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Contract Design, Estimating and Documentation (CDED) Manual

CDED REVISION No. 215 June 8, 2017 The CDED Manual has been revised as detailed below and the documents are available for viewing and download, free of charge, from the MTO Technical Publications website at www.raqs.mto.gov.on.ca/techpubs/cded.nsf Chapter B - Detail Estimating

Reference Code

Existing Version

New Version

Implementation Date In CPS

New (New), Revised (Rev), Cancelled (Can), Reissued (Rei)

B1 March 2017

June 2017

June 8, 2017

Rev: Chapter B - Detail Estimating - Table of Contents is revised.

B352 May 2001

N/A June 8, 2017

Can: Detail Estimating chapter for Concrete Steps is cancelled.

B511 February 2014

April 2017

June 8, 2017

Rev: Detail Estimating chapter for Rip-Rap, Rock Protection, and Granular Sheeting is revised with minor changes throughout to clarify the use of rip-rap containing debris and the use of geotextile in flowing water conditions.

B517 May 2001

May 2017

June 8, 2017

Rev: Detail Estimating chapter for Dewatering is revised with changes to the title and extensive changes to the technical content throughout.

B721-1 February 2017

May 2017

June 8, 2017

Rev: Detail Estimating chapter for Adjust CGR and CGR Post Replacement is revised with changes to the title and the addition of information related to the reinstatement of the CGR Post Replacement tender item.

B810 December 2014

May 2017

June 8, 2017

Rev: Detail Estimating chapter for Rootwad Structures is revised with minor changes to the title and technical content.

B811 December 2014

May 2017

June 8, 2017

Rev: Detail Estimating chapter for Large Woody Debris is revised with minor changes to the title and technical content.

B812 December 2014

May 2017

June 8, 2017

Rev: Detail Estimating chapter for LUNKERS is revised with minor changes to the title and technical content.

June 8, 2017 Page 1 of 5 CDED Revision No. 215

http://www.raqs.mto.gov.on.ca/techpubs/cded.nsf

Reference Code

Existing Version

New Version



B820 March 2016

May 2017

June 8, 2017

Rev: Detail Estimating chapter for Riffles On Streambeds is revised with minor changes to the technical content.

B821 March 2016

May 2017

June 8, 2017

Rev: Detail Estimating chapter for Pools In Streambeds is revised with minor changes to the technical content.

B822 March 2016

May 2017

June 8, 2017

Rev: Detail Estimating chapter for Rocky Ramps On Streambeds is revised with minor changes to the technical content.

B823 March 2016

May 2017

June 8, 2017

Rev: Detail Estimating chapter for Low Flow Channels is revised with minor changes to the technical content.

B824 March 2016

May 2017

June 8, 2017

Rev: Detail Estimating chapter for Baffles In a Culvert is revised with minor changes to the technical content.

B918 February 1999

N/A June 8, 2017

Can: Detail Estimating chapter for Modular Bridge Structures for Temporary Installations is cancelled.

Chapter E - Standard Special Provisions (SSPs)

Reference Code

Existing Version

New Version



E3-1 March 2017

June 2017

June 8, 2017

Rev: List of Active Standard Special Provisions is revised.

100S02 January 2017

March 2017

June 8, 2017

Rev: SSP Amendment to MTO General Conditions of Contract is revised with technical changes to the content. OPSS 518 has been added to the list in subsection 1.04.03.

100F08 March 2012

June 2017

June 8, 2017

Rev: SSP for Protection of Public Traffic is revised with minor changes to the technical content and layout.

100S15 November 2016

May 2017

June 8, 2017

Rev: SSP Amendment to MTO General Conditions of Contract for Utilities and Maintaining Roadways and Detours is revised with technical changes to the content. A second paragraph has been added to clause GC 7.08.02 informing Contractors of the need to coordinate activities with maintenance Contractors during emergency situations.


Reference Code

Existing Version

New Version



101F23 December 2015

April 2017

June 8, 2017

Rev: SSP Amendment to OPSS 182 for Timing of In-Water Works, Oversight Requirements, and Measures to Avoid Harm to Fish is revised with technical changes throughout. Options 2 & 3 of Notes to Designer are revised.

102S05 September 2016

May 2017

June 8, 2017

Rev: SSP Amendment to OPSS 206 for Various Revisions to Construction Specification for Grading is revised with changes to the technical content. Subsection 206.06.04 is added and clause 206.07.05.02.01 is revised.

103F03 N/A June 2017

June 8, 2017

New: SSP Amendment to OPSS 313, Delete and Replace Construction Specification for Hot Mix Asphalt - End Result is implemented for the suspension of incentives for asphalt material properties and compaction, and raising of the compaction lower limit. Replaces interim NSSP BITU0020 with no change to technical content.

103F31 January 2017

June 2017

June 8, 2017

Rev: SSP for Asphaltic Concrete Surface Smoothness - Asphaltic Concrete Payment Adjustment for Surface Smoothness Based on Quality Assurance Measurements Taken by an Inertial Profiler is revised with changes to the technical content for the introduction of higher requirements to qualify for acceptance. Replaces interim NSSP BITU0019 with no change to technical content.

107S05 N/A April 2017

June 8, 2017

New: SSP Amendment to OPSS 706 for Freeway Paving Operations is implemented. Replaces SSP 199S62.

110S16 October 2016

May 2017

June 8, 2017

Rev: Amendment to OPSS 1004 for Quality Assurance Sampling, and Physical Property and Gradation Requirements for Granular Sheeting is revised with changes to the technical content in Tables 3 and 4.


Reference Code

Existing Version

New Version



111F09 March 2017

June 2017

June 8, 2017

Rev: SSP Amendment to OPSS 1101 for Additional Test Results and Samples for Performance Graded Asphalt Cement (PGAC) is revised with changes to the technical content for acceptance criteria for PG58-28 in Table 1. Replaces interim NSSP BITU0020 with no change to technical content.

199S38 March 2012

March 2017

June 8, 2017

Rev: SSP for Administration of Aggregate Sources is revised with changes to the technical content throughout to address various issues such as MOECC reporting requirements, access to aggregate sources, submission of PH-D-046 forms, and payment for surplus of crushed materials. Replaces interim NSSP 199S38M with changes to the technical content.

199S62 May 2010

N/A June 8, 2017

Can: SSP for Freeway Paving Operations is cancelled. Replaced by SSP 107S05.

517F01 N/A May 2017

June 8, 2017

New: SSP Amendment to OPSS 517 for Design Storm Return Period and Preconstruction Survey Distance is implemented.

999S02 N/A June 2017

June 8, 2017

New: SSP Construction Specification for Glass Fibre Reinforcing Polymer Reinforcing Bar is implemented. Replaces NSSP BRDG0001 with minor changes to the technical content.

Chapter G - Ministry of Transportation of Ontario Drawings (MTODs)

Reference Code

Existing Version

New Version



G2-0 March 2017

June 2017

June 8, 2017

Rev: List of Active MTODs is revised.

0222.0300 N/A April 2017

(Rev.0)

June 8, 2017

New: Drawing for Stone LUNKERS is implemented. Replaces OPSD 0222.0300.

0222.0400 N/A April 2017

(Rev.0)

June 8, 2017

New: Drawing for Wood LUNKERS is implemented. Replaces OPSD 0222.0400.


Chapter H - OPSSs and OPSDs

Reference Code

Existing Version

New Version



H2-1 March 2017

June 2017

June 8, 2017

Rev: List of Active OPSSs - General and Construction Specifications is revised.

H2-2 January 2017

June 2017

June 8, 2017

Rev: List of Active OPSSs - Material Specifications is revised.

H3-22 April 2016

June 2017

June 8, 2017

Rev: List of Active OPSDs - Division 200 - Grading is revised.

H3-25 March 2016

June 2017

June 8, 2017

Rev: List of Active OPSDs - Division 500 - Paving is revised.

H3-29 March 2017

June 2017

June 8, 2017

Rev: List of Active OPSDs - Division 900 - Fencing and Guide Rails is revised.

Chapter I - Structural Standard Drawings (SSDs)

Reference Code

Existing Version

New Version



I2-0 December 2016

June 2017

June 8, 2017

Rev: List of Active SSDs is revised.


CHAPTER B - DETAIL ESTIMATING TABLE OF CONTENTS

CHAPTER B - TABLE OF CONTENTS SECTION TITLE B1 Chapter B - Table of Contents B001 Writer’s Guide for CDED Manual Chapter B - Detail Estimating B201-1 Clearing B201-3 Grubbing B201-4 Removal of Boulders B201-6 Mechanical Stump Cutting B202 Rock Removal by Manual Scaling, Machine Scaling, Trim Blasting, or Controlled Blasting B203 Rock Stabilization B206-1 Earth Grading B206-2 Rock Grading B206-3 Excavation for Pavement Widening B209 Embankments Over Swamps and Compressible Soils B212 Earth Borrow B299-1 Rental of Equipment B299-2 Ditch Cleanout B301 Restoring Unpaved Roadway Surfaces B304 Surface Treatments B305 Granular Sealing B307 Stockpiling of Patching Materials and Patching of Asphalt Pavement B308 Tack Coat B311 Asphalt Sidewalk B312-1 Asphalt Curb and Gutter Systems B312-2 Asphalt Surfacing of Gutter B313-1 Hot Mix Asphalt B313-10 Hot Mix Asphalt Miscellaneous B314 Untreated Subbase, Base, Surface, Shoulder, Selected Subgrade, and Stockpiling B316 Extruded Expanded Polystyrene Treatment B320 Open Graded Drainage Layer B330 In-Place Full Depth Reclamation of Bituminous Pavement and Underlying Granular B331 Full-Depth Reclamation With Expanded Asphalt Stabilization B332 Hot In-Place Recycling B333 Cold In-Place Recycling B335 Cold In-Place Recycling With Expanded Asphalt B336 Micro-Surfacing B337 Slurry Seal B341 Routing and Sealing and/or Sealing Cracks in Asphalt Pavement B342 Centreline and Shoulder Rumble Strips In Asphalt

June 2017 Page 1 of 3 CDED B1


SECTION TITLE B350 Concrete Base and Concrete Pavement B351 Concrete Sidewalk B353 Concrete Curb and Gutter Systems B355 Interlocking Concrete Pavers B360 Full Depth Repair of Concrete Pavement or Concrete Base B362 Fast Track Full Depth Repairs to Concrete Pavement B363 Repairing Rigid Pavement with Precast Concrete Slabs B364 Partial Depth Repairs in Concrete Pavement B365 Cross-Stitching Longitudinal Cracks in Concrete Pavement and Concrete Base B369 Sealing or Resealing of Joints and Cracks in Concrete Pavement and Concrete Base B399-2 Reclaim Asphalt Pavement B405 Pipe Subdrains B407-1 Maintenance Holes, Catch Basins and Ditch Inlets B407-2 Rock Excavation for Sewers, Maintenance Holes, Catch Basins and Ditch Inlets B410 Pipe Sewers B415 Tunnelling B416 Jacking and Boring B421-2 Pipe Culverts B422 Precast Reinforced Concrete Box Culverts and Box Sewers B441 Watermains B510-0 Removal B510-1 Removal - Bridge Work B510-2 Removal - Drainage Work B510-3 Removal - Fence and Noise Barrier Work B510-4 Removal - Delineators, Traffic Barriers and Energy Attenuator Work B510-5 Removal - Pavement Work B510-6 Removal - Concrete Work B510-7 Removal - Right of Way Work B510-8 Removal - Miscellaneous Work B511 Rip Rap, Rock Protection, and Granular Sheeting B512 Gabions B517 Dewatering B703 Permanent Small Signs and Supports B704 Post Mounted Delineators B705 Flexible Delineator Posts B706 Temporary Traffic Control Devices B707 Modified Overhead Signboards B708 Portable Temporary Traffic Signals (PTTS) B710 Pavement Marking B721-1 Adjust Cable Guide Rail and Cable Guide Rail Post Replacement



SECTION TITLE B721-2 Steel Beam Guide Rail B723 Energy Attenuators B732 Steel Beam Energy Attenuating Terminal (SBEAT) Systems B740 Concrete Barrier B741 Temporary Concrete Barriers (TCB) B741-2 Movable Temporary Concrete Barrier (MTCB) B753 Connecticut Impact Attenuation System (CIAS) B760 Noise Barrier Systems B771 Standard Highway Fence B772 Chain-Link Fence B799-2 REACT 350 B799-6 Ramp Closure Gates B799-8 High Tension Three Cable Guide Rail and High Tension Cable Guide Rail Terminal Systems B799-9 Steel Beam Terminal (SBT) B799-10 Permanent Intermediate Signs and Support Systems B802 Topsoil B803 Sodding B804 Seed and Cover B805 Temporary Erosion and Sediment Control Measures B810 Rootwad Structures B811 Large Woody Debris B812 LUNKERS B820 Riffles On Streambeds B821 Pools In Streambeds B822 Rocky Ramps On Streambeds B823 Low Flow Channels B824 Baffles In a Culvert B902 Excavation and Backfill for Structures B904 Concrete in Culverts B905 Reinforcing Steel, Coated Reinforcing Steel B907 Structural Wood Systems B908 Metal Traffic Barriers and Metal Railings for Structures B914 Waterproofing Bridge Deck B932 Crack Repair - Concrete B942 Prestressed Soil and Rock Anchors B999-A Appendix A - Contingencies and Allowances B999-B Appendix B - Checking of Quantities


DETAIL ESTIMATING Rip-Rap, Rock Protection and Granular Sheeting

B511 - RIP-RAP, ROCK PROTECTION AND GRANULAR SHEETING - OPSS 511 511.1 GENERAL Excavation for placing rip-rap, rock protection, and granular sheeting is part of each

individual tender item. 511.1.1 Rip-Rap Rip-rap is a special application of rock protection. It consists of rocks, broken rocks,

cobbles, stones, boulders or concrete debris placed together in a set and stable manner to a specified thickness for the protection of earth slopes and surfaces.

It is used in areas where erosion is a problem or anticipated, or where the appearance

of the placed rocks is an important factor. Areas of rip-rap applications may include:

a) Earth slopes b) Culvert and sewer ends c) Streambeds and slopes d) Ditches with gradients 5% and greater e) Around manholes, catch basins or ditch inlets constructed in ditches or on ditch

slopes. Rip-rap is commonly used in conjunction with a filter medium such as geotextile or

granular sheeting. These prevent loss of fines from beneath the rip-rap and subsequent collapse of the protection scheme. In some cases, more complex layered filter systems may be required, as recommended by the geotechnical or foundation staff on the project.

Rip-rap shall not be used in waterbodies if it contains concrete debris. Suitable

alternatives are available. Consult with the foundation, geotechnical, and environmental staff on the project as required.

511.1.2 Rock Protection Rock protection consists of broken rocks, rocks, cobbles, boulders and/or concrete

debris dumped or placed in random but stable manner.

April 2017 Page 1 of 6 B511


The primary use of rock protection is to protect ditches and channels from erosion, including the banks and underwater portions.

Rock protection is laid to a specified depth and elevation and commonly placed in

conjunction with a filter medium. In waterbodies, rock protection shall only be used as required for the purpose of scour

protection for structures and shall not contain concrete debris. Suitable alternatives may be considered.

511.1.3 Granular Sheeting Granular sheeting consists of a surface layer of granular material which has to

conform to a specified gradation. It is used for erosion protection and also applied in areas of ground water seepage. The decision to include "Granular Sheeting" into the contract rests with the geotechnical and foundation staff on the project.

511.1.4 Geotextile Geotextile is a synthetic fabric. The primary function of this material is:

a) To separate two types of soils of different sizes and structures that would readily mix under the influence of load and water migration.

b) To filter or to hold back soil particles while allowing the passage of water. c) To drain or to ensure the rapid removal of moisture without buildup of hydrostatic

pressures. d) To reinforce, mainly by tensile strength of fabrics and their resistance to puncture

(burst), tear and shear forces.

The application of geotextile is designated by its:

a) Strength class (i.e. Class I or II) b) Fabric structure (woven or non-woven) c) Equivalent opening size d) Minimum nominal thickness

Geotextile may be used to act as a separator and filter between the rip-rap or rock protection and underlying material, depending on the existing soil conditions. The need for geotextiles should be assessed on a project-specific basis. Where the



OPSS 511 requirements for geotextile are not appropriate, the geotextile requirements shall be specified in the Contract Drawings or by Non-Standard Special Provision.

The decision to use geotextile is the responsibility of the geotechnical and foundation staff on the project.

A comprehensive write-up on the use of geotextiles is contained in the MTO publications "The Geotechnical Use of Filter Fabrics in Highway Construction" Report EM-13 and Engineering Geotextiles Report EM-45.

If surface conditions, on which geotextile will be placed, are such that it is not

possible to place the geotextile in a reasonably level manner (undulating ground or high water level) a levelling layer of approved material should be placed to provide a satisfactory surface. Geotextile placement below water and particularly in flowing water conditions can be difficult as the geotextile and rock materials placed on top of it may become dislodged and carried downstream during periods of high flow. Where these conditions exist, consult with the geotechnical and foundation staff on the project for suitable alternatives.

511.2 REFERENCES The Geotechnical Use of Filter Fabrics in Highway Construction - MTO Report

EM-13 Engineering Geotextiles, MTO Report EM-45 Structure Design Manual OPSS 1004 Aggregates - Miscellaneous 511.3 TENDER ITEMS Rip-Rap (Variation, m², PQP) Rock Protection (Normal, m³, PQP) Granular Sheeting (Normal, m², PQP) Geotextile (Variation, m², PQP) 511.4 SPECIFICATIONS The requirements for the above tender items are covered by OPSS 511.



511.5 SPECIAL PROVISIONS The designer should refer to Chapter "E" of this manual to review the applicable

special provisions. 511.6 STANDARD DRAWINGS Rip-rap treatment with Geotextile for Ditch Inlet Manholes and for Sewer and Culvert

Outlets is identified on the standard drawings in the 800 series. There are no standard drawings available for rock protection and granular sheeting.

However, a typical application of rock protection is illustrated in the structural manual, drawing number SS16-20.

511.7 DESIGN - Not Used. 511.8 COMPUTATION These are Plan Quantity Payment items. 511.8.1 Source of Information Construction recommendations for the above tender items are found in the

Geotechnical Report and Foundation Investigation and Design Report as administered by the Regional Geotechnical Section and the Foundations Office respectively.

The need for the application of geotextiles with any of the associated tender items

should be reviewed by the geotechnical and foundation staff on the project and should not be included automatically.

511.8.2 Method of Calculation Rip-Rap The unit of measurement for rip-rap is square metre. The areas recommended for

rip-rap are scaled from the plans. Slope measurements are to be scaled from cross-sections. The computation of the area is based on the width x length.



Rock Protection The unit of measurement for rock protection is cubic metre. The computation of the

volume for rock protection is based on the area (average width x length) x the recommended depth. Areas and slope measurements are scaled from cross sections.

Granular Sheeting The unit of measurement for granular sheeting is square metre. The depth of granular

to be applied, the depth of excavation required, and the possible use of geotextile are determined by the Regional Geotechnical Section and the Foundations Office.

Granular sheeting does not require compaction. Slope measurements are scaled from

cross-sections. Geotextile The unit of measurement for geotextile is square metre. Slope measurements are to

be scaled from cross-sections. The computation of the area is based on the width x length. No allowance is made for material overlap.

511.9 DOCUMENTATION 511.9.1 Contract Drawings

Areas for the above tender items are shown on the construction plan sheets. Typical sections are to be included on the drawings to clarify complex applications, geotextile anchorage, and other requirements.

The depth of granular sheeting and rock protection shall be identified on a typical

section. 511.9.2 Quantity Sheets

Quantities are listed on the “Quantities - Miscellaneous 1” sheet. Locations are documented by station to station limits and offsets left or right of the

roadway centreline. The column entries are automatically totaled and transferred to the Tender Item List.



511.9.2.1 Variation Items

a) Rip-Rap

Rip-Rap is a variation item. The variation is the type of rip-rap (R-10 or R-50). The quantities for each type of variation are documented in separate columns on the Quantity Sheets. The variation information is entered upon creation of the individual columns and is displayed in the resultant column headings. To determine the type of rip-rap see OPSS 1004.

b) Geotextile

Geotextile is a variation item. The variation is the class (Class I or Class II), type (Woven or Non-woven), and filtration opening size (FOS 50-100 micron, FOS 75-150 micron, FOS 105-210 micron, or FOS 150-300 micron). The quantities for each type of variation are documented in separate columns on the Quantity Sheets. The variation information is entered upon creation of the individual columns and is displayed in the resultant column headings. The number of geotextile variations shall be minimized to the extent possible.

511.9.2.1 Documentation Accuracy Stations and quantity entries are recorded to the nearest whole number metre. Offsets are recorded in 0.1 of a metre.


DETAIL ESTIMATING DEWATERING

B517 - DEWATERING - OPSS 517 517.1 GENERAL

Dewatering is the work of removing water or lowering groundwater levels within the work area to facilitate construction. Temporary flow passage is the work of diverting water away from the work area to facilitate construction. Refer to Appendix A: MOECC Dewatering Legislative Requirements and Application to Highway Construction projects for information related to water taking legislation.

517.2 REFERENCES Provincial Engineering Memoranda MTO Gravity Pipe Design Guidelines MTO Highway Drainage Design Standards MTO Drainage Management Manual MTO IDF Curve Look Up Tool EPO Interpretive Bulletin Water Taking November 2016

517.3 TENDER ITEMS Dewatering System (Normal, Non-PQP, Lump Sum) Temporary Flow Passage System (Normal, Non-PQP, Lump Sum)

517.4 SPECIFICATIONS The requirements for dewatering system and temporary flow passage system are contained in OPSS 517.

517.5 SPECIAL PROVISIONS Refer to Chapter “E” of this manual to review the applicable standard special provisions.

May 2017 Page 1 of 7 B517


517.6 STANDARD DRAWINGS There are no standard drawings applicable to this work.

517.7 DESIGN The contractor is responsible for the design, installation, operation, maintenance and removal of any dewatering and temporary flow passage systems. Designers shall refer to the EPO Interpretive Bulletin Water Taking November 2016 for guidance on water taking activities on highway construction projects. A dewatering system is used for the removal of groundwater and includes stormwater resulting from rainfall events from within an excavation and may include use of a groundwater control system. A temporary flow passage system is used for the passive (without pumping) or active (with pumping) diversion of surface water away from a working area including contingency measures to manage higher flows. The work of dewatering and/or temporary flow passage is normally included with the cost of the associated tender item. However, for some conditions, the work is paid separately through the dewatering system or temporary flow passage system item. The dewatering system or temporary flow passage system or both item(s) shall be used at locations where any of the following conditions apply: 1) Under normal summer construction season conditions, the volume of water to be

pumped, diverted, or otherwise controlled by a dewatering system in order to carry out the work exceeds 400 m3/day.

2) The design storm return period for a temporary flow passage system, as

determined according to MTO Highway Drainage Design Standard TW-1, exceeds 5 years. Note this standard only applies to passive systems. When the presence of fisheries significantly restricts the time available to carry out the work (i.e., in-water work timing window for fisheries), a longer return period may be specified to mitigate the potential schedule impacts due to inclement weather.

3) A dewatering or temporary flow passage system is required to rehabilitate a bridge

or structural culvert. 4) The use of one or both of the items is recommended by the foundation engineer.



At locations where none of the above conditions apply, the dewatering system or temporary flow passage system item is not used, and the work required to control the water is part of the associated work item(s). Only one or one of each item shall be used for each location where any of the above conditions apply. The item selection depends on the work required and/or the site conditions, and/or as recommended in the Foundation Investigation and Design Report or the Pavement Design Report. The items are typically used for culvert, sewer, and watermain work, but may also be used when structural rehabilitation work below water level is required or for other work requiring the control of water. These items are not used for the dewatering of excavations for the construction of structures. The Dewatering Structure Excavations item is used for this work (see CDED B902). Typically, foundation investigations are carried out for the construction of new foundation components. However, a foundation investigation may be appropriate solely for the purpose of providing soil and groundwater information for dewatering or temporary flow passage system bidding and design. Consult with a foundation or geotechnical engineer to determine if the site conditions warrant this investigation.

517.7.1 Source of Information Sources of information include the Foundation Investigation and Design Report and hydrology and hydraulic analysis information for the design of the associated work.

517.7.2 Information to be Provided to Bidders The following shall be provided for each location requiring the dewatering system or temporary flow passage system item: 1) The latitude and longitude co-ordinates for the IDF Curve as determined using the

MTO IDF Curve Look up Tool for the contract. On some contracts, there may have been more than one (1) IDF curve used and all locations shall be provided.

2) The minimum design storm return period, for temporary flow passage system item

only. 3) Design flow rates corresponding to the 2, 5, 10 and 25-year return periods of the

water body. The preconstruction survey distance, if required, that corresponds to an identified dewatering location.

4) When available, the Foundation Investigation Report and/or soils borehole logs.



Full engineering cross sections through the dewatering system and temporary flow passage system item locations and drainage channel cross sections obtained for the purpose of hydraulic analysis should be provided, when available.

517.8 COMPUTATION These are lump sum items, no quantity computation is required.

517.9 DOCUMENTATION

517.9.1 Contract Drawings Normally the contractor designs the temporary flow passage system alignment. However, when a temporary flow passage system must be constructed along a specific alignment, for example as a result of consultation with regulatory agencies, show the alignment on a drawing detail. When the alignment of the temporary flow passage system must be revised for different contract stages, show the alignment revision for each stage.

517.9.2 Quantity Sheets A separate dewatering system or temporary flow passage system item shall be used for each location requiring the item. A separate quantity sheet column is required for each item. The location and position column of the quantity sheet shall show the station limits of the area requiring dewatering, and a description of the work requiring dewatering eg. Sta. 12+455 – 12+490, C/L Culvert Replacement. A value of 100% is entered in the item quantity column.

517.9.3 Tender Item List A separate dewatering system or temporary flow passage system item shall be used for each location requiring the item. Each separate location is located in a separate section of the tender item list.



517.9.4 Non-Standard Special Provisions A NSSP is required when flow rates through the work site requiring dewatering or temporary flow passage system are influenced by upstream control structures. Contact information, operating schedules, and other relevant information to be provided. NSSPs that ‘red-flag’ site conditions or require system components (eg. tremie plug for cofferdams) are included when recommended by the foundation engineer.

517.9.5 Documentation Accuracy Record station entries to the nearest whole metre.



Appendix A

MOECC Dewatering Legislative Requirements and Application to Highway Construction Projects

New Legislative Requirements: In 2016, the Ministry of Environment and Climate Change (MOECC) introduced new legislation on water taking for road construction purposes, and specifically applicable to this document, construction site dewatering. Water taking activities and sources were clarified and the legislative requirements redefined. Dependent on the water taking volume limits and sources of water, a Permit to Take Water (PTTW) or registration of the water taking activity in the Environmental Activity and Sector Registry (EASR) may or may not be required. To determine the construction site dewatering needs and approval requirements for a project, designers shall refer to the EPO Interpretive Bulletin Water Taking November 2016 for information and guidance on the application process for draft PTTWs and preparation of Water Taking Plans and Discharge Plans to support registration in EASR by the contractor. Table 1.0 provides an overview of the new water taking limits, sources of water and the new legislative requirements.

Water Taking Limits/day Stormwater Groundwaterx

xx xx

xx xx

xx x

Passive (gravity) water body flow diversionsActive (pumping) water body flow diversionsNote: x indicates the contributing source of water

Table 1.0: Application of MOECC's New Water Taking Legislation

No EASR registration or PTTW

Approval Requirements

< 50 m3

> 50 and < 400 m3

> 400 m3


EASR registration - no PTTW

PTTW



Application to Highway Construction Projects: To illustrate the application of the new legislative requirements, the following scenarios of water taking activities on a highway construction site have been provided: 1. Removal of groundwater from a work area, including incoming surface runoff originating from a

rainfall event into the work area, which does not naturally discharge into the water body within the confines of the work area, is a dewatering activity.



2. Removal of groundwater and stormwater resulting from a rainfall event from a work area that naturally discharges into the water body within the confines of the work area is a stormwater management (SWM) activity.

3. Removal of surface water originating from a rainfall event from a work area, excluding the

stormwater volume being discharged with a dewatering activity, is a SWM activity. 4. Removal of water body flows from a work area is a temporary flow passage activity.


DETAIL ESTIMATING ADJUST CGR and CGR POST REPLACEMENT

B721-1 - ADJUST CABLE GUIDE RAIL and CABLE GUIDE RAIL POST REPLACEMENT - OPSS 721

721-1.1 GENERAL

Cable guide rail (CGR) systems consist of three steel cables mounted on wooden posts. The system is anchored by concrete blocks. The performance of the system is extremely sensitive to mounting height and the tension of the cables. Refer to the Roadside Safety Manual for further information on CGR. This applies to the adjustment of existing CGR only. For new CGR installations, refer to CDED B799-8.

721-1.2 REFERENCES Roadside Safety Manual Highway Design Bulletin (HDB) 2011-003

721-1.3 TENDER ITEM Adjust Cable Guide Rail (Normal, metre, PQP) Cable Guide Rail Post Replacement (Normal, each, PQP)

721-1.4 SPECIFICATION The requirements for the adjustment of CGR and CGR post replacement are contained in OPSS 721.

721-1.5 SPECIAL PROVISIONS Refer to Chapter “E” of this Manual to review applicable standard special provisions.

721-1.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ontario Provincial Standard Drawings (OPSDs).

May 2017 Page 1 of 3 B721-1


721-1.7 DESIGN Allowable deviations from standard mounting heights of existing CGR on pavement rehabilitation projects are provided in the Roadside Safety Manual and HDB 2011-003. The purpose of the “Adjust Cable Guide Rail” item is to allow for the adjustment of the mounting height of an existing CGR installation. Generally, adjustment is necessary at locations where the pavement rehabilitation strategy will raise the existing ground elevation adjacent to an existing guide rail installation. An evaluation of existing guide rail will provide the designer with an inventory of the type of existing guide rail systems as well as the existing mounting height. When adjusting CGR systems, the posts remain in their current location and the cables are reinstalled at the new mounting height. If the CGR was installed according to OPSD 913.130, there should be approximately 150 mm of space available for adjustment assuming that this is the first adjustment. The cables are not to be installed within 200 mm of the top of the posts. This ensures that the cables do not interfere with the reflectorized strip. The “Adjust Cable Guide Rail” tender item also includes the removal and replacement of cable clamps and nails, the installation of one new turnbuckle per cable between anchor blocks, and the installation of new reflectorized strips. When a section of existing CGR that is in acceptable condition according to HDB 2011-003 has existing CGR posts that will be in conflict with construction work such as replacement of a culvert, the posts may be replaced under the “Cable Guide Rail Post Replacement” item.

721-1.8 COMPUTATION This is a Plan Quantity Payment item. For the adjust cable guide rail item, compute measurement in metres, from centre to centre of anchor blocks, along the centre line of the guide rail installation, with no additions made for the overlapping length at intermediate anchor blocks. Compute cable guide rail post replacement in units of each post.

721-1.9 DOCUMENTATION Enter adjust CGR quantities, scaled from plans, onto the “Quantities - Miscellaneous 1” sheet, showing station to station and location, left or right, with offsets if required. Use a separate line for each installation of CGR.

May 2017 Page 2 of 3 B721-1


Adjust CGR is shown on the contract drawings with the OPSD number shown adjacent to the symbol. Enter cable guide rail post replacement locations, scaled from plans, onto the “Quantities Miscellaneous” sheet, showing station to station and location, left or right, with offsets if required. Use a separate line for each segment of post replacement. The number of posts to be replaced for each segment will be entered as the quantity. The length of each segment of post replacement should be a multiple of the standard 3.6 m post spacing. The limits of cable guide rail post replacement are shown on the contract drawings.

721-1.9.1 Documentation Accuracy Record station and quantity entries to the nearest whole metre for adjustment length or whole number for post replacement. Record offsets only when the installation is not according to standard, and then to 0.1 m accuracy.

May 2017 Page 3 of 3 B721-1

DETAIL ESTIMATING ROOTWAD STRUCTURES

B810 - ROOTWAD STRUCTURES - OPSS 810 810.1 GENERAL

Rootwads in a combination with interlocking tree materials are utilized with other tree parts and vegetation methods to stabilize waterbody banks and provide aquatic habitat.

810.2 REFERENCES - None 810.3 TENDER ITEMS

Rootwad Structure (Normal, each, PQP) 810.4 SPECIFICATIONS

The construction requirements for the installation of rootwad structures are contained in OPSS 810.

810.5 SPECIAL PROVISIONS

Refer to Chapter “E” of this Manual to review the applicable standard special provisions.

810.6 STANDARD DRAWINGS

Applicable standard drawings are contained in the 200 series of Ontario Provincial Standard Drawings (OPSD).

810.07 DESIGN

Rootwads move the thalweg away from the streambank so that the bank is less susceptible to erosion through hydraulic forces. This, in effect, reduces the energy environment along the streambank/water interface so that riparian vegetation can provide the necessary bank protection and habitat values. Rootwads also generate turbulence that creates streambed scour and provides cover and substrate for aquatic organisms.

May 2017 Page 1 of 4 CDED B810


Rootwads offer the following advantages: 1. Are typically cost-effective because they utilize natural materials that are often

found on or near the site. 2. Eventually decompose, thus allowing the restored riparian zone to function

naturally. 3. Create habitat complexity, hydraulic diversity, and substrate sorting. 4. Induce less local sediment deposition than other flow deflection structures. Rootwads do have their limitations being thresholds for allowable shear stress. Field studies suggest that their performance is highly dependent upon their orientation with respect to flow direction. Thus, the use of rootwads for erosion control should be limited to conditions where the up and downstream ends are secured and at least one stable meander sequence exists upstream. However, these requirements do not limit the use of rootwads for habitat enhancement or augmenting riparian vegetation restoration. Rootwads require a thorough and immediate revegetation plan for complete and long-term project success, and if not constructed properly, fish habitat enhancement values may be less than desired. Finally, if not orientated correctly with respect to the thalweg and scour depth, and if protective measures for flanking are not accounted for, waterbody bank failure may result. Although rootwads have the potential to function well on many types of streams, the risk of failure, habitat benefits, complication of design and construction, and overall aesthetics can differ among streams. Project success is often dependent on thorough knowledge of physical stream processes and ecological relations in the project stream, as well as experience in the design and construction of stabilization measures. Considerations when evaluating site viability for rootwads include, but are not limited to: 1. Habitat Requirements Streambank stabilization projects where natural materials are used to produce

structural diversity, velocity differentials, scour, undercut banks, and substrate sorting are good candidates.

2. Sediment Dynamics Rootwads should not be used where sediment deposition along the bank is

desirable.



3. Stream Size Rootwads are best suited for streams where the effective rootwad surface spans

the distance between base scour elevation and near bank-full elevation. 4. Planform Stability Stable meander geometry must exist at least one meander sequence above and

below the project area, e.g. the incoming flow direction must be consistent. 5. Grade Stability Channel incision should be absent or bed elevation must be maintained naturally

or by other grade control features. Rootwads do not provide grade control. 6. Bank Soils Rootwads may have limited success and are considered at high risk of failure on

streams where streambed and banks consist of uniform sand (<15 percent silt/clay).

7. Life of Rootwad Structure Rootwads are best where temporary (5-15 yr.) stabilization is needed and riparian

vegetation will thrive. Rootwads decompose, so the flow deflection benefits are temporary and vegetation must replace the rootwads to provide long-term stability.

810.8 COMPUTATION

This is a Plan Quantity Payment item. The unit of measure for rootwad structures is each.

810.9 DOCUMENTATION 810.9.1 Contract Drawings

A plan shall be provided, and show:

• Location of the rootwad structures. • Station limits, or other location referencing, and unique identifier for each

rootwad structure. • Original ground contour.



• Low water level. • Cover treatment/erosion control for disturbed ground areas and graded slopes.

