System, Concrete Barrier, Temporary Transition

Installation - Rail Method Concrete Barrier to Temporary

Concrete Barrier

Nov 30, 2001 Sep 4, 2002

0911.3400 GRS, Concrete Barrier TCB Transition Installation -

Temporary

Nov 30, 2013 Jul 10, 2014 0

0911.3800 Guide Rail System, Concrete Barrier, Permanent Transition

Installation, At Piers and Poles

Nov 30, 2001 Sep 4, 2002

0911.3810 Guide Rail System, Concrete Barrier, Permanent Transition

Installation, Concrete Barrier to Structure Wingwall

Nov 30, 2001 Sep 4, 2002

0911.4300 Guide Rail System, Concrete Barrier, Temporary Connection

Installation, Temporary Concrete Barrier to Structure Walls

Nov 30, 2001 Sep 4, 2002

0912.1010 Guide Rail System, Steel Beam, Rail, Component Nov 30, 2010 Dec 16, 2010 2

0912.1020 Guide Rail System, Steel Beam, Channel, Component Nov 30, 2010 Dec 16, 2010 1

0912.1030 Guide Rail System, Steel Beam, Plastic Offset Blocks,

Component

Nov 30, 2010 Dec 16, 2010 1

0912.1040 Guide Rail System, Steel Beam, Steel Post With Wooden

Offset Block, Component

Nov 30, 2010 Dec 16, 2010 2

0912.1050 Guide Rail System, Steel Beam, Base Plate, Component Nov 30, 2010 Dec 16, 2010 1

0912.1300 Guide Rail System, Steel Beam, Steel Post With Offset

Block Assembly, Installation - Single Rail

Nov 30, 2008 Mar 12, 2009 2

0912.1350 GRS, Steel Beam Steel Post with Steel Offset Block

Assembly Adjustment - Single Rail

Nov 30, 2013 Jul 10, 2014 0

0912.1400 Guide Rail System, Steel Beam, Wooden Post Assembly,

Installation - Single Rail

Nov 30, 2010 Dec 16, 2010 2

0912.1410 Guide Rail System, Steel Beam, Wooden Post Assembly,

Installation - Double Rail

Nov 30, 2010 Dec 16, 2010 2

0912.1450 GRS, Steel Beam Wooden Post Assembly Adjustment -

Single Rail

Nov 30, 2013 Jul 10, 2014 0




Rev.