810.9.2 Quantity Sheets

The locations and quantities of rootwad structures are documented on Miscellaneous 1 Q-Sheets. Locations are identified by station, or other location referencing, and the unique identifiers used on the contract drawings. Each location may have more than one rootwad structure. The quantity entered in the Q-sheet for each location is the number of rootwad structures to be constructed. The individual column entries are automatically totaled and transferred to the Tender Item List.


DETAIL ESTIMATING LARGE WOODY DEBRIS

B811 - LARGE WOODY DEBRIS - OPSS 811 811.1 GENERAL

Large woody debris (LWD) is an important structural and functional component of stream ecosystems. Large woody debris represents a multi-functional value by increasing types and sizes of pools, sediment storage, and scour, added cover, and the stabilization of critical spawning areas such as gravel beds. LWD can dramatically increase channel aggregation and therefore help re-establish riparian vegetation.

811.2 REFERENCES - None

811.3 TENDER ITEMS Large Woody Debris (Normal, m)

811.4 SPECIFICATIONS The construction requirements for the installation of large woody debris are contained in OPSS 811.

811.5 SPECIAL PROVISIONS Refer to Chapter “E” of this Manual to review the applicable standard special provisions.

811.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 200 series of Ontario Provincial Standard Drawings (OPSD).

811.7 DESIGN LWD can influence the flow and the shape of the stream channel. Large woody debris slows the flow through a bend in the stream, while accelerating flow in the constricted area downstream of the obstruction. Large woody debris also plays a major role in stream channel morphology, contributing to formation of pool habitat, increasing meandering, and increasing



sediment capacity. Large woody debris dissipates flow energy, resulting in improved fish migration and channel stability. Positive effects of LWD are well- documented in high gradient streams, as well as low gradient streams with fine substrates. Placing LWD into streams is a popular technique to improve fish habitat. Large woody debris has two main purposes. One purpose is to alter flows in some way to improve aquatic habitat. The other has many objectives which are listed below: 1. Create pool habitat. 2. Generate scour. 3. Increase depths through shallow reaches. 4. Divert flows away from a bank to reduce erosion. 5. Armor stream banks to reduce erosion. 6. Promote point bar formation through induced sediment deposition. 7. Increase instream cover and refugia. For the purposes of altering flows LWD can be successfully implemented in any sized stream as long as a stable bank is available. Large woody debris should never be anchored to an actively eroding bank or an actively incising channel bed. Large woody debris should be added to areas where existing LWD is rare or absent. LWD can increase flow resistance in a stream and should not be implemented in stream reaches where existing flood hazard is high.

811.8 COMPUTATION The unit of measure for large woody debris is metre. The length is measured along the top of the waterbody bank.

811.9 DOCUMENTATION

811.9.1 Contract Drawings A plan shall be provided, and show: • Location of the LWD. • Station limits, or other location referencing, and unique identifier for each

location of large woody debris. • Original ground contour. • Normal water level. • Cover treatment/erosion control for disturbed ground areas and graded slopes. A note is to be included if excavated material is acceptable to be used in lieu of backfill stone: “Excavated bank material may be re-used as backfill stone”.




The locations and quantities of large woody debris are documented on Miscellaneous 1 Q-Sheets. Locations are identified by station, or other location referencing, and the unique identifiers used on the contract drawings. The individual column entries are automatically totaled and transferred to the Tender Item List.

811.9.3 Documentation Accuracy Individual quantity entries are recorded to the nearest 0.1 m. The tender item total is rounded to the nearest 0.1 m.


DETAIL ESTIMATING LUNKERS

B812 - LUNKERS - OPSS 812 812.1 GENERAL

LUNKERS are structures that provide bank stability and improve aquatic habitat. LUNKERS are constructed of wood or stone and installed at the toe of a slope within a watercourse and incorporate other bank stabilization methods (e.g. bioengineering) for up-slope stabilization.

812.2 REFERENCES MTO Environmental Guide for Fish and Fish Habitat

812.3 TENDER ITEMS Wood LUNKERS (Normal, metre, Non-PQP) Stone LUNKERS (Normal, metre, Non-PQP)

812.4 SPECIFICATIONS The construction requirements for the installation of LUNKERS are contained in OPSS 812.


812.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 200 of the Ministry of Transportation Ontario Drawings (MTODs).

812.07 DESIGN LUNKERS are crib-like, wooden or stone structures installed along the toe of a waterbody bank to create overhead bank cover and resting areas for fish. They can be used in rivers or streams independently or in conjunction with erosion control measures such as bioengineering techniques.



LUNKERS were originally developed as habitat enhancement structures to provide both waterbody bank stability and waterbody bank cover. While their use has primarily focused on providing trout habitat, they are applicable to other species as well. LUNKERS are appropriate for application on the outside of a waterbody bend or on actively eroding banks. The flows of the waterbody where the LUNKER is installed must be sufficient to prevent the build-up of sediment in the LUNKER. LUNKERS are ideal in channel situations where there is predominately large (i.e. cobble/boulder size) streambed material in the channel with an average grade of less than 4%. These streams are gently meandering and have defined pools and riffles. LUNKER structures are designed to be placed below the elevation of the low water level typically along the outside bends of a waterbody where the channel depth is consistently higher than the top of the LUNKER. They are also designed to be hydraulically stable. For LUNKERS to function properly and provide the intended benefits, consideration must be given to their location and placement. LUNKERS should not be used if the current is not fast enough or the LUNKERS cannot be constructed to produce adequate stream flows that both discourage new sediment deposition and also mobilize previously accumulated sediments. It may be necessary to place streambed material (i.e. in-channel boulders) to force flows through the structure. These should be positioned during construction. LUNKERS work well at improving habitat in areas with degraded channel banks that are void or lacking in vegetation and therefore have decreased cover and increased water temperatures. They can also provide a deeper and narrower cross section where the channel width has become unnaturally wide and shallow. LUNKERS provide a location that is completely covered in shade, has lower velocities, yet maintains adequate depth for the aquatic population (as opposed to the typical shallow depths found along the channel shore/bank). Additionally, LUNKERS serve as protection from erosive channel forces on the bank thus stabilizing the bank vegetation. LUNKERS are not recommended for streams subject to severe flooding. Waterbodies which move large volumes of sediment are not appropriate for the design and placement of LUNKERS since they are typically well entrenched and actively moving laterally.



812.8 COMPUTATION The unit of measure for LUNKERS is metre. The length is measured along the top of the waterbody bank.

812.9 DOCUMENTATION

812.9.1 Contract Drawings A plan and typical cross section(s) shall be provided, and show: • Location of the LUNKER structure; • Local stationing and station limits (if available) and unique identifier for the

LUNKER; • Original ground contour; • Type of streambed material; • High water level; and • Cover treatment/erosion control for disturbed ground areas and graded slopes

812.9.2 Quantity Sheets The locations and quantities of LUNKER structures are documented on Miscellaneous 1 Q-Sheets. Locations are shown using local stationing (if available) and the unique identifiers used on the contract drawings. The individual column entries are automatically totaled and transferred to the Tender Item List.

812.9.3 Documentation Accuracy Individual quantity entries are recorded to the nearest 0.1 m. The tender item total is rounded to the nearest 0.1 m.


DETAIL ESTIMATING RIFFLES ON STREAMBEDS

B820 - RIFFLES ON STREAMBEDS - OPSS 820 820.1 GENERAL

Riffles on streambeds are used to help provide a range of flow velocities, flow depths and substrates and hence a diversity of habitats within a channel. Riffles improve water quality through the oxygenation of water over riffles, reducing the re-suspension of fine sediment that can cause turbidity and spread of sediment-bound contaminants downstream.

820.2 REFERENCES CDED B823 Low Flow Channels OPSS 1005 Aggregates – Streambed Material

820.3 TENDER ITEMS Riffles (Normal, m², PQP)

820.4 SPECIFICATIONS The construction requirements for the installation of riffles are contained in OPSS 820.





820.7 DESIGN The design of riffles for natural channels is based on consultation with and/or the recommendations of environmental staff on the project. Most natural channel designs comprise a series of riffles, made up of high points composed of coarse substrate. At low flows, riffles have turbulent, shallow flow that aids to increase the streams dissolved oxygen content, and are the most productive areas for generating food and acting as spawning grounds. Riffles are characteristic of meandering streams. On average they tend to occur at intervals of 5 to 7 times the bankfull channel width. Riffles form the transition zones between bends. In low flow conditions, the flow over riffles is super-critical at which point they experience scour. However, larger substrate in the riffles is more resistant to erosion and they stay stable under all but most severe food events. Riffles create resistance to flow, and tend to migrate slowly downstream with the progression of the meander’s movement. The design shall mimic the riffles naturally occurring in the waterway to the greatest extent possible. The design and installation of a riffle shall not cause any negative impacts to the discharge rates or sediment loads of the subject watercourse. Riffles shall increase the channel roughness to provide improved habitat diversity and dissolved oxygen content for fish and aquatic life. The design must ensure that the riffle(s) will not redirect the stream flow and cause erosion or instability in the waterbody banks. Riffles should be located along straight reaches of the waterway or at meander inflection points. Riffles should not be located on bends as they may direct flows into the downstream bank, causing erosion. The heights of the riffles should be set to follow the average slope of the reach. If using riffles to control erosion, the height of the riffle should backflood to the base of the next riffle upstream. Riffles should typically be designed to block no more than 10% of the channel cross-sectional area and the height be kept under 500 mm to minimize disruption to high flows. The crest of the riffle should be keyed into the bed and banks and the rocks extended to the bankfull level. The riffle crest shall be composed of large upstream facing stone to ensure that migration of materials is minimized. Refer to OPSS 1005. The upstream facing slope of a riffle shall be no greater than 4H:1V. Elevating the crest will form a natural pool area to ensure that the watercourse will be maintained during low flows and provide a low velocity basin to reduce scouring of fine-grained channel bottoms. Riffle stone mixture is placed to create the downstream slope. Refer to OPSS 1005.



The downstream face shall have a slope that is equal to that of a natural riffle in the watercourse, or the average slope of the watercourse derived from 200 m upstream and 200 m downstream of the new riffle. The riffle shall be less in height that the normal water level of the channel, with the exception of some sporadic emergent boulders or cobbles. A low flow channel shall be included in the design. Refer to CDED B823 for low flow channels. Each riffle shall span the width of the high water level of the channel and range in length between one and two times the high water level width of the channel. If multiple riffles are installed in sequence, the spacing between riffles should be designed based one or more of the following: • natural riffles that are accumulating; • the distance observed between existing riffles in a similar undisturbed section of

the watercourse; • meander cross-over points; or • five to seven average wetted stream widths apart.

820.8 COMPUTATION This is a Plan Quantity Payment item. The unit of measure for riffles is square metre. The square metre area is measured from the design cross sections or scaled from the contract drawings for each location.

820.9 DOCUMENTATION

820.9.1 Contract Drawings A plan shall be provided, and show: • Location of the riffles. Include width and length dimensions for each. • Station limits, or other location referencing, and unique identifier for each riffle. • Existing ground contour, and excavation/grading limits, if required. • Streambed material to be placed (refer to OPSS 1005). • Riffle height, measured from base of placement to the crest. • Normal and high water levels. • References to applicable OPSD.



820.9.2 Quantity Sheets The locations and quantities of riffles are documented on Miscellaneous 1 Q-Sheets. Locations are identified by station, or other location referencing, and the unique identifiers used on the contract drawings. The square metre quantity is entered in the appropriate Q-sheet column for each riffle location. The individual column entries are automatically totaled and transferred to the Tender Item List.

820.9.3 Documentation Accuracy Stations and offsets are recorded to an accuracy of 0.1 metres. Individual quantity entries are recorded to an accuracy of 0.1 m². The tender item total is rounded to the nearest whole number.


DETAIL ESTIMATING POOLS IN STREAMBEDS

B821 - POOLS IN STREAMBEDS - OPSS 821 821.1 GENERAL

Pools in streambeds are used to help provide a range of flow velocities, flow depths and substrates and hence a diversity of habitats within a channel. Pools, in combination with riffles, improve water quality by reducing the capacity of the stream to transport sediment.

821.2 REFERENCES OPSS 1005 Aggregates – Streambed Material

821.3 TENDER ITEMS Pools (Normal, m², PQP)

821.4 SPECIFICATIONS The construction requirements for the installation of pools are contained in OPSS 821.



821.7 DESIGN The design of pools for natural channels is based on consultation with and/or the recommendations of environmental staff on the project. Most natural channels comprise a series of pools made up of low points with finer bed materials. Pools are formed at the concave banks in the bend.



Pools are excavated from the streambed to increase the channel depth and provide habitat, refuge, and migration passage downstream and/or upstream of high velocity areas, such as riffles or culverts. The designed pool depth and form should be designed to be compatible with other pools within the system. Pools are designed to complement the natural flow pattern of the stream, and prevent any negative impacts to the discharge rates or sediment loads of the watercourse. The design and installation prevents bank instability or erosion and scouring of the streambed. Pools should not be lined with stone (unless required for protection) so they can adjust naturally with flow conditions. However, streambed material is placed immediately downstream of the pool to provide streambed protection and variety in the substrate. Refer to OPSS 1005. Overhanging or in-stream cover can be incorporated into the design of the pool to provide cover for aquatic life and fish species. Cover elements in the design may include, but are not limited to the placement of sporadic cobbles or boulders in the pool or riparian plantings to provide overhanging vegetation. Culvert outlet pools are designed to be slightly deeper to provide additional energy dissipation function. When pools are installed at the downstream end of a culvert, the design is to ensure that a minimum of 200 mm of water depth is maintained in the culvert and at the culvert inlet upstream. Pools at culvert outlets are typically 2 to 4 times the culvert diameter in length and 0.5 times the culvert diameter in depth (but should always be a minimum of 1 meter in depth).

821.8 COMPUTATION This is a Plan Quantity Payment item. The unit of measure for pools is square metre. The square metre area is calculated based on the plan area at each location.

821.9 DOCUMENTATION

821.9.1 Contract Drawings A plan shall be provided, and show: • Location of the pools. Include width and length dimensions for each. • Station limits, or other location referencing, and unique identifier for each pool. • Existing streambed ground contour, and excavation/grading limits.



• Streambed material to be placed (refer to OPSS 1005). • Depth of streambed material. • Pool depth, measured from base of existing streambed to the bottom of the pool. • Normal and high water levels. • References to applicable OPSD.


The locations and quantities of pools are documented on Miscellaneous 1 Q-Sheets. Locations are identified by station, or other location referencing, and the unique identifiers used on the contract drawings. The square metre quantity is entered in the appropriate Q-sheet column for each pool location. The individual column entries are automatically totaled and transferred to the Tender Item List.


821.9.4 Non-Standard Documentation When streambed material excavated to form pools is to be re-used elsewhere, a non-standard special provision is required to specify the requirements.


DETAIL ESTIMATING ROCKY RAMPS ON STREAMBEDS

B822 - ROCKY RAMPS ON STREAMBEDS - OPSS 822 822.1 GENERAL

Rocky ramps on streambeds are used to help provide a range of flow velocities, flow depths and substrates and hence a diversity of habitats within a channel. They also improve water quality.

822.2 REFERENCES OPSS 1005 Aggregates – Streambed Material

822.3 TENDER ITEMS Rocky Ramps (Normal, m², PQP)

822.4 SPECIFICATIONS The construction requirements for the installation of rocky ramps are contained in OPSS 822.



822.7 DESIGN Rocky ramps on streambeds are structures commonly used on low obstructions less than four metres high. They consist of rocky ramps with a series of pools separated by ridges over which the water flows. These ridges are low enough to enable fish to move between the pools and therefore pass upstream. The gradient on which they are built is usually 1:20.



It is necessary to survey the site properly to ensure that the design, especially the height levels, is adequate to permit water flow down the rocky ramps and that it is of low enough energy to allow fish to pass around the barrier. Individual designs vary depending on the site (taking into account factors such as the stream size, flow rates, stream gradients, stream bank slope and streambed substrata type), the availability of materials (especially suitable rocks/concrete) and the nature of the obstruction to be overcome (such as the height and morphology of a weir wall). Rocky ramp on streambeds are designed to provide a pool – boulder weir sequence that permits the passage of fish over an in-stream barrier. The slope of the ramp is determined based on all of the following: • The height of the obstruction;

• The water levels and discharge rates;

• The required velocity based on the burst speed of local fish species;

• The water depth required for fish passage;

• The distance available downstream for the ramp; and

• The slope of the waterway in an undisturbed reach of the watercourse containing a boulder weir.

When possible, the design should incorporate the removal of the in-stream obstruction (e.g. weir or dam) from the streambed prior to installing the rocky ramp. Excavation of the streambed or addition of material to the streambed shall be completed to obtain the desired slope. A streambed that has been excavated to the desired slope shall have a layer of boulder weir stone mixture placed the prepared surface. If the streambed must be built-up, the material used shall be boulder weir stone mixture (refer to OPSS 1005). Site specific measures may be required to prevent the stream flow from seeping down into the ramp. Measures such as a clay core or liner, or addition of fine material in the boulder weir stone mixture may be used for preventing seepage. Once the desired slope and height of the ramp is obtained, large stones shall be arranged to create boulder weir-pool sequences down the face of the slope. The spacing and height requirements of the boulder weirs and pools shall be specified in the design. The rocky ramp shall span the entire width of the watercourse channel and extend past the high water level up the watercourse banks to provide armoring against erosion. The entire length of the rocky ramp shall include a low flow channel to ensure fish passage during all water level conditions.



822.8 COMPUTATION

This is a Plan Quantity Payment item. The unit of measure for rocky ramps is square metre. The square metre area is calculated based on the plan area at each rocky ramp location.

822.9 DOCUMENTATION

822.9.1 Contract Drawings A plan shall be provided, and show: • Location of the rocky ramps and individual boulder weirs and pools. Include

width and length dimensions for each.

• Station limits, or other location referencing, and unique identifier for each rocky ramp.

• Existing streambed contour and design contour, if excavation/grading required.

• Profile with overall and local slopes along the rocky ramps and depths and/or elevations of boulder weir crests and pools.

• Streambed material(s) to be placed (refer to OPSS 1005).

• Depth of streambed material(s).

• Normal and high water levels.

• References to applicable OPSD.

822.9.2 Quantity Sheets The locations and quantities of rocky ramps are documented on Miscellaneous 1 Q-Sheets. Locations are identified by station, or other location referencing, and the unique identifiers used on the contract drawings. The square metre quantity is entered in the appropriate Q-sheet column for each rocky ramp location. The individual column entries are automatically totaled and transferred to the Tender Item List.




822.9.4 Non-Standard Documentation When existing obstructions to fish passage within the stream are to be removed, a non-standard special provision is required to specify the requirements.


DETAIL ESTIMATING LOW FLOW CHANNELS

B823 - LOW FLOW CHANNELS - OPSS 823 823.1 GENERAL

Low flow channels are constructed to maintain and enhance fish passage in a waterbody or culvert.

823.2 REFERENCES OPSS 1005 Aggregates - Streambed Material

823.3 TENDER ITEMS Low Flow Channel (Normal, m, PQP) Low Flow Channel (Normal, tonnes, Non-PQP)

823.4 SPECIFICATIONS The construction requirements for the installation of low flow channels are contained in OPSS 823.



823.7 DESIGN The design of low flow channels is based on consultation with and/or the recommendations of environmental staff on the project. The low flow channel design should create a low width to depth ratio channel that is within the streambed.



The low flow channel should not affect the hydraulic design criteria of any culverts and shall prevent any scouring or erosion of the streambed or waterbody banks. The success of this technique on sand-bed channels is virtually nonexistent due to the high transport rates of sediment under nearly all flow regimes. The watercourse velocity within the low flow channel should not exceed the burst speed of the resident or target fish species. Fish passage during all water level conditions should be accommodated, with the exception of an approved watercourse diversion. This may require excavation of the streambed. The excavated materials shall be used to line the low flow channel, except if it is fine silt and/or clay it shall not be used for lining the channel. If the excavated materials are fine grain materials, streambed material shall be used to line the channel. Refer to OPSS 1005.

823.8 COMPUTATION Low flow channel by the metre is a Plan Quantity Payment item. Low flow channel by the tonne is not a Plan Quantity Payment item. When streambed material is not required, the unit of measure for low flow channel is the metre. Measurement is based on the length of the low flow channel centreline. When streambed material is required to be placed on the streambed and to construct the low flow channel, the unit of measure for low flow channel is the mass of streambed material in tonnes. A conversion factor of 2.0 tonnes/m³ should be used.

823.9 DOCUMENTATION

823.9.1 Contract Drawings A plan shall be provided, and show: • Location of the low flow channel.

• Station limits, or other location referencing, and unique identifier for the low flow channel.

• Cross section showing the dimensions of the low flow channel, and excavation and streambed material placement, if applicable.

• Existing streambed contour and design contour, if excavation/grading required.

• Overall slope of the low flow channel.

• Streambed material to be placed (refer to OPSS 1005).



• Depth of streambed material.

• Low and normal water levels.

• References to applicable OPSD.

• Include a note specifying the requirements when existing streambed materials to be excavated are to be re-used in the work.


The locations and quantities of low flow channels are documented on Miscellaneous 1 Q-Sheets. Locations are identified by station, or other location referencing, and the unique identifiers used on the contract drawings. The metre or tonnage quantity, as applicable, is entered in the appropriate Q-sheet column for each low flow channel location. The individual column entries are automatically totaled and transferred to the Tender Item List.

823.9.3 Documentation Accuracy Stations and offsets are recorded in whole number metres. Individual quantity entries for low flow channel by the metre are recorded to an accuracy of 0.1 metres. The tender item total is rounded to the nearest 0.1 m. Individual quantity entries for low flow channel by the tonne are recorded to the nearest whole number. The tender item total is rounded to the nearest whole number.


DETAIL ESTIMATING BAFFLES IN A CULVERT

B824 - BAFFLES IN A CULVERT - OPSS 824 824.1 GENERAL

Baffles in a culvert are constructed to direct water flow and enhance fish passage.

824.2 REFERENCES OPSS 1005 Aggregates - Streambed Material

824.3 TENDER ITEMS Baffles in a Culvert (Normal, each, PQP)

824.4 SPECIFICATIONS The construction requirements for the installation of culvert baffles are contained in OPSS 824.



824.7 DESIGN The design of baffles is based on consultation with and/or the recommendations of environmental staff on the project. Baffles will create hydraulic conditions that will maintain fish passage through the entire length of the Culvert, and are permanent structures designed to be hydraulically stable within the culvert.



The design and installation of baffles must be considered during the hydraulic design of the culvert. Fish passage during all water level conditions shall be accommodated, with the exception of an approved watercourse diversion. The baffles provide localized resting areas, and a stream velocity that is equal to or less than the burst speed of fish species present in the watercourse for all water level conditions. Baffles shall have a sufficient downstream angle to prevent the collection of sediment and/or debris. The installation and operation of baffles shall not cause scouring or erosion of the watercourse banks or streambed. Baffles may be constructed of rock or concrete.

824.8 COMPUTATION This is a Plan Quantity Payment item. The unit of measure for baffles in a culvert is each. The work is for the construction of baffles, only. The placement of streambed material and construction of a low flow channel within the culvert requires the use of the low flow channel item (refer to section B823).

824.9 DOCUMENTATION

824.9.1 Contract Drawings A plan shall be provided, and show: • Location of the baffles. • Station reference and culvert number and/or stream name. • Baffle material. For rock, refer to OPSS 1005. For concrete, the material

requirements must be specified on the drawings. • Baffle elevation, dimensions, spacing, and downstream angle. • References to applicable OPSD.



824.9.2 Quantity Sheets The location and quantities of baffles in a culvert are documented on Miscellaneous 1 Q-Sheets. Each culvert location is identified by station reference and culvert number and/or stream name. The number of baffles is entered in the appropriate Q-sheet column for each culvert location. The individual column entries are automatically totaled and transferred to the Tender Item List.

824.9.3 Documentation Accuracy Stations are recorded in whole numbers. Individual quantity entries are recorded to the nearest whole number.


CHAPTER E – SPECIAL PROVISIONS LIST OF ACTIVE SSPs

E3-1 - LIST OF ACTIVE STANDARD SPECIAL PROVISIONS

S.P. # Title Issue Date Imp. Date

100S02 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 - Ontario Provincial Standards

Mar 2017 Jun 8, 2017

100F06 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 - Tender Items Governed By Municipal-Oriented Specifications

Nov 2016 Jan 12, 2017

100F08 PROTECTION OF PUBLIC TRAFFIC - Restrictions on Construction Operations

Mar 2017 Jun 8, 2017

100S15 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 - Utilities and Maintaining Roadways and Detours

May 2017 Jun 8, 2017

100S21 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 - Indemnification and Insurance Requirements Concerning the Canadian Pacific Railway Company

Feb 2017 Mar 2, 2017

100S22 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 - Indemnification and Insurance Requirements Concerning the Canadian National Railway Company

Nov 2016 Jan 12, 2017

100F28 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 - Property; Aircraft and Watercraft; Boiler; and Contractor’s Equipment Insurance

Nov 2016 Jan 12, 2017

100S59 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 - Approvals and Permits, and Water Taking

Nov 2016 Jan 12, 2017

100S62 (ATMS)

AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 - Definitions, Substantial Performance, and Advance Payments for Material

Nov 2016 Jan 12, 2017

101F02 AMENDMENT TO OPSS 120, NOVEMBER 2014 - Identification of Waterbodies for Application of DFO Guidelines for the Use of Explosives In or Near Canadian Fisheries Waters

Dec 2014 Jan 8, 2015

101S04 AMENDMENT TO OPSS 120, NOVEMBER 2014 - Flyrock Incident Form - Part A

Jan 2017 Jan 12, 2017

101S11 ADDITIONAL EQUIPMENT - Equipment Option and Compensation Rates Mar 1985 Mar 1, 1985

101S12 POWER RATINGS - Horse Power, Crawlers, Tractors, and Dozers Aug 1984 Aug 1, 1984

101F13 LIQUIDATED DAMAGES - Inadequate Supply of Equipment, Labour and Material

Aug 1984 Aug 1, 1984

101S18 AMENDMENT TO OPSS 102, OCTOBER 1992 - Bar Coding on Material Delivery Invoices

Apr 1994 May 11, 1994

101F21 OCCUPATIONAL HEALTH AND SAFETY ACT COMPLIANCE - List of Designated Substances

Nov 2014 Nov 6, 2014

101F23 AMENDMENT TO OPSS 182, APRIL 2017 - Timing of In-Water Works, Oversight Requirements, and Measures to Avoid Harm to Fish

Apr 2017 Jun 8, 2017

102S05 AMENDMENT TO OPSS 206, NOVEMBER 2014 - Various Revisions to Construction Specification for Grading

May 2017 Jun 8, 2017

June 2017 Page 1 of 13 CDED E3-1



103F02 AMENDMENT TO OPSS 313, NOVEMBER 2016 - Submission Requirements and Production

Mar 2017 Mar 2, 2017

103F03 AMENDMENT TO OPSS 313, NOVEMBER 2016 - Delete and Replace Construction Specification for Hot Mix Asphalt - End Result

Jun 2017 Jun 8, 2017

103F31 ASPHALTIC CONCRETE SURFACE SMOOTHNESS - Asphaltic Concrete Payment Adjustment for Surface Smoothness Based on Quality Assurance Measurements Taken by an Inertial Profiler

Jun 2017 Jun 8, 2017

103S39 AMENDMENT TO OPSS 350, MARCH 1998 - Curing Compound Sep 2001 Oct 10, 2001

104S06 AMENDMENT TO OPSS 421, NOVEMBER 2015 - Post Installation Inspection

Feb 2016 Mar 03, 2016

105S22 AMENDMENT TO OPSS 501, NOVEMBER 2014 - Target Density Control Strip

Jun 2016 Sep 1, 2016

106S05 (ATMS)

AMENDMENT TO OPSS 106, APRIL 2017 - Revisions to Definitions, Materials, and Construction for ATMS Work

Jun 2017 Jun 8, 2017

106S09 (ELEC)

AMENDMENT TO OPSS 609, NOVEMBER 2012 - Proof of Performance Testing and Inspection

Feb 2017 Mar 2, 2017

106S10 (ELEC)

AMENDMENT TO OPSS 611, NOVEMBER 2013 - Proof of Performance Testing and Inspection

Feb 2017 Mar 2, 2017

106S16 (ELEC)

AMENDMENT TO OPSS 617, NOVEMBER 2013 - Definitions and Proof of Performance Testing and Inspection

Feb 2017 Mar 2, 2017

107S01 AMENDMENT TO OPSS 710, NOVEMBER 2010 - Short Term Pavement Marking

Sep 2011 Sep 29, 2011

107S02 AMENDMENT TO OPSS 710, NOVEMBER 2010 - Sample and Application Requirements

Feb 2017 Mar 2, 2017

107S04 AMENDMENT TO OPSS 740, NOVEMBER 2010 - Steel Reinforcement Feb 2013 Mar 7, 2013

107S05 AMENDMENT TO OPSS 706, NOVEMBER 2016 - Freeway Paving Operations

Apr 2017 Jun 8, 2017

109S04 AMENDMENT TO OPSS 906, NOVEMBER 2012 Mar 2016 Mar 03, 2016

109S12 AMENDMENT TO OPSS 902, NOVEMBER 2010 - QVE, Backfilling Compaction, and Certificate of Conformance

Feb 2017 Mar 2, 2017

109S14 AMENDMENT TO OPSS 905, NOVEMBER 2014 - Inspection After Installation of Mechanical Connectors and Placing Reinforcement

Feb 2017 Mar 2, 2017

109F16 TRANSPORTATION OF STRUCTURAL COMPONENTS - Background Feb 2009 Feb 19, 2009

109S22 INSTALLATION OF STEEL PINS Aug 1984 Aug 1, 1984

109S23 TIMBER MATTING Aug 1984 Aug 1, 1984

109S31 SUBSTITUTION OF PRECAST CONCRETE BOX CULVERTS FOR CAST-IN-PLACE CONCRETE BOX CULVERTS - Submission and Design Requirements, Aggregate, Construction and Payment of Precast Box Culvert Alternative

Jul 2011 Jul 21, 2011

109S56 AMENDMENT TO OPSS 905, NOVEMBER 2014 Jul 2016 Jul 21, 2016

110S03 AMENDMENT TO OPSS 1002, APRIL 2013 - Fine Aggregate and Aggregate Processing, Handling, and Stockpiling

Apr 2015 Apr 23, 2015




110F10 USE OF AIR COOLED IRON BLAST FURNACE SLAG AS GRANULAR MATERIAL - Requirements for Use of Air Cooled Iron Blast Furnace Slag as Granular Material In Road Construction

Sep 2001 Sep 20, 2001

110S12 AMENDMENT TO OPSS 1003, APRIL 2013 - Material Specification for Aggregates - Hot Mix Asphalt

Feb 2017 Mar 2, 2017

110F14 INFORMATION TO BIDDERS REGARDING AGGREGATE SOURCES - General

Jun 2012 Jul 5, 2012

110S16 AMENDMENT TO OPSS 1004, NOVEMBER 2012 - Quality Assurance Sampling, and Physical Property and Gradation Requirements for Granular Sheeting

May 2017 Jun 8, 2017

111F06 AMENDMENT TO OPSS 1151, NOVEMBER 2016 - Mix Design Criteria and Asphalt Cement Anti Stripping Treatment

Mar 2017 Mar 2, 2017

111F09 AMENDMENT TO OPSS 1101, NOVEMBER 2014 - Additional Test Results and Samples for Performance Graded Asphalt Cement (PGAC)

Jun 2017 Jun 8, 2017

112S07 AMENDMENT TO OPSS 1212, NOVEMBER 2003 - Material Specification for Hot-Poured Rubberized Asphalt Joint/Crack Sealant Compound

Feb 2008 Feb 14, 2008

113S03 AMENDMENT TO OPSS 1301, SEPTEMBER 1996 - Cementing Materials Dec 2004 Jan 19, 2005

113S05 AMENDMENT TO OPSS 1359, MAY 1993 - Unshrinkable Backfill Dec 2006 Jan 25, 2007

113S09 AMENDMENT TO OPSS 1352, NOVEMBER 1989 - Steel Reinforcement Feb 2013 Mar 7, 2013

114S05 AMENDMENT TO OPSS 1440, NOVEMBER 2014 - Fabrication of Reinforcing and Splice Bars

Nov 2016 Dec 15, 2016

118S03 AMENDMENT TO OPSS 1821, MAY 1993 - Air Void System Parameters, Salt Scaling and Concrete Cover Measurements of Precast Hardened Concrete

Feb 2017 Mar 2, 2017

168F10 (ATMS)

ATMS OPERATIONS - Interference With ATMS Operations Sep 2007 Jan 24, 2008

168F14 (ATMS)

QUALITY CONTROL, TESTING AND DOCUMENTATION FOR ATMS WORK

Mar 2012 Mar 15, 2012

168S20 (ATMS)

PROTECTION OF EXISTING SYSTEM - Accidental Damage to Existing ATMS Plant

Sep 2007 Oct 15, 2010

168F31 (ATMS)

INCENTIVE/DISINCENTIVE FOR REINSTATEMENT OF LOOP DETECTORS

Feb 2014 Mar 27, 2014

168F32 (ATMS)

NTCIP FOR VARIABLE MESSAGE SIGNS - Requirements for Delivery, Installation, Documentation and Testing of (NTCIP) for (PVMS) and (VMS) Controllers

Jul 2009 Jul 23, 2009

199F03 PLACING HOT MIX ASPHALT BEFORE SEASONAL SHUTDOWN May 2016 Jun 9, 2016

199F06 STOCKPILING OF MATERIALS FOR FUTURE USE BY THE MINISTRY Jul 2010 Jul 22, 2010

199F12 ENVIRONMENTALLY SENSITIVE AREAS Nov 2014 Nov 6, 2014

199S18 FENCING OF THE CONSTRUCTION AREA Jun 1992 Sep 2, 1992

199S24 SUPPLY OF TRUCKS Aug 1984 Aug 1, 1984

199F31 ENVIRONMENTAL EXEMPTIONS AND PERMITS Apr 2016 Apr 28, 2016




199F33 CONSTRUCTION NOISE CONSTRAINTS - Noise Sensitive Areas - Requirements for Control of Construction Noise Produced by the Contractor's Operations

Jun 2013 Jun 20, 2013

199S38 ADMINISTRATION OF AGGREGATE SOURCES INCLUDING EARTH BORROW AND ROCK SUPPLY SOURCES AND HIGHWAY RIGHT-OF-WAY AGGREGATE PRODUCTION - Permits and Approvals for Pit and Quarry Operations, Haul Road Maintenance and Repair, and Surplus Crushed Granular Materials

Mar 2017 Jun 8, 2017

199F43 OTHER CONTRACTORS WITHIN OR ADJACENT TO THE LIMITS OF THE CONTRACT

Jun 2000 Jun 21, 2000

199S44 TRAFFIC CONTROL AT INTERSECTIONS Jan 2001 Jan 10, 2001

199S48 QUALITY VERIFICATION ENGINEER SERVICES Feb 2017 Mar 2, 2017

199S53 PERFORMANCE REQUIREMENT-QUALITY PROCESSES - Performance Requirements for Quality Processes

Feb 2012 Apr 26, 2012

199S54 PARTICIPATION IN THE ANNUAL LABORATORY CORRELATION PROGRAM - Annual Laboratory Correlation Program

May 2004 May 26, 2004

199S55 RECORD DRAWINGS FOR STRUCTURES AND FOUNDATIONS May 2004 May 26, 2004

199S56 CONTROL OF EMISSIONS DURING STRUCTURAL WORK - Requirements for Control of Emissions Generated from Work on Structures

Sep 2005 Nov 17, 2005

199F57 GENERAL REQUIREMENTS OF SAMPLES FOR QUALITY ASSURANCE, REFEREE AND OTHER TESTING BY THE OWNER OR THE OWNER'S AGENT - Requirements for Handling, Identification, and Delivery of Samples to a Laboratory for Quality Assurance, Referee and Other Testing

Feb 2017 Mar 2, 2017

199F59 NATIONAL ENERGY BOARD (NEB) REGULATED PIPELINES Feb 2015 Feb 26, 2015

199S60 INCENTIVE FOR SUPPLY OF CANADIAN STEEL - Requirements for an Incentive Payment for Supply of Canadian Steel