0912.2340 Guide Rail System, Steel Beam, End Treatment, Installation

- Leaving End Collector Median

Nov 30, 2010 Dec 16, 2010 1

0912.2350 Guide Rail System, Steel Beam, Leaving End Treatment -

Installation

Nov 30, 2010 Dec 16, 2010 1

0912.2400 Guide Rail System, Steel Beam Treatment at Culverts with

Minimal Cover Installation - Single Rail

Nov 30, 2010 Dec 16, 2010 0

0912.3300 Guide Rail System, Steel Beam Temporary Transition

Installation - Rail Method Single Steel Beam to Temporary

Concrete Barrier

Nov 30, 2001 Sep 4, 2002

0912.3310 Guide Rail System, Steel Beam Temporary Transition

Installation, Single Steel Beam to Temporary Concrete

Barrier

Nov 30, 2001 Sep 4, 2002

0912.3800 Guide Rail System, Steel Beam, Permanent Transition

Installation, Channel Termination, Median

Nov 30, 2008 Mar 12, 2009 1

0912.3810 Guide Rail System, Steel Beam Permanent Transition

Installation, Single Steel Beam to 3 Cable, Divided Highway

Nov 30, 2001 Sep 4, 2002


Installation, Steel Beam With Eccentric Loader to 3 Cable

Divided and Undivided Highway

Nov 30, 2009 Mar 11, 2010 3


Installation, Double Steel Beam to 6 Cable, Median

Nov 30, 2001 Sep 4, 2002

0912.4010 Guide Rail System, Steel Beam Structure Connection,

Component - Rail and Channel

Nov 30, 2010 Dec 16, 2010 1

0912.4300 Guide Rail System, Steel Beam Structure Connection Nov 30, 2010 Dec 16, 2010 3

0912.4800 Guide Rail System, Steel Beam Permanent Connection

Installation, Single Steel Beam to Concrete Barrier

Nov 30, 2008 Mar 12, 2009 2

0912.4810 Guide Rail System, Steel Beam Permanent Connection

Installation, Double Steel Beam to Concrete Barrier

Nov 30, 2008 Mar 12, 2009 2

0912.5300 Guide Rail System, Steel Beam Structure Approach

Treatment Installation - Rural Highway

Nov 30, 2010 Dec 16, 2010 1

0912.5310 Guide Rail System, Steel Beam, End Treatment , Installation

- Entrances and Intersecting Roadways

Nov 30, 2008 Mar 12, 2009 2

0912.5320 Guide Rail System, Steel Beam Barricade, Installation Nov 30, 2008 Mar 12, 2009 1

0913.1010 Guide Rail System, Cable, Component - Cable Fittings Nov 30, 2008 Mar 12, 2009 1

0913.1020 Guide Rail System, Cable, Component - Concrete Anchor

Blocks

Nov 30, 2008 Mar 12, 2009 1

0913.1030 Guide Rail System, Cable Component - Wooden Post Base

Plate

Nov 30, 2008 Mar 12, 2009 1

0913.1300 Guide Rail System, Cable, Installation - Shoulder Nov 30, 2008 Mar 12, 2009 1

0913.1310 Guide Rail System, Cable Installation, Entrances and

Intersecting Roadways

Nov 30, 2014 Feb 26, 2015 0




Rev.

0913.1350 GRS, Cable Adjustment - Shoulder Nov 30, 2013 Jul 10, 2014 0

0921.1010 Energy Attenuator, General Installation - Granular Approach

Pad, Median

Nov 30, 2013 Jul 10, 2014 1

0922.1310 Energy Attenuator, End Treatment Quadtrend System,

Installation - Concrete Barrier

Nov 30, 2011 Jan 19, 2012 2

0922.1330 Energy Attenuator, End Treatment Quadtrend System,

Installation - Concrete Pad and Rear Cable Anchor Block

Nov 30, 2011 Jan 19, 2012 2

0922.1800 Energy Attenuator, End Treatment Steel Beam Energy

Attenuating Terminal, Sequential Kinking Terminal System

with Wooden Posts, Installation

Nov 30, 2010 Dec 16, 2010 2

0922.1810 Energy Attenuator, End Treatment Steel Beam Energy

Attenuating Terminal, Sequential Kinking Terminal System

with Steel Posts, Installation

Nov 30, 2010 Dec 16, 2010 2

0922.3300 Energy Attenuator, End Treatment Crash-Cushion

Attenuating Terminal (CAT-350) System Assembly

Nov 30, 2013 Jul 10, 2014 3

0922.4010 Energy Attenuator, End Treatment, Eccentric Loader

Terminal System, Component - Loader Assembly

Nov 30, 2013 Jul 10, 2014 2

0922.4020 Energy Attenuator, End Treatment, Eccentric Loader,

Component - Rail and Cable Attachment

Nov 30, 2013 Jul 10, 2014 2

0922.4100 Energy Attenuator, End Treatment, Eccentric Loader,

Assembly - Loader

Nov 30, 2013 Jul 10, 2014 2

0922.4300 Energy Attenuator, End Treatment, Eccentric Loader

Terminal System, Installation - Layout and Post

Nov 30, 2013 Jul 10, 2014 7

0922.5300 Energy Attenuator, End Treatment, Steel Beam Energy

Attenuating Terminal, Extruder Terminal System with

Wooden Posts, Installation

Nov 30, 2010 Dec 16, 2010 5

0922.5320 Energy Attenuator, End Treatment, Steel Beam Energy

Attenuating Terminal, Extruder Terminal System with Steel

Posts, Installation

Nov 30, 2010 Dec 16, 2010 2

0923.0010 Energy Attenuator, Crash Cushion Component - Reinforced

Concrete Pad

Nov 30, 2011 Jan 19, 2012 3

0923.0020 Energy Attenuator, Crash Cushion Component - Anchor

Assembly

Nov 1, 2005 Mar 2, 2006 0

0923.0040 Energy Attenuator, Crash Cushion Wide Systems

Component - Reinforced Concrete Pad

Nov 30, 2011 Jan 19, 2012 0

0923.0050 Energy Attenuator, Crash Cushion Extra Wide Systems

Component - Reinforced Concrete Pad

Nov 30, 2011 Jan 19, 2012 0

0923.1800 Energy Attenuator, Crash Cushion Quadguard System

Installation - Temporary Unidirectional

Nov 30, 2011 Jan 19, 2012 1


Installation - Temporary Bidirectional

Nov 30, 2011 Jan 19, 2012 1




Rev.