Oct 2009 Oct 29, 2009

199F61 ADDITIONAL DOCUMENTS AVAILABLE DURING ADVERTISING Dec 2016 Dec 15, 2012

199F63 NAVIGABLE WATERS PROTECTION Mar 2012 Apr 26, 2012

199S64 GENERAL REQUIREMENTS FOR REFEREE TESTING Jul 2016 Jul 21, 2016

199S65 CONTRACT DOCUMENTS AND NATIVE FORMAT ELECTRONIC INFORMATION

Dec 2016 Dec 15, 2016

201F01 CLEARING - Item No., CLOSE CUT CLEARING - Item No. - Amendment to OPSS 201, November 2011 - Salvage of Trees

May 2013 Jun 20, 2013

201F02 CLEARING - Item No., CLOSE CUT CLEARING - Item No. - Amendment to OPSS 201, November 2011 - Marketable Timber from Crown Lands

May 2013 Jun 20, 2013

206F04 ROCK EXCAVATION, GRADING - Item No. - Amendment to OPSS 206, November 2014 - Bulking Factor for Shale

Dec 2014 Jan 8, 2015

206F06 EARTH EXCAVATION, GRADING - Item No. - Amendment to OPSS 206, November 2014

Dec 2014 Jan 8, 2015




209F01 RENTAL OF SWAMP EXCAVATION EQUIPMENT, DRAGLINE - Item No., (Same), HYDRAULIC BACKHOE - Item No., GEOTEXTILE FOR SWAMP TREATMENT - Item No. – Amendment to OPSS 209, November 2014

Dec 2014 Jan 8, 2015

212F01 EARTH BORROW - Item No. - Amendment to OPSS 212, November 2013 - Fly Ash Material

Jan 2014 Mar 27, 2014

220S01 WICK DRAINS - Item No. - Amendment to OPSS 220, November 2014 Dec 2016 Dec 15, 2016

299F01 RENTAL OF MOTOR GRADER (Various) - Item No., RENTAL OF BACKHOE (VARIOUS) - Item No. - Use of Rental Equipment

May 2002 May 29, 2002

299F02 DRILL AND BLAST ROCK IN DITCHES - Item No. - Construction Specification for Drilling and Blasting Rock in Ditches

Apr 2014 May 8, 2014

299F11 EARTH DITCH CLEANOUT – Item No., ROCK DITCH CLEANOUT – Item No. – Construction Specification for Ditch Cleanout

Sep 2011 Sep 29, 2011

304F04 BINDER (TYPE) - Item No., CLASS 1, 2, 4, 6 AGGREGATE - Item No., CLASS 1, 2, 4, 6 AGGREGATE, FROM STOCKPILE - Item No. - Amendment to OPSS 304, November 2006 - Application of Binder, Binder Sampling, Determination of Binder and Aggregate Application Rates, Quality Assurance and Price Adjustments

Feb 2017 Mar 2, 2017

305S03 GRANULAR SEALING - Item No. - Amendment to OPSS 305, November 2016

Mar 2017 Mar 2, 2017

308F02 TACK COAT - Item No. - Amendment to OPSS 308, April 2012 - Painting Material, Application Options, and Samples for Testing

Feb 2017 Mar 2, 2017

331F02 FULL-DEPTH RECLAMATION WITH EXPANDED ASPHALT STABILIZATION – Item No. - Amendment to OPSS 331, November 2015 - Design Rate of Expanded Asphalt

Nov 2015 Dec 17, 2015

332F03 HOT IN-PLACE RECYCLED MIX - Item No. - Amendment to OPSS 332, November 2016 - Design Requirements and Preparation of Existing Pavement

Nov 2016 Jan 12, 2017

333S04 COLD IN-PLACE RECYCLED MIX – Item No. - Amendment to OPSS 333, November 2015 - Compaction Measurement Using Nuclear Moisture and Density Gauge

Jun 2016 Jul 21, 2016

335S04 COLD IN-PLACE RECYCLED EXPANDED ASPHALT MIX – Item No. - Amendment to OPSS 335, November 2015 - Compaction Measurement Using Nuclear Moisture and Density Gauge

Jun 2016 Jul 21, 2016

336F01 MICRO-SURFACING -TYPE (VARIOUS) - Item No. - Amendment to OPSS 336, November 2009

May 2016 Jun 9, 2016

337F01 SLURRY SEAL – TYPE (VARIOUS) - Item No. - Amendment to OPSS 337, November 2008

Nov 2013 Dec 5, 2013

341S01 SEALING CRACKS IN ASPHALT PAVEMENT - Item No., ROUTING AND (Same) - Item No. - Construction Specification for Routing and Sealing Cracks in Asphalt Pavement

Feb 2017 Mar 2, 2017

351S01 TACTILE WALKING SURFACE INDICATORS FOR CONCRETE SIDEWALK RAMPS - Item No. - Amendment to OPSS 351, November 2015

Oct 2016 Dec 15, 2016

351S02 CONCRETE SIDEWALK - Item No. - Amendment to OPSS 351, November 2015 - Granular Material Placed Below Sidewalk

Jan 2016 Jan 28, 2016




353S02 CONCRETE CURB AND GUTTER - Item No. - Amendment to OPSS 353, September 1996

Jul 2007 Aug 30, 2007

399F01 FULL DEPTH CRACK REPAIRS - Item No. - Requirements for Full Depth Crack Repairs in Asphaltic Concrete Pavements

Dec 2014 Dec 18, 2014

399F02 TEMPORARY HOT MIX PAVEMENT - Item No. - Requirements for Construction of Temporary Hot Mix Pavement

Jan 2017 Mar 2, 2017

399S09 RECLAIM ASPHALT PAVEMENT - PARTIAL DEPTH - Item No. - Requirements for Reclaiming Existing Asphalt Pavement to a Partial Depth and Stockpiling the Processed Material for Reuse

Jun 2006 Jul 27, 2006

399S10 RECLAIM ASPHALT PAVEMENT - FULL DEPTH - Item No. - Requirements for Reclaiming Existing Asphalt Pavement and Asphalt Curb and Gutter to Their Full Depth, and Stockpiling the Material for Reuse

May 2010 May 20, 2010

399S43 FULL DEPTH CONCRETE REPAIR - Item No., FAST TRACK (Same) - Item No., PARTIAL DEPTH CONCRETE REPAIR - Item No., FAST TRACK (Same) - Item No. - Amendment to OPSS 360, OPSS 362, and OPSS 364 - Repairs to Concrete Pavement and Concrete Base

Feb 2013 Mar 7, 2013

407S01 BREAKING INTO MANHOLES, CATCHBASINS, DITCH INLETS, CULVERTS AND SEWERS - Item No. - Amendment to MTC Form 407, March 1984 - Pipe Subdrain Outlet to Existing Structure

Feb 1988 May 1, 1988

407S02 ROCK EXCAVATION FOR SEWERS, MANHOLES, CATCHBASINS AND DITCH INLETS - Item No. - Amendment to MTC Form 407, March 1984

Aug 2007 Sep 20, 2007

407S03 CATCH BASIN COLLAR - Item No. - Amendment to MTC Form 407, March 1984

Jul 1996 Aug 16, 1996

407S06 (SIZE) MANHOLES CATCH BASINS AND DITCH INLETS - Item No., ADJUSTING AND REBUILDING MHs, CBs AND DIs - Item No. - Amendment to MTC Form 407, March 1984 - Aggregate Requirements, Lift Rings, Adjustment Units and Resilient Connectors

Apr 2014 Jun 12, 2014

415S01 TUNNEL - Item No. - Amendment to OPSS 415, February 1990 - Interceptor Drains and Service Connections

Mar 2012 Apr 26, 2012

416S01 JACKING AND BORING - Item No. - Amendment to OPSS 416, February 1990 - Interceptor Drains and Service Connections

Mar 2012 Apr 26, 2012

422S01 PRECAST CONCRETE BOX CULVERT - Item No. - Amendment to OPSS 422, April 2004

Jul 2011 Jul 21, 2011

499S02 CLEAN OUT CATCHBASINS, MAINTENANCE HOLES AND DITCH INLETS - Item No. - Management of Highway Storm Sewer Catchbasin Cleanout Material - No Receiving Site Provided

Mar 2012 Apr 26, 2012

499S03 WELD AND RELEASE MAINTENANCE HOLE AND CATCH BASIN FRAMES AND GRATES - Item No.

Jan 2000 Feb 2, 2000

517F01 DEWATERING SYSTEM - Item No., TEMPORARY FLOW PASSAGE SYSTEM - Item No. - Amendment to OPSS 517, November 2016 - Design Storm Return Period and Preconstruction Survey Distance

May 2017 Jun 8, 2017

599S22 RETAINED SOIL SYSTEM (VARIOUS) - Item No., BACKFILL FOR RSS (VARIOUS) - Requirements for Design and Construction of RSS Walls and Steep Slopes

Feb 2016 Mar 03, 2016




599S23 RETAINED SOIL SYSTEM (VARIOUS) - Item No. - Requirements for Materials, QC and QA Testing and Acceptance Criteria for Precast Concrete Facing Elements Including Panels

Feb 2017 Mar 2, 2017

601S01 (ELEC)

MAINTENANCE AND OPERATION FOR TEMPORARY TRAFFIC SIGNAL SYSTEM WORK - Item No. - Requirements for Maintenance and Operation of Temporary Traffic Signal System

Nov 2014 Dec 18, 2014

610F01 (ELEC)

REMOVAL OF ELECTRICAL EQUIPMENT - Item No. - Shipping of Salvaged Electrical Equipment and Materials

Nov 2016 Jan 12, 2017

611F01 (ELEC)

UNDERPASS LUMINAIRES - Item No., (Same) (TEMPORARY) - Item No., REPLACE (Same) - Item No. - Amendment to OPSS 611, November 2013

Feb 2014 Mar 27, 2014

614F01 (ELEC)

DISTRIBUTION ASSEMBLIES - Item No., (Same) (TEMPORARY) - Item No., SUPPLY CONTROL CABINET ASSEMBLIES - Item No., (Same) (TEMPORARY) - Item No. - Amendment to OPSS 614, November 2012 - Listing of Descriptions for Distribution and Supply Control Cabinet Assemblies, and Supply of Arc Flash and Shock Hazard Warning Labels

Apr 2017 Jun 8, 2017

615S05 (ELEC)

BREAKAWAY BASE ANTI-THEFT DEVICE - Item No. - Amendment to OPSS 615, April 2017

May 2017 Jun 8, 2017

617F01 (ELEC)

LIGHTING LUMINAIRES (VARIOUS) - Item No., (Same) (TEMPORARY) - Item No. - Amendment to OPSS 617, November 2013

Feb 2014 Mar 27, 2014

617F03 (ELEC)

(VARIOUS) LED LIGHTING LUMINAIRES - Item No. - Amendment to OPSS 617, November 2013

Feb 2014 Mar 27, 2014

622F03 (ELEC)

TRAFFIC SIGNAL CONTROLLERS - Item No., TRAFFIC SIGNAL CONTROLLERS (TEMPORARY) - Item No. - Amendment to OPSS 622, April 2017 for Traffic Signal Controller Programming and Timing

May 2017 Jun 8, 2017

623F03 (ELEC)

ACCESSIBLE PEDESTRIAN SIGNALS - Item No., ACCESSIBLE PEDESTRIAN SIGNALS (TEMPORARY) - Item No. - Amendment to OPSS 623, April 2017 for Listing of Product Descriptions and Verbal Announcements for Accessible Pedestrian Signals

May 2017 Jun 8, 2017

623F04 (ELEC)

NON-INTRUSIVE DETECTION SYSTEM - Item No., NON-INTRUSIVE DETECTION SYSTEM (TEMPORARY) - Item No. - Amendment to OPSS 623, April 2017 for Listing of Non-Intrusive Detection System Equipment

May 2017 Jun 8, 2017

630F02 (ELEC)

(Various m) SECTIONAL STEEL HIGH MAST LIGHTING POLES AND EQUIPMENT - Item No. - Amendment to OPSS 630, November 2016

Nov 2016 Jan 12, 2017

631S02

(ELEC)

CONCRETE FOOTINGS FOR HIGH MAST LIGHTING POLES - Item No. - Amendment to OPSS 631, November 2015

Feb 2016 Mar 03, 2016

681F15 (ATMS)

TRAINING FOR ATMS WORK - Item No. - Requirements for Training Seminars to be Provided by the Contractor

Sep 2007 Jan 24, 2008

681F17 (ATMS)

SPARE COMPONENTS FOR ATMS WORK - Item No. - Requirements for Supply of Additional Quantities of Tender Items

Sep 2007 Jan 24, 2008

681F19 (ATMS)

SYSTEM INTEGRATION TESTING FOR ATMS WORK - Item No. - Requirements for System Integration Testing (SIT) of all ATMS Subsystems.

Sep 2007 Jan 24, 2008

681F25 (ATMS)

MAINTENANCE AND WARRANTY FOR ATMS WORK - Item No. - Requirements for Maintenance and Warranty for all ATMS Components Supplied, Installed, Replaced or Modified

Jun 2017 Jun 8, 2017




681F32 (ATMS)

GROUND DEPLOYMENT OF PVMS - Item No., FIXED SUPPORT DEPLOYMENT OF PVMS - Item No. - Requirements for Deployment of Portable Variable Message Signs (PVMS)

Sep 2007 Jan 24, 2008

681F34 (ATMS)

MAINTENANCE AND WARRANTY FOR PVMS - Item No. - Requirements for Maintenance and Warranty of Portable Variable Message Signs (PVMS) and Associated Subsystem Components

Mar 2012 Apr 26, 2012

682S01 (ATMS)

ATMS FIELD EQUIPMENT CABINET MAINTENANCE SITES - Item No. - Requirements for Construction of ATMS Field Equipment Cabinet Maintenance Sites

Apr 2016 Apr 28, 2016

682S07 (ATMS)

FLEXIBLE DUCTS BY SUBSURFACE INSTALLATION – Item No., RIGID DUCTS, DIRECT BURIED - Item No., (Same) (TEMPORARY) – Item No. - Amendment to OPSS 603, November 2015

Feb 2016 Mar 03, 2016

682S08 (ATMS)

SURFACE MOUNTED DUCT SYSTEMS - Item No., (Same) (TEMPORARY) - Item No. - Amendment to OPSS 603, November 2015

Feb 2016 Mar 03, 2016

682S09 (ATMS)

EXTRA LOW VOLTAGE CABLES (VARIOUS) - Item No., SAWCUT SLOT FOR EXTRA LOW VOLTAGE CABLES - Item No. - Amendment to OPSS 604, November 2013

Feb 2014 Mar 27, 2014

682S12 (ATMS)

POWER SUPPLY CABINETS - Item No. - Requirements for Installation of Power Supply Cabinets

Sep 2010 Oct 14, 2010

682S13 (ATMS)

CONCRETE POLES, DIRECT BURIED IN EARTH - Item No. - Amendment to OPSS 615, November 2008

Feb 2009 Mar 12, 2009

682S14 (ATMS)

CONCRETE PADS - Item No. - Amendment to OPSS 616, November 2012 Feb 2013 Mar 7, 2013

682S15 (ATMS)

BASE MOUNTED COMMUNICATION PEDESTALS - Item No. - Requirements for Installation of Base Mounted Communications Pedestal on a Concrete Footing

Sep 2007 Jan 24, 2008

682S16 (ATMS)

CONTROLLER CABINETS - Item No. - Amendment to OPSS 622, April 2017

Jun 2017 Jun 8, 2017

682S17 (ATMS)

CONTROLLERS - Item No. - Requirements for Installation and Testing of Advanced Traffic Controllers (ATCs)

Jul 2012 Sep 13, 2012

682S18 (ATMS)

LOOP VEHICLE DETECTOR SENSOR UNITS - Item No. - Requirements for Installation and Testing of Loop Vehicle Detector Sensor Units

Sep 2007 Jan 24, 2008

682S19 (ATMS)

ATMS LOOP DETECTORS - Item No., (Same) (TEMPORARY) - Item No. - Amendment to OPSS 623, April 2017

May 2017 Jun 8, 2017

682S20 (ATMS)

TEST EXISTING LOOP DETECTORS - Item No. - Requirements for Locating and Testing of Existing Loop Detectors Installed Under Previous Contracts

Sep 2007 Jan 24, 2008

682F22 (ATMS)

REMOVAL OF ADVANCED TRAFFIC MANAGEMENT SYSTEM EQUIPMENT - Item No. - Amendment to OPSS 610, November 2016

Nov 2016 Jan 12, 2017

682S23 (ATMS)

INNER CHAMBERS - Item No. - Requirements for Installation of Inner Chambers Within Rigid Ducts

Sep 2007 Jan 24, 2008

682S25 (ATMS)

CONCRETE FOOTINGS IN EARTH - Item No. - Amendment to OPSS 616, November 2012

Feb 2013 Mar 7, 2013




682S26 (ATMS)

NON-INTRUSIVE TRAFFIC SENSORS (Microwave) - Item No. - Requirements for Installation, Calibration, Integration and Testing of Non-Intrusive Traffic Sensor (NITS) Units

Jun 2017 Jun 8, 2017

682S27 (ATMS)

CONTROLLER CABINETS, POLE MOUNTED - Item No. - Requirements for Installation of Pole Mounted Controller Cabinets

Jun 2017 Jun 8, 2017

682S28 (ATMS)

UNINTERRUPTIBLE POWER SUPPLY UNITS - Item No. - Requirements for Installation and Testing of Uninterruptible Power Supply Units (UPS)

Nov 2013 Dec 5, 2013

682S30 (ATMS)

CONCRETE POLES, DIRECT BURIED IN EARTH WITH CAMERA RAISING AND LOWERING SYSTEM - Item No., (Same) IN ROCK - Item No. - Amendment to OPSS 615, November 2008

Jul 2009 Jul 23, 2009

682F34 (ATMS)

EXTERNAL UNINTERRUPTIBLE POWER SUPPLY UNITS - Item No. - Requirements for Installation and Testing of Integrated External Uninterruptible Power Supply Units

Jun 2017 Jun 8, 2017

683S01 (ATMS)

FIBRE OPTIC COMMUNICATION CABLES, IN DUCTS - Item No., (Same) (TEMPORARY) - Item No., FIBRE OPTIC COMMUNICATION CABLES, AERIAL ON MESSENGER CABLE - Item No., (Same) (TEMPORARY) - Item No. - Requirements for Installation, Splicing and Testing of Fibre Optic Communication Cables to be Placed in Ducts

Feb 2013 Mar 7, 2013

683S02 (ATMS)

SPLICE ENCLOSURES FOR FIBRE OPTIC CABLES - Item No. - Requirements for Installation of Splice Enclosures for Fibre Optic Cables

Sep 2007 Jan 24, 2008

683S03 (ATMS)

DATA INTERFACE CABLES - Item No. - Requirements for Installation and Testing of Connectorized Data Cables for Interfaces

Sep 2007 Jan 24, 2008

683S04 (ATMS)

VIDEO TRANSMITTERS AND RECEIVERS - Item No. - Requirements for Installation and Testing of the Video Transmitters and Receivers

Sep 2007 Jan 24, 2008

683S07 (ATMS)

VIDEO SYSTEM LINE UP AND TEST - Item No. - Requirements for System Line Up and Test (SLAT) of All Existing Analog Video Links

Sep 2007 Jan 24, 2008

683S09 (ATMS)

FIBRE OPTIC MODEMS - Item No. - Requirements for Installation and Testing of Fibre Optic Modems (FOM)

Sep 2007 Jan 24, 2008

683S10 (ATMS)

PORT SHARING DEVICES - Item No. - Requirements for Installation and Testing of Port Sharing Device (PSD)

Sep 2007 Jan 24, 2008

683S11 (ATMS)

DATA SYSTEM LINEUP AND TEST - Item No. - Requirements for Line Up and Test of Data System

Sep 2007 Jan 24, 2008

683F18 (ATMS)

FIBRE OPTIC MODEMS - Item No. - Requirements for Installation and Testing of Low Range Fibre Optic Modems (LFOM), High Range Fibre Optic Modems (HFOM), Fibre Optic Taps (FOT), and Fibre Optic Splitters (FOS)

Apr 2005 Apr 6, 2005

683S19 (ATMS)

DROP / INSERT NODES - Item No., CHANNEL PORTS - Item No. - Requirements for Installation and Testing of Field Drop and Insert Nodes (FDINs), Central Drop and Insert Nodes (CDINs), Data Channel Ports (DCPs), LAN Channel Ports (LCPs) and Fibre Optic Ethernet Hubs (FOEHs)

Sep 2007 Jan 24, 2008

683S22 (ATMS)

WIRELESS ETHERNET BRIDGES - Item No. - Requirements for Installation and Testing of Wireless Ethernet Bridges

Sep 2007 Jan 24, 2008

683S23 (ATMS)

DIGITAL VIDEO ENCODERS AND DECODERS - Item No. - Requirements for Installation and Testing of Digital Video Encoders and Digital Video Decoders

Sep 2007 Jan 24, 2008




683S24 (ATMS)

PORT SERVERS - Item No. - Requirements for Installation and Testing of Port Servers

Sep 2007 Jan 24, 2008

683S25 (ATMS)

ETHERNET SWITCHES - Item No. - Requirements for Installation and Testing of Ethernet Switches

Sep 2010 Oct 14, 2010

683S26 (ATMS)

FIBRE OPTIC ETHERNET MODEM - Item No. - Requirements for Installation and Testing of Fibre Optic Ethernet Modems

Sep 2007 Jan 24, 2008

683S27 (ATMS)

GATEWAY ROUTERS - Item No. - Requirements for the Installation of Gateway Routers

Jun 2017 Jun 8, 2017

684S01 (ATMS)

OUTDOOR CLOSED CIRCUIT TELEVISION CAMERAS - Item No. - Requirements for Installation and Testing of CCTV Camera and Lens, Environmental Enclosure, Video Interface Cable and Camera and Accessory Power Cable and Ground Wire

Sep 2007 Jan 24, 2008

684S07 (ATMS)

CLOSED CIRCUIT TELEVISION VIDEO MONITORS - Requirements for Supply, Installation and Testing of CCTV Monitors

Sep 2007 Jan 24, 2008

684S10 (ATMS)

DOME CAMERA SYSTEM - Item No. - Requirements for Installation and Testing of Dome Camera System

Feb 2014 Mar 27, 2014

685S01 (ATMS)

VARIABLE MESSAGE SIGNS - Item No. - Requirements for Design, Installation and Testing of Colour Full Matrix Variable Message Signs (VMS), VMS controllers, and All Associated Equipment

Feb 2016 Mar 03, 2016

685S07 (ATMS)

FIXED SUPPORT MOUNTABLE VARIABLE MESSAGE SIGNS - Item No. - Requirements for Delivery, Installation, Documentation and Testing of Variable Message Signs (VMS) to be Mounted on a Support Structure

Feb 2016 Mar 03, 2016

687S01 (ATMS)

RACK ASSEMBLIES - Item No. - Requirements for Installation of Rack Assemblies Including Power Distribution Equipment

Sep 2007 Jan 24, 2008

706F04 PVMS (TEMPORARY) - Item No., PVMS, RELOCATION - Item No. - Amendment to OPSS 706, November 2016 - Designation of Modem and Message Details for PVMS

Nov 2016 Mar 2, 2017

708F01 PORTABLE TEMPORARY TRAFFIC SIGNALS - Item No. - Amendment to OPSS 708, November 2016 - Traffic Signal Timing

Nov 2016 Jan 12, 2017

710S01 PAVEMENT MARKING - Item No., (Same), DURABLE - Item No., (Same), TEMPORARY - Item No., (Same), TEMPORARY - REMOVABLE - Item No. - Amendment to OPSS 710, November 2010

Sep 2011 Sep 29, 2011

710S02 PAVEMENT MARKING - Item No., (Same), TEMPORARY - Item No. - Amendment to OPSS 710, November 2010 - Double Application of Organic Solvent Based Traffic Paint

Sep 2011 Sep 29, 2011

710S03 PAVEMENT MARKING OBLITERATING – BY ABRASIVE BLASTING - Item No. - Amendment to OPSS 710, November 2010 - Removing and Obliterating Pavement Markings

Sep 2011 Sep 29, 2011

710S04 PAVEMENT MARKING OBLITERATING - BY GRINDING - Item No. - Amendment to OPSS 710, November 2010 - Removing and Obliterating Pavement Markings

Sep 2011 Sep 29, 2011

710S05 PAVEMENT MARKING OBLITERATING - BY BLACK LINE MASK – Item No. - Amendment to OPSS 710, November 2010 - Removing and Obliterating Pavement Markings

Sep 2011 Sep 29, 2011




710S06 PAVEMENT MARKERS, RECESSED - Item No. - Amendment to OPSS 710, November 2010 - Marker Requirements for Recessed Pavement Markers

Sep 2011 Sep 29, 2011

710F07 PAVEMENT MARKING - Item No., (Same), DURABLE - Item No. - Amendment to OPSS 710, November 2010

Sep 2011 Sep 29, 2011

710F08 PAVEMENT MARKING, TEMPORARY - Item No. - Amendment to OPSS 710, November 2010

Sep 2011 Sep 29, 2011

710F09 PAVEMENT MARKING, TEMPORARY, FIELD REACTED POLYMERIC - FLUORESCENT ORANGE – Item No. - Amendment to OPSS 710, November 2010

Feb 2012 Mar 15, 2012

710F10 PAVEMENT MARKING, TEMPORARY, PAINT - FLUORESCENT ORANGE - Item No. - Amendment to OPSS 710, November 2010

Feb 2012 Mar 15, 2012

710S11 PAVEMENT MARKING, TEMPORARY REMOVABLE - FLUORESCENT ORANGE - Item No. - Amendment to OPSS 710, November 2010

Feb 2012 Mar 15, 2012

721S05 SINGLE RAIL STEEL BEAM GUIDE RAIL - Item No. - Amendment to OPSS 721, November 2015 - Type M SBGR Mounting Heights

Apr 2016 Apr 28, 2016

721S06 SINGLE RAIL STEEL BEAM GUIDE RAIL, BASE PLATED FOR SHALLOW CULVERTS - Item No. - Amendment to OPSS 721, November 2015

Jul 2016 Jul 21, 2016

723S01 ENERGY ATTENUATOR – TEMPORARY, REDUCED EXPOSURE - Item No., ENERGY ATTENUATOR – RELOCATION, REDUCED EXPOSURE - Item No. - Amendment to OPSS 723, November 2015

Aug 2016 Sep 1, 2016

723S02 ENERGY ATTENUATOR - TEMPORARY, NARROW - Item No. - Amendment to OPSS 723, November 2015

Feb 2017 Mar 2, 2017

732S03 STEEL BEAM ENERGY ATTENUATING TERMINAL SYSTEM - Item No. - Amendment to OPSS 732, April 2016

Sep 2016 Sep 1, 2016

740S01 CONCRETE BARRIER - Item No., ASYMMETRIC (Same) - Item No., TALL WALL BARRIER - Item No., ASYMMETRIC (Same) - Item No. - Amendment to OPSS 740, November 2010

Sep 2011 Sep 29, 2011

741S01 TEMPORARY CONCRETE BARRIER, REDUCED DEFLECTION - Item No.; (Same), RELOCATION - Item No. - Amendment to OPSS 741, November 2014

Jul 2015 Aug 27, 2015

741S02 STEEL BEAM ENERGY ATTENUATING TERMINAL SYSTEM - Item No. - Amendment to OPSS 732, April 2016

Aug 2016 Sep 1, 2016

760F01 “height” NOISE BARRIER SYSTEM – Item No., “height” NOISE BARRIER SYSTEM INCLUDING PRECAST NOISE/TRAFFIC BARRIER - Item No., “height” NOISE BARRIER SYSTEM ON STRUCTURES – Item No., NOISE BARRIER ACCESS – Item No. - Amendment to OPSS 760, November 2014

Jun 2015 Oct 22, 2015

799S03 TEMPORARY TRANSITION RAIL - Item No. - Construction Specification for Temporary Transition Rail

Sep 2011 Sep 29, 2011

799S04 PERMANENT REACT 350 - Item No. - Construction Specification for Permanent REACT 350

Feb 2013 Mar 7, 2013




799S05 CIAS; STEAL BEAM TERMINAL; SBEAT SYSTEM; ENERGY ATTENUATOR - (VARIOUS); PERMANENT REACT 350; TCB RESTRAINT SYSTEM - (VARIOUS); HIGH TENSION THREE CABLE GUIDE RAIL (Various); HIGH TENSION CABLE GUIDE RAIL TERMINAL SYSTEM; INTERMEDIATE SIGNS (VARIOUS) - Item No. - Certification of Safety Items

Feb 2017 Mar 2, 2017

799S08 BOLLARDS - Item No. - Construction Specification for the Installation of Bollards

Mar 2012 Mar 15, 2012

799S12 RAMP CLOSURE GATES - Item No., CONCRETE IN RAMP CLOSURE GATE SUPPORT FOOTINGS - Item No. - Construction Specification for Ramp Closure Gates

May 2013 Jun 20, 2013

799S15 HIGH TENSION THREE CABLE GUIDE RAIL – SHOULDER INSTALLATION - Item No., HIGH TENSION THREE CABLE GUIDE RAIL – SLOPE INSTALLATION - Item No., HIGH TENSION CABLE GUIDE RAIL TERMINAL SYSTEM - Item No. - Requirements for the Installation of High Tension Cable Guide Rail and Terminal Systems

Dec 2016 Dec 15, 2016

799S16 STEEL BEAM TERMINAL SYSTEM - Item No. - Requirements for the Installation of Steel Beam Terminal (SBT) System

Dec 2016 Dec 15, 2016

799S17 INTERMEDIATE SIGNS, (Various) - Item No. - Construction Specification for Permanent Intermediate Signs and Support Systems

Feb 2017 Mar 2, 2017

805F01 (VARIOUS) BARRIERS – Item No., (VARIOUS) CHECK DAMS - Item No., (VARIOUS) TRAPS – Item No., TURBIDITY CURTAINS – Item No., COFFERDAMS – Item No., FIBRE ROLL GRADE BREAKS - Item No., SLOPE DRAINS - Item No., DIVERSION DITCHES - Item No., FILTER BAGS - Item No., - Amendment to OPSS 805, November 2015

Dec 2015 Jan 28, 2016

899S01 MANAGEMENT AND DISPOSAL OF MATERIALS CONTAINING ASBESTOS - Item No. - Requirements for Management and Disposal of Materials That Contain or May Contain Asbestos

Mar 2015 Apr 23, 2015

911F10 COATING EXISTING STRUCTURAL STEEL - Item No., COATING NEW STRUCTURAL STEEL - Item No., COATING STEEL RAILING SYSTEM(S) - Item No. - Item No. - Supplemental Instructions to Bidders and Amendment to OPSS 911, November 2014

May 2016 Jun 9, 2016

914F02 BRIDGE DECK WATERPROOFING - Item No., DECK SURFACE PREPARATION - Item No. - Amendment to OPSS 914, November 2014

Dec 2014 Dec 18, 2014

914S03 FORM AND FILL GROOVES - Item No. - Amendment to OPSS 914, November 2014

Mar 2016 Mar 03, 2016

922F01 BEARINGS - Item No. - Amendment to OPSS 922, November 2016 - Requirements for Elastomeric Bearings

Nov 2016 Jan 12, 2017

928F01 CONCRETE REMOVAL - PARTIAL DEPTH - TYPE (A, B, C) - Item No. - Half Cell Survey

Aug 1995 Sep 1, 1995

931S01 NORMAL SHOTCRETE - Item No., SILICA FUME SHOTCRETE - Item No. - Construction Specification for Structure Rehabilitation - Shotcrete

Feb 2017 Mar 2, 2017

999S02 GLASS FIBRE REINFORCING POLYMER REINFORCING BAR - Item No. - Construction Specification For Glass Fibre Reinforcing Polymer Reinforcing Bar

Jun 2017 Jun 8, 2017




999F29 DOWELS INTO CONCRETE - Item No. - Construction Specification for the Installation of Metallic Dowels Into Concrete

May 2016 Jun 9, 2016

999S30 JACKING OF SUPERSTRUCTURE – Item No. - Construction Specification for the Jacking of Bridge Superstructure

Feb 2016 Mar 03, 2016

999F31 PRECAST CONCRETE BRIDGE ELEMENTS, FABRICATION - Item No., (Same), DELIVERY - Item No., (Same), INSTALLATION - Item. No. - Construction Specification for Non-Prestressed Precast Concrete Bridge Elements

Feb 2017 Mar 2, 2017

Note: The above table lists all active SSPs currently implemented for use in CPS. Those identified

as (ELEC) or (ATMS) are published in Volume 3, Electrical CDED Manual and Volume 4, Electrical CDED ATMS Manual, accordingly. Users should refer to the respective manuals for further information regarding the use of those SPs.


AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 Special Provision No. 100S02 March 2017

GC 1.04 Ontario Provincial Standards Subsection GC 1.04 of the MTO General Conditions of Contract is amended by the addition of the following paragraphs: .03 When an OPS specification refers to the following OPSS, they shall be deemed to be as follows:

OPSS 310 means OPSS.PROV 313 OPSS 407 means MTC Form 407 OPSS 408 means MTC Form 407 OPSS 518 means OPSS.PROV 517 OPSS 601 means OPSS 106 OPSS 502 means OPSS 102 OPSS 1150 means OPSS.PROV 1151

.04 References to the following standard specifications in the Contract Documents shall be deemed to be

as follows:

OPSS 336 dated November 2009 means OPSS 336 November 2009 (Reissued November 2010) OPSS 422 dated April 2004 means OPSS 422 April 2004 (Reissued November 2010) OPSS 493 dated November 2009 means OPSS 493 November 2009 (Reissued November 2010) OPSS 615 dated November 2008 means OPSS 615 November 2008 (Reissued November 2010)

.05 When an OPS specification refers to the Canadian Highway Bridge Design Code; CSA Standard

S6-00 or CSA Standard S6-06, it shall be deemed to mean CSA Standard S6-14. .06 When an OPS specification refers to the Old Address in following table; it shall be deemed to be the

New Address:

Old Address New Address Room 15, Building C, 1201 Wilson Avenue Downsview, ON M3M 1J8

Room 15, 145 Sir William Hearst Avenue Downsview, Ontario, M3M 0B6

Ministry’s Material Engineering and Research Office, 1201 Wilson Avenue, Downsview, M3M 1J8

Material Engineering and Research Office, Ministry of Transportation of Ontario, Room 233, 145 Sir William Hearst Avenue Downsview, Ontario, M3M 0B6

Concrete Section Ministry of Transportation of Ontario 1201 Wilson Avenue Downsview, Ontario, M3M 1J8

Concrete Section, Ministry of Transportation of Ontario, Room 235, 145 Sir William Hearst Avenue Downsview, Ontario, M3M 0B6

Purchasing and Supply Office Ministry of Transportation, 1201 Wilson Avenue, Downsview, Ontario, M3M 1J8

Concrete Section, Ministry of Transportation of Ontario, Room 235, 145 Sir William Hearst Avenue Downsview, Ontario, M3M 0B6

March 2017 Page 1 of 1 SSP 100S02

PROTECTION OF PUBLIC TRAFFIC

Special Provision No. 100F08 June 2017

Open Excavations The Contractor shall schedule the Work so that there will be no open excavation adjacent to a lane carrying traffic overnight and on non Working Days except where a traffic barrier designed to restrain errant vehicles is located between the traffic and the excavation. Excavations within 4 m of lanes carrying traffic shall be backfilled with the specified material up to profile grade and compacted prior to closing down operations each day. Location and Storage of Materials and Equipment Materials shall not be stored within 4 m of the traveled portion of any roadway except in the medians where the minimum clearance required is 2.5 m. Equipment shall not be stored within 4 m of the traveled portion of any roadway. Notwithstanding the foregoing, the Contractor shall, at the Contractor's expense, remove any vehicle, equipment or material which, in the opinion of the Contract Administrator, constitutes a traffic hazard or obstruction to maintenance operations. Delivery and Trucking The Contractor shall plan and schedule the routes of vehicles transporting all materials to, from or within the job, so that vehicular movements are accomplished with minimum interference and interruptions to traffic according to the sections entitled “Restrictions on Construction Operations” and “Permitted Times for Lane and Ramp Closures”. This will necessitate vehicles to “slip-off” or “slip-on” in the direction of traffic, in order to merge with and thereby avoid crossing traffic lanes. Access to and from the highway right-of-way will be restricted to ramps at the interchanges unless otherwise provided for in the Contract. Median cross-overs shall not be used except where single axle vehicles are entering a passing lane that is closed to traffic. The Contractor shall obtain the Contract Administrator's prior approval for the location of any "slip-off" or "slip-ons". The Contract Administrator reserves the right to alter, reject or close same as considered necessary. The Contractor shall notify suppliers of materials and equipment of the above requirements.

June 2017 Page 1 of 4 SSP 100F08

Restrictions on Construction Operations The use of construction accesses, shoulder closures and the loading and unloading of materials and construction equipment onto and from the traveled portion of the highway shall not be carried out on days identified under the section entitled “Holiday Restrictions”, or during the following periods:

Location Monday or a Day Following a

Holiday

Tuesday to Thursday Except on Days Following and Preceding Holidays

Friday or a Day Preceding a

Holiday

Saturday Sunday

[* Designer Fill-In for Table Above, See Notes to Designer] Holiday Restrictions The use of construction accesses, shoulder closures, lane closures, ramp closures, and the loading and unloading of materials and construction equipment onto and from the traveled portion of the highway shall not be carried out on the following Canadian or U.S. Statutory/Civic Holidays; or when applicable, after noon on days immediately preceding a Holiday, as shown in the following table:

Name of Holiday Date After Noon on the Following Date Preceding the Holiday

[**Designer Fill-In for Holiday Restrictions Table Above, See Notes to Designer] Permitted Times for Lane and Ramp Closures Lane closures and ramp closures for construction will only be allowed during the following times, subject to the additional restrictions covered under the section entitled “Holiday Restrictions”: Lane Closures Section Description:

Closure Monday or a Day Following a

Holiday



Holiday

Saturday Sunday

One Lane Two Lane Three Lane or Full [***Designer Fill-In for Lane Closures Table Above, See Notes to Designer] Full mainline closures will be permitted for installation of overhead sign structures, bridge girders, hydro wire installations/modifications and removal of concrete panels during bridge demolition by saw cutting methods only. The installation over the traveled portion of the highway will require the stoppage of traffic across the full width of the affected set of traffic lanes as well as the closure of the adjacent lane on the other side of the median where applicable.


Closure of a full set of lanes shall only be carried out as follows: • Ontario Provincial Police must be employed to perform the full closures;

• The closure shall take place between the hours of [**** Designer Fill-In, See Notes to Designer] and [**** Designer Fill-In, See Notes to Designer];

• The duration of nightly closures is restricted to fifteen (15) minutes per any 1 hour period or until the end of the traffic queue passes.

Ramp Closures Ramp Description:

Closure Monday or a Day Following a

Holiday



Holiday

Saturday Sunday

One Lane

Full

[***Designer Fill-In for Ramp Closures Table Above, See Notes to Designer] The following ramps shall not be closed at the same time: [***** Designer Fill-In, See Notes to Designer] Penalty for Early Closing On each occasion when the Contractor closes lanes to traffic earlier than the specified times, the Contract Administrator will assess the Contractor an initial penalty of $ [****** Designer Fill-In, See Notes to Designer]. Thereafter, a further penalty of $ [******* Designer Fill-In, See Notes to Designer] per minute will be assessed against the Contractor for every minute outside the permitted closure window that the traffic lanes are not open to traffic. The Contract Administrator will be the sole judge of the length of time of the delay. Penalty for Late Opening On each occasion when the Contractor fails to reopen the traffic lanes by the specified time, the Contract Administrator will assess the Contractor an initial penalty of $ [****** Designer Fill-In, See Notes to Designer]. If traffic lanes are not open within 15 minutes of the specified time, a further penalty of $ [****** Designer Fill-In, See Notes to Designer] will be assessed against the Contractor. Thereafter, a further penalty of $ [******* Designer Fill-In, See Notes to Designer] per minute will be assessed against the Contractor for every minute that the traffic lanes are not open to traffic. The Contract Administrator will be the sole judge of the length of time of the delay.


Closure Notification Prior to the Contractor closing lanes and/or shoulders, the Contractor shall: 1. Inform the Contract Administrator of any closure, 1 week prior to the start date of the closure. 2. Inform the Contract Administrator of any closure lasting more than one week, at least 2 weeks prior to the

start date of the closure. 3. Inform the Contract Administrator of emergency closures as soon as any details are known. 4. Obtain a Closure Notification Number from the Contract Administrator for each closure. 5. Inform the Contract Administrator of any closure that is being canceled subsequent to 1. and 2. above. [******** Designer Option, See Notes to Designer] 6. Notify the MTO Compass Operations Centre by phone [********* Designer Fill-In, See Notes to

Designer] immediately prior to the set-up of any closure stating the Closure Notification Number and details of the closure.

7. Notify the MTO Compass Operations Centre immediately of any changes to the closure or anticipated

problems that may delay the opening time, stating the Closure Notification Number and details of the changes to and/or problems with the closure.

8. Notify the MTO Compass Operations Centre immediately upon removing the closure stating the Closure

Notification Number and details of the closure. Lane Closures and Speed Control by OPP Officers (Paid Duty) It is estimated that [********** Designer Fill-In, See Notes to Designer] OPP-assisted lane closures will be required to execute the Work. It is estimated that [*********** Designer Fill-In, See Notes to Designer] Days of OPP speed control activities will be required to execute the Work. Basis of Payment Section 706.10 of OPSS 706 is amended in that payment for all costs associated with the number of lane closures and the number of days of speed control activities stipulated above is deemed to be included in the Temporary Traffic Control Signs item and no additional payment will be made. Any additional OPP-assisted lane closures and speed control activities that result from the Contractor’s chosen sequence and/or method of operation are deemed to be included in the Temporary Traffic Control Signs item and no additional payment will be made. If an authorized third party stipulates that additional OPP-assisted lane closures or speed control activities are required, the Owner will compensate the Contractor for the cost of the OPP services as a Change in the Work.


AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, NOVEMBER 2016 - Utilities and Maintaining Roadways and Detours

Special Provision No. 100S15 May 2017

GC 7.01.09 Utilities Clause GC 7.01.09 of the MTO General Conditions of Contract is amended by deleting paragraph .01 and replacing it with the following: .01 The Contractor shall arrange with the appropriate Utility authorities for the stake out of all

underground Utilities and service connections that may be affected by the Work. For ministry owned Utilities, the Contractor shall arrange with the Contract Administrator to have locates completed by the ministry or its agents at the start of the Work, and on Contracts lasting more than one (1) construction season, at the end of seasonal shutdown periods. Locates of ministry owned Utilities at other times shall be the responsibility of the Contractor and at the Contractor’s cost. The Contractor shall be responsible for any damage done to the underground Utilities by the Contractor’s forces during construction. The Contractor shall also be responsible for any damage done to the service connections. The Contractor shall attend such meetings with the Contract Administrator to ensure coordination of activities among the Contractor and the Utility authorities for each Utility affected by the Contract.

GC 7.08.02 Maintaining Roadways and Detours Clause GC 7.08.02 of the MTO General Conditions of Contract is amended by deleting paragraph .02 and replacing it with the following: .02 The Contractor shall not be required to maintain a Roadway through the Working Area before the

Contractor has commenced the Work, or during seasonal shutdown or within any sections of the Roadway where a twelve (12) month general warranty period has commenced. Responsibility for maintenance shall be transferred between the Contractor and the Owner at the commencement of the Work, and the start and end of each seasonal shutdown period. A Highway Maintenance Transfer Agreement, PH-CC-771a/b, prepared by the Contract Administrator, which identifies the date and time that responsibility for maintenance shall be transferred between parties shall be executed by both the Contract Administrator and Contractor prior to the actual turnover date. The Contractor shall not be required to commence any maintenance activities until the turnover date identified on the executed Highway Maintenance Transfer Agreement.

If there is an emergency situation within the Working Area, the Owner may request a third party

maintenance Contractor to provide traffic control and other work necessary to allow reopening of the Roadway to traffic. The Contractor shall coordinate his work with the maintenance Contractor and assist as needed.

A minimum of 5 Business Days prior to an anticipated transfer date of responsibility for maintenance,

the Contract Administrator, Contractor and a representative of the Owner’s maintenance contractor shall perform a pre-turnover field inspection. The pre-turnover field inspection shall identify deficiencies within the right-of-way and the anticipated timeframe for correction. The Contract Administrator shall be the sole judge on whether or not the noted deficiencies require correction prior to, or after, the turnover date. Provided that the Contractor was given advance written notice of the

May 2017 Page 1 of 2 SSP 100S15

pre-turnover inspection date, the Contractor shall not delay commencement of the Work or the assumption of responsibility for maintenance because of the existence of deficiencies.

Where work under the Contract is discontinued for any extended period including seasonal shutdown,

the Contractor shall, when directed by the Contract Administrator, open and place the roadway and detours in a passable, safe, and satisfactory condition for public travel. The Contractor shall not be responsible for snow, ice and frost control on the travelled lanes of the Highway. The Contractor shall be responsible for any snow or ice removal necessary to proceed with the work including behind temporary barriers or other devices, and accumulations that are a result of the Ministry’s snow, ice and frost control measures. The Contractor agrees that snow, ice and frost control activities of the Ministry’s maintenance contractors shall take precedence over their construction within the work zone and agrees not to obstruct any snow, ice and frost control activities of the Ministry’s maintenance contractors.


AMENDMENT TO OPSS 182, APRIL 2017

Special Provision No. 101F23 April 2017

Timing of In-Water Works, Oversight Requirements, and Measures to Avoid Harm to Fish [Designer Options - See Notes to Designer]

April 2017 Page 1 of 1 SSP 101F23

AMENDMENT TO OPSS 206, NOVEMBER 2014


206.02 REFERENCES Section 206.02 of OPSS 206 is amended by the addition of the following to Ontario Ministry of Transportation Publications: MTO Laboratory Testing Manual: LS-706 Moisture-Density Relationship of Soils Using 2.5 kg Rammer and 305 mm Drop 206.06 EQUIPMENT Section 206.06 of OPSS 206 is amended by the addition of the following subsections: 206.06.03 Nuclear Moisture and Density Gauge Nuclear moisture and density gauges shall meet the requirements of the Nuclear Moisture and Density Gauge subsection of OPSS 501. 206.06.04 Hydraulic Excavator - Crawler Mounted for Rock Embankment Construction Hydraulic excavator, crawler mounted for rock embankment construction required in the General clause of the Rock Embankments clause shall have a minimum operating weight of 32,000 kg. 206.06.07 CONSTRUCTION 206.07.05.01.03 Modified Layer Compaction Method Clause 206.07.05.01.03 of OPSS 206 is amended by deleting the fifth and sixth paragraphs in their entirety and replacing them with the following: Prior to the construction of the trial section, the maximum dry density (MDD) of the material to be compacted shall be determined according to LS-706 from a minimum of 3 independent samples of the material. Acceptance of the trial section shall be based on compaction testing within the trial section lift. For testing within the lift, the trial section shall be a single lot with 4 sublots of equal area. At a random location within each sublot, a level surface shall be prepared at a depth that permits the probe of a nuclear moisture and density gauge to extend to the bottom of the lift. Field wet density and moisture content shall be determined at each random location using the gauge and the dry density value calculated for each sublot. If the quality index for the lot, calculated according to the Quality Index clause of OPSS 501, is equal to or greater than 1.47, the trial section shall be accepted. If the quality index for the lot is less than 1.47, the method of construction of the trial section shall not be accepted. The target density for the purpose of the quality index calculation shall be the average of the 3 MDD values determined according to LS-706. If the trial section has been accepted, field wet density and moisture content testing shall be carried out at 10 random locations on the trial section surface using a nuclear moisture and density gauge. The average dry


density from the 10 locations shall be calculated and used as the target density for acceptance, according to OPSS 501, for further placement of the material by the modified layer compaction method. The same procedure used for the construction of the accepted trial section, including compaction equipment, vibration characteristics, and number of passes, shall be used for the further placement and compaction of the same material by the modified layer compaction method. A new trial section shall be required for the material when one or more of the following apply: a) A new target density is required according to the Target Density clause of OPSS 501. b) The Contractor wants to change the accepted modified layer compaction method procedure. c) An accepted modified layer compaction method procedure is no longer producing the required degree of

compaction. When requested by the Contract Administrator, compacted material shall be removed to verify the thickness and/or complete compaction testing on a levelled surface within any compacted lift. All excavation, backfilling, and re-compaction necessary for thickness verification and compaction testing within the trial section lift and as requested by the Contract Administrator at other locations shall be completed to the satisfaction of the Contract Administrator at no additional cost to the Owner. 206.07.05.02 Rock Embankments 206.07.05.02.01 General Clause 206.07.05.02.01 of OPSS 206 is amended by deleting the fifth and sixth paragraphs in their entirety and replacing them with the following: For rock embankments, other than shale, the layers shall not exceed 1.5 m thickness prior to compaction. The material in each layer shall be fully compacted before the succeeding layer is placed. Each rock fill layer shall be compacted with a tractor bulldozer, crawler type, as specified in the Tractor Bulldozer - Crawler Type for Rock Embankment Construction subsection. In confined areas or in any other areas where the Contract Administrator agrees that a tractor bulldozer , crawler type, cannot be reasonably used, then each rock fill layer may be compacted using a hydraulic excavator , crawler mounted, as specified in the Hydraulic Excavator - Crawler Mounted for Rock Embankment Construction subsection. The minimum number of complete passes shall be six and the maximum number of passes shall be eight for either type of equipment. A complete pass shall be defined as 100% coverage of the layer surface. The maximum speed of the equipment during each pass shall be 3.2 km/h. For all rock embankments, materials shall be placed in their final position by blading when using a tractor bulldozer, crawler type for or by raking and chinking when using a hydraulic excavator, crawler mounted or a combination of both types of equipment, providing that the total number of complete passes over the same area specified in the paragraph given above is achieved. End dumping or depositing of rock over the end of any layer by hauling equipment is not permitted, except as otherwise noted below. Each layer shall be levelled in place and compacted to minimize voids and bridging of large rock fragments within the embankment.


AMENDMENT TO OPSS 313, NOVEMBER 2016


OPSS 313, November 2016, Construction Specification for Hot Mix Asphalt - End Result, is deleted in its entirety and replaced with the following: 313.01 SCOPE This specification covers the requirements for the placement, compaction, and acceptance of hot mix asphalt (HMA). This specification also covers the requirements for the placement, compaction, and acceptance of HMA produced using warm mix asphalt (WMA) technology when the item title includes “Warm Mix”. 313.02 REFERENCES This specification refers to the following standards, specifications, or publications: Ontario Provincial Standard Specifications, Construction OPSS 308 Tack Coat Ontario Provincial Standard Specifications, Material OPSS 1101 Performance Graded Asphalt Cement 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 Mixtures LS-264 Theoretical Maximum Relative Density of Bituminous Paving Mixtures LS-265 Determination of Percent Air Voids in Compacted Dense Bituminous Pavement Mixtures LS-266 Determination of VMA in Compacted Bituminous 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-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 Coarse 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 American Association of State Highway and Transportation Officials (AASHTO) M 320-10 Standard Specification for Performance Graded Asphalt Binder 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 283-14 Standard Method of Test for Resistance of Compacted Asphalt Mixtures to Moisture-Induced Damage T 305-14 Determination of Draindown Characteristics in Uncompacted Asphalt Mixtures 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 313.03 DEFINITIONS For the purpose of this specification, the following definitions apply: Ambient Air Temperature means the air temperature measured in the shade and away from the paving operations. Anti-Stripping Treatment (AST) means a treatment used to minimize stripping of asphalt cement from HMA aggregates as defined in OPSS 1151. 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, VMA, draindown, or compaction. Binder Course means a HMA course between a surface course and either a granular base course or stabilized base course, an existing pavement, or another HMA binder course. Crack means a break in the pavement surface, a separation of the pavement or aggregates at the surface of the pavement, and separation of pavement joints, and includes breaks and separations previously repaired by sealing. Design Lift Thickness (TD) means the thickness in millimetres as specified in the Contract Documents of: a) A specific lift as specified in the Contract Documents, or b) For multiple binder course lifts of the same mix type, it means the total thickness in millimetres of the

successive binder lifts of the same mix type, at the same location. Designated Large Sieve (DLS) means a sieve size specifically designated for each mix type for gradation testing. The designated sieve for the following mix types is as follows: 25.0 mm for Superpave 37.5 19.0 mm for Superpave 25.0 12.5 mm for SMA 19.0, Superpave 19.0 9.5 mm for SMA 12.5, Superpave 12.5, 12.5FC 1 and 12.5FC 2 4.75 mm for SMA 9.5, Superpave 9.5


Draindown means that portion of SMA mixture, fines and AC, that separates and flows downwards through the mixture. Fat Spot means an area of pavement where asphalt mastic has migrated to the surface creating a substantially blacker area than the surrounding pavement. Field Adjustment to the JMF means a change in the target gradation, AC content, or both of a mix, within limits as specified in the Contract Documents without a redesign of the HMA, resulting in an adjusted JMF. Hot Mix Asphalt (HMA) means hot mixed, hot laid asphaltic concrete and includes mix produced using WMA technologies. HMA may include recycled or specialty mixes. Hot Mix Asphalt Miscellaneous means HMA that is placed in areas other than the roadway as specified in the Contract Documents. Job Mix Formula (JMF) means the percentage passing on each designated sieve of the total mass of aggregate and the amount of AC as a percentage by mass of the mixture that are based on mix design procedures as specified in the Contract Documents. Joint means a vertical contact between a HMA pavement course and any HMA pavement or any rigid object that exists at the time the HMA is laid. Levelling Course means a HMA course of variable thickness used for correcting crossfall and profile deficiencies in the existing pavement prior to placing an HMA binder or surface course. Levelling course may also be referred to as a padding course. Lift Thickness means the thickness in millimetres of: a) A single lift of HMA square metre item when only a single lift is placed, or b) The total thickness of all placed and compacted HMA square metre items when placed in contact with another

lift of the same mix type at the same location also measured by square metres. Loose Mix means a representative sample of uncompacted HMA for testing mix properties. Lot means a specific quantity of Material or a specific amount of construction. Mean means the arithmetic average of the test results within a lot. Mid-Lane Segregation means a continuous or discontinuous longitudinal “streak” of segregation, typically no greater than 300 mm in width located anywhere across the width of the lane. Mix Properties means the AC content, gradation, air voids, and VMA. Other Segregation means discrete areas or patches of regular, irregular, or chevron shape segregation. Outlier means a test result that for a specific significance level is determined by statistical analysis not to be part of the test result population. Padding means a HMA layer used to eliminate transverse and longitudinal irregularities on an existing surface before placing the binder or surface course.


Paving in Echelon means two or more pavers are used to pave multiple adjacent lanes simultaneously. Payment Adjustment Sieves means the DLS, 4.75 mm, and 75 µm gradation sieves. Per Cent within Limits (PWL) means an estimate of the percentage of the lot that is within specification limits, determined by using the mean and standard deviation of the lot. Performance Graded Asphalt Cement (PGAC) means an asphalt binder that is produced from petroleum residue, either with or without the addition of non-particulate modifiers, according to AASHTO M 320. Quality Assurance (QA) means a system or series of activities carried out by the Owner to ensure that Materials received from the Contractor meet the requirements as specified in the Contract Documents. Quality Control (QC) means a system or series of activities carried out by the Contractor to ensure that Materials supplied to the Owner meet the requirements as specified in the Contract Documents. Random Sample means a sample from a location chosen by the Contract Administrator based on random numbers such that any portion of a lot or sublot has an equal probability of being selected. Reclaimed Asphalt Pavement (RAP) means the processed HMA material that is recovered by partial or full depth removal. Roof Shingle Tabs (RST) means ground roof shingle scrap generated when new shingles are trimmed during production. 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. Standard Deviation means the square root of the value determined by summing the squares of the difference between each test result and the mean of the test results divided by the number of test results minus one. Stone Mastic Asphalt (SMA) means HMA consisting of a gap graded, stone-on-stone coarse aggregate skeleton with an asphalt cement-rich mortar. SMA Mixes means SMA 9.5, SMA 12.5, and SMA 19.0. Straight Edge means a straight edge made of metal with a level recessed in its upper surface parallel to the lower edge. Superpave means a system for specifying material components and asphalt mix design using the Superpave gyratory compactor. It is an acronym for Superior Performing Asphalt Pavements. Surface Course means the HMA wearing course of any flexible or composite pavement.


Through Lane means a traffic lane not intended for entering or exiting the roadway and does not include shoulders. Where there is more than one roadway, through lane refers to the traffic lane for the higher-class roadway. Vertical Surface means all edges of concrete curbs, catch basins, appurtenances, longitudinal joints, and transverse joints for application of joint painting material. Voids means air voids and voids in mineral aggregate (VMA). Warm Mix Asphalt (WMA) means warm mixed, warm laid asphaltic concrete produced using technologies that allow for the mixing, handling and compaction of the asphaltic concrete mixture at a temperature typically 20 to 50 °C lower than conventional HMA. 313.04 DESIGN AND SUBMISSION REQUIREMENTS 313.04.01 Submission Requirements Prior to the start of paving, the purchase price of the AC, in the form of a purchase order or other document signed by the Contractor’s senior financial officer, shall be submitted to the Contract Administrator. If the Contractor intends to store hot mix production in a silo, the planned times of hot mix production shall be provided to the Contract Administrator with 1 Business Day advance notice. Prior to the start of paving on bridge decks, the mass of the rollers, except for Class V rollers, to be used on bridge decks, shall be submitted to the Contract Administrator in writing. The minimum compaction temperature for HMA or WMA recommended by the AC supplier shall also be submitted to the Contract Administrator in writing. A copy of the Technical Data Sheet and Safety Data Sheet of the release agent(s) shall be submitted to the Contract Administrator. 313.05 MATERIALS 313.05.01 Hot Mix Asphalt HMA shall be according to OPSS 1151. Asphalt cement, tack coat, anti-stripping treatments, release agents, and other additives shall be compatible with the other components of the hot mix asphalt. 313.05.02 Tack Coat Tack coat shall be according to OPSS 308. 313.05.03 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.


313.05.04 Warm Mix Asphalt WMA shall be according to OPSS 1151 and the following: The mix shall be produced at a facility capable of producing the mix according to the WMA technology supplier’s instructions for the use of their WMA technology. All information required for the proper preparation, handling, storage, and use of the WMA materials shall be obtained from the WMA technology supplier. 313.05.05 Grit for Stone Mastic Asphalt Grit for SMA shall be as specified in the Contract Documents. 313.06 EQUIPMENT 313.06.01 Rollers A Class R Roller is a self-propelled pneumatic-tired roller. A Class S Roller is self-propelled steel-drum, tandem, or three-wheel roller. A Class V Roller is a self-propelled vibratory roller specifically designed for HMA compaction having either dual vibratory rolls or a combination of vibratory roll and pneumatic tires with a contact area equal to or greater than 70% of the roll width. 313.06.01.01 Rollers for Granular Grade Preparation Finish rolling for granular grade shall be accomplished using, as a minimum: a) A Class S roller with a minimum mass of 7 tonnes and minimum mass of 3.5 kg per mm total roll width, or b) A Class V roller with a drum width of at least 1.2 m. 313.06.01.02 Rollers on Bridge Decks Compaction shall be accomplished using, as a minimum: a) A Class S roller with a minimum mass of 9 tonnes and minimum mass of 4.5 kg per mm total roll width, and b) A Class R roller with a minimum mass of 18 tonnes and minimum mass of 2,500 kg per tire. If Class V rollers are used, they shall be used in static mode. At the Contract Administrator’s request, rollers shall be weighed in the presence of the Contract Administrator or a representative. 313.06.02 Diamond Grinding A diamond grinder shall be power-driven, self-propelled, and designed for grinding 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 HMA to the required profile and shall also include a slurry pick-up system.


313.07 CONSTRUCTION 313.07.01 Quality Control QC procedures shall be conducted to ensure HMA 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 mix. If the Contractor wishes to obtain additional samples for QC purposes, up to three cores may be taken in each surface lot. For binder courses, the Contractor shall be permitted to obtain one thickness core for their use from each sublot for each binder lift, prior to placement of the surface course. 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. 313.07.02 Laboratory Correlations On request, the Contract Administrator shall provide the opportunity to conduct a correlation of mix properties or compaction or both between the QA and QC laboratories prior to placement of HMA. The correlation may occur once for each mix type and shall be a maximum of 3 samples per mix type. The Contract Administrator shall be provided with the samples and all information required to conduct the correlation testing. The Contract Administrator shall provide the QA test results on completion of the correlation testing. 313.07.03 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 the Contractor deems necessary, to place and compact each lift to the thickness as specified in the Contract Documents, provided such corrections do not reduce the thickness of existing pavement materials or underlying materials by more than 5 mm below the general profile of the surrounding existing unground or unmilled pavement surface.


313.07.04 Correction of Pavement Beneath Surface Courses Unless otherwise specified in the Contract Documents, the Contractor may correct any pavement course underlying the surface course by padding, milling, grinding or a combination, in order to meet the surface smoothness requirements. Padding shall be completed using a mix type acceptable to the Owner. The thickness of those pavements after milling or grinding shall not be reduced by more than 5 mm below the general profile of the surrounding unground or unmilled pavement surface. The milled surface shall not exceed 25 mm from ridge to ridge, and the ridge to valley depth of the milled surface shall not exceed 10 mm. 313.07.05 Tack Coat Tack coat shall be applied to surfaces according to OPSS 308 prior to placing HMA. 313.07.06 Transportation of 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. 313.07.07 Placing Hot Mix Asphalt 313.07.07.01 Operational Constraints Paving shall not be carried out if the roadbed is frozen. When placing the mixture 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. For paving on bridge decks, an HMA course shall not be placed over the waterproofing membrane and protection board until a minimum 4 hours has elapsed following completion of the waterproofing system or, until the waterproofing system has set sufficiently that the integrity of the waterproofing system is not jeopardized. An HMA course shall not be placed upon a previously laid course until the temperature of the previous course is 60 °C or less. For a HMA lift thickness of 60 mm or less, this temperature shall be measured at the surface. For a HMA lift thickness greater than 60 mm, this temperature shall be measured internally. HMA binder courses shall be not placed unless the ambient air temperature is at least 2 °C. HMA surface courses shall not be placed unless the ambient air temperature is at least 7 °C. Public traffic shall not be permitted on freshly laid HMA until the temperature of the mat is 60 °C or less. When WMA is used, the WMA technology supplier’s recommendations for placing the WMA mix shall be followed. Placement and compaction temperatures of WMA shall be according to the WMA technology supplier’s recommendations, but shall also meet the operational constraints listed in this clause. 313.07.07.02 Paving 313.07.07.02.01 General Levelling, binder, and surface courses shall be laid by means of mechanical self-propelled pavers. Prior to roller compaction, obvious defects in the HMA placed shall be corrected. Irregularities in the alignment and grade along the outside edges shall be corrected. 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. 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 paving until the problem has been corrected. 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. 313.07.07.02.02 Paving in Echelon For the purpose of laying levelling, binder and surface courses as required under this Contract, paving in echelon * [Designer Fill-in, See Notes to Designer] for ** [Designer Fill-in, See Notes to Designer]. When paving in echelon, the pavers shall be operated at the same time within 60 m of the next paver so that a hot joint is obtained between the lanes of HMA being placed. Should one paver break down while placing levelling, binder, or surface course, the Contract Administrator may permit the day’s work to be completed with the remaining paver only. 313.07.07.02.03 Paving on Bridge Decks The temperature of the HMA immediately after spreading shall be equal to or greater than the minimum temperature recommended by the AC supplier. When the HMA is produced using WMA technology, the temperature of the WMA immediately after spreading shall be equal to or greater than the minimum temperature recommended by the WMA technology supplier. Breakdown rolling shall commence immediately after spreading. 313.07.07.02.04 Paving Widenings and Irregular Sections The HMA shall be placed in widenings such that the top of the compacted HMA is placed to the top of the existing pavement. When stepped joints are specified in the Contract Documents, the layers placed in the widening shall be placed to the top of each step in separate operations. HMA shall be placed in the widening using equipment specially designed for this purpose. In turnouts, driveways, and other irregular sections, other methods may be used to spread and finish the HMA. 313.07.07.02.05 Partial Paving of Full Pavement Width *** [Designer Option 1, See Notes to Designer]


313.07.07.02.06 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 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. 313.07.07.03 Longitudinal and Transverse Joints 313.07.07.03.01 General 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. 313.07.07.03.02 Longitudinal Joints The longitudinal joints shall be parallel to the lane and visually uniform longitudinally. The width of subsequent courses shall be staggered to an offset of 150 to 300 mm so that longitudinal joints do not coincide. The longitudinal joints in the surface course shall be offset 50 mm from the edge of the demarcation between the lanes as specified in the Contract Documents. 313.07.07.03.03 Transverse Joints at Limits of Paving Joints between HMA pavement laid under this Contract and existing HMA courses not laid under the Contract shall be constructed as follows: a) Where a binder course is placed flush against an existing HMA pavement and a butt joint is to be made, the

existing pavement shall be trimmed back to form a straight vertical surface. b) Where a surface course is placed flush against an existing HMA pavement, a butt joint shall be prepared by

removing the existing pavement to the full depth of the existing surface course, to form a straight vertical surface, and for a longitudinal distance not less than 5 m so that the surface course placed has a thickness equal to the full depth of the existing surface course over the 5 m section.


c) Where a binder course and surface course are not placed flush against an existing HMA pavement, the binder course shall be feathered out removing the existing surface course to a minimum depth of not less than 40 mm, to form a straight vertical surface, and for a longitudinal distance not less than 5 m so that the surface course placed has a minimum thickness of 40 mm over the 5 m section.

d) Where multiple courses are placed flush against an existing HMA pavement, the joint for each course shall be

offset at least 150 mm from the joint on the course below. 313.07.07.04 Compaction Compaction of the HMA shall be conducted using appropriate methods and equipment to provide a uniformly compacted mat according to the requirements of this Contract. Class R rollers shall not be used to compact SMA. At all places not accessible to rollers, the HMA shall be compacted by mechanical self-powered gas-, electric-, or air-powered equipment. 313.07.07.05 Gritting of Stone Mastic Asphalt Hot grit shall be embedded in the SMA surface as specified in the Contract Documents. 313.07.08 Field Adjustments to the Job Mix Formula The Contractor shall be permitted to adjust the JMF to more closely reflect the mix being produced. The number of field adjustments to the JMF shall be limited to three for each mix design submitted, one prior to the start of production and a maximum of two during production. 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 1 in comparison to the original JMF submitted under the current mix design. JMF adjustments shall not be accepted once placement of the specific mix type has been completed. The adjusted JMF shall be submitted in writing on a form supplied by the Contract Administrator. Upon receipt of the JMF adjustment submission, the Contract Administrator shall give a written confirmation of receipt of the adjusted JMF. Within 1 Business Day of receipt of the JMF adjustment, the Contract Administrator shall give written notice confirming conformance to the Contract requirements or advising of any non-conformance. The revised JMF may be applied to the lot being placed at the time the confirmation of receipt of the revised JMF is issued and the previous lot, if requested by the Contractor as part of the written submission for a JMF change. If this request is not made, the revised JMF shall only apply to mix placed subsequent to the receipt of the revised JMF. 313.07.09 Sampling 313.07.09.01 Asphalt Cement Samples of the AC shall be taken according to OPSS 1101. When the selected WMA technology requires that additives be added to the AC, the samples for acceptance of the AC shall be taken after the additive has been added to the AC. 313.07.09.02 Hot Mix Asphalt Aggregates for Density Testing The Contractor shall procure samples for RAP, RST, and the aggregates identified in the mix design for each mix type using methods as specified in the Contract Documents. The first set of samples shall be taken no later than


10 Days prior to the start of production of the first lot of HMA. Subsequent samples shall be taken immediately following the completion of 15,000 tonnes ± 1,000 tonnes of mix production, and thereafter at further intervals of 20,000 tonnes as required. The aggregate, RAP, and RST sampling program shall be established in consultation with the Contract Administrator prior to paving. If the Contractor determines that a sampling interval needs to be reduced to reflect changes in the aggregate properties, the Contract Administrator shall be notified and samples shall be taken as warranted. A set of two samples shall be taken. 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. Each sample shall be clearly identified as to the date of sampling, the lot number, and the item hot mix tonnage being produced when the sample was taken. 313.07.09.03 Hot Mix Asphalt Mix Properties Samples shall be appropriately labelled with the Contract number, highway number, Region, lot number, sublot number, mix type, lift number, station, and date and time of sampling. 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. The SMA sample for draindown testing shall coincide with one of the other sublot samples as designated by the Contract Administrator. The samples shall be transferred to a clean stainless steel bowl or pan of suitable size, immediately after splitting, for delivery to the QA laboratory. 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 Business 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. 313.07.09.04 Compaction 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 Business 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. Cores for compaction shall not be taken on bridge decks.


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. 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. HMA 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. A 1 litre sample of the release agent(s) shall be delivered to the Contract Administrator upon request. 313.07.09.05 Warm Mix Asphalt Samples of WMA shall be obtained at the paver from sublots according to Table 2 for moisture sensitivity testing. The sublots are to be selected randomly from the sublots identified for mix properties by the Contract Administrator. These samples shall be designated for QA testing for moisture sensitivity as per AASHTO T 283. A complete sample data sheet shall accompany the samples. The data sheet shall also identify corresponding mix properties lot/sublot number and that the samples are for moisture sensitivity testing. Moisture sensitivity testing is required for information only. 313.07.09.06 Lift Thickness For HMA items measured by square metres, single cores consisting of all lifts placed shall be used to evaluate the lift thickness of all lifts. Sample locations shall be determined based on the surface area of the upper most lift placed on the Contract. All areas of hot mix paving within the Contract limits, including paved shoulders, shall be sampled for lift thickness with the following exceptions: a) Detours and other temporary pavement b) Miscellaneous hot mix c) Bridge decks **** [Designer Option 2, 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 Day after the completion of the sublot. This one core shall be used for both QA and referee testing. Each core shall have a nominal diameter of 50 mm and shall consist of all the hot mix lifts placed in the sublot and at least one underlying hot mix 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. In


addition, the sample documentation as specified elsewhere in the Contract Documents shall also note the number of lifts for which the thickness measurements are required and mix type for each. 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. 313.07.10 Identification of Warm Mix Asphalt Paving Limits When WMA is used, GPS coordinates for the WMA paving limits shall be submitted to the Contract Administrator no later than 7 Days after completion of WMA paving. 313.07.11 Management of Excess Material Management of excess material shall be according to the Contract Documents. 313.08 QUALITY ASSURANCE 313.08.01 Acceptance Criteria Acceptance of HMA shall be based on the following criteria: a) AC Physical Requirements b) Mix Properties and Compaction c) Surface Tolerance d) Surface Appearance e) Surface Smoothness f) Lift Thickness g) Geometrics and Longitudinal Joint Location 313.08.01.01 Asphalt Cement Physical Requirements The Contract Administrator shall determine the acceptability of the AC according to OPSS 1101 and requirements specified elsewhere in the Contract Documents. When the selected WMA technology requires that additives be added to the AC, acceptance of the AC shall be based on the samples that contain the WMA additive subject to the conditions as specified in the Contract Documents. The Contractor may request that an allowance be made for the impact of the WMA and AST on a PGAC grade for QA or referee purposes provided that when production begins the Contractor submits to the Contract Administrator complete AASHTO M 320 test results for the following: a) AC with WMA and AST at the percentage identified in the mix design. b) AC without the additives. The combined allowance shall be limited to maximum 2 °C colder than the high temperature grade or maximum 2 °C warmer than the low temperature grade.