Installation - Permanent Unidirectional

Nov 30, 2011 Jan 19, 2012 1


Installation - Permanent Bidirectional

Nov 30, 2011 Jan 19, 2012 1

0923.1840 Energy Attenuator, Crash Cushion Quadguard Wide System


Nov 30, 2011 Jan 19, 2012 0



Nov 30, 2011 Jan 19, 2012 0



Nov 30, 2011 Jan 19, 2012 0



Nov 30, 2011 Jan 19, 2012 0

0923.1880 Energy Attenuator, Crash Cushion Quadguard Extra Wide

System Installation - Temporary Unidirectional

Nov 30, 2011 Jan 19, 2012 0


System Installation - Temporary Bidirectional

Nov 30, 2011 Jan 19, 2012 0


System Installation - Permanent Unidirectional

Nov 30, 2011 Jan 19, 2012 0


System Installation - Permanent Bidirectional

Nov 30, 2011 Jan 19, 2012 0

0923.2010 Energy Attenuator, Crash Cushion, Connecticut Impact

Attenuation System, Component - Steel Cylinder

Nov 30, 2013 Jul 10, 2014 2


Attenuation System, Component - Polyethylene Lid

Nov 30, 2013 Jul 10, 2014 2


Attenuation System, Component - Concrete Backwall

Nov 30, 2013 Jul 10, 2014 2


Attenuation System, Installation

Nov 30, 2013 Jul 10, 2014 2

0923.2440 Energy Attenuator, Crash Cushion Connecticut Impact

Attenuation Sustem, Installation - Long Median Hazard

Nov 30, 2013 Jul 10, 2014 1


Attenuation System, Installation - Short Median Hazard

Nov 30, 2013 Jul 10, 2014 2

0923.2800 Energy Attenuator, Crash Cushion TRACC System


Nov 30, 2011 Jan 19, 2012 1

0923.2810 Energy Attenuator, Crash Cushion TRACC System


Nov 30, 2011 Jan 19, 2012 1

0923.3510 Energy Attenuator, Crash Cushion TAU II System

Installation - Permanent Component - Concrete Retrofit

Block

Nov 1, 2005 Mar 2, 2006 0

0923.3800 Energy Attenuator, Crash Cushion - TAU II System


Nov 30, 2011 Jan 19, 2012 1




Rev.

0923.3810 Energy Attenuator, Crash Cushion - TAU II System


Nov 30, 2011 Jan 19, 2012 1



Nov 30, 2011 Jan 19, 2012 1



Nov 30, 2011 Jan 19, 2012 1

0923.3840 Energy Attenuator, Crash Cushion TAU-II Wide System


Nov 30, 2011 Jan 19, 2012 0



Nov 30, 2011 Jan 19, 2012 0



Nov 30, 2011 Jan 19, 2012 0



Nov 30, 2011 Jan 19, 2012 0

0923.3880 Energy Attenuator, Crash Cushion TAU-II Extra Wide

System - TL-2 Installation - Temporary Unidirectional

Nov 30, 2011 Jan 19, 2012 0


System - TL-2 Installation - Temporary Bidirectional

Nov 30, 2011 Jan 19, 2012 0


System - TL-3 Installation - Temporary Unidirectional

Nov 30, 2011 Jan 19, 2012 0


System - TL-3 Installation - Temporary Bidirectional

Nov 30, 2011 Jan 19, 2012 0


System - TL-2 Installation - Permanent Unidirectional

Nov 30, 2011 Jan 19, 2012 0


System - TL-2 Installation - Permanent Bidirectional

Nov 30, 2011 Jan 19, 2012 0


System - TL-3 Installation - Permanent Unidirectional

Nov 30, 2011 Jan 19, 2012 0


System - TL-3 Installation - Permanent Bidirectional

Nov 30, 2011 Jan 19, 2012 0

0923.4800 Energy Attenuator, Crash Cushion Smart System Installation

- Temporary Unidirectional

Nov 30, 2010 Dec 16, 2010 0


- Temporary Bidirectional

Nov 30, 2010 Dec 16, 2010 0


- Permanent Unidirectional

Nov 30, 2010 Dec 16, 2010 0


- Permanent Bidirectional

Nov 30, 2010 Dec 16, 2010 0

0923.5300 Energy Attenuator, Crash Cushion, Box Beam Bursting

Energy Absorbing Terminal, Installation - Layout

Nov 30, 2011 Jan 19, 2012 1




Rev.