313.08.01.02 Mix Properties and Compaction 313.08.01.02.01 Lot Size 313.08.01.02.01.01 General The Contract Administrator shall determine the size and location of the lots and sublots, after discussion with the Contractor and before HMA production for the tender item starts. Guidelines for the breakdown of the tender item quantity into lots are as listed in Table 3. When only one or two sublots are completed at the end of paving for 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 paving for 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. 313.08.01.02.01.02 Optional Surface Trial When the surface hot mix tender item is 5,000 tonnes or more, an optional trial of one lot, not exceeding 500 tonnes, with one sublot shall be permitted. The trial shall be placed in a binder course, and the lift thickness shall not be greater than 60 mm. If the Contractor elects to place this optional trial, the Contract Administrator shall be advised in writing prior to placing the trial lot. The optional trial shall not be placed in a critical location such as bridge decks. The optional trial lot will be treated as a small quantity lot for basis of acceptance and payment. 313.08.01.02.01.03 Lot Size for Bridge Decks Hot mix placed on a bridge deck should be treated as a separate lot. Where hot mix is placed in multiple stages, each stage shall be treated as a separate lot. The lot shall be either a single sublot, or divided into 3 approximately equal sublots as determined by the Contract Administrator, in consultation with the Contractor. 313.08.01.02.01.04 Lot Size for Tonnage Items Lot size is generally 5,000 tonnes. Sublots are generally 500 tonnes, however, sublot sizes may be adjusted to ensure a minimum of 3 sublots per lot. When the tendered item quantity is less than 1,000 tonnes, 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.


313.08.01.02.01.05 Lot Size for Square Metre Items For lift thicknesses in the order of 40 to 50 mm, lot size is generally 40,000 m2 with sublots of 4,000 m2, however, sublot sizes may be adjusted to ensure a minimum of 3 sublots per lot. For lift thicknesses in the order of 60 to 80 mm, the lot size would generally be adjusted to 25,000 m2 with sublots of 2,500 m2. When the tendered 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. 313.08.01.02.02 Acceptance Testing 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. The QA laboratory shall conduct density tests for RAP, RST, and aggregates identified in the mix design for each mix type using methods as specified in the Contract Documents. When new aggregate samples are received, QA testing on the new aggregate samples shall be conducted and the calculation of VMA for the subsequent lot(s) shall be based on the most recent samples submitted. When the Contractor notes a change in aggregate density and requests that new samples be obtained between routine random samples, the Contractor shall state in the sample request if the current lot will be closed, or if the lot will be completed and the new density tests results will not be used for calculation of VMA until the next lot. 313.08.01.02.03 Basis of Acceptance Acceptance for all mixes for mix properties and compaction is based on the lot PWL for each attribute, excluding VMA. PWL shall be determined using lot test results, LS-101, and lower and upper limits as specified in Tables 5 and 6. The PWL of the lot for each criterion shall be used to determine the payment adjustment factor from Table 7. If the PWL is less than 50% for AC content, air voids or compaction, or less than 25% for any payment adjustment sieve, the lot is rejectable and shall be subject to repair or payment adjustment. VMA shall meet the minimum mix design requirements according to OPSS 1151 for each lot and payment shall be based on the lot mean as specified in the Payment Factor for Voids clause. If the VMA payment factor is less than 0.500, the lot shall be considered rejectable. SMA lots shall be considered rejectable if the draindown is more than 0.3%. When the tendered item quantity is less than 1,000 tonnes, the HMA 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 3 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 Contract Documents. Any lot comprised of one or two sublots, shall not be subject to payment adjustment unless the mix is rejectable. Acceptance for these lots shall be on a sublot by sublot basis. The sublot shall be considered acceptable if the AC content, gradation, air voids, and compaction of each sublot comply with the limits specified in Table 5, and the VMA shall be no more than 0.50% below the design minimum. Mix that does not comply with the requirements shall be considered rejectable. 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 an additional payment adjustment reflecting the extent of the non-conformance as determined by the


Contract Administrator. 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 specified in the Repairs for Mix Properties and Compaction clause. 313.08.01.02.04 Referee Testing A single request for referee testing for a given lot can only be invoked by the Contractor within 5 Business Days of the Contractor receiving the Contract Administrator’s calculated QA payment factors for that lot. Referee testing for aggregate density can only be invoked by the Contractor within 5 Business Days of the Contractor receiving the test results for aggregate density. For mix properties and compaction, the Contractor may request testing by a referee laboratory 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 Contractor may request referee testing for determining the draindown of a SMA sample. 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. When referee testing for compaction is invoked, the referee laboratory shall determine the MRD of the loose mix sample for the sublot, and this value shall be used in the calculation of compaction for the referee core. 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 HMA. The referee test results are binding on both the Owner and the Contractor. 313.08.01.02.05 Outliers in Referee Results Where an entire lot of 3 or more sublots has been referee tested, the Contractor may question an individual value for any attribute of a sublot’s test result, excluding VMA. The request shall be made within 3 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. 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.


313.08.01.03 Surface Tolerance The surface tolerances of any pavement surface shall be such that when tested with a 3 m straight edge placed anywhere, including the edge of the pavement, in any direction on the surface, except across the crown or drainage gutters, there shall not be a gap between the bottom of the straight edge and the surface of the pavement: a) Greater than 6 mm for all binder courses, levelling courses and padding, or b) Greater than 3 mm for all surface courses. The Contractor shall provide all traffic control, as required, for the Owner to conduct surface tolerance measurements. All tolerance-related repairs shall be carried out according to the Repairs subsection. Longitudinal joints shall be constructed such that the elevation difference across the longitudinal joints shall not exceed 5 mm, when measured with a straight edge placed on the asphalt surface with the higher elevation and overhanging the joint by not more than 50 mm. All joints which exceed the 5 mm tolerance shall be repaired such that the tolerance is met. 313.08.01.04 Surface Appearance HMA deemed by visual appearance to have flushing, bleeding, segregation, fat spot, surface damage, cracking, 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. 313.08.01.04.01 Segregation HMA exhibiting medium or severe mid-lane segregation shall be assessed a payment reduction or shall be repaired at the discretion of the Contract Administrator. From the time the Contract Administrator provides notification of mid-lane segregation, a maximum of 500 tonnes of HMA may be placed, to demonstrate the effectiveness of any repairs or adjustments or both made to a defective paver. The repairs or adjustments or both shall be demonstrated to the Contract Administrator. If the repairs or adjustments or both to the paver do not eliminate midlane segregation to the satisfaction of the Contract Administrator within the allowable 500 tonnes of HMA, then the use of that paver shall be discontinued. Other segregation shall be addressed in accordance with the following: a) Slightly segregated mix shall be accepted into the work with no payment reduction. b) Medium segregation in levelling courses or padding with a thickness greater than 40 mm, and binder courses

shall normally be left in place with no payment reduction. However, any areas of medium segregation that deteriorates prior to being overlaid by another pavement course shall be repaired at no cost to the Owner.

c) Medium segregation in surface courses shall be assessed a payment reduction, or repaired at the discretion of

the Contract Administrator. d) Severely segregated mix shall be repaired by removal and replacement. Levelling courses and padding with a total thickness less than 40 mm, 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. However, if they deteriorate prior to being overlaid by another pavement course, the Contract Administrator shall assess the causes of the deterioration before determining responsibility for the cost of repairs. 313.08.01.04.02 Challenging Severity of Segregation The Contractor may challenge, in writing, the severity of any segregated area assessed as either medium or severe, within 5 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 30,000 tonnes of HMA, the Contractor shall be allowed a maximum of two separate written challenges for each tender item. However, for Contracts with more than 30,000 tonnes of HMA, 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 5 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, if the segregation has occurred in any one of the mixes listed in Table 8. 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. 313.08.01.05 Acceptance Criteria for Surface Smoothness The acceptability of surface smoothness shall be as specified in the Contract Documents. 313.08.01.06 Lift Thickness for Square Metre Items 313.08.01.06.01 Lot Size The Contract Administrator shall determine the size and location of the lots and sublots before hot mix production for the item starts. Generally there shall be one lot of the total pavement quantity. When the number of lifts is different or the tender item for any of the lifts is different, there shall generally be a separate lot for each of these areas. Each lot shall be divided into sublots, corresponding to the upper most lift of hot mix thickness sublots, which generally is the surface course. Sublots shall normally be 2,000 m2 in size. A minimum of 3 sublots are required for each lot. 313.08.01.06.02 Acceptance Testing The Owner shall conduct tests, carry out calculations, and provide values according to Table 4. The Contract Administrator shall provide the Contractor with a copy of each lift thickness measurement for each lift placed at each sample location upon completion of the sublot measurement.


313.08.01.06.03 Basis of Acceptance The acceptance of lift thickness is based on lift thickness measurements. The Contract Administrator shall calculate the thickness payment adjustment for the lot once all measurements for the lot have been completed. Sublot measurements shall be acceptable if they are equal to or greater than the minimum sublot lift thickness as specified in Table 9 for the item’s TD. The sublot shall be deemed rejectable and shall be repaired if: a) The lift thickness measurement is less than the minimum sublot lift thickness as specified in Table 9, or b) For successive binder lifts of the same item, the combined lift thickness for these successive lifts is less than the

minimum sublot lift thickness as specified in Table 9, or c) Both a) and b) apply. In addition, when a core taken for compaction testing does not meet the minimum lift thickness as specified in Table 9, 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 thickness payment adjustment based on all the sublot lift thickness measurements in the lot, according to LS-101 and Table 10. If the lot mean is less than 85% of the TD the lot is rejectable. 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. 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 rejectable sublot that receives a payment reduction shall not be used to assess the lot mean. 313.08.01.06.04 Referee Testing The Contractor may only challenge an individual lift thickness measurement by requesting referee testing within 5 Business Days of the Contractor receiving the sublot lift 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-measurement shall include the individual lift thickness that was challenged and shall also include any other lifts or combination of lifts in the core. The re-measured lift thickness measurements shall be considered binding and shall replace the original lift thickness measurements for assessment of all lifts measured for the core. 313.08.01.07 Geometrics and Longitudinal Joint Location 313.08.01.07.01 General After final compaction, the HMA shall be smooth and true to the design profile and cross-section and constructed to the design width.


313.08.01.07.02 Pavement Width The Contract Administrator shall conduct random spot checks of the width of each binder and surface course HMA lift for acceptance. The Contractor shall provide and maintain offset stakes on both sides of the roadway, or other identifiers acceptable to the Contract Administrator, for use in checking the pavement width at 25 m maximum intervals until the Contract Administrator advises the Contractor that the stakes or identifiers are no longer required. The width of each lift shall be accepted provided: a) The outside edges of the lanes and the paved shoulders are parallel to the centreline and visually uniform. b) The width across all the adjacent lanes from the outside edge to outside edge is not less than the sum of the

specified lane widths, and c) The width of the paved shoulders is not less than the paved shoulder width as 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 3 Business Days of receiving the notification. 313.08.01.07.03 Longitudinal Joint Location Longitudinal joints not meeting the Contract requirements shall be removed and replaced, or assessed a payment reduction. 313.08.02 Repairs 313.08.02.01 General The Contractor shall perform all repairs at no cost to the Owner. All transverse joints in surface course repairs shall butt up to a full depth vertical surface. Repairs shall consist of the removal and replacement of the full thickness of the hot mix lift or the placement of an overlay when permitted by the Contract Administrator. A paver shall be used in carrying out the repair. Repairs shall be full lane or full shoulder width except where localized repairs are allowed as specified in the Contract Documents. The materials and the construction of repairs shall meet the requirements 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 repair being carried out. 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 7 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.


313.08.02.02 Repairs for Mix Properties and Compaction The Contractor may elect to carry out repairs in lieu of accepting a payment adjustment, if the lot is not rejectable and 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 HMA in a lot are to be repaired subject to the minimum lengths and widths as 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 m 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 5 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 or compaction or both 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 mix is rejectable, the mix properties 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 mix is not rejectable. If the contractor’s repair proposal results in the removal of at least half the sublot tonnage, 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 samples or both 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 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 for all criteria.


The two reconfigured lots shall be accepted at the full Contract price, subjected to a payment adjustment according to the Payment Adjustment for Mix Properties and Compaction clause, or rejected. 313.08.02.03 Repairs for Surface Tolerance 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. 313.08.02.04 Repairs for Segregation Repairs for segregation shall meet the requirements of the General Repairs clause. In binder courses, localized repairs for mid-lane segregation less than 300 mm in width are permitted. 313.08.02.05 Repairs for Thickness 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. 313.09 MEASUREMENT FOR PAYMENT 313.09.01 Actual Measurement 313.09.01.01 SMA 9.5 SMA 9.5 - ... mm Lift Thickness SMA 12.5 SMA 12.5 - ... mm Lift Thickness SMA 19.0 SMA 19.0 - ... mm Lift Thickness Superpave 4.75 Superpave 9.5 Superpave 9.5 - ... mm Lift Thickness Superpave 12.5 Superpave 12.5 - ... mm Lift Thickness Superpave 12.5 - Warm Mix Superpave 12.5 - Warm Mix - ... mm Lift Thickness Superpave 12.5FC 1 Superpave 12.5FC 1 - ... mm Lift Thickness Superpave 12.5FC 1 - Warm Mix Superpave 12.5FC 1 - Warm Mix - ... mm Lift Thickness Superpave 12.5FC 2 Superpave 12.5FC 2 - ... mm Lift Thickness Superpave 12.5FC 2 - Warm Mix Superpave 12.5FC 2 - Warm Mix - ... mm Lift Thickness Superpave 19.0


Superpave 19.0 - ... mm Lift Thickness Superpave 19.0 - Warm Mix Superpave 19.0 - Warm Mix - ... mm Lift Thickness Superpave 25.0 Superpave 25.0 - ... mm Lift Thickness Superpave 25.0 - Warm Mix Superpave 25.0 - Warm Mix - ... mm Lift Thickness Superpave 37.5 Hot Mix Asphalt Miscellaneous 313.09.01.01.01 By Area Measurement of HMA by area shall be the horizontal area in square metres in place. 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. 313.09.01.01.02 Tonne to Square Metre Conversion When the unit of measure for a HMA tender item is square metres, and the Contract Documents refer to a quantity of mix for that tender item in tonnes and the Contract Documents do not already modify the quantity to relate to square metres, the Contract Administrator shall determine the theoretical HMA 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 HMA design submitted for mix, the QA is

calculated for TD = the design thickness, in millimetres, of the mix Qt = non-payment tonnage quantity referred to elsewhere in the Contract Documents for the mix

under the measurement by square metre item 313.09.01.01.03 By Mass Measurement of HMA by mass shall be 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. 313.09.01.02 Hot Mix Asphalt Miscellaneous Measurement of HMA Miscellaneous shall be by area in square metres, regardless of the number of lifts placed. 313.09.02 Plan Quantity Measurement 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 clause.


313.10 BASIS OF PAYMENT 313.10.01 Hot Mix 313.10.01.01 SMA 9.5 - Item SMA 9.5 - ... mm Lift Thickness - Item SMA 12.5 - Item SMA 12.5 - ... mm Lift Thickness - Item SMA 19.0 - Item SMA 19.0 - ... mm Lift Thickness - Item Superpave 4.75 - Item Superpave 9.5 - Item Superpave 9.5 - ... mm Lift Thickness - Item Superpave 12.5 - Item Superpave 12.5 - ... mm Lift Thickness - Item Superpave 12.5 - Warm Mix - Item Superpave 12.5 - Warm Mix - ... mm Lift Thickness - Item Superpave 12.5FC 1 - Item Superpave 12.5FC 1 - ... mm Lift Thickness - Item Superpave 12.5FC 1 - Warm Mix - Item Superpave 12.5FC 1 - Warm Mix - ... mm Lift Thickness - Item Superpave 12.5FC 2 - Item Superpave 12.5FC 2 - ... mm Lift Thickness - Item Superpave 12.5FC 2 - Warm Mix - Item Superpave 12.5FC 2 - Warm Mix - ... mm Lift Thickness - Item Superpave 19.0 - Item Superpave 19.0 - ... mm Lift Thickness - Item Superpave 19.0 - Warm Mix - Item Superpave 19.0 - Warm Mix - ... mm Lift Thickness - Item Superpave 25.0 - Item Superpave 25.0 - ... mm Lift Thickness - Item Superpave 25.0 - Warm Mix - Item Superpave 25.0 - Warm Mix - ... mm Lift Thickness - Item Superpave 37.5 - Item Hot Mix Asphalt Miscellaneous - Item Payment at the Contract price for the above tender items shall include full compensation for all labour, Equipment, and Materials required to do the work (including the HMA quantities used for temporary ramping), the removal of HMA used for temporary ramping, and the applicable payment adjustments. When repairing HMA, 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 paving 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. The preparation and correction of existing surfaces and pavement beneath surface courses carried out in order to meet the requirements of the Contract Documents, including milling, padding, and diamond grinding, shall be at no cost to the Owner.


313.10.01.02 Payment Adjustment for Mix Properties and Compaction For all mixes, when the Contractor is not required to or does not elect to repair a lot, the payment adjustment for that lot due to mix properties and compaction requirements shall be:

PAMC = lot quantity x price x [PFMC - 1.000] (Formula 2)

Where: PAMC = payment adjustment for mix properties and compaction lot quantity = the quantity of the mix in the lot. For SMA 19.0, SMA 12.5, SMA 9.5, Superpave

12.5FC 1, and Superpave 12.5FC 2 items measured by tonnage, the lot quantity is the quantity of the mix in the lot multiplied by the applicable mass multiplier factor (MF) in the Payment Adjustment for Aggregate Density clause.

price = the Contract price of the hot mix tender item PFMC = payment factor for mix properties and compaction

For all mixes, when the PFMC is: a) Less than 1.000, there shall be a reduction in payment, and b) Equal to 1.000 there shall be no adjustment.

313.10.01.02.01 Calculations 313.10.01.02.01.01 General The PFMC shall be based on the individual payment factors obtained from Table 7, based on PWL, determined for gradation, AC content, voids, and compaction using LS-101, and the formulae in the Payment Factor for Gradation clause, the Payment Factor for Combined Gradation and Asphalt Cement Content clause, the Payment Factor for Voids clause, the Payment Factor for Combined Mix Properties clause, and the Payment Factor for Combined Mix Properties 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 the payment factor it is added to in Formulae 5, 10, 11 or 12. 313.10.01.02.01.02 Payment Factor for Gradation The payment factor for gradation shall be calculated using the following formulae: For Superpave 37.5, Superpave 25.0, Superpave 19.0, Superpave 12.5, Superpave 12.5FC 1, Superpave 12.5FC 2, SMA 19.0, and SMA12.5:

PFG = (PFDLS + PF4.75 + PF75) / 3 (Formula 3)

For Superpave 9.5, Superpave 4.75, and SMA 9.5:

PFG = (PF4.75 + PF75) / 2 (Formula 4)


Where: PFG = payment factor for gradation PFDLS = payment factor for designated large sieve PF4.75 = payment factor for the 4.75 mm sieve PF75 = payment factor for the 75 µm sieve

313.10.01.02.01.03 Payment Factor for Combined Gradation and Asphalt Cement Content The payment factor for combined gradation and AC content shall be calculated using the following formula:

PFGAC = (PFG + PFAC) / 2 (Formula 5)

Where: PFAC = payment factor for AC content PFGAC = payment factor for combined gradation and AC content

313.10.01.02.01.04 Payment Factor for Voids For Superpave mixes, if the lot mean VMA is not more than 0.5 per cent below the minimum VMA as specified in the Contract Documents for mix design purposes, the payment factor for VMA is 1.000. For lot mean VMA results more than 0.5 per cent lower than the minimum specified for mix design purposes, a payment factor for the subject lot shall be calculated in accordance with the following:

If (VMAmin - VMAmean) ≥ 2.5, then PFVMA = 0 (Formula 6) If (VMAmin - VMAmean) < 2.5 then, PFVMA = 0.8000 - 0.4(VMAmin - 0.5 - VMAmean) (Formula 7) Where: PFVMA = payment factor for VMA VMAmean = lot mean VMA VMAmin = minimum VMA specified for mix design

For Superpave mixes, the payment factor for VMA shall be compared to the payment factor for air voids and the lesser of the two is the payment factor for voids (PFVOIDS). For SMA mixes, if the lot mean VMA is not more than 1.0 per cent below the minimum VMA as specified in the Contract Documents for mix design purposes, the payment factor for VMA is 1.000. For lot mean VMA results more than 1.0 per cent lower than the minimum specified for mix design purposes, a payment factor for the subject lot shall be calculated in accordance with the following:

If (VMAmin - VMAmean) ≥ 3.0, then PFVMA = 0 (Formula 8) If (VMAmin - VMAmean) < 3.0 then, PFVMA = 0.8000 - 0.4(VMAmin - 1.0 - VMAmean) (Formula 9)

Where: PFVMA = payment factor for VMA VMAmean = lot mean VMA VMAmin = minimum VMA specified for mix design

For SMA mixes, the payment factor for VMA shall be compared to the payment factor for air voids and the lesser of the two is the payment factor for voids (PFVOIDS).


313.10.01.02.01.05 Payment Factor for Combined Mix Properties The payment factor for combined mix properties shall be calculated using the following formula:

PFM = (PFGAC + PFVOIDS) / 2 (Formula 10)

Where: PFM = payment factor for combined mix properties

313.10.01.02.01.06 Payment Factor for Combined Mix Properties and Compaction The payment factor for combined mix properties and compaction for SMA mixes shall be calculated using Formula 11. The payment factor for combined mix properties and compaction for Superpave mixes shall be calculated using the following formulae and a Tender Opening Date Reduction Factor (TODRF) according to Table 6: For Superpave Mixes and a TODRF of 1.00

PFMC = (PFC + PFM) / 2 (Formula 11) Where: PFC = payment factor for compaction using the lower limit specified in Table 5

For Superpave Mixes and a TODRF of 0.50

PFMC = (PFC + PFM) / 2 (Formula 12) Where: PFC is the lower of the following calculations: a) PFC = [1-{0.5 x (1-PFC(SUB))}] where PWL and PFC(SUB) for compaction are determined using the lower

limit specified in Table 5 b) PFC = PFC(SUB) where PWL and PFC(SUB) for compaction are determined using a lower limit of 90.5 or

91.5% as follows:

Superpave 12.5 and 12.5FC1 91.5% Superpave 12.5FC2, Design Lift Thickness <50 mm 90.5% Superpave 12.5FC2, Design Lift Thickness ≥50 mm 91.5% Superpave 37.5, 25.0 and 19.0, Design Lift Thickness <60 mm 90.5% Superpave 37.5, 25.0 and 19.0, Design Lift Thickness ≥60 mm 91.5%

The PFMC 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 PFMC for the unrepaired area shall be 1.000. 313.10.01.02.01.07 Small Quantity Lots For any lot comprised of one or two sublots, each sublot shall be assigned a PFMC of 1.000 if the sublot is not rejectable. If the sublot is determined to be rejectable, it shall be administered as described in the Repairs for Mix


Properties and Compaction clause. If a rejectable sublot is allowed to remain in the work, a payment factor of 1.000 shall be given to each attribute that is not rejectable , and the payment factor for PWL = 50%, 25% for each sieve analysed for gradation, from Table 5, shall be given to each attribute that is rejectable. The PFMC for the sublot shall be calculated using the formulae detailed in the Calculations clause. 313.10.01.03 Payment Adjustment for Surface Smoothness Payment adjustment for surface smoothness shall be as specified in the Contract Documents. 313.10.01.04 Payment Adjustment for Segregated HMA For all surface courses, where payment reduction for segregation is allowed in lieu of repairs, the payment reduction shall be calculated as follows: a) $2,000 once for each applicable surface course tender item, 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 repair shall be computed by

multiplying the full lane width by the length of the repair and rounded to the next whole square metre. 313.10.01.05 Payment Adjustment for Aggregate Density For Superpave 12.5FC 1, Superpave 12.5FC 2, SMA 19.0, SMA 12.5, and SMA 9.5 items measured in tonnes, the tender quantity is based on reference densities according to Table 11. A payment adjustment for aggregate density for each lot for these tender items shall be calculated by the following formulae:

MF = DR/(BRDmix) (Formula 13) PAAD = Mmix x Contract Price x [MF - 1.000] (Formula 14)

Where: DR = the reference density in t/m3, as specified in Table 11 BRDmix = the lot average bulk relative density in t/m3, calculated from values obtained in the testing of

bulk samples obtained during production. The values shall be the same as those used in calculating the final air voids payment factor for the lot.

PAAD = payment adjustment for aggregate density Mmix = the weighed mass of the mix in the lot incorporated into the work MF = the mass multiplier factor calculated to 3 decimal places Contract Price = the Contract price of the tender item for the mix For all mixes, when the mass multiplier factor is: a) Less than 1.000 there shall be a reduction in payment, b) Equal to 1.000 there shall be no adjustment, and c) Greater than 1.000 there shall be an increase in payment for the lot.

There shall be no payment adjustment for aggregate density for HMA items measured by square metres.


313.10.01.06 Payment Adjustment for Asphalt Cement Content and Changes in the Price Index 313.10.01.06.01 Hot Mix Asphalt Quantity Calculation The quantity of HMA for use in the calculations (Tmix) shall be the tonnage of HMA accepted into the work. When the unit of measure is square metres, Tmix shall be determined 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:

Tmix = [0.975 x BRDmix x (TD/1000) x Amix] (Formula 15)

Where: BRDmix = 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 3 sublots of HMA placed in the work. The values shall be the same as those used in calculating the final payment factor for air voids for the lot.

TD = the design thickness, in millimetres, of the HMA Amix = area of hot mix placed in square metres

313.10.01.06.02 Payment Adjustment for Asphalt Cement Content The payment adjustment for AC content shall be calculated using the following formula:

PAAC = Tmix x [PriceAC x (ACERS - ACBID)/100] (Formula 16)

Where: PAAC = payment adjustment for asphalt cement content Tmix = the quantity of the HMA accepted into the lot according to the Hot Mix Asphalt Quantity

Calculation clause PriceAC = the purchase price per tonne of the AC used in the mix according to the invoice submitted as per the

Submission Requirements subsection ACERS = the average percentage by mass of AC in the lot ACBID = the percentage by mass of AC specified for bidding purposes elsewhere in the Contract Documents

For progress payment purposes, payment adjustments are made on the monthly progress payment certificate for the months in which hot mix paving occurs. 313.10.01.06.03 Payment Adjustment for Changes in the Asphalt Cement Price Index A payment adjustment is applied based on changes to the Ministry’s PGAC price index unless the Contractor opts out by notifying the Ministry in writing within 5 Business Days of receiving permission to start work. Once the Contractor has opted out of payment adjustments based on the price index, the Contractor shall not be permitted to opt back in. The price index is published monthly in the Contract Bulletin. The price index is used to calculate the amount of the payment adjustment per tonne of new AC accepted into the Work. The price index is based on the price, excluding taxes, FOB the depots in the Toronto area, of AC grade PG 58-28 or equivalent. One index is used to establish and calculate the payment adjustment for all grades.


A payment adjustment per tonne of new AC is established for each month in which paving occurs when the price index for the month differs by more than 5% from the price index for the month prior to Tender Opening. When the price index differential is less than 5%, there is no payment adjustment established for that month. Payment adjustments due to changes in the price index are independent of any other payment adjustments made to the hot mix tender items. The payment adjustment for the month is calculated from the formulae in Table 12. The payment adjustment per tonne applies to the quantity of new AC in the HMA accepted into the Work during the month for which it is established. The quantity of new AC includes all grades of AC supplied by the Contractor with and without polymer modifiers. For each month in which a payment adjustment has been established, the quantity is calculated using the HMA quantity accepted into the Work and its corresponding AC content as required by the JMF except for mixes which contain reclaimed asphalt pavement or roof shingle tabs. For mixes which contain reclaimed asphalt pavement, or roof shingle tabs or both, the percentage of new AC is determined from the difference between the AC content required by the JMF and the AC content of the reclaimed asphalt pavement, or the roof shingle tabs or both incorporated into the HMA, as calculated by the Contract Administrator. For mixes containing an AST-AC, the percentage of AST-AC is deducted from the percentage of new AC. No other deductions are made for any other additives. For progress payment purposes, payment adjustments are made on the monthly progress payment certificate for the months in which HMA paving occurs. 313.10.01.07 Payment Adjustment for Lift Thickness The payment adjustment for lift thickness shall apply to all placed and compacted HMA measured by square metre items using the horizontal area of the surface course in the lot or overlying the lot. When the thickness payment adjustment is determined using a TL calculated using a combination of tender items of the same mix type, the thickness payment adjustment shall apply to each binder course tender item included in TL. The thickness payment adjustment shall be a reduction in payment. The formulae provided in Table 10 shall be used to calculate the thickness payment adjustment. 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 sublot thickness payment adjustment shall be:

PAT = 0.5 x (sublot quantity x Contract price) (Formula 17)

Where: PAT = payment adjustment for lift thickness sublot quantity = the area of the sublot Contract price = the Contract price of the tender item for the mix


313.10.02 Anti-Stripping Treatments When aggregates have been processed from commercial sources for use in hot mix surface course paving, payment at the Contract price for the applicable HMA tender item shall be full compensation for all labour, Equipment, and Materials required to test, supply, and incorporate, the AST. When aggregates have been processed from MTO/Crown, Wayside, and/or Letter of Approval quarries for use in hot mix surface course paving and the use of an AST was required, payment at the Contract price for the applicable HMA tender item shall be full compensation for all Labour, Equipment, and Materials required to test, supply, and incorporate the AST. When hydrated lime is used as the AST, payment includes full compensation for the amount up to 1.0% by mass of total dry aggregate. When an alternate AST-AGG is used as the AST, payment includes full compensation for the amount up to the listed minimum dosage from the DSM listing for Anti-Stripping Treatments by mass of aggregate. When an AST-AC is used as the AST, payment includes full compensation for the amount up to the listed minimum dosage from the DSM listing for Anti-Stripping Treatments by mass of AC. Payment for additional AST above the listed minimum dosages shall be administered as a Change in the Work. 313.10.03 Hot Mix Asphalt Miscellaneous Payment at the Contract price for the above tender item shall be full compensation for all labour, Equipment, and Materials to do the work except that the HMA Material shall be paid for under the appropriate HMA tender item. 313.10.04 Tack Coat Where there is no separate tender item for tack coat, payment at the Contract price for the applicable HMA tender item to be placed on the tack coat shall be full compensation for all labour, Equipment, and Materials for the tack coating. 313.10.05 Repair No payment shall be made for the: a) Quantity of HMA 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 HMA; or b) The Contract Administrator has determined that a rejectable lot or sublot requires repair. 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. 313.10.06 Referee Testing and Segregation Challenge 313.10.06.01 Mix Properties and Compaction If the referee test results show that the referee payment factor for compaction or mix properties is higher than the payment factor for compaction or mix properties 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 compaction or mix properties is not higher than the payment factor for compaction 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. For density testing of aggregates, if referee testing is invoked, the cost of referee testing is assigned as follows: a) If the combined aggregate density as determined by the referee laboratory is within 0.010 of the result

determined by the QA laboratory, the cost of referee testing shall be borne by the Contractor. b) If the referee result is between 0.011 and 0.020 of the QA result, the cost of referee testing shall be shared

equally between the Contractor and Owner. c) If the difference in results is equal to or in excess of 0.020, the cost of referee testing shall be borne by the

Owner. When there is an outlier in the referee test results, the Contractor shall be charged 50% 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 as specified elsewhere in the Contract Documents. 313.10.06.02 Lift Thickness If the referee test result is at least 3 mm 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 greater than the original QA test result for the sublot retested, the Contractor shall be charged the cost of the referee testing. 313.10.06.03 Segregation Challenge If, under a challenge, as described in the Challenging Severity of Segregation clause, the Contractor is successful, 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 second visual assessment, including the cost of delays. If the Contractor is not successful, the Contractor shall be responsible for all costs associated with the second visual assessment, including the cost of traffic control and delays.


TABLE 1 Maximum Field Adjustments for JMF

JMF Properties Maximum Field Adjustment % (Notes 1 and 2)

AC content (all mixes except SMA mixes) ± 0.2 AC content (SMA mixes only) ± 0.4 Per cent RAP - 5.0 Per cent passing 26.5 mm, 25.0 mm, 19.0 mm, and 16.0 mm sieves ± 5.0 Per cent passing 13.2 mm, 12.5 mm, and 9.5 mm sieves ± 4.0 Per cent passing 4.75 mm, 2.36 mm, and 1.18 mm sieves ± 3.0 Per cent passing 300, and 150 µm sieves No limits Per cent passing 75 µm sieve (all mixes except SMA mixes) ± 1.0 Per cent passing 75 µm sieve (SMA mixes only) ± 2.0 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 2 Sample Size and Frequency

Material Sample Size Frequency of Sampling SMA mixes, Superpave 9.5, 12.5, 12.5FC 1, 12.5FC 2, and 19.0 (Note 1) 20 to 30 kg or 30 to 40 kg (Note 2) Every sublot

Superpave 25.0 and 37.5 (Note 1) 25 to 35 kg or 35 to 45 kg (Note 2) Every sublot HMA Compaction Cores 150 to 200 mm diameter Every mix properties sublot HMA Thickness Cores 50 mm diameter Every thickness sublot HMA Aggregates for Density Testing Coarse aggregate 10 kg

Fine aggregate, RAP 5 kg Every 20,000 tonnes or when new samples requested

SMA mixes for draindown testing 3 to 5 kg Once per lot WMA for moisture sensitivity testing (Note 1) 50 kg 3 sublots per mix type

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.


TABLE 3

Breakdown of the Tender Item Quantity into Lots for Mix Properties and Compaction

Number of Tonnes Quantity of Square Metres

Number of Lots 40 to 50 mm Lift Thickness 60 to 80 mm Lift Thickness

< 5,000 40,000 25,000 1

5,000 to 10,000 40,000 to 80,000 25,000 to 50,000 2

10,000 to 12,000 80,000 to 100,000 50,000 to 60,000 2 or 3 (Note 1)

> 12,000 > 100,000 >60,000 3 +

Note: 1. As determined by the Contract Administrator in consultation with the Contractor.


TABLE 4 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, LS-266 (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

Compaction Compaction and Thickness of Cores

BRDc = Bulk Relative Density for core samples, LS-262 (Note 1)

MRDm = Gmm (Maximum Relative Density for loose mix samples, LS-264)

% Compaction = (100 x BRDc/MRDm)

Thickness of Core % Compaction

Lift Thickness Thickness of Cores LS-294 Lift Thickness

SMA Mix Properties Draindown for mix AASHTO T 305 % Draindown

WMA Mix Properties WMA Moisture Sensitivity AASHTO T 283 including Table 1 TSR

Visual Stripping Rating 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 5

Specification Limits for HMA Acceptance Attributes

Attributes HMA Type Lower Limit (LL) %

Upper Limit (UL) %

AC Content All HMA types JMF - 0.40 (Note 1)

JMF + 0.50

Designated Large Sieve All HMA types JMF - 5.0 JMF + 5.0 4.75 mm Sieve All HMA types JMF - 5.0 JMF + 5.0 75 µm Sieve All HMA types JMF - 2.0 JMF + 2.0 Air Voids All HMA types 2.5 5.5 Pavement Compaction Superpave 37.5, 25.0, 19.0,12.5, 9.5 and 12.5FC 1 92.0 97.0

Superpave 12.5FC 2 92.0 98.0 SMA 93.0 98.0

Notes: 1. When a JMF change results in a decrease in the design AC content, the lower limit (LL) shall be set at the

revised JMF minus 0.3% for all lots to which the JMF change applies.