0923.5310 Energy Attenuator, Crash Cushion, Box Beam Bursting

Energy Absorbing Terminal, Installation - Impact Head and

Post

Nov 30, 2011 Jan 19, 2012 1

0924.1310 Energy Attenuator, Crash Cushion Absorb 350 System

Installation - Temporary Concrete Barrier

Nov 30, 2011 Jan 19, 2012 0

0924.1350 Energy Attenuator, Crash Cushion ACZ-350 System

Installation - Temporary Concrete Barrier

Nov 30, 2011 Jan 19, 2012 0

0925.0100 GRS, Thrie Beam Component - Rail Nov 30, 2013 Jul 10, 2014 0

0925.0300 GRS, Thrie Beam Component - Terminal Connector Nov 30, 2013 Jul 10, 2014 0

0972.1010 Fence, Chain Link, Component - Barbed Wire Nov 30, 2012 Mar 7, 2013 2

0972.1020 Fence, Chain-Link, Component - Gate Nov 30, 2012 Mar 7, 2013 2

0972.1300 Fence, Chain-Link, Installation - Roadway Nov 30, 2012 Mar 7, 2013 2

0972.1310 Fence, Chain-Link, Installation - Concrete Barrier Nov 30, 2012 Mar 7, 2013 2

0972.1320 Fence, Chain-Link, Details and Table Nov 30, 2012 Mar 7, 2013 0

0980.1010 Pedestrian Barricade, Installation Nov 30, 2009 Mar 11, 2010 2

0982.1010 Splash Guard, Pedestrian, Installation Nov 30, 2009 Mar 11, 2010 1

0984.1010 Post Mounted Delineator, Installation Nov 30, 2014 Feb 26, 2015 1

0984.2010 Energy Attenuator, End Treatment Delineation Installation -

Approach End

Nov 30, 2010 Dec 16, 2010 0

0984.2020 Energy Attenuator, End Treatment Delineation Installation -

Leaving End

Nov 30, 2010 Dec 16, 2010 0

0984.2030 Energy Attenuator, Crash Cushion Delineation Installation -

Temporary

Nov 30, 2010 Dec 16, 2010 0

0984.2040 Energy Attenuator, Crash Cushion Delineation Installation -

Permanent

Nov 30, 2010 Dec 16, 2010 0

0984.2050 Delineation for the CIAS. Energy Attenuator, Crash Cushion

Connecticut Impact Attenuation System Delineation

Installation - Permanent

Nov 30, 2013 Jul 10, 2014 0

0990.1100 Small Sign Support System, Non-Breakaway U-Flange Post

System, Installation – Single Post Assembly

Nov 30, 2014 Feb 26, 2015 1

0991.1300 Expanded Metal Anti-Glare Screen, Installation - Concrete

Barrier

Nov 30, 2014 Feb 26, 2015 3

0991.1310 Expanded Metal Anti-Glare Screen, Installation - Steel Beam

Guide Rail With Wooden Post

Nov 30, 2014 Feb 26, 2015 3

0991.1320 Expanded Metal Anti-Glare Screen, Installation –

Chain-Link Fence

Nov 30, 2012 Mar 7, 2013 2

0998.1010 Noise Barrier, Fire Hose Access Component - Frame and

Cover

Nov 30, 2001 Sep 4, 2002 0

0998.1310 Noise Barrier, Fire Hose Access Installation Nov 30, 2001 Sep 4, 2002 0


H3-210 DIVISION 1000 – SANITARY SEWERS

OPSD Title Issue Date Impl. Date DwgRev.

1003.0100 Cast-In-Place Maintenance Hole Drop Structure Tee Apr 1, 1999 Jul 1, 1999 0

1003.0200 Cast-In-Place Maintenance Hole Drop Structure Wye Apr 1, 1999 Jul 1, 1999 0

1003.0300 Internal Drop Structure for Existing Maintenance Hole Nov 30, 2001 Sep 4, 2002 0

1006.0100 Sewer Service Connections for Rigid Main Pipe Sewer Nov 1, 1999 Feb 2, 2000 0

1006.0200 Sewer Service Connections for Flexible Main Pipe Sewer

Nov 1, 1999 Feb 2, 2000 0

January 2012 Page 1 of 1 H3-210 Division 1000 - Sanitary Sewers


March 2014 Page 1 of 2 H3-211 Division 1100 - Watermains

H3-211 DIVISION 1100 – WATERMAINS


Rev.

1100.0100 Cast-in-Place Chamber for Valves Up to 350 mm Dia Nov 30, 2007 Mar 12, 2009 2

1100.0110 Piping Layout for Butterfly and Gate Valves Up to

350 mm Dia. in Cast-in-Place Chambers

Nov 30, 2007 Mar 12, 2009 1

1101.0100 Precast Valve Chamber - 1200 mm and 1500 mm Diameter Nov 30, 2008 Mar 12, 2009 3

1101.0110 Piping Layout for Butterfly and Gate Valves 350 mm Dia.

and Smaller in Circular Precast Chambers

Nov 30, 2003 Mar 12, 2009 0

1101.0120 Precast Concrete Valve Chamber with Poured-in-Place

Thrust Blocks 1800 x 2400 mm Components

Nov 30, 2013 Mar 27, 2014 2


Thrust Blocks 1800 x 2400 mm Riser and Base

Nov 30, 2013 Mar 27, 2014 2


Thrust Blocks 1800 x 2400 mm Thrust Blocks

Nov 30, 2013 Mar 27, 2014 2


Thrust Blocks 1800 x 2400 mm Chimney and Cap

Nov 30, 2013 Mar 27, 2014 2


Thrust Blocks 2400 x 3000 mm Components

Nov 30, 2013 Mar 27, 2014 2


Thrust Blocks 2400 x 3000 mm Riser and Base

Nov 30, 2013 Mar 27, 2014 2


Thrust Blocks 2400 x 3000 mm Thrust Blocks

Nov 30, 2013 Mar 27, 2014 3


Thrust Blocks 2400 x 3000 mm Chimney and Cap

Nov 30, 2013 Mar 27, 2014 2

1101.0200 Valve Operator Detail Nov 30, 2013 Mar 27, 2014 3

1101.0300 Precast Concrete Valve Chamber…3000 x 3000mm

Components

Nov 30, 2013 Mar 27, 2014 0

1101.0310 Precast Concrete Valve Chamber…3000 x 3000mm Riser

and Base

Nov 30, 2013 Mar 27, 2014 0

1101.0320 Precast Concrete Valve Chamber…3000 x 3000mm Thrust

Blocks

Nov 30, 2013 Mar 27, 2014 0


Chimney and Cap

Nov 30, 2013 Mar 27, 2014 0


Components

Nov 30, 2013 Mar 27, 2014 0

1101.0410 Precast Concrete Valve Chamber…3600 x 3000mm Riser

and Base

Nov 30, 2013 Mar 27, 2014 0

1101.0420 Precast Concrete Valve Chamber…3600 x 3000mm Thrust

Blocks

Nov 30, 2013 Mar 27, 2014 0


March 2014 Page 2 of 2 H3-211 Division 1100 - Watermains


Rev.