TABLE 6 Tender Opening Date Reduction Factor for Superpave Compaction Pay Factor

Year of Tender Opening Tender Opening Date Reduction Factor (TODRF)

2017 0.50 2018 and beyond 1.00

TABLE 7 Payment Factors Based on Per Cent Within Limits

PWL Designated Large Sieve

4.75 mm Sieve

75 µm Sieve AC Content Air Voids Compaction

100 1.000 1.000 1.000 1.000 1.000 1.000 99 1.000 1.000 1.000 1.000 1.000 1.000 98 1.000 1.000 1.000 1.000 1.000 1.000 97 1.000 1.000 1.000 1.000 1.000 1.000 96 1.000 1.000 1.000 1.000 1.000 1.000 95 1.000 1.000 1.000 1.000 1.000 1.000 94 1.000 1.000 1.000 1.000 1.000 1.000 93 1.000 1.000 1.000 1.000 1.000 1.000 92 1.000 1.000 1.000 1.000 1.000 1.000 91 1.000 1.000 1.000 1.000 1.000 1.000 90 1.000 1.000 1.000 1.000 1.000 1.000



4.75 mm Sieve


89 1.000 1.000 1.000 1.000 1.000 0.991 88 1.000 1.000 1.000 1.000 1.000 0.983 87 1.000 1.000 1.000 1.000 1.000 0.974 86 1.000 1.000 1.000 1.000 1.000 0.965 85 1.000 1.000 1.000 1.000 1.000 0.956 84 0.997 0.997 0.997 0.992 1.000 0.948 83 0.994 0.994 0.994 0.984 1.000 0.939 82 0.992 0.992 0.992 0.976 1.000 0.930 81 0.989 0.989 0.989 0.968 1.000 0.921 80 0.986 0.986 0.986 0.960 1.000 0.913 79 0.983 0.983 0.983 0.952 0.999 0.904 78 0.980 0.980 0.980 0.944 0.998 0.895 77 0.977 0.977 0.977 0.936 0.995 0.886 76 0.974 0.974 0.974 0.928 0.991 0.878 75 0.972 0.972 0.972 0.920 0.986 0.869 74 0.969 0.969 0.969 0.912 0.980 0.860 73 0.966 0.966 0.966 0.904 0.973 0.851 72 0.963 0.963 0.963 0.896 0.964 0.843 71 0.960 0.960 0.960 0.888 0.955 0.834 70 0.957 0.957 0.957 0.880 0.944 0.825 69 0.954 0.954 0.954 0.872 0.933 0.816 68 0.951 0.951 0.951 0.864 0.920 0.808 67 0.949 0.949 0.949 0.856 0.906 0.799 66 0.946 0.946 0.946 0.848 0.891 0.790 65 0.943 0.943 0.943 0.840 0.875 0.781 64 0.940 0.940 0.940 0.832 0.858 0.773 63 0.937 0.937 0.937 0.824 0.839 0.764 62 0.934 0.934 0.934 0.816 0.820 0.755 61 0.931 0.931 0.931 0.808 0.799 0.746 60 0.929 0.929 0.929 0.800 0.778 0.738 59 0.926 0.926 0.926 0.790 0.755 0.729 58 0.923 0.923 0.923 0.780 0.731 0.720 57 0.920 0.920 0.920 0.770 0.706 0.711 56 0.917 0.917 0.917 0.760 0.680 0.703 55 0.914 0.914 0.914 0.750 0.653 0.694 54 0.911 0.911 0.911 0.740 0.624 0.685 53 0.909 0.909 0.909 0.730 0.595 0.676 52 0.906 0.906 0.906 0.720 0.564 0.668



4.75 mm Sieve


51 0.903 0.903 0.903 0.710 0.533 0.659 50 0.900 0.900 0.900 0.700 0.500 0.650 49 0.882 0.882 0.882 0.686 0.490 0.637 48 0.864 0.864 0.864 0.672 0.480 0.624 47 0.846 0.846 0.846 0.658 0.470 0.611 46 0.828 0.828 0.828 0.644 0.460 0.598 45 0.810 0.810 0.810 0.630 0.450 0.585 44 0.792 0.792 0.792 0.616 0.440 0.572 43 0.774 0.774 0.774 0.602 0.430 0.559 42 0.756 0.756 0.756 0.588 0.420 0.546 41 0.738 0.738 0.738 0.574 0.410 0.533 40 0.720 0.720 0.720 0.560 0.400 0.520 39 0.702 0.702 0.702 0.546 0.390 0.507 38 0.684 0.684 0.684 0.532 0.380 0.494 37 0.666 0.666 0.666 0.518 0.370 0.481 36 0.648 0.648 0.648 0.504 0.360 0.468 35 0.630 0.630 0.630 0.490 0.350 0.455 34 0.612 0.612 0.612 0.476 0.340 0.442 33 0.594 0.594 0.594 0.462 0.330 0.429 32 0.576 0.576 0.576 0.448 0.320 0.416 31 0.558 0.558 0.558 0.434 0.310 0.403 30 0.540 0.540 0.540 0.420 0.300 0.390 29 0.522 0.522 0.522 0.406 0.290 0.377 28 0.504 0.504 0.504 0.392 0.280 0.364 27 0.486 0.486 0.486 0.378 0.270 0.351 26 0.468 0.468 0.468 0.364 0.260 0.338 25 0.450 0.450 0.450 0.350 0.250 0.325 24 0.432 0.432 0.432 0.336 0.240 0.312 23 0.414 0.414 0.414 0.322 0.230 0.299 22 0.396 0.396 0.396 0.308 0.220 0.286 21 0.378 0.378 0.378 0.294 0.210 0.273 20 0.360 0.360 0.360 0.280 0.200 0.260 19 0.342 0.342 0.342 0.266 0.190 0.247 18 0.324 0.324 0.324 0.252 0.180 0.234 17 0.306 0.306 0.306 0.238 0.170 0.221 16 0.288 0.288 0.288 0.224 0.160 0.208 15 0.270 0.270 0.270 0.210 0.150 0.195 14 0.252 0.252 0.252 0.196 0.140 0.182



4.75 mm Sieve


13 0.234 0.234 0.234 0.182 0.130 0.169 12 0.216 0.216 0.216 0.168 0.120 0.156 11 0.198 0.198 0.198 0.154 0.110 0.143 10 0.180 0.180 0.180 0.140 0.100 0.130 9 0.162 0.162 0.162 0.126 0.090 0.117 8 0.144 0.144 0.144 0.112 0.080 0.104 7 0.126 0.126 0.126 0.098 0.070 0.091 6 0.108 0.108 0.108 0.084 0.060 0.078 5 0.090 0.090 0.090 0.070 0.050 0.065 4 0.072 0.072 0.072 0.056 0.040 0.052 3 0.054 0.054 0.054 0.042 0.030 0.039 2 0.036 0.036 0.036 0.028 0.020 0.026 1 0.018 0.018 0.018 0.014 0.010 0.013 0 0.000 0.000 0.000 0.000 0.000 0.000

TABLE 8 Allowable Macrotexture Ratios for Various Mixes

Mix Type

Macrotexture Ratio (MR)

Degree of Segregation

Slight Medium Severe

Superpave 12.5, 12.5FC 1, 12.5FC 2 < 1.6 1.6 to 2.2 > 2.2

Superpave 19.0 < 1.8 1.8 to 2.6 > 2.6

Superpave 25.0 < 2.0 2.0 to 3.5 > 3.5

TABLE 9 Minimum Lift Thickness

Mix Course Design Lift Thickness (TD) mm

Minimum Sublot Lift Thickness mm

All courses 25 to 39 TD - 7

40 to 59 TD - 10

Surface Course 60 and greater TD - 15

Binder Courses 60 and greater 0.70 x TD


TABLE 10 Thickness Payment Adjustment

Course TL Thickness Payment Adjustment, PAT

Surface Course All PAT = lot quantity x price x {[1.000 - (TL / TD)] x 2.0}

Binder Course TL ≥ [0.95 x TD] PAT = lot quantity x price x {[1.000 - (TL /TD)]} [0.95 x TD ] > TL ≥ [0.85 x TD] PAT = lot quantity x price x {[1.000 - (TL /TD)] x 2.0} TL < [0.85 x TD ] PAT = lot quantity x price x {[1.000 - (TL /TD)] x 3.0}

Where: 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 upper most lift of hot mix in the lot (normally surface course) price = the Contract price of the hot mix tender item

TABLE 11 Reference Densities, DR

Region Reference Densities, DR tonnes/m³

West Region 2.530 Central Region Northeastern Region Northwestern Region

2.520

Eastern Region 2.390

TABLE 12 AC Price Adjustment

IP AC Price Adjustment, PA IP > 1.05 ITO PA = (IP - 1.05 ITO) x TAC IP < 0.95 ITO PA = (0.95 ITO - IP) x TAC

Note: If IP > 1.05 ITO the Contractor receives compensation; however, if IP < 0.95 ITO the Owner receives a rebate. Where: PA = payment adjustment for new AC, in dollars ITO = PGAC price index for the month prior to Tender Opening IP = PGAC price index for the month in which paving occurs TAC = quantity of new AC in tonnes TAC, shall be calculated as follows: TAC = [ACnew /100] x Tmix_mnth Where: ACnew = the percentage of new AC in the mix as required by the JMF. Tmix_mnth = the tonnage of HMA, as calculated in the Hot Mix Quantity Calculation clause, accepted into the

work during the month for which the payment adjustment was calculated.


ASPHALTIC CONCRETE SURFACE SMOOTHNESS - Asphaltic Concrete Payment Adjustment for Surface Smoothness Based on Quality Assurance Measurements Taken by an Inertial Profiler


1.0 SCOPE This Special Provision covers all surface smoothness requirements for hot mix asphalt construction. 2.0 REFERENCES Ontario Provincial Standard Specifications, Construction OPSS 313 Hot Mix Asphalt – End Result Ontario Ministry of Transportation Publications LS-100 Rounding-Off of Test Data and Other Numbers LS-296 Method of Test for Calibrating, Correlating and Conducting Surface Smoothness Measurements

Using an Inertial Profiler American Association of State Highway and Transportation Officials (AASHTO) M 328 Standard Specification for Inertial Profiler R 56 Standard Practice for Certification of Inertial Profiling Systems R 57 Standard Practice for Operating Inertial Profiling Systems ASTM International E 950 Standard Test Method for Measuring the Longitudinal Profile of Traveled Surfaces with an

Accelerometer Established Inertial Profiling Reference 3.0 DEFINITIONS For the purpose of this Special Provision, the definitions in OPSS 313 and the following definitions apply: Category B Pavement Treatment means the application of one lift of HMA after: a) Milling; or b) Cold in-place recycling; or c) Full depth reclamation. Existing Surface means the original pavement surface prior to construction under the Contract. Expanded Asphalt Mix (EAM) means “Full Depth Reclamation with Expanded Asphalt Stabilization” which is a mixture of reclaimed existing asphalt pavement, granular base, corrective aggregate if required, and expanded asphalt. Final Measurements means the set of three measurements used for acceptance purposes.


Inertial Profiler means a device used for surface smoothness measurements conforming to requirements of a Class 1 Profilometer according to ASTM E 950 and meeting the additional requirements stated in LS-296. Initial Measurements means the first set of three measurements taken by an inertial profiler on a given pavement section. International Roughness Index (IRI) means a specific mathematical transform of a true profile in which a low pass filter (usually consisting of a moving average with a 250 mm base length) followed by a “Quarter Car Filter” are applied to the true profile then the absolute values of the vertical vibration of the “Quarter Car Filter” are accumulated and divided by the sublot length. It’s expressed in units of m/km. Localized Roughness is calculated using smoothness assurance module of ProVAL based on MRI Ride Quality Index and Short Continuous Analysis with 7.62 m baselength. Incident of Localized Roughness is a location where localized roughness has been identified at stations that are within ± 2 m of one another in at least two of the three runs that were measured by the applicable inertial profilers. Its station and average MRI shall respectively be considered to be the average station and the average MRI for the individual localized roughness locations that were identified in the 2 or 3 applicable runs. Mean Roughness Index (MRI) means the number calculated by averaging the IRI values from the two wheel path profiles. Profiler Operator means any person who has been adequately trained by the manufacturer of an inertial profiler to operate the inertial profiler and to use ProVAL software and has received a certificate of training. Quarter Car Filter calculates the suspension deflection of a simulated mechanical system with a response similar to one corner (a quarter) of a passenger car travelling at 80 km/hr. Sublot means a continuous traffic lane of pavement; excluding the shoulder, which has been measured by inertial profiler for purposes of repairs/payment adjustments and normally having a length of 100 m. Subsequent Measurements means any measurements by an inertial profiler taken after the initial measurements. Unfiltered Data File means a data file representing the profile of a pavement surface taken by the inertial profiler before any user-controlled filtering is applied. Wheel path means 0.9 m on each side of the centreline of the actual trafficked lane. The trafficked lane does not include adjacent paved areas such as paved shoulders or tapers. 4.0 DESIGN AND SUBMISSION REQUIREMENTS - Not Used 5.0 MATERIALS - Not Used 6.0 EQUIPMENT 6.01 Inertial Profiler The Owner shall measure smoothness using an inertial profiler. 7.0 CONSTRUCTION - Not Used


8.0 QUALITY ASSURANCE 8.01 Surface Smoothness 8.01.01 Lot Size A lot for surface smoothness shall consist of the total pavement quantity in a given surface course Contract item that was measured by the QA inertial profiler. Each lot shall generally be divided into 100 metre single lane sublots. Lot acceptance for surface smoothness shall be based on measurements of IRI and incident(s) of localized roughness. 8.01.02 Surface Smoothness Measurement The Owner shall measure all through lane pavement surfaces using an approved inertial profiler, with the following exceptions: a) Where the posted speed is 60 km/hour or less. b) Where a single lift is placed on an existing surface. c) Within 10 m of the end of a placement where the paving Contractor is not responsible for the adjoining

surface. d) Bridge decks and within 10 m of bridge deck expansion joints. e) Detours and other temporary pavement that shall be removed or overlaid under this Contract. f) The first adjacent lane consisting of one or more lifts of hot mix asphalt where the Contractor must match

to an existing surface that is not being resurfaced under this Contract. g) Within 10 m of any access holes, water valves, or similar structures which are located within the lane or

within 1.5 m of the outside edge of the lane. h) Lanes less than 400 m in length. i) Curves with a centerline radius of less than 300 m and pavement within the superelevation transition,

i.e. slope changes, of such curves. j) 100 m either side of a stop bar at signalized intersections. k) 100 m either side of a stop bar at stop controlled intersections for the lanes being measured for

smoothness. l) The following additional stations, roadways, major commercial entrances, and major intersections: [* Designer Fill-in - See Notes to Designer] 8.01.02.01 Sublots to be Measured The Contract Administrator shall provide a draft sketch to the Contractor at the pre-paving meeting showing the proposed details for the numbering and stations of each sublot to be measured. During preparation of the


sublot sketch, when the last sublot is less than 50 m in length, it shall be added to the previous sublot in the lane. The sketch shall be finalized by the Contract Administrator before the beginning of surface course paving. Prior to beginning the construction of the surface course, the Contractor may propose changes to the sketch or any areas for consideration by the Contract Administrator. 8.01.02.02 Inertial Profiler Acceptance Testing The Contractor shall notify the Contract Administrator, in writing, when the surface course is ready for QA inertial profiler acceptance testing. The Owner shall perform QA inertial profiler acceptance testing only when, regardless of the number of surface course tender items involved, the surface course has been completed to one of the following milestones: a) 50% completed; or b) Once within a given calendar year; or c) Surface course completed. Prior to testing, the sublot number and the station at the beginning of each sublot shall be clearly marked out by the Contractor in a manner that remains visible to the QA profiler operator until the final measurements are completed and accepted. Within 10 Business Days of receiving the Contractor’s written notification that QA testing can begin and, the Contract Administrator is fully satisfied that the locations of the sublots that are to be measured have been properly marked out, surface smoothness acceptance testing with the inertial profiler shall begin. When weather conditions as determined by the manufacturer of the inertial profiler will not provide reliable results, the testing shall be suspended and not resume until reliable results can be obtained. When reflectors are used for QA or referee measurements, the Contractor shall obtain the reflectors from the profiler operator and place them on the left/right shoulder or the highway median at the beginning and end of each profile run as required by the profiler operator. After smoothness measurements are completed each day, the Contractor shall remove the reflectors and return them to the profiler operator. When Global Position System-Distance Measuring Instrument (GPS-DMI) technology is used for QA or referee measurements, the profiler operator shall collect static GPS coordinates while stopped on the shoulder. Traffic protection for the collection of static GPS coordinates shall be provided by the Contractor. An inertial profiler shall be required to do three runs of any particular pavement section. However, when the profiler operator deems that the results for one or more sublots within a particular run are invalid, due to technical difficulties or other reasons, then the profiler operator, after consultation with the Contract Administrator, shall be allowed to repeat that run and the data file for the repeated run shall be used to calculate the IRI for all of the sublots and all of the localized roughness that are identified within that run. The profiler operator shall run all of the applicable unfiltered data files through the ProVAL Version 3.40 or 3.50, according to the procedures specified in LS-296. After the measurements by the QA inertial profiler are analyzed, all areas to be repaired due to rejectable sublots and/or incidents of localized roughness shall be marked on the pavement surface by the Contractor at the direction of the Contract Administrator and prior to the Contractor doing any corrective work. The Contract Administrator shall provide the following information to the Contractor within 7 Business Days after the surface smoothness measurements have been completed to any of the milestones listed above:


a) All of the unfiltered data files from the final measurements that are generated by the inertial profiler in

ppf or erd format for each profile run; b) A summary of the longitudinal reference lines and offsets that were used for each profile run; c) A summary of all “lead-in” distances that the inertial profiler required, prior to the start of the first sublot

being measured in every profile run; d) Summaries of all IRI measurements and the locations and values of all localized roughness in both wheel

paths for each run of each sublot, as determined by the ProVAL software in accordance with LS-296, in Microsoft Excel spreadsheet file(s).

The information shall be provided to the Contractor on CD’s or DVD’s for use by IBM compatible personal computers or by email. 8.01.03 Referee Testing For each measurement results taken by the QA inertial profiler at any milestone identified in Inertial Profiler Measurements clause , the Contractor may make a single written request for “Referee testing” no more than 5 Business Days after the Contractor has received all of the summary sheets and the QA profiler’s applicable files. Each request shall state the sublots that are to be re-measured. The referee inertial profiler shall be chosen from a list of certified profilers maintained by the Ministry. All sublots that are requested for referee testing shall be re-measured three times using a “referee inertial profiler”, within 15 Business Days of the Contract Administrator receiving the Contractor’s written request for referee testing. When weather conditions as determined by the manufacturer of the inertial profiler will not provide reliable results, the testing shall be suspended and not resume until reliable results can be obtained. The disposition of all of the re-measured sublots and all incident(s) of localized roughness that are located within those sublots shall be based on the Referee measurements and the results shall be binding on both the Contractor and the Owner. 8.01.04 Damage to Existing Pavement Surface after Preparation or Damage to Surface

Course Prior to Smoothness Measurements The Contractor shall provide written documentation to the Contract Administrator within 1 Business Day of becoming aware of the damage to areas of: a) existing pavement surfaces underlying a sublot, which have been milled and/or padded; or b) surface course within a sublot; when such damage was due to circumstances beyond the Contractor’s control and occurred prior to measurement for surface smoothness. The Contractor shall not cover the affected area with hot mix asphalt until a decision is made by the Contract Administrator. The Contract Administrator shall evaluate the Contractor’s submission and may exclude all or part of the affected area from the final calculation for the payment factor.


8.01.05 Repairs and Redecisioning 8.01.05.01 General Smoothness-related or surface tolerance-related repairs are not allowed prior to initial smoothness measurements. Any incident of localized roughness shall either be repaired or receive a payment adjustment according to the requirements given in Table 2. For any sublot with an IRI which is greater than 1.25 m/km, the sublot is rejected and the Contractor shall repair at least a portion of the sublot. All repairs and redecisioning of all sublots which are constructed in a given construction season shall be completed within 30 Days of the Contractor receiving written notice from the Contract Administrator that the last set of measurements had indicated repairs for those sublots. However, if such repairs cannot be made, due to rapid changes in weather or other issues that are no fault of the Contractor, then, at the discretion of the Contract Administrator, the Contractor may be requested to delay those repairs until the beginning of the next construction season, at no additional cost to the Owner. The Contractor shall inform the Contract Administrator, in writing, when the repaired sublots are ready for QA inertial profiler acceptance re-testing. The Contractor shall be responsible for the cost of QA inertial profiler acceptance re-testing. 8.01.05.02 Repairs 8.01.05.02.01 General At least 5 Business Days prior to beginning any surface smoothness-related or tolerance-related repairs, the Contractor shall submit a written proposal to the Contract Administrator with the sublot and repair locations including the appropriate stations, length of each repair area, distance between the ends of the repair areas on the same lane that are within 100 m of each other, and the method(s) of repair that the Contractor intends to use for each repair area. The Contractor shall not start repairs unless the Contract Administrator has given written permission. If permission is denied, then the Contract Administrator shall provide the Contractor with the reason(s) in writing. Surface smoothness-related or tolerance-related repairs shall consist of one or more of the following corrective measures: a) Diamond grinding; b) A hot mix asphalt overlay, where permitted; c) Remove and replace; and/or d) Other methods of repair, if approved by the Contract Administrator, in consultation with the Ministry.


8.01.05.02.02 Diamond Grinding Diamond grinding shall not be allowed in any area of the surface course where that area: a) Consists of a single lift of hot mix asphalt placed on a granular surface, Expanded Asphalt Mix (EAM)

base or on pulverized grade; or b) Will be reduced by more than 5 mm below the general profile of the surrounding pavement surface after

the repair. A sublot shall be limited to no more than three separate diamond ground repair areas. If additional repair areas are identified within a sublot, then other methods of repair shall be used, subject to approval by the Contract Administrator. The slurry produced from diamond grinding shall be removed from the site by the Contractor and managed as specified elsewhere in the Contract Documents. 8.01.05.02.03 Hot Mix Asphalt Overlay / Remove and Replace Overlays on traffic lanes beneath structures may be allowed, if clearances between the pavement surface and the underside of the structure after overlay meet the established minimum requirements. Overlays on traffic lanes adjacent to curb-and-gutter or on bridge decks shall not be permitted. A paver shall be used wherever corrective measures include overlay / remove and replace. Hot mix asphalt used in such repairs shall meet all of the requirements specified for the item in the Contract. The minimum width of every repair by “remove and replace” or a “hot mix asphalt overlay” shall be the width of the lane being repaired. 8.01.05.03 Redecisioning When repairs are made to all or part(s) of any smoothness sublot, then the entire sublot shall be re-tested by the QA inertial profiler at the Contractor’s cost. Re-testing by QA inertial profiler shall include at least 15 m on either side of the repaired area. If this requirement extends the testing onto an adjacent sublot, then the adjacent sublot shall also be re-tested. After such repairs to the sublot, subsequent measurements shall be used in the final calculations for the payment adjustment to the lot. After a sublot is repaired/overlaid, then the subsequent measurements of the sublot shall have no incident(s) of localized roughness and its IRI shall be less than or equal to 1.25 m/km. 9.0 MEASUREMENT FOR PAYMENT - Not Used 10.0 BASIS OF PAYMENT 10.01 Payment Adjustment for Surface Smoothness 10.01.01 Hot Mix Asphalt Quantity Calculation Where the unit of measure is by square metres; the quantity of HMA for use in the calculations (Qmix) shall be the theoretical area of surface course in the lot using the length of pavement on which the inertial profiler measurements were made and the design widths of the finished lane; excluding any paved shoulder.


When the unit of measure is tonnes, Qmix shall be determined 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:

Qmix = [0.975 x BRDmix x (TD/1000) x Amix] (Formula 1) Where:

BRDmix = 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 3 sublots of HMA placed in the work. The values shall be the same as those used in calculating the final payment factor for air voids for the lot.

TD = the design thickness, in millimetres, of surface course.

Amix = theoretical area of surface course in the lot using the length of pavement on which the inertial

profiler measurements were made and design widths of the finished lane; excluding any paved shoulder, in square metres.

10.01.02 Payment Adjustment Calculation A sublot’s payment factor for smoothness shall be based on the initial measurements using a QA inertial profiler, unless that sublot has been repaired or the initial quality assurance IRI has been substituted as a result of referee testing. Where a sublot has been repaired, the subsequent measurements taken after the repair shall be used in the calculation for the payment adjustment to that sublot. Subsequent measurements of IRI shall not be used to increase a payment factor, unless the sublot has been repaired. No sublot that has been repaired for any reason shall receive a payment factor greater than 1.0. For any sublot with an initial average IRI measurement for the three runs that is greater than 1.000 m/km but less than or equal to 1.250 m/km, the Contractor may either accept the inclusion of its payment factor in the calculation for the lot or the Contractor may choose to repair at least a portion of the sublot. The payment factors for sublots shall be determined by the Contract Administrator according to Table 1A or Table 1B, as applicable. Table 1B shall be used only for sublots consisting of Category B pavement treatment. The sublot payment factor shall be rounded to three decimal places, according to LS-100. The payment factor for smoothness (PFS) for the entire lot shall be the lesser of the following: a) The average of the individual payment factors for all measured sublots of surface course within the lot,

rounded to three decimal places, according to LS-100, or; b) 1.050. If the average payment factor for the lot is equal to 1.000, the payment adjustment shall be zero. If the average payment factor for the lot is greater than 1.000, the payment adjustment shall be:

(PFS - 1.000) x Price x Qmix (Formula 2)


If the average payment factor for the lot is less than 1.000, the payment adjustment shall be:

(1.000 - PFS) x Price x Qmix (Formula 3) Where:

Price = means the Contract price of the hot mix asphalt surface course tender item.

TABLE 1A Sublot Payment Factor Based on IRI for all Pavement Treatments Except Category B

Average IRI of both wheel paths from a set of 3 measurements taken by an

Inertial Profiler in each sublot (m/km)

Sublot Payment Factor

≤ 0.500 1.200 (subject to Note 1 below) > 0.500 to 0.600 2.2 - (2.0 x IRI) (subject to Note 1 below). > 0.600 to 1.000 1.000 > 1.000 to 1.250 1.40 - (0.4 x IRI) (subject to Note 2 below)

> 1.250 REJECTED (Requires repairs – subject to Note 2 below) Notes: 1. The payment factor shall not exceed 1.000 for subsequent IRI measurements which are taken after

repairs regardless of the reason for the repairs. 2. Sublots with IRI’s between 1.000 and 1.350 m/km and located in areas of hot-in-place recycling being

used as a surface course shall receive a payment factor of 1.00. Sublots with IRI’s greater than 1.350 m/km and located in areas of hot-in-place recycling being used as a surface course shall be repaired.

TABLE 1B Sublot Payment Factor Based on IRI for Category B Pavement Treatments

Average IRI of both wheel paths from a set of 3 measurements taken by an Inertial

Profiler in each sublot (m/km)

Sublot Payment Factor

≤ 0.500 1.200 (subject to Note 1 below) > 0.500 to 0.600 2.2 - (2.0 x IRI) (subject to Note 1 below). > 0.600 to 1.250 1.000

> 1.250 REJECTED (Requires repairs) Notes: 1. The payment factor shall not exceed 1.000 for subsequent IRI measurements which are taken after

repairs regardless of the reason for the repairs.


10.01.03 Incident(s) of Localized Roughness: The Contractor shall either be given payment adjustments or be required to repair all incidents of localized roughness according to Table 2. However, where two or more incidents of localized roughness are found to be within 3 m of one another and they are left unrepaired, then the localized roughness at those locations shall be respectively treated as a single incident of localized roughness and the MRI of that single incident of localized roughness shall be considered to be the average MRI for all of the individual incidents of localized roughness within that 3 m for assessment of payment adjustment. The payment adjustment for any sublot which includes any unrepaired incidents of localized roughness shall be unaffected by any payment adjustment given for such incidents of localized roughness.

TABLE 2 Payment Adjustments / Repairs for Localized Roughness

Incidents of Localized Roughness (Average MRI determined from three sets of

measurements taken by an Inertial Profiler, run through ProVAL Version 3.40 or 3.50, m/km)

Payment Adjustment

2.400 to 3.499

The Contractor shall receive a payment reduction (subject to Notes 1 and 2) of $2,500 for each incident of localized roughness located in multi-lane freeways, and $2,000 for each incident of localized roughness located in all other highway types. Repairs shall be allowed for any incident of localized roughness in this amplitude range subject to Note 1.

≥ 3.500 All incidents of localized roughness shall be repaired in this range (subject to Note 1).

Notes: 1. Subject to the restrictions on repairs stated in Repairs clause, the Contractor may repair an incident of

localized roughness with an average MRI greater than 2.400 m/km. If the repair removes that incident of localized roughness, then the payment adjustment for that incident of localized roughness shall be waived.

2. Payment adjustment shall be waived for any incident of localized roughness located within transition zones. Transition zone is the section of a through lane adjacent to the taper of an added or terminated new lane and includes an additional 10 m either side of the start and end of the taper.

10.01.04 Repair Costs All repairs shall be made entirely at the Contractor’s expense. Where overlays are allowed, any other associated costs such as additional granular materials for shoulders, shall also be borne by the Contractor. 10.01.05 Costs for QA Re-Testing and Referee Testing The Contractor shall be responsible for the cost of QA inertial profiler acceptance re-testing. If the Contractor requests Referee testing and the average IRI for the sublots tested by the referee profiler in that request is larger or less than 10% smaller than the average IRI determined from the measurements taken by the QA inertial profiler for the same sublots, then the cost of the referee testing shall be borne by the Contractor. Otherwise, the Owner shall be responsible for the costs of referee testing.


10.01.06 Tolerance/Smoothness Measurements and Associated Traffic Control No additional payment shall be made to the Contractor for the cost of tolerance measurements that are required by the Contract Administrator. No additional payment shall be made to the Contractor for the cost of traffic protection provided to the profiler for daily placement and removal of the reflectors or for collection of static GPS coordinates as specified in Inertial Profiler Acceptance Testing clause unless placement or removal of the reflectors or collection of static GPS coordinates requires the closure of a traffic lane, in which case, the cost of such traffic control shall be administered as a Change in the Work.


AMENDMENT TO OPSS 706, NOVEMBER 2016 - Freeway Paving Operations

Special Provision No. 107S05 April 2017

706.07 CONSTRUCTION Section 706.07 of OPSS 706 is amended by the addition of the following subsection: 706.07.06 Freeway Paving Operations When paving on a freeway within 3 m of a travelled lane open to traffic with no barrier designed to restrain errant vehicles between the paving operation and traffic, the following protection measures shall be applied: a) A temporary regulatory speed reduction of 20 km/hr less than the normal posted regulatory speed (NPRS)

shall be implemented during the paving operation. All signing shall be according to OTM Book 7. All existing NPRS signs within the reduced speed zone shall be covered while the temporary regulatory speed reduction signs are in use. The existing NPRS signs shall be restored when the reduced speed zone is not required and the temporary regulatory speed reduction signs shall be covered.

b) When a temporary regulatory speed reduction is in effect, a portable variable message sign (PVMS) shall

be placed in advance of the first Maximum Speed Ahead signs at a location to be provided by the CA. If the Contract is in a bilingual area, an additional PVMS sign shall be deployed for the approved equivalent French message at least 150 m after the English PVMS. PVMS locations shall be verified to be legible to approaching motorists for at least 300 m and not be obstructed by existing signing or other obstructions. PVMS message details shall be as directed by the Contract Administrator.

When there is only a single lane open to traffic that is adjacent to the paving operation, the use of pace vehicles is permitted to limit the speed of traffic to that of the temporary regulatory speed reduction. The use of pace vehicles shall be according to OTM Book 7. 706.10 BASIS OF PAYMENT Section 706.10 of OPSS 706 is amended by the addition of the following subsection: 706.10.05 Freeway Paving Operations The protection measures specified for freeway paving operations shall be at no additional cost to the Owner.

April 2017 Page 1 of 1 SSP 107S05

AMENDMENT TO OPSS 1004, NOVEMBER 2012 - Quality Assurance Sampling, and Physical Property and Gradation Requirements for Granular Sheeting


1004.08 QUALITY ASSURANCE 1004.08.02 Sampling Subsection 1004.08.02 of OPSS 1004 is amended by deleting the second and last paragraphs in their entirety and replacing the second paragraph with the following: Unless specified in the Contract Documents, all QA samples shall be taken from materials delivered to the Working Area. Each QA sample shall be treated as a discrete sample and not combined or blended with any other sample. When material contains blended or reclaimed aggregates or both, QA sampling shall be performed on the final blended product. OPSS 1004 is amended by deleting Tables 3 and 4 and replacing them by the following:

TABLE 3 Physical Property Requirements for Granular Sheeting

MTO Laboratory Test MTO Test Number Requirement

Percent Crushed Particles, % minimum LS-607 60

Petrographic Requirement, Fine Aggregate, Part A LS-616 (Note 1)

Micro-Deval Abrasion, Coarse Aggregate, % maximum loss (Note 2) LS-618 30

Micro-Deval Abrasion, Fine Aggregate, % maximum loss LS-619 35

Plastic Fines LS-631 NP

Notes: 1. For materials north of the French/Mattawa Rivers only: For materials with > 4.0% passing the 75 µm

sieve, the amount of mica passing the 150 µm sieve and retained on the 75 µm sieve shall not exceed 10% of the material on that sieve. Prior data demonstrating compliance with this requirement shall be acceptable provided that such testing has been done within the past 5 years and the Contractor can show to the satisfaction of the Owner that field performance has continued to be acceptable.

2. The requirement for the coarse aggregate Micro-Deval abrasion loss test shall be waived if the material has more than 80% passing the 4.75 mm sieve.


TABLE 4 Gradation Requirements for Granular Sheeting

Sieve Size Gradation (LS-602), Percent Passing

150 mm 100

63 mm -

37.5 mm 57 - 100

26.5 mm 50 - 90

13.2 mm 35 - 65

4.75 mm 20 - 40

1.18 mm 10 - 23

300 µm 5 - 13

150 µm 0 - 10

75 µm 0 - 8


AMENDMENT TO OPSS 1101, NOVEMBER 2014 - Additional Test Results and Samples for Performance Graded Asphalt Cement (PGAC)


1101.02 REFERENCES Section 1101.02 of OPSS 1101 is amended by the deletion of the following under American Association of State Highway and Transportation Officials (AASHTO): TP 70 Multiple Stress Creep and Recovery (MSCR) of Asphalt Binder Using a Dynamic Shear

Rheometer (DSR) Section 1101.02 of OPSS 1101 is further amended by the addition of the following under American Association of State Highway and Transportation Officials (AASHTO): T 350-14 Standard Method of Test for Multiple Stress Creep Recovery (MSCR) Test of Asphalt Binder

Using a Dynamic Shear Rheometer (DSR) 1101.04 DESIGN AND SUBMISSION REQUIREMENTS 1101.04.01 Submission Requirements Subsection 1101.04.01 of OPSS 1101 is amended by the addition of the following clause: 1101.04.01.02 PGAC Documentation For each grade of PGAC specified in the Contract Documents, the Contractor shall supply the following items to the Contract Administrator prior to the commencement of HMA production: a) PGAC documentation from the asphalt cement supplier in the form of bill of lading and certificate of

analysis, confirming the grade of PGAC. The bill of lading and certificate of analysis shall also be supplied for each subsequent delivery of PGAC that will be used for the HMA production.

b) Documentation identifying the PGAC storage tank that the PGAC will be supplied from for the HMA

production. The Contractor shall notify the Contract Administrator and provide updated documentation prior to changing the storage tank that is being used to supply PGAC for the HMA production.

1101.08 QUALITY ASSURANCE 1101.08.02 Anti-Stripping Additive Subsection 1101.08.02 of OPSS 1101 is deleted in its entirety and replaced with the following:


1101.08.02 Asphalt Cement Anti-Stripping Treatment The Contractor may request that an allowance be made for the impact of the asphalt cement anti-stripping treatment on a PGAC grade for QA or referee purposes provided that when production begins the Contractor submits to the Contract Administrator complete AASHTO M 320 test results for the following: a) Asphalt cement with anti-stripping treatment at the percentage identified in the mix design. b) Asphalt cement without the anti-stripping treatment. 1101.08.03 Sampling Subsection 1101.08.03 of OPSS 1101 is amended by deleting the last paragraph in its entirety and replacing it with the following: Sampling frequency, minimum quantities and additional labelling shall be as shown in Table 2. 1101.08.06 Referee Testing Subsection 1101.08.06 of OPSS 1101 is amended by deleting the first paragraph in its entirety and replacing it with the following: Referee testing by an independent laboratory may be invoked by the Contractor for any lot of PGAC within 5 Days of receiving all the QA test results for the lot.