Chimney and Cap

Nov 30, 2013 Mar 27, 2014 0

1103.0100 Concrete Thrust Blocks for Tees, Plugs and Horizontal

Bends

Nov 30, 2006 Mar 12, 2009 1

1103.0200 Concrete Thrust Blocks for Vertical Bends Nov 30, 2006 Mar 12, 2009 2

1104.0100 Water Service Connection Detail - 19 and 25 mm Diameter

Sizes

Nov 30, 2006 Mar 12, 2009 2

1104.0200 Water Service Connection Detail - 32, 38 and 50 mm

Diameter Sizes

Nov 30, 2006 Mar 12, 2009 1

1104.0300 25 mm Blow Off Installation Nov 30, 2006 Mar 12, 2009 1

1105.0100 Hydrant Installation Nov 30, 2006 Mar 12, 2009 1

1107.0100 Piping Layout For Water Meters 50 mm and Smaller in

Chambers

Nov 30, 2006 Mar 12, 2009 1

1107.0200 Piping Layout For Water Meters 75 to 250 mm in Chambers

with By-Pass

Nov 30, 2006 Mar 12, 2009 1

1107.0300 Piping Layout For Water Meters in Building with By-Pass Nov 30, 2006 Mar 12, 2009 1

1108.0100 Cast-In-Place Water Meter Chamber for 75 to 250 mm

Meters

Nov 30, 2006 Mar 12, 2009 1

1109.0100 Cathodic Protection for Metallic Watermain Systems Nov 30, 2008 Mar 12, 2009 1

1109.0110 Cathodic Protection for PVC Watermain Systems Nov 30, 2008 Mar 12, 2009 1


H3-220 DIVISIONS 2000-2600 - ELECTRICAL OPSDs

Please see Volume 3, Electrical Engineering Manual, Electrical Contract Design, Estimating and Documentation, Chapter D for the list of Electrical OPSDs applicable on MTO contracts.

January 2012 Page 1 of 1 H3-220 Division 2000-2600 - Electrical OPSDs


May 2014 Page 1 of 3 H3-300 Division 3000 - Structures

H3-300 DIVISION 3000 - STRUCTURES


Rev.

3000.1000 Foundation Piles - Steel H-Pile Driving Shoe Nov 1, 2005 Mar 29, 2007 1

3000.1500 Foundation Piles - Steel H-Pile Splice Nov 1, 2005 Mar 29, 2007 0

3000.2010 Foundation Piles - Steel HP 310 Oslo Point Nov 1, 2005 Mar 29, 2007 0

3001.1000 Foundation Piles-Steel Tube Piles, Driving Shoe Nov 1, 2005 Mar 29, 2007 0

3001.1500 Foundation Piles - Steel Tube Piles Splice Nov 1, 2005 Mar 29, 2007 0

3002.2000 Foundation Piles - Steel Sheet Piles, Anchorage Nov 1, 2005 Oct 30, 2008 0

3003.1000 Foundation Piles-Wood, Driving Shoe Nov 1, 2005 Mar 29, 2007 0

3003.1500 Foundation Piles - Wood, Pile Head Protection Nov 1, 2005 Mar 29, 2007 0

3090.1000 Foundation Frost Depths for Northern Ontario Nov 30, 2010 Jun 20, 2013 1

3090.1010 Foundation Frost Depths for Southern Ontario Nov 1, 2005 Mar 29, 2007 0

3101.1500 Walls - Abutment, Backfill Minimum Granular

Requirements

Nov 30, 2010 Jun 20, 2013 1

3101.2000 Walls - Abutment, Backfill Rock Nov 30, 2010 Jun 20, 2013 1

3102.1000 Walls - Abutment, Backfill Drain Nov 30, 2010 Jun 20, 2013 1

3120.1000 Walls Retaining Concrete Toe Wall Nov 30, 2010 Jun 20, 2013 2

3121.1500 Walls Retaining, Backfill Minimum Granular Requirement Nov 30, 2010 Jun 20, 2013 1

3190.1000 Walls Retaining and Abutment Wall Drain Apr 30, 2011 Jun 20, 2013 2

3290.1000 Piers - Cutwater Assembly Nov 1, 2005 Mar 29, 2007 0

3310.1000 Deck Girders, Concrete Method of Obtaining Screed

Elevations

Nov 1, 2005 Mar 29, 2007 0

3310.1500 Deck Girders, Concrete - Positive Moment Connection at

Piers

Nov 1, 2005 Mar 29, 2007 0

3311.1000 Deck Girders, Steel - Method of Obtaining Screed Elevations Nov 1, 2005 Mar 29, 2007 0

3311.9000 Deck Girders, Steel Box - Access Hatch Nov 1, 2005 Mar 29, 2007

3329.1000 Deck, Reinforcement - Supports for Reinforcing Steel for

Slab Depths 300 mm or Less

Nov 1, 2005 Mar 29, 2007 0

3329.1010 Deck, Reinforcement - Supports for Reinforcing Steel for

Slab Depths Greater than 300 mm

Nov 1, 2005 Mar 29, 2007 0

3332.1000 Deck, Round Voids - Form Supports and Tie-downs Nov 1, 2005 Mar 29, 2007 0

3333.1000 Deck, Round Voids - Drains Nov 1, 2005 Mar 29, 2007 0

3333.1010 Deck, Trapezoid Voids - Drains Nov 1, 2005 Mar 29, 2007 0

3339.1000 Deck, Voids - Access Hatch for Concrete Bridges -

Assembly

Nov 1, 2005 Mar 29, 2007 0




Rev.

3339.1010 Deck, Voids - Access Hatch for Concrete Bridges -

Installation

Nov 1, 2005 Mar 29, 2007 0

3340.1000 Deck Drains with Downspout Nov 1, 2005 Mar 29, 2007 0

3340.1020 Deck Drains with Sloped Downspout Nov 1, 2005 Mar 29, 2007 0

3340.1500 Deck Drains with Transverse Bar Openings Nov 30, 2012 Mar 7, 2013 2

3340.1510 Deck Drains with Longitudinal Bar Openings Nov 1, 2005 Mar 29, 2007 0

3340.1530 Deck Drains - Median with Transverse Bar Openings Nov 30, 2012 Mar 7, 2013 2

3340.1540 Deck Drains - Median with Longitudinal Bar Openings Nov 1, 2005 Mar 29, 2007 0

3340.2000 Deck Drains with Downspout - Modification for Addition of

Asphalt to Existing Structure

Nov 30, 2012 Mar 7, 2013 2

3340.2010 Deck Drains with Sloped Downspout - Modification for

Addition of Asphalt to Existing Structure

Nov 30, 2012 Mar 7, 2013 2

3340.2500 Deck Drains with Transverse or Longitudinal Bar Openings

Modification for Addition of Asphalt to Existing Structure

Nov 30, 2012 Mar 7, 2013 2

3349.1000 Deck Drains - Drainage of New Deck Below Asphalt

Wearing Surface

Nov 30, 2012 Mar 7, 2013 2

3349.1010 Deck Drains - Drainage of Existing Deck Below Asphalt

Wearing Surface

Nov 30, 2012 Mar 7, 2013 2

3360.1000 Deck Light Pole Bases - Structures with Barrier Walls Nov 1, 2005 Mar 29, 2007 0

3360.2000 Deck Light Pole Bases - Structures with Parapet Walls Nov 1, 2005 Mar 29, 2007 0

3370.1000 Deck, Waterproofing Hot Applied Asphalt Membrane with

Protection Board

Nov 1, 2005 Mar 29, 2007 1

3370.1010 Deck, Waterproofing Hot Applied Asphalt Membrane at

Active Cracks Greater Than 2 mm Wide and Construction

Joints

Nov 1, 2005 Mar 29, 2007 1

3390.1000 Deck Drip Channel Nov 30, 2012 Mar 7, 2013 2

3390.1500 Falsework Clearance to Traffic Lanes Nov 1, 2005 Mar 29, 2007 0

3419.1000 Barriers and Railings - Steel Guide Rail and Channel

Anchorage

Nov 1, 2005 Mar 29, 2007 0

3419.1500 Barriers and Railings - Steel Single Railing Anchorage Nov 1, 2005 Mar 29, 2007 0

3419.1550 Barriers and Railings - Steel Double Railing Anchorage Nov 1, 2005 Mar 29, 2007 0

3900.1000 Utilities - Duct Location Nov 30, 2012 Mar 7, 2013 12

3900.1500 Utilities - Duct Termination at Bridge Approaches Nov 1, 2005 Mar 29, 2007 0

3940.1500 Figures in Concrete - Warning Message Layout Nov 30, 2006 Oct 30, 2008 1

3940.1510 Figures in Concrete - Warning Message Letters Nov 30, 2006 Oct 30, 2008

3941.2000 Figures in Concrete - Site Number and Date Layout Nov 1, 2013 May 8, 2014 2

3950.1000 Joints - Concrete Expansion and Construction on Structure Nov 1, 2005 Mar 29, 2007 0

4642.0000 Anchorage for Overhead Sign Support on Retaining Wall Sep 15, 1996 May 14, 1997 0




Rev.

4810.0000 Steel Pedestal Detail - 150 mm High Aluminum Truss Sign

Support

Sep 15, 1996 May 14, 1997 0

4810.5000 Steel Pedestal Detail - 300 mm-1200 mm High Aluminum

Truss Sign Support

Sep 15, 1996 May 14, 1997 0

4820.0000 8 Bolt Anchorage Insert For Steel Sectional Sign Support Mar 1, 1998 May 1, 1998 0

CONTRACT DESIGN, ESTIMATING AND DOCUMENTATION … · Bulking Factor means the ratio of the volume...

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