Table 1 is deleted in its entirety and replaced with the following:

Table 1 Additional Testing Requirements and Acceptance Criteria for All PGAC Grades (Note 1)

PGAC Grade

Property and Attributes

(Unit)

Test Method

Results Reported Rounded To The Nearest

Acceptance Criteria

Major Borderline

Rejectable

All PGAC Grades

Ash Content, % by mass of residue (%) LS-227 0.01 ≤ 0.60

> 0.60 and ≤ 0.80

> 0.80

All PGAC Grades Except PG58-28 and PG52-34

Non-recoverable creep compliance at

3.2 kPa (Jnr-3.2) (kPa-1) AASHTO

T 350 testing

conducted at * °C

0.01 < 4.50 N/A ≥ 4.50

Average percent recovery at 3.2 kPa (R3.2) (%) 0.1

> the lesser of 55.0 or [(29.371)(Jnr-3.2)-

0.2633] N/A ≤ the lesser of 45.0 or

[(29.371)(Jnr-3.2)-0.2633-10]

Percent difference in non-recoverable creep compliance between 0.1 kPa and 3.2 kPa,

Jnrdiff (%)

0.1 Testing carried out for information purposes only

PG70-28, PG64-28

CTOD, δ t (mm) LS-299 0.1 ≥ 10.0 < 6.0 and ≥ 4.0 < 4.0

Low temperature limiting grade (LTLG) (°C) LS-308 0.1 ≤ -28.0 > -25.0 and

≤ -22.0 > -22.0

Grade Loss (°C) LS-308 0.1 ≤ 6.0 > 6.0 and ≤ 8.0 > 8.0

PG58-28

CTOD, δ t (mm) LS-299 0.1 ≥ 6.0 N/A < 4.0 Low temperature limiting

grade (LTLG) (°C) LS-308 0.1 ≤ -25.0 > -25.0 and ≤ -22.0 > -22.0

Grade Loss (°C) LS-308 0.1 ≤ 4.0 N/A > 6.0

PG70-34, PG64-34, PG58-34, PG52-34

CTOD, δ t (mm) LS-299 0.1 ≥ 14.0 < 10.0 and ≥ 8.0 < 8.0


≤ -28.0 > -28.0


PG58-40, PG52-40

CTOD, δ t (mm)

LS-299 testing

conducted at 4°C

0.1 ≥ 18.0 < 14.0 and ≥ 12.0 < 12.0


≤ -34.0 > -34.0


Notes: 1. PGAC grades are as specified in the Contract Documents.


Table 2 is deleted in its entirety and replaced with the following:

Table 2 Sampling Requirements

Samples Frequency Minimum Sample Quantity Labelling

QA Each Lot 2 litres (Note 1) Label shall include: - Grade - Supplier Referee Each Lot 2 litres (Note 1)

Samples for possible Owner testing (Note 2)

First Lot for each grade and source of asphalt cement used on the Contract and for any subsequent Lot requested by the Contract Administrator.

2 litres (Note 1)

Label shall include: - Grade - Supplier - AAT

Notes: 1. Two litres shall be provided in 2 suitable one litre containers or a container able to hold a minimum of 2 litres. 2. Samples for possible Owner testing shall be delivered to: Bituminous Laboratory, Room 15 145 Sir William Hearst Avenue Downsview, Ontario M3M 0B6


ADMINISTRATION OF AGGREGATE SOURCES INCLUDING EARTH BORROW AND ROCK SUPPLY SOURCES AND HIGHWAY RIGHT-OF-WAY AGGREGATE PRODUCTION

Special Provision No. 199S38 March 2017

Permits and Approvals for Pit and Quarry Operations, Haul Road Maintenance and Repair, and Surplus Crushed Granular Materials 1.0 Pit and Quarry Operations Commercial Sources The operation of commercial sources is excluded from this section of this Special Provision. A commercial source (pit, quarry, or both) means a place where aggregate or a product containing aggregate is made available for sale. Commercial sources include: a) a licensed source; or b) a private source on Crown land, under an Aggregate Permit; or c) an established private source on private land, subject to compliance with municipal by-laws and zoning,

including a legal non-conforming use, in an area of the province not designated by the Aggregate Resources Act (ARA); or

d) established private sources in unorganized territory. For information regarding commercial sources, Contractors may refer to the following sources of information: a) Commercial Aggregate and Membership Directory, available through the Ontario Stone, Sand & Gravel

Association (OSSGA); b) Aggregate License/Permit List, available through the Ministry of Natural Resources and Forestry

(MNRF); and c) Aggregate Resources Inventory Papers (ARIPs), available through the Ministry of Northern Development

and Mines (MNDM). Non-Commercial Sources A non-commercial source is an MTO Aggregate Permit source or a temporary pit, quarry, or both, opened and/or operated to only supply aggregates for ministry contracts. The Contractor shall declare at the Contract pre-start meeting the aggregate sources which will be used for the Contract. Aggregate sources under permit to the ministry and listed on the Aggregate Sources List (ASL) that the Contractor has declared will be used for the Contract and will be available until the issuance of the Contract Completion Certificate. Within 10 Business Days after the pre-start meeting, the Contractor shall submit to the Contract Administrator form PH-CC-460 (Aggregate Source List Release Form) to release the ASL sources that the Contractor does not intend to use for the Contract. The Contract Administrator shall forward a copy of the release form to the Head, Regional Geotechnical Section.


After the Contract Completion Certificate is issued, the Contractor shall not be permitted access to ministry Aggregate Permit sources. The operation of non-commercial sources supplying aggregates, including earth borrow and rock supply, shall be in accordance with the terms and conditions of either a Wayside Permit, Aggregate Permit or a Letter of Approval issued by the Ministry of Transportation, Ontario (MTO); or a Permit/Lease to Extract Aggregates from Indian Reserve Lands issued by the Department of Indigenous and Northern Affairs Canada (INAC). If the Contractor elects to use a non-commercial source, the Contractor shall operate the source according to this Special Provision, the terms and conditions noted on the Permit/Letter of Approval, the site plan, and the Aggregate Source List (ASL), if applicable. Failure to operate a non-commercial source according to these requirements will result in the immediate suspension of the Permit/Letter of Approval. The application for, and operation of Wayside Permit or Aggregate Permit sources, shall be according to the Aggregate Resources Act (ARA), RSO. 1990, c. A.8 as amended and the Aggregate Resources of Ontario Provincial Standards (AROPS). The Contractor shall submit form PH-D-046 (Pit and Quarry After Use Report) to the Contract Administrator each year by December 31. The report shall summarize the total aggregate material tonnage removed from each aggregate source under permit to the ministry. Aggregate material quantities in cubic metres shall be converted to tonnage using a conversion factor of 1.8 tonnes / cubic metre. Highway Right-of-Way Aggregate Production Excavation and associated processing of earth or rock materials within the highway right-of-way limits is not considered a pit or quarry operation under the ARA if the materials are extracted for aggregate production in conjunction with a provincial highway construction or maintenance project. Rock material from MTO aggregate sources from outside of the highway right-of-way limits, for the Rock Supply item, shall only be used for granular production or rock embankment construction on this Contract in order to comply with the ARA. 1.1 Wayside Permit Application The Contractor shall submit the application in accordance with the requirements of the ARA to the appropriate Regional Geotechnical Section Head with a copy of the application to the Contract Administrator. A landowner agreement certifying property ownership, permission to extract and rehabilitate the site must be included with the application package. A current Transfer-Deed of Land from the appropriate Land Registry Office must also be submitted with the application. The Contractor is required to pay all permit fees, excluding the rehabilitation security fee, to The Ontario Aggregate Resources Corporation (TOARC). 1.2 Aggregate Permit Application For sources shown on the ASL as “MTO”, an Aggregate Permit has already been issued to MTO. Unless otherwise specified on the ASL, site plans showing rehabilitation requirements and other operational conditions are available to bidders for viewing by appointment at the appropriate Regional Geotechnical Section. Proposed deviation from the site plan or operational conditions must be approved in advance in writing by the Regional Geotechnical Section Head through a site plan amendment.


For sources shown on the ASL as “Crown”, the Contractor shall prepare an application according to the requirements of the AROPS and submit the application to the appropriate Regional Geotechnical Section Head with a copy of the application to the Contract Administrator. When application is made for a source shown on the ASL as “Crown” which was previously under an MTO Aggregate Permit, the whole of the previous permit area shall be applied for, unless otherwise noted on the ASL. For sources under Aggregate Permit to MTO, the Contractor is exempt from payment of all fees and royalties to TOARC. If an Aggregate Permit is issued in the name of the Contractor, payments of the application fee and any applicable annual fees to TOARC shall be the responsibility of the Contractor; however, the Contractor will be exempt from the payment of royalties. If trees need to be cut within the permit boundary, either a Forest Resource Licence or a Fuel Wood Permit issued by MNRF is required prior to harvesting the trees. The Contractor must contact the applicable MNRF district office to determine what licensing or permitting arrangement is appropriate and what requirements must be met before the trees can be cut. All costs related to the scaling, cutting, and removal of the trees, and the destruction of areas where silvicultural treatments (e.g. site preparation, tree planting, tending) have occurred shall be borne by the Contractor. 1.3 Letter of Approval Application For non-commercial pit and quarry sources on private land outside the areas designated by the ARA, the Contractor must obtain a Letter of Approval from the appropriate Regional Geotechnical Section Head. The Contractor shall submit an application to the appropriate Regional Geotechnical Section Head with a copy to the Contract Administrator. Additional conditions may be added to the Letter of Approval and/or the site plan by the Regional Geotechnical Section. The application shall contain the following: a) A written agreement with the landowner permitting entry, occupation, extraction, and detailing

rehabilitation measures. b) A site plan showing the following information: i. location of the site; ii. existing conditions, including topography and land use on the site, and the area to be excavated

including dimensions; iii. location and dimensions and use of any buildings or other structures, existing or proposed, on the site

and/or within 120 m of the site; iv. method and sequence of the extraction operation; v. proposed rehabilitation; vi. existing and proposed drainage and points of discharge to surface water; vii. location and size of existing and proposed stockpiles of overburden and soil and location and size of

proposed aggregate stockpile areas; viii. location and type of fences, barriers and signs; ix. all existing and proposed entrances and exits at the site; x. location of the excavation setback limits; and xi. the approximate scale (either 1 cm = 10 m or 1 cm = 20 m). c) For aggregate sources not shown on the ASL within a municipality or unorganized territory, the

Contractor shall obtain in writing, the comments of the local municipal council or planning board or the Municipal Services Office, Ministry of Municipal Affairs and Housing (MMAH), as appropriate, and the


applicable district/area offices of MNRF, MNDM, and Ministry of Culture regarding potential use of the source.

The Contractor shall abide by the excavation setbacks imposed by municipalities or other controlling agencies. In the absence of such control, the following shall apply: a) 15 m from the boundary of a site; b) 30 m from any body of water, that is not the result of extraction below the water table; c) 30 m from any part of the boundary of the site that abuts a highway; and d) 30 m from land in use for residential purposes. Rehabilitation measures shall be according to the following requirements: a) Any topsoil or overburden that is stripped in the operation of any pit or quarry shall be stored on the site

in separate stockpiles or earth berms with stable slopes. b) All excess material resulting from the Contractor’s operation of the pit or quarry shall be managed as

specified in the Contract Documents. c) The Contractor shall ensure that all scrap collected on the site will be stored further than 30 m from the

boundary of the site, and all scrap shall be removed from the site at or before the completion of the contract.

d) Scrap shall include refuse, debris, scrap metal or lumber, discarded machinery, equipment, and motor

vehicles. e) Pits and quarries shall be worked to lines and grades specified on the site plan so as to provide sightly

contours and proper drainage. After the final rehabilitation, the slopes of any pit face shall be at least three horizontal metres for every vertical metre where practical. The slopes of any quarry face shall be at least two horizontal metres for every vertical metre where practical. Despite this minimum standard, in some situations, it may be appropriate to retain sheer quarry walls or a series of benches in part of the rehabilitation scheme, thereby creating a more natural escarpment topography and encouraging greater plant and animal diversity.

f) The topsoil or overburden stockpiled from the pit or quarry operations shall be spread uniformly over the

trimmed and graded surfaces, which shall then be seeded and/or planted as specified on the site plan to prevent erosion. In non-depleted pits and quarries, the Contractor shall not be required to place topsoil or seed in areas that, in the opinion of the Regional Geotechnical Section Head, may remain open for future pit operations. The Regional Geotechnical Section Head will consult with the Contract Administrator prior to making this determination.

1.4 Permit/Lease to Extract Aggregates from Indian Reserve Lands Application In order to remove aggregate, earth or rock borrow from Indian Reserve Lands, the Contractor must submit an application to INAC to obtain a Permit/Lease to Extract Aggregates from Indian Reserve Lands.


1.5 Application Review and Approval For sources shown on the ASL, approval will be granted provided that the Contractor abides by the terms and conditions of this Contract, the appropriate application process is completed, and the issuance of the approval is in accordance with the appropriate legislative requirements. For sources not shown on the ASL or for sources shown on the ASL but with no guarantee of permit issuance, the Contractor cannot assume that a Wayside Permit, an Aggregate Permit, a Letter of Approval or a Permit/Lease to Extract Aggregates from Indian Reserve Lands will be issued. For sources shown on the ASL requiring a Wayside Permit or as “Crown”, the Contractor shall submit to the appropriate Regional Geotechnical Section Head an application, completed in accordance with the requirements of AROPS for a Wayside Permit or for an Aggregate Permit for a “Crown” source. MTO will determine if the application is complete within 20 Days for a Wayside Permit and within 15 Days for an Aggregate Permit. Once the application is determined to be complete, the Contractor shall proceed to complete the required Notification and Consultation Standards as per AROPS within 20 Days. Once the Contractor has completed the requirements under the Notification and Consultation Standards, MTO will process the application within 20 Days. The permit will be issued if all requirements are met. The Wayside Permit will be issued in the name of the Contractor. The Aggregate Permit will be issued in the name of MTO, or in some cases may be issued to the Contractor for the duration of the Contract only. For sources shown on the ASL requiring a Letter of Approval or a Permit/Lease to Extract Aggregates from Indian Reserve Lands, the Contractor shall submit an application completed in accordance with the requirements of relevant legislation and this special provision. The application will be processed by MTO within 20 Days for a Letter of Approval and within 25 Days by INAC for a Permit/Lease to Extract Aggregate from Indian Reserve Lands. If all requirements are met, the Letter of Approval or the Permit/Lease to Extract Aggregate from Indian Reserve Lands will be issued in the name of the Contractor. For any wayside source proposed within the Town of Caledon and not shown on the ASL, the Contractor is required to host a public open house. For sources not shown on the ASL, but requiring a permit, approval or lease for this contract, the same application and approval process shall apply as for sources shown on the ASL. Re-submission of an application shall require the same time period for decision as the original application. 2.0 Haul Road Maintenance and Repair Haul road maintenance and repair activities shall apply to the public road, as defined by the Public Transportation and Highway Improvement Act, including a First Nation road, but not to Crown land access roads and haul roads used for the disposal of waste/surplus materials. For the purposes of this Special Provision, the road is deemed to be from the source entrance at the public roadway to the nearest provincial highway, regional, or county road. MTO will pay for haul road damage to public roads caused by Contractors hauling aggregates for MTO capital construction and maintenance work from: a) Commercial aggregate and borrow sources in non-designated areas under the ARA; b) Wayside Permit sources in designated areas;


c) Letter of Approval sources in non-designated areas; d) Aggregate Permit sources held by MTO on Crown land; e) Aggregate Permit sources held privately on Crown land; and f) Indian Reserve Land sources. MTO will not pay for haul road damage to public roads caused by Contractors hauling aggregates for MTO capital construction and maintenance work from: a) Commercial Class A and Class B licensed sources in designated areas; b) Roads used for the disposal of waste/surplus materials; and c) Crown land access roads. For Class A or Class B licensed sources in designated areas under the ARA, the Contractor is responsible for using roads suitable for haulage of materials. The Contractor is responsible for the construction and/or maintenance of Crown land access roads and roads used for haulage of waste/surplus materials. Inspection of haul roads, where MTO will pay for haul road maintenance and repair, shall be undertaken prior to construction use jointly by the Contract Administrator, Contractor, and Local Municipal Official (Road Superintendent). Inspection of gravel surface haul roads shall be conducted according to the Manual for Condition Rating of Gravel Surface Roads (MTO, 1983, SP-025). Inspection of surface-treated haul roads shall be conducted according to the Manual for Condition Rating of Surface-treated Pavements (MTO, 1989, SP-021). Inspection of hot mix haul roads shall be conducted according to the Manual for Condition Rating of Flexible Pavements (MTO, 1989, SP-024). Where improvements to the road are deemed necessary by the Contract Administrator, such improvements shall be limited to reducing maintenance demands and ensuring safe passage of traffic. It excludes significant improvements to ditches and geometrics of the road. The Contractor shall adhere to load limits on existing structures and/or public roads. The Contract Administrator will assess the condition of the haul road during hauling operations and administer the maintenance required to preserve the condition of the roadway surface. When aggregate or borrow is being hauled and where the haul roads are damaged due to the hauling operations, the Contractor shall, when directed by the Contract Administrator, place such material and perform such work on the haul road as is required to provide safe passage and control of traffic. The Contractor shall, on completion of the hauling operations, place such material and perform such work as ordered by the Contract Administrator to repair the haul road to its pre-contract condition and to the satisfaction of the Contract Administrator and the Local Municipal Official. Haul road maintenance and repair shall be administered as a Change in the Work.


3.0 Surplus Crushed Granular Materials MTO’s obligation to purchase and compensate for surplus crushed granular materials production shall not apply to materials from a commercial source including Crown land sources owned by others, or a licensed source. MTO’s obligation to purchase and compensate for surplus crushed granular materials production shall not apply to: a) Surplus crushed granular material for use in hot mix; b) Tender items that require aggregate stockpiling only; c) Tender items that include a 7 or 10 year pavement performance warranty; and d) Aggregate materials produced from within the highway right-of-way limits. Where the Contractor produces surplus crushed granular material from Crown lands for use in hot mix, all excess shall be neatly piled by the Contractor and shall remain the property of MTO. MTO will not provide the Contractor compensation for production costs of excess crushed granular material in amounts greater than the guaranteed surplus quantity specified in the Guaranteed Surplus Quantity subsection. The quantity will be measured over scales where possible, otherwise by cross-section. Where MTO requires the material to be relocated, it shall be administered as a Change in the Work. 3.1 Guaranteed Surplus Quantity Guaranteed surplus quantity material is the amount of Granular A, M, O or B Type II produced by the Contractor in excess of what is required to do the Work. The guaranteed surplus quantity is calculated as follows: Guaranteed Surplus Quantity = (1.10 x Estimated Quantity) - Actual Quantity Where: Estimated Quantity = the total quantity specified in the contract for all uses of the material, subject to any

written notice of change given before the excess material was produced, and; Actual Quantity = the quantity actually required for the Work. 3.2 Surplus Crushed Granular Material from Private Lands and Indian Reserve

Lands Where the Contractor produces a surplus of crushed material from private lands (those where a Letter of Approval or Wayside Permit is issued) and Indian Reserve Lands, and the Contractor is unable to sell or, not permitted to sell the material to a third party, MTO will provide the Contractor compensation for production costs. Compensation will be paid to the maximum of the guaranteed surplus quantity as follows:


When the actual quantity is less than the estimated quantity: a) For that quantity representing the difference between the estimated quantity and the actual quantity, the

purchase price for stockpile shall be $5.67 per tonne for pit production and $8.24 per tonne for quarry production. Transportation, if required, will be paid at a negotiated price.

b) For the quantity representing the difference between the guaranteed surplus quantity and the amount

calculated in a) above, the purchase price shall be $4.93 per tonne for pit production and $7.17 per tonne for quarry production.

When the actual quantity is greater than the estimated quantity, the purchase price of the guaranteed surplus quantity shall be $4.93 per tonne for pit production and $7.17 per tonne for quarry production. No payment will be made for the quantity of granular material that exceeds the guaranteed surplus quantity. Surplus stockpiled material from a Wayside Permit source cannot be sold or removed. Surplus stockpiled material not removed under the authority of a Wayside Permit shall be buried on site. 3.3 Surplus Crushed Granular Material from MTO Aggregate Permit Sources on

Crown Lands Where the Contractor produces a surplus of crushed material from MTO Aggregate Permit sources on Crown lands, all excess shall be neatly piled by the Contractor and will remain the property of MTO, including any portions blended with material imported to the site by the Contractor. Surplus stockpiled material from an MTO Aggregate Permit source on Crown land cannot be sold or removed. MTO will compensate the Contractor for crushing and stockpiling the surplus quantity as specified in the Surplus Crushed Granular Material from Private Lands and Indian Reserve Lands subsection, subject to the restrictions set out in the Surplus Crushed Granular Materials section. Where the Contractor imports materials to an MTO Aggregate Permit source on Crown land, the Contractor shall clean up and remove that material from the permit source by the date of issuance of the Contract Completion Certificate. However, if the imported material has been processed by blending with material extracted from the MTO Aggregate Permit Source, and the blended material is surplus as of the date of issuance of the Contract Completion Certificate, the blended material shall be neatly piled by the Contractor and will remain the property of MTO.


DEWATERING SYSTEM - Item No. TEMPORARY FLOW PASSAGE SYSTEM - Item No.

Special Provision No. 517F01 May 2017

Design Storm Return Period and Preconstruction Survey Distance 517.01 SCOPE Section 517.01 of OPSS 517 is deleted in its entirety and replaced with the following: This specification covers the requirements for the design, operation, and removal of a dewatering or temporary flow passage system or both to control water during construction, and the control of the water prior to discharge to the natural environment and sewer systems. 517.04 DESIGN AND SUBMISSION REQUIREMENTS 517.04.01 Design Requirements Subsection 517.04.01 of OPSS 517 is amended by deleting the first paragraph in its entirety and replacing it with the following: A dewatering or temporary flow passage system or both shall be designed to control water at the locations specified in the Contract Documents and at any other location where a system is necessary to complete the work. The design of the system shall be sufficient to permit the work at each location to be carried out as specified in the Contract Documents. Subsection 517.04.01 of OPSS 517 is further amended by deleting the second last paragraph in its entirety and replacing it with the following: Temporary flow passage systems shall be designed, as a minimum, for a 2 year design storm return period and groundwater discharge, except for the work specified in Table A. For the work specified in Table A, the temporary flow passage system shall be designed, as a minimum, for the design storm return period specified in Table A and groundwater discharge. A longer return period shall be used when determined appropriate for the work. Intensity-Duration Factor (IDF) curve location, site specific minimum return period, return period flow estimates, and other information is provided in Table A. The IDF information can be accessed through the MTO IDF Curve Look up Tool on the Drainage and Hydrology page of MTO’s website. The return period flow estimates do not include flow volumes from groundwater discharge. The Owner specifically excludes these flow estimates from the warranty in the Reliance on Contract Documents subsection of OPSS 100, MTO General Conditions of Contract.

May 2017 Page 1 of 2 SSP 517F01

Table A

IDF Curve Location Latitude: * Longitude: *

Temporary Flow Passage Systems

Site Name / Station Reference

Minimum Return Period

(Years)

Return Period Flow Estimates (m3/s) Design Engineer Requirements

(Note 1) 2

Year 5

Year 10

Year 25

Year

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

Dewatering Systems

Site Name / Station Reference

Preconstruction Survey Distance (Note 2) (m)

Design Engineer Requirements

(Note 1)

** ****** ***** Note: 1. “Yes” indicates the dewatering system or temporary flow passage system design for the site/work area shall be

completed by a design Engineer and design-checking Engineer, both of whom shall have a minimum of 5 years of experience in designing systems of similar nature and scope to the required work.

2. “N/A” indicates a preconstruction survey is not required.

May 2017 Page 2 of 2 SSP 517F01

GLASS FIBRE REINFORCED POLYMER REINFORCING BAR - Item No.

Special Provision No. 999S02 June 2017

CONSTRUCTION SPECIFICATION FOR

GLASS FIBRE REINFORCED POLYMER (GFRP) REINFORCING BAR

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 - Not Used 10.0 BASIS OF PAYMENT 1.0 SCOPE This Special Provision covers the requirements for the fabrication and placing of glass fibre reinforced polymer (GFRP) reinforcing bar as internal reinforcement of concrete components. 2.0 REFERENCES This Special Provision refers to the following standards, specifications, or publications: Ontario Provincial Standard Specifications, Construction OPSS 905 Steel Reinforcement for Concrete Ontario Ministry of Transportation Publications Structural Manual Guidelines for Inspection and Acceptance of Glass Fibre Reinforced Polymer (GFRP) Reinforcing Bars

June 2017 Page 1 of 11 SSP 999S02

CSA Standards S6-14 Canadian Highway Bridge Design Code S806-12 Design and Construction of Building Components with Fibre- Reinforced Polymers S807-10 Specification for Fibre Reinforced Polymers ASTM International D 570 - 1998 (R2010) Standard Test Method for Water Absorption of Plastics D 578 - 2005 (R2011) Standard Specification for Glass Fibre Strands D 2584 - 2011 Standard Test Method for Ignition Loss of Cured Reinforced Resins D 2734 - 2009 Void Content of Reinforced Plastics D 3171 - 2011 Standard Test Method for Constituent Content of Composite Materials D 3418 - 2012 Test Method for Transition Temperatures of Polymers by Thermal Analysis (DTA or

DSC). D 5028 - 2009 Curing Properties of Pultrusion Resin by Thermal Analysis D 5117 - 2009 Standard Test Method for Dye Penetration of Solid Fiberglass Reinforced Pultruded

Stock D 7205 - 2006 (R2011) Standard Test Method for Tensile Properties of Fiber Reinforced Polymer Matrix

Composite Bars D 7617 - 2011 Standard Test Method for Transverse Shear Strength of Fiber-reinforced Polymer Matrix

Composite Bars E 1131 - 2008 (R2014) Standard Test Method for Compositional Analysis by Thermogravimetry E 1640 - 2013 Standard Test Method for Assignment of the Glass Transition Temperature by Dynamic

Mechanical Analysis American Concrete Institute Publications ACI 440.3R-4 (2004) Guide Test Methods for Fiber-Reinforced Polymers (FRPs) for Reinforcing or

Strengthening Concrete Structures 3.0 DEFINITIONS For the purposes of this Special Provision, the following definitions apply: Glass Fibre Reinforced Polymer (GFRP) means a fibre-reinforced composite with a polymeric matrix and continuous fibre reinforcement of glass. Glass Transition Temperature means the midpoint of the temperature range over which an amorphous material changes from a brittle and vitreous state to a plastic state, or vice versa. Lot means glass fibre reinforced polymer reinforcing bars made from the same batch of resin from the resin supplier. In addition, a) straight bars, bent bars, and anchor headed bars shall be divided into separate lots; b) for straight bars, bent bars, and anchor headed bars, a lot shall consist of bars of the same grade and diameter; c) for bent bars and anchor headed bars, a lot shall consist of no more than 2000 bars;


d) bent bars of congruent shape may be considered as the same lot for establishing the number of samples for QC and QA testing;

e) GFRP bars manufactured by different machines for multiple lines of production shall be considered as separate

lots; f) GFRP bars shall be considered as a separate lot if there is an interruption in production or change in batch of

raw material; and a lot shall consist of no more than seven (7) days of continuous production. Congruent shapes are shapes that are congruent in every way with the same number of bents and angles, except that the length of the straight portions could be different. Structural Component means a major portion of a bridge structure such as bridge deck, barrier wall, pier cap, etc. Wet Glass Transition Temperature means the glass transition temperature, determined when the sample is fully saturated. 4.0 DESIGN AND SUBMISSION REQUIREMENTS 4.01 Design Requirements Design shall be according to CSA S6 and the Structural Manual. 4.02 Submission Requirements 4.02.01 GRFP Quality Control Report Two copies of the GFRP Quality Control Report for all the materials delivered to the site shall be submitted to the Contract Administrator prior to the placement of the GFRP reinforcement. The report shall contain the following information: a) Production information including:

i. Supplier; ii. Lot number of GFRP bars; iii. Batch number of resin; iv. The start and end date of production for each production lot of material; and v. The total linear meters produced in each lot for straight bars or the total number of bars in each lot for bent

bars and anchor headed bars. b) Summary of all material test results listed in order as identified in Table 2 with the following information for

each property: i. The actual number of samples tested for each lot; ii. The result of every test as specified in the Quality Control subsection of this Special Provision; iii. The average and standard deviation of test results; and iv. The minimum result for tensile strength, tensile elongation, transverse shear strength, and bend strength

obtained from testing of the required samples. c) A letter from the Quality Verification Engineer (QVE) verifying that the QC test reports are both complete and

the test results are according to the requirements of the Contract Documents. The letter shall be specific as to


which reports were verified and include reference to lot numbers and bar sizes, and other information, such as date of issue, where necessary for clarity.

4.02.02 Working Drawings One hard-copy set and one electronic copy of GFRP Working Drawings, including supporting documentation, shall be submitted to the Contract Administrator for information purposes at least seven (7) Days prior to delivery of GFRP bars. An Engineer’s seal and signature shall be affixed on the Working Drawings verifying that they are consistent with the Contract Documents. The Working Drawings shall include the following information: a) Bar placing drawings that include quantity, bar size, location and spacing for all GFRP bars. b) Bar schedule that includes quantity, bar size, type, length and bending dimensions. The supporting documentation shall include the following information: a) Manufacturer’s instructions on how to deliver, handle, store, and protect the GFRP bars. b) Manufacturer’s recommended materials and procedures on how to remove unacceptable material present on the

bars. A sealed and signed copy of the Working Drawings shall be kept at the site before and during the placing of GFRP bars. When the Contractor intends to substitute bars, a proposal shall be submitted for approval by the Owner. Submission of the proposal and the Working Drawings shall be at least 3 weeks before bar installation. 4.02.03 Protection Plan for Placed and Partially Embedded Bars At least seven (7) Days prior to the commencement of installation of GFRP bars, a plan describing the methods to be used to protect bars shall be submitted to the Contract Administrator. The protection plan shall address the following hazards and situations: a) Contamination of placed or partially embedded GFRP bars from concrete splatter from an adjacent concreting

operation. b) Movement of GFRP bars from concreting operations that will leave partially embedded bars out of tolerance

for subsequent work. 5.0 MATERIALS 5.01 GFRP Bar Types GFRP bars shall be grade III. All GFRP bars in the same structural component shall be supplied by the same manufacturer; there shall be no mixing of products from different manufacturers in a component unless permitted in the Contract Drawings.


Where the Contract Drawings specify a particular product, there shall be no substitution unless approved by the Owner. Companies and products that are conditionally prequalified might not have been in full production yet; it is the responsibility of the contractor to ensure that the contractual requirements can be met, including all quality control testing and delivery schedule. 5.02 Material Requirements of GFRP Bars GFRP bars shall be according to the qualification requirements in CSA S807, and Tables 1 & 2 of this Special Provision. In case of discrepancies between CSA S807 and Tables 1 & 2, the more stringent requirement shall apply. The physical and durability properties of GFRP bars shall meet or exceed the requirements for a durability classification of D1 as per CSA S807. Binding material for GFRP bars shall be composed of thermoset vinyl ester resin that is homogeneous throughout the cross-section of the bar. Fibre reinforcement in the GFRP bars shall be continuous E-glass or E-CR glass fibres according to ASTM D 578. 5.03 GFRP Bar Identification All GFRP bars to be used in the Work shall be legibly stamped by the manufacturer with the following information at no more than 2.0 m spacing for straight bars, and at least once per piece for bent bars and anchor headed bars: a) Manufacturer’s name and symbol b) Type of fibre c) Designated bar diameter d) Grade designation e) Designated modulus of elasticity f) Production lot or batch number 5.04 Associated Hardware Fastening of GFRP bars shall be with coated tie wire, stainless steel wire or nylon ties. Bar chairs for supporting GFRP bars shall be plastic. 5.05 GFRP Workmanship and Finish The GFRP bars shall be uniform in diameter/size and free of defects that would be detrimental to the mechanical properties and durability. The surface finish shall be uniform, free of voids and air pockets, and similar to the product tested for qualification. Defects include, but are not limited to, exposed fibres, cracks, kinks, surface pitting, and discoloration. Fabrication tolerances shall be according to OPSS 905.


7.0 CONSTRUCTION 7.01 Delivery, Handling, Storage, and Protection of GFRP Bars Delivery, handling, storage, and protection of GFRP bars shall be according to the manufacturer’s instructions and the following to prevent damage: a) GFRP bars shall be lifted, transported, and stored using multiple support points to prevent damage to the bars

from sagging. Support points shall be no more than 4.0 m from one another. GFRP bars shall be lifted using nylon slings or padded wire rope slings. Lifting of bundles of bars shall be with a strong back, spreader bar, multiple supports or a platform bridge. GFRP bars shall be bundled and supported to prevent damage during transportation. GFRP bars shall be stored clear of the ground on suitable protective cribbing. Stacks or bundles of bars shall have adequate blocking to prevent contact between the layers of bundles. GFRP bars shall be stored separately from reinforcing steel bars with the bar tags maintained and clearly visible until ready for placing.

b) GFRP bars shall not be dragged, dropped or impacted. Bars shall not be struck, by hammers or any other

equipment, at any time. Bars that have been subjected to any of the previous unacceptable actions, or that show obvious signs of damage, shall be rejected, removed and replaced. Bars subject to removal shall be marked and removed in the presence of the Contract Administrator.

c) GFRP bars shall be covered with opaque white polyethylene during storage. GFRP bars installed in the

structure or formwork, including those partially embedded in concrete, shall be protected from the elements by covering with opaque white polyethylene sheeting or equivalent protective material when the exposure time is expected to exceed or exceeds thirty (30) Days. The protection shall be adequately supported and secured in place. This protection shall be maintained until its removal is required for preparation for subsequent concrete placement.

d) GFRP bars shall be protected from any abrasive blasting or pressure washing operation in their immediate

vicinity by adequate covering or wrapping with protective material. e) GFRP bars, after placing, shall be protected from construction operations and traffic such that the bar and its

finishing are not damaged. The surfaces shall be kept free of contamination and damage and the GFRP bars shall be protected from loading which may damage the bars.

7.02 Surface Condition of Bars GFRP bars shall be free of mud, oil, concrete or other contaminants, and surface finish defects that adversely affect bonding strength or other properties at the time the concrete is placed. GFRP bars shall be protected from contamination caused by concrete splatter during adjacent placements. Any concrete contamination shall be removed immediately while the concrete is still plastic without damaging the GFRP bars. Removal of other materials present on the bars shall be according to the materials and methods recommended by the bar manufacturer. 7.03 Placing The GFRP bars shall be placed according to OPSS 905 with the following modifications unless otherwise specified in the Contract Documents:


a) GFRP bars shall be accurately placed in the positions shown in the Contract Documents and held in the correct location during the operations of placing and consolidating concrete.

b) Bars shall be tied at least at every third intersection. c) The maximum untied length of any bar shall be 900 mm. d) Bar support chairs shall not exceed 900 mm average spacing in each direction. e) GFRP bars within the formwork shall be secured to prevent movement during concrete placement. The bars

shall be supported or tied to resist settlement, floating upward, or movement in any direction during concrete placement. For overlays and other horizontal placement where there is no bottom mat of steel reinforcement to tie down the GFRP, the GFRP mat shall be anchored down directly to the concrete or formwork to prevent it from floating upward.

f) Field bending shall not be permitted. g) Bent bars shall not be field cut. Field cutting of straight bars will be permitted only with the approval of the

Contract Administrator. The field cutting shall be with a high speed cutter, fine blade saw, diamond blade, or masonry saw. The bars shall not be shear cut.

7.04 Certificate of Conformance for Placing GFRP Upon completion of placing GFRP reinforcement for each component and prior to the placing of concrete, a Certificate of Conformance sealed, signed and dated by the Quality Verification Engineer (QVE) shall be submitted to the Contract Administrator. The Certificate shall state that the Work has been carried out in general conformance with the sealed and signed Working Drawings, supporting documents, and Contract Documents. 7.05 Quality Control 7.05.01 General All GFRP materials shall meet the mechanical, physical and durability properties specified in this Special Provision. 7.05.02 Number of Samples The minimum number of samples required shall be 5 from each lot of straight bars, anchor headed bars and bent bars. If more than 5 samples are tested, then all the results are to be reported. 7.05.03 Determination of Properties Manufacturer’s quality control test requirements for mechanical, physical and durability properties of GFRP bars for various tests and reporting shall be determined as specified in Table 2. The limits of the various properties shall be as specified in Table 2. For any property, a lot shall be rejected and the associated GFRP shall not be included in the Work if any one of the samples fails to meet the specified limit when the number of test samples for a specific property is 19 or less; however, when the number of test samples is greater than 20, one test result may be beyond the specified limit.


8.0 QUALITY ASSURANCE 8.01 General The acceptance of GFRP bars shall be according to the requirements of this specification. GFRP bars not meeting the requirements of the Contract Documents shall be rejected and shall not be included in the Work. 8.02 Sampling Prior to placing the GFRP, the Contract Administrator shall randomly select 5 samples for quality assurance testing from each lot. The straight bar samples shall be cut to a length of 2.2 m by the Contractor. If a lot of straight bars does not contain any pieces that may be cut down to a length of 2.2 m, then the length requirement shall be waived and samples shall be taken from the available lengths as supplied. For bent bars and anchor headed bars, the Contract Administrator shall select 5 samples at random from each lot. Samples are not required for bent bars of a particular diameter and shape, or anchor headed bars, if the total number required in the Contract for each respective bar type is less than 50. 8.03 Testing At the discretion of the Owner, quality assurance testing for any number of lots, and for any number of properties listed in Table 2 for each lot, shall be conducted by a laboratory designated by the Owner. The testing shall be performed according to the methods and requirements listed in Table 2, and shall be performed on the 5 quality assurance samples. The results will be provided to the Contractor when they are available. 8.04 Defects or Deficiencies 8.04.01 Test Results A GFRP lot shall be rejected if any one of the tested quality assurance samples fails to meet the limits in Table 2 for the tested property. 8.04.02 Visual & Dimensional GFRP that does not meet the specified finishing, surface conditions, or dimensional tolerances shall be rejected. The MTO “Guidelines for Inspection and Acceptance of Glass Fibre Reinforced Polymer (GFRP) Reinforcing Bars” shall also be used as a basis for field inspection and rejection of GFRP bars. 8.05 Consequences of Rejection All rejected GFRP lots or bars shall be replaced. The replacements shall be subjected to the requirements of this Special Provision. If any Work incorporates rejected GFRP lots or bars, then that Work shall be rejected.


10.0 BASIS OF PAYMENT 10.01 Glass Fibre Reinforced Polymer Reinforcing Bar – 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. Rejected GFRP lots or bars shall be replaced at no additional cost to the Owner.

Table 1 Tensile Strength and Modulus of Grade III GFRP Bars

Straight Bars Bent Bars (Note 1)

Designated Bar Diameters

Minimum Specified

Longitudinal Tensile Strength

kN

Longitudinal Modulus of Elasticity

Gpa (Min)

Designated Bar Diameters

Minimum Specified

Longitudinal Tensile Strength

kN

Longitudinal Modulus of Elasticity

Gpa (Min)

13 130

60

13 130

50 15 200 15 200

20 280 20 252

25 490 25 441

Note: 1. Tensile strength and modulus are given for the straight portion of the bent bar.


Table 2 Quality Control Test Requirements

Property Standard for Test Specified Limits Cross-sectional area CSA S806, Annex A, Determination of

Cross-Sectional Area of FRP Reinforcement.

Minimum area not less than 95% of the nominal cross- sectional area. Maximum area not more than 120% of the nominal cross sectional area for bar diameter 13 mm to 20 mm; 115% for bar diameter greater than 20 mm; and 145% for bar diameter less than 13 mm. Nominal cross-sectional area shall be according to CSA-S807.

Longitudinal tensile strength for straight bars and straight portion of the bent bars

ASTM D 7205; or CSA S806, Annex C, Test Method for Tensile Properties of FRP Reinforcements.

Minimum values defined in Table 1

Longitudinal tensile modulus and ultimate elongation (for straight bars and straight portion of the bent bars)

ASTM D 7205; or CSA S806, Annex C, Test Method for Tensile Properties of FRP Reinforcements.

Minimum values of tensile modulus defined in Table 1; the ultimate elongation shall not be less than 1.2%.

Transverse shear strength ACI 440.3R, Test Method B.4, Test Method for Transverse Shear Strength of FRP Bars; or CSA S806, Annex L, Test Method for Shear Properties of FRP Rods; or, ASTM D 7617.

≥ 180 MPa for Grade III

Longitudinal tensile strength of FRP bent bars at bend locations

ACI 440.3R-04, Test Method B.5, Test Method for Strength of FRP Bent Bars and Stirrups at Bend Locations (Note 1) or ACI 440.3R, Test Method B.12, Test Method for Determining the Effect of Corner Radius on Tensile Strength of FRP Bars.

Minimum strength at the bend shall be at least 45% of the minimum strength of straight portion of GFRP bent bars. (Note 4)

Fibre content The relevant of the following: ASTM D 3171 (Method I of Procedure G), ASTM E 1131, and ASTM D 2584.

Glass fibre content ≥ 70% by Weight.

Void content ASTM D 2734 or ASTM D 5117 ≤ 1% (ASTM D 2734); or if no voids or longitudinal cracks are observed after 15 min. of ASTM D 5117 test, this criterion shall be deemed to have been met.

Water absorption at 50 ºC for straight bars , straight portion and curved portion of bent bars and grids

ASTM D 570 Water Absorption of Plastics: Procedures 7.1 & 7.4, except that both tests shall be conducted at 50 ºC (Note 2)

< 0.25% for 24-hour immersion ≤ 0.45% after 1 week immersion (168 hours) for the long-term immersion test.

Cure ratio for straight bars, straight portion and curved portion of bent bars and grids

Test Method according to Appendix A of CSA S807; Calibration of DSC by Indium according to ASTM D 5028

≥ 95% of Cure Required for all straight bars and bent bars.

Wet glass transition temperature

ASTM D 3418 (Note 3) or ASTM E 1640

DSC ≥ 100 °C DMA ≥ 110 °C

Pullout Capacity of anchor headed bars

Embedded in concrete block (Note 1) 100 kN for 15 mm diameter bar with a maximum slip of 0.5 mm.


Table 2 Notes: 1. Test may be conducted with high early strength concrete after the concrete reaches 30 MPa strength. 2. Test is conducted at 50 ºC for both 24 hour immersion and long -term immersion, in order to shorten the time

required for the test. 3. Samples shall be saturated according to ASTM D 570, except that the temperature of 50 ºC shall be used for

conditioning. A hermetically sealed pan shall be used to prevent volatilization. 4. Minimum strength of straight portion according to Table 1.


CHAPTER G - MTODs LIST OF ACTIVE MTODs

G2-0 LIST OF ACTIVE MTODs

MTOD Title Issue Date

Imp. Date

Dwg. Rev.

Office Remarks

DIVISION 100 - ABBREVIATIONS

0101.0700 Legend - Pavement Markings Apr 1994 Jan 4, 1994 n/a TOS/ TO

For use with Pavement Marking items.

DIVISION 200 - GRADING

0202.0370 Roadway Widening For Steel Beam Terminal On Inside Of Curve

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0202.0380 Roadway Widening For Steel Beam Terminal On Outside Of Curve

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0202.0400 Roadway Widening For High Tension Cable Terminals, Slope Installation

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0202.0410 Roadway Widening For High Tension Cable Terminals, Shoulder Installation

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0219.1010 Light Duty Straw Bale Barrier – Ditch Inlet Protection During Construction

Aug 2002 Oct 16, 2002 0 ENV/ PEPO

0222.0300 Stone LUNKERS Apr 2017 Jun 8, 2017 0 ENV/ PEPO

0222.0400 Wood LUNKERS Apr 2017 Jun 8, 2017 0 ENV/ PEPO

DIVISION 300 - ENTRANCES

0310.0390 Concrete Sidewalk Ramps Tactile Walking Surface Indicators Component

Oct 2016 Dec 15, 2016 2 DSS/ DCSO

DIVISION 400 - FRAMES AND GRATES

No Division 400 Drawings

DIVISION 500 - PAVING

0503.0200 Shoulder Rumble Strips Jan 2000 Feb 2, 2000 1 DSS/ DCSO

0503.0210 Shoulder Rumble Strips at Speed Change Lanes

Sep 1999 Sep 1, 1999 n/a DSS/ DCSO

June 2017 Page 1 of 17 CDED G2-0



Imp. Date

Dwg. Rev.

Office Remarks

0503.0220 Shoulder Rumble Strips at Intersections and Entrances

Sep 1999 Sep 1, 1999 n/a DSS/ DCSO

0503.0500 Centreline Rumble Strips Apr 2010 Jun 17, 2010 0 DSS/ DCSO

0503.0700 Shoulder Rumble Strips for 0.5m Bicycle Buffer Zone

Dec 2013 May 8, 2014 0 DSS/ DCSO





0504.0100 Raised Traffic Island Feb 2016 Mar 3, 2016 0 DSS/ DCSO

0505.0100 Carpool Parking Facilities, Barrier Free Parking Spaces

Apr 2007 Jun 7, 2007 0 DSS/ DCSO

0508.0100 Routing and Sealing Cracks in Asphalt Pavement

Feb 2008 Feb 14, 2008 0 BITM/ MERO

DIVISION 600 - CURBS & GUTTERS

0600.0110 Concrete Barrier Curb with Wide Gutter and Wide Back

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

For use with MTOD 912.450.

0600.0610 Concrete Semi-Mountable Curb with Wide Gutter and Narrow Back

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

For use with MTOD 912.450.

0600.0800 Concrete Barrier Curb With Narrow Gutter For Roundabout Truck Apron

Mar 2016 Mar 3, 2016 0 DSS/ DCSO

To be used only adjacent to roundabout truck aprons.

0600.0910 Concrete Semi-Mountable Curb with Narrow Gutter for Roundabout Truck Apron

Apr 2014 Jul 10, 2014 0 DSS/ DCSO

0600.0920 Concrete Semi-Mountable Curb with Wide Gutter for Roundabout Truck Apron

Apr 2014 Jul 10, 2014 0 DSS/ DCSO

0600.0930 Concrete Curbs at Roundabout Truck Apron and Central Island

Feb 2016 Mar 3, 2016 1 DSS/ DCSO

0600.1200 Concrete Parking Curb with Wide Gutter

Apr 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




Imp. Date

Dwg. Rev.

Office Remarks

DIVISION 800 - CULVERTS & DRAINS

0803.0210 Bedding and Backfill for Precast Concrete Box Culverts

May 1994 Jan 12, 2017 n/a P&F/ MERO

Always with Precast Concrete Box Culvert items.

0805.0600 Height of Fill Table Corrugated Aluminum Alloy Structural Plate Pipe

Jul 2013 Aug 15, 2013 0 DCSO/ Drainage

0806.0210 Height of Fill Table Closed Profile Wall Polyethylene Pipe RSC 100, 160, 250, and 400

Jul 2013 Aug 15, 2013 0 DCSO/ Drainage

0806.0230 Height of Fill Table Solid Wall Polyethylene Pipe SDR 32.5

May 2014 Jun 12, 2014 0 DCSO/ Drainage

DIVISION 900 - FENCING, GUIDERAILS

0911.1900 Guide Rail System, Concrete Barrier, Type X Connection, Installation - Temporary

Jul 2015 Aug 27, 2015 0 DSS/ DCSO


Jul 2015 Aug 27, 2015 0 DSS/ DCSO


Jul 2015 Aug 27, 2015 0 DSS/ DCSO

0911.1950 Guide Rail System, Concrete Barrier, Type X Connection, Installation - Temporary Reduced Deflection

Jul 2015 Aug 27, 2015 0 DSS/ DCSO

0911.1960 Guide Rail System, Concrete Barrier, Type X Connection, Installation - Temporary Reduced Deflection Transition to TCB

Jul 2015 Aug 27, 2015 0 DSS/ DCSO

0911.2320 Guide Rail System, Concrete Barrier Energy Attenuator Installation - Temporary - Reduced Exposure


0911.2330 Guide Rail System, Concrete Barrier Energy Attenuator Installation - Temporary - Narrow


0911.6100 Guide Rail System, Concrete Barrier, Quickchange Moveable Barrier, Installation - Temporary

May 2016

Sep 1, 2016 0 DSS/ DCSO

0912.1090 Guide Rail System, Steel Beam Type M20 Steel Post With Offset Block and Base Plate Component

Nov 2016 Dec 15, 2016 1 DSS/ DCSO




Imp. Date

Dwg. Rev.

Office Remarks

0912.1260 Guide Rail System, Steel Beam, Steel Post for Thrie Beam Rail With 30cm Offset Block - Component

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0912.1310 Steel Beam Guide Rail and End-Treatments, Rock Cut Installation

Jan 2007 Mar 15, 2007 1 DSS/ DCSO

0912.1880 Guide Rail System, Steel Beam Type M30 - Adjacent to Concrete Curb Installation


0912.1890 Guide Rail System, Steel Beam Type M30 - Adjacent to Sidewalk Installation


0912.2490 Guide Rail System, Steel Beam Type M - Base Plated for Shallow Box Culverts Installation

Apr 2016 Jul 21, 2016 0 DSS/ DCSO

0912.2550 Guide Rail System, Steel Beam Type M20 and M30 Leaving End Treatment Installation


0912.2560 Guide Rail System, Steel Beam Type M Leaving End Treatment Component - Rail, Terminal Section, and Post Anchor Detail

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

0912.3130 Guide Rail System, Steel Beam Transition From Type M to Existing Steel Beam Guide Rail - Installation


0912.3140 Guide Rail System, Steel Beam Transition From Type M to Existing Steel Beam Guide Rail With Channel - Installation


0912.4500 Guide Rail System, Steel Beam, Structure Connection – Tube Railing - Installation

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0912.6250 Guide Rail System, Steel Beam, Thrie Beam Rail - 476mm Hole Spacing - Component

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0912.6300 Guide Rail System, Steel Beam, Asymmetric Transition Rail - Component

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0913.2200 Guide Rail System, High Tension Cable, Safence Terminal, 3-Cable, Slope Installation


0913.2210 Guide Rail System, High Tension Cable, Safence Terminal, 3-Cable, Shoulder Installation





Imp. Date

Dwg. Rev.

Office Remarks

0913.2220 Guide Rail System, High Tension Cable, Safence Terminal, 3-Cable, Terminal Posts – Component

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0913.2260 Guide Rail System, High Tension Cable, Safence Terminal, Steel Anchor Assembly – Component

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0913.2500 Guide Rail System, High Tension Cable, Safence 3-Cable, Shoulder Installation

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0913.2510 Guide Rail System, High Tension Cable, Safence 3-Cable, Slope Installation

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0913.2520 Guide Rail System, High Tension Cable, Safence, 3-Cable, Slope Installation Line Post – Component

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0913.2530 Guide Rail System, High Tension Cable, Safence, 3-Cable, Shoulder Installation Line Post – Component

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0913.2550 Guide Rail System, High Tension Cable Safence, 3-Cable Buried Obstacle Treatment - Installation

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0917.1000 100 X 100 Fabricated Steel Sign Base Concrete Barrier Installation Details

Mar 1997 Mar 1, 1997 n/a DSS/ DCSO

Included in contracts where small signs are installed on concrete barrier walls at a 90 degree angle to the wall.

0917.1010 150 X 150 Fabricated Steel Sign Base Concrete Barrier Installation Detail



0917.1020 100 X 100 Fabricated Steel Sign Base - 45 Degree Angle Mount Concrete Barrier Installation Details



0917.1030 150 X 150 Fabricated Steel Sign Base - 45 Degree Angled Mount Concrete Barrier Installation Detail






Imp. Date

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Office Remarks

0922.1500 Energy Attenuator, End Terminal, Steel Beam Terminal, MASH Slotted Rail Terminal System - Installation


0922.1650 Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MASH SoftStop Terminal System Installation


0922.1860 Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MASH Sequential Kinking Terminal System - Installation


0923.0030 Energy Attenuator, Crash Cushion REACT 350, Component - Reinforced Concrete Pad


0923.6100 Energy Attenuator, Crash Cushion REACT 350 TL-2, Installation - Permanent

Feb 2007 Mar 15, 2007 0 DSS/ DCSO

0923.6110 Energy Attenuator, Crash Cushion, REACT 350 TL-3, Installation - Permanent

Feb 2007 Mar 15, 2007 0 DSS/ DCSO

0924.1300 Energy Attenuator, Crash Cushion, Absorb 350 System, MTCB Installation

May 2016 Sep 1, 2016 0 DSS/ DCSO

0925.0000 Thrie Beam Guide Rail - Median Barrier General Layout

Jun 1993 Jun 21, 1993 n/a DSS/ DCSO

0925.0200 Thrie Beam Median Guide Rail - Post, Offset Block and Back-Up Plate


0925.0400 Thrie Beam Guide Rail - Transition Rail SBGR To Thrie Beam

Oct 1993 Oct 14, 1993 n/a DSS/ DCSO

0925.1000 Thrie Beam Guide Rail - Median Barrier Details


0925.3100 Thrie Beam Median Guide Rail - Transition To Concrete Median Barrier


0960.0100 Ramp Closure Gate, Entrance Ramp to Freeway 9m Gate Installation

May 2013 Jun 20, 2013 0

0960.0110 Ramp Closure Gates, Entrance Ramp to Freeway Twin 9m Gates Installation, drawing implemented.

May 2013 Jun 20, 2013 0

0960.0120 Ramp Closure Gate Entrance Ramp to Freeway 12m Gate Installation, drawing implemented.

May 2013 Jun 20, 2013 0




Imp. Date

Dwg. Rev.

Office Remarks

0960.1010 Ramp Closure Gate, 9.0m Gate General Assembly, drawing implemented.

May 2013 Jun 20, 2013 0

0960.1020 Ramp Closure Gate, Breakaway Post and Connection Components, drawing implemented.

May 2013 Jun 20, 2013 0

0960.1030 Ramp Closure Gate, Base Plate and Couplings Component, drawing implemented.

May 2013 Jun 20, 2013 0

0960.1040 Ramp Closure Gate, Wooden Support Post With Bracket, Closed Position Components, drawing implemented.

May 2013 Jun 20, 2013 0

0960.1050 Ramp Closure Gate, Wooden Support Post With Bracket, Open Position Components, drawing implemented.

May 2013 Jun 20, 2013 0

0960.1060 Ramp Closure Gate, Reinforced Concrete Footing, Component, drawing implemented.

May 2013 Jun 20, 2013 0

0960.1070 Ramp Closure Gate, 12.0m Gate General Assembly, drawing implemented.

May 2013 Jun 20, 2013 0

0960.1080 Ramp Closure Gate, Object Marker Sign Bracket Component, drawing implemented.

May 2013 Jun 20, 2013 0

0971.1010 Fence, Highway In Earth, Shale, Loose Rock, Or Friable Rock Installation


0971.1020 Fence, Highway In Solid Rock Installation


0971.1030 Fence, Highway Installation Details Jun 2012 Jul 5, 2012 n/a DSS/ DCSO

0984.2060 Guide Rail System, High Tension Cable, Delineation, Installation – Leaving End

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0984.2070 Guide Rail System, High Tension Cable, Delineation, Installation – Approach End

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0984.2080 Energy Attenuator, End Treatment Delineation Installation - Approach End

Dec 2016 Dec 15, 2016 0 DSS/ DCSO

0984.2090 Energy Attenuator, End Treatment Delineation Installation - Leaving End

Dec 2016 Dec 15, 2016 0 DSS/ DCSO




Imp. Date

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Office Remarks

0986.1010 Small Sign Support System Franklin Industries Company Breakaway U-Flange Post Installation - Single Post Assembly

Jan 2014 Jan 30, 2014 2 DSS/ DCSO

0986.1050 Small Sign Support System Franklin Industries Company Breakaway U-Flange Post Components

Jan 2014 Jan 30, 2014 1 DSS/ DCSO

0986.2010 Small Sign Support System Franklin Industries Company Breakaway U-Flange Post Installation - Double Post Assembly

Jan 2014 Jan 30, 2014 2 DSS/ DCSO

0986.3010 Small Sign Support System Franklin Industries Company Breakaway U-Flange Post Installation - Triple Post Assembly

Jan 2014 Jan 30, 2014 2 DSS/ DCSO

0992.1010 Intermediate Sign Support System Slip-Safe Supreme Rib-Bak Breakaway System Components


0992.2100 Intermediate Sign Support System Slip-Safe Supreme Rib-Bak Breakaway System Installation - Double Post Assembly


DIVISION 2000 - ATMS

2001.1000 ATMS - Equipment Identifier I Sep 2007 Jan 24, 2008 0 ATMS

2001.1100 ATMS - Equipment Identifier II Feb 2013 Mar 7, 2013 2 ATMS

2001.1200 ATMS - Communication Schematic I Sep 2007 Jan 24, 2008 0 ATMS

2001.1300 ATMS - Communication Schematic II Sep 2007 Jan 24, 2008 0 ATMS

2010.0200 ATMS - Layout Drawings and Wiring Legend

Feb 2013 Mar 7, 2013 1 ATMS

DIVISION 2100 - 2901 - Electrical

2100.0700 Steel Encased Ducts by Subsurface Installation

Feb 2004 Feb 18, 2004 3 ELEC

2104.0100 RE Ducts Surface Mounted on Structures

Sep 2015 Dec 17, 2015 1 ELEC

2132.0100 Wooden Pad for Controller Cabinet Sep 2015 Dec 17, 2015 4 ELEC




Imp. Date

Dwg. Rev.

Office Remarks

2200.0310 Concrete Footing and Reinforcing Steel for Heavy Class Steel Pole and Sectional Steel Pole Where Rock is Encountered

Sep 2015 Dec 17, 2015 2 ELEC

2200.0500 Concrete Footing In Earth for Heavy Class Steel Pole and Sectional Steel Pole

Sep 2015 Dec 17, 2015 3 ELEC

2200.0900 Reinforcing Steel for Concrete Footing for Heavy Class Steel Poles and Sectional Steel Pole in Earth

Sep 2015 Dec 17, 2015 2 ELEC

2210.0310 High Mast Lighting Pole, Extended Footing Within Energy Attenuator and Apron

Sep 2015 Dec 17, 2015 1 ELEC

2218.0300 High Mast Lighting Pole, Maintenance Platform Layout - Prefabricated Steel

Apr 2011 Jun 2, 2011 1 ELEC

2218.0310 High Mast Lighting Pole, Maintenance Platform Details - Prefabricated Steel

Jan 2007 Mar 15, 2007 0 ELEC

2218.0320 High Mast Lighting Pole, Maintenance Platform Details - Prefabricated Steel

Jan 2007 Mar 15, 2007 0 ELEC

2250.0200 Truss Brackets - Mounting Details Nov 2007 Dec 20, 2007 n/a ELEC

2270.0000 Bollards Detail Sep 2010 Oct 14, 2010 n/a ELEC

2302.0500 Duct Transition from Surface Mounted to Direct Burial

Sep 2015 Dec 17, 2015 1 ELEC

2433.0100 Base Plate for Heavy Class Steel Pole Sep 2015 Dec 17, 2015 2 ELEC

2433.0110 Base Plate for Heavy Class Sectional Steel Pole

Sep 2015 Dec 17, 2015 2 ELEC

2435.0100 Octagonal and Round Heavy Class Steel Pole

Jan 2007 Mar 15, 2007 2 ELEC

2435.0200 Heavy Class Sectional Steel Pole Jan 2007 Mar 15, 2007 2 ELEC

2510.0110 Uninterruptible Power Supply (UPS) Cabinet Pole Mounted

Mar 2016 Mar 3, 2016 1 ELEC

2510.1000 332 Cabinet Wireless Modem Installation for 'WHIP' Antenna

Mar 2016 Mar 3, 2016 1 ELEC

2510.1010 Template for Antenna Mounting Mar 2016 Mar 3, 2016 1 ELEC

2510.1020 332 Cabinet Wireless Modem Installation for 'PUCK' Antenna

Mar 2016 Mar 3, 2016 1 ELEC




Imp. Date

Dwg. Rev.

Office Remarks

2510.1030 332 Cabinet Wireless Modem One Line Diagram Wireless Antenna and Ethernet Connection

Mar 2016 Mar 3, 2016 1 ELEC

2514.0110 Traffic Signal Cabinet and Uninterruptible Power Supply (UPS) Cabinet on Concrete Pad

Mar 2016 Mar 3, 2016 2 ELEC

2514.0210 Concrete Pad for Traffic Signal Control Cabinet and Uninterruptible Power Supply (UPS) Cabinet

Mar 2016 Mar 3, 2016 1 ELEC

2528.0210 Traffic Signal Cabinet Wiring Diagram to Accommodate UPS Control Unit and UPS System

Mar 2016 Mar 3, 2016 1 ELEC

2529.1100 Typical Traffic Signal Wiring Details Two To Eight Phase Systems

Mar 2001 Apr 4, 2001 1 ELEC

2529.1200 Signal Wiring Using 7/C Cable Connected Radially, 2-8 Phase

Mar 2001 Apr 4, 2001 1 ELEC

2536.0210 Flasher Beacons without Flasher Mechanism and Wiring Diagram

Sep 2010 Oct 14, 2010 n/a ELEC

2536.0220 Horizontal Flasher Beacons for Roadway Sign and Downlight and Wiring Diagram

Sep 2010 Oct 14, 2010 n/a ELEC

2550.0100 Installation of Aerial Interconnection Cables at Terminal Board

Feb 2004 Feb 18, 2004 2 ELEC

2901.0210 Traffic Data Collection, Traffic Counting Station Type 1

Jan 2013 Mar 7, 2013 2 ELEC

2901.0220 Traffic Data Collection, Traffic Counting Station Type 2

Jan 2013 Mar 7, 2013 2 ELEC

2901.0610 Traffic Data Collection, Data Stations - Permanent Data Collection Station - General Layout

Oct 2008 Mar 12, 2009 0 ELEC

2901.2610 Traffic Data Collection, Controller Configuration - Permanent Data Collection Station - Cabinet and Equipment

Oct 2008 Mar 12, 2009 0 ELEC

2901.2620 Traffic Data Collection, Controller Configuration - Permanent Data Collection Station - Cabinet Configuration

Oct 2008 Mar 12, 2009 0 ELEC

2901.2630 Traffic Data Collection, Controller Configuration - Permanent Data Collection Station - Typical 2- to 4- Lane Wiring

Oct 2008 Mar 12, 2009 0 ELEC




Imp. Date

Dwg. Rev.

Office Remarks


Oct 2008 Mar 12, 2009 0 ELEC


Oct 2008 Mar 12, 2009 0 ELEC


Oct 2008 Mar 12, 2009 0 ELEC

2901.4010 Traffic Data Collection Detector Loops, General Installation 1

Oct 2008 Mar 12, 2009 0 ELEC

2901.4020 Traffic Data Collection Detector Loops, General Installation 2

Jan 2013 Mar 7, 2013 1 ELEC

2901.4030 Traffic Data Collection Detector Loops, General, Splices for Cables

Oct 2008 Mar 12, 2009 0 ELEC

2901.4040 Prefabricated Detector Loop Jul 2011 Jul 21, 2011 2 ELEC

2901.4050 Prefabricated Detector Loop, Heavy Duty Rubber

Jan 2013 Mar 7, 2013 2 ELEC

2901.4610 Traffic Data Collection Detector Loops, Permanent Data Collection Station Details Main Loop

Jan 2013 Mar 7, 2013 1 ELEC

2901.4620 Traffic Data Collection, Detector Loops, Permanent Data Collection Station Layout - Main and Axle Loop Placement

Jan 2013 Mar 7, 2013 2 ELEC

2901.5010 Traffic Data Collection - Traffic Count Station Vehicle Volume Detector Loop Layout - 2-Lane/2-Way Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.5020 Traffic Data Collection, Traffic Count Station Vehicle Volume Detector Loop Layout - 4-Lane/2-Way Divided Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.5030 Traffic Data Collection, Traffic Count Station Vehicle Volume Detector Loop Layout - 2-Lane/1-Way Ramp

Jan 2013 Mar 7, 2013 1 ELEC

2901.5040 Traffic Data Collection, Traffic Count Station Vehicle Volume Detector Loop Layout - 1-Lane Ramp

Jan 2013 Mar 7, 2013 1 ELEC




Imp. Date

Dwg. Rev.

Office Remarks

2901.5050 Traffic Data Collection, Traffic Count Station Vehicle Volume Detector Loop Layout - 6-Lane/2-Way Divided Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.5060 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 8 Lane/2-Way Divided High Congestion Highway

Jan 2013 Mar 7, 2013 0 ELEC

2901.5070 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout, 10 Lane/2-Way Divided High Congestion Highway

Jan 2013 Mar 7, 2013 0 ELEC

2901.5080 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 12 Lane/2-Way Divided High Congestion Highway

Jan 2013 Mar 7, 2013 0 ELEC

2901.5090 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 2 Lane/1-Way Ramp

Jan 2013 Mar 7, 2013 0 ELEC

2901.5100 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 2-Lane/1-Way High Congestion Ramp

Jan 2013 Mar 7, 2013 0 ELEC

2901.5120 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 1-Lane High Congestion Ramp

Jan 2013 Mar 7, 2013 0 ELEC

2901.5130 Traffic Data Collection - Traffic Count Station Vehicle Volume Detector Loop Layout 4-Lane/2-Way Undivided Highway

Jan 2013 Mar 7, 2013 0 ELEC

2901.5140 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 4-Lane/2-Way Undivided Highway

Jan 2013 Mar 7, 2013 0 ELEC

2901.5150 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 4-Lane/2-Way Undivided High Congestion Highway

Jan 2013 Mar 7, 2013 0 ELEC

2901.5180 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 12 Lane/2-Way Divided Highway

Dec 2014 Dec 18, 2014 0 ELEC




Imp. Date

Dwg. Rev.

Office Remarks

2901.5210 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 2-Lane/2-Way Highway

Jan 2013 Mar 7, 2013 2 ELEC

2901.5220 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 2-Lane/2-Way High Congestion Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.5230 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 4-Lane/2-Way Divided Highway

Jan 2013 Mar 7, 2013 2 ELEC

2901.5240 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 4-Lane/2-Way Divided Highway High Congestion Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.5250 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout Layout - 6-Lane/2-Way Deivided Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.5260 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 6-Lane/2-Way Divided High Congestion Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.5300 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 1-Lane Ramp

Jan 2013 Mar 7, 2013 1 ELEC

2901.5310 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 2-Lane/1-Way Ramp

Jan 2013 Mar 7, 2013 1 ELEC

2901.5410 Traffic Data Collection, Detector Loops, Permanent Data Collection Station Layout - 2-Lane/2-Way Highway

Oct 2008 Mar 12, 2009 0 ELEC

2901.5420 Traffic Data Collection, Permanent Data Collection Station Layout - 4-Lane/2-Way Highway

Jan 2013 Mar 7, 2013 1 ELEC


Oct 2008 Mar 12, 2009 0 ELEC




Imp. Date

Dwg. Rev.

Office Remarks


Oct 2008 Mar 12, 2009 0 ELEC


Oct 2008 Mar 12, 2009 0 ELEC

DIVISION 2902 - 2980 - ATMS

2902.2050 ATMS - ATMS Maintenance Holes Entry of Direct Buried Ducts

May 2015 Jun 25, 2015 1 ATMS

2902.3110 ATMS - Enclosure, Cabinet, Pole Mounted

Sep 2010 Oct 14, 2010 0 ATMS

2902.3210 ATMS - Enclosure, Cabinet, Power Supply, Assembly Type 2 600/347V, 100A, 3-Phase, 4-Wire

Sep 2010 Oct 14, 2010 0 ATMS

2902.4200 Detector, Magnetic, Field Connection to Cabinet Input Files with HOV Lanes

Jan 2009 Mar 12, 2009 0 ATMS

2902.4210 Detector, Magnetic, Field Connection to Cabinet Input Files without HOV Lanes

Jan 2009 Mar 12, 2009 0 ATMS

2902.4220 Detector, Magnetic, Field Connection Input Data

Jan 2009 Mar 12, 2009 0 ATMS

2902.4230 ATMS - Detector, Magnetic, Station Provisions, Duct Depth Data

Sep 2010 Oct 14, 2010 0 ATMS

2902.4240 ATMS - Detector Station, Magnetic, Typical Cable Connection Diagram

Sep 2010 Oct 14, 2010 0 ATMS

2902.4260 Detector, Magnetic, Station Provisions

Jan 2009 Mar 12, 2009 0 ATMS

2902.4270 ATMS - Provisions for Magnetic Detector Station Duct Profile

Dec 2010 Jun 2, 2011 2 ATMS

2902.4280 ATMS - Electrical Handhole, Semi-Concrete with Cover

Dec 2010 Jun 2, 2011 2 ATMS

2902.4290 ATMS - Detector Station, Magnetic, General Layout

Dec 2010 Jun 2, 2011 1 ATMS

2910.0100 ATMS - Grounding for Overhead Communications Cable Systems

Sep 2007 Jan 24, 2008 0 ATMS

2910.0150 ATMS - Aerial Suspension of Existing Surface Mounted Conduits

Sep 2007 Jan 24, 2008 0 ATMS




Imp. Date

Dwg. Rev.

Office Remarks

2910.0200 ATMS - Aerial Splice Enclosure and Slack Storage

Sep 2007 Jan 24, 2008 0 ATMS

2910.0250 ATMS - Aerial to Underground Transition for F/O Cable

Sep 2007 Jan 24, 2008 0 ATMS

2920.0100 ATMS - Removal of Electrical Chamber & Extension of Existing Steel Encased Duct Bank

Sep 2007 Jan 24, 2008 0 ATMS

2920.0150 ATMS - Cabinet & Duct Installation Pedestal is Offset from Main Trench

Sep 2007 Jan 24, 2008 0 ATMS

2920.0160 ATMS - Cabinet & Duct Installation Pedestal In-Line With Main Trench

Sep 2007 Jan 24, 2008 0 ATMS

2920.0200 ATMS - Conduit Entry To Equipment Cabinet Pads

Sep 2007 Jan 24, 2008 0 ATMS

2920.0210 ATMS - Entry To Equipment Cabinet Pad Conduit Data I

Sep 2007 Jan 24, 2008 0 ATMS

2920.0220 ATMS - Entry To Equipment Data Cabinet Pad Conduit Data II

Sep 2007 Jan 24, 2008 0 ATMS

2920.0300 ATMS - Duct Bypass Around Sign Footing

Sep 2007 Jan 24, 2008 0 ATMS

2930.0100 ATMS - Cable Slack Storage In Electrical Chamber

Sep 2007 Jan 24, 2008 0 ATMS

2930.0200 ATMS - Communication Duct Connection At Electrical Chamber

Sep 2007 Jan 24, 2008 0 ATMS

2930.0500 ATMS - Duct Orientation on Structures

Sep 2007 Jan 24, 2008 0 ATMS

2930.0700 ATMS - Transition From Surface Mounted Pull Boxes To Direct Burial

Sep 2007 Jan 24, 2008 0 ATMS

2940.0100 ATMS - Concrete Pad For Cabinet Sep 2007 Jan 24, 2008 0 ATMS

2940.0110 ATMS - Concrete Footing for External UPS Cabinet

Jun 2017 Jun 8, 2017 0 ATMS

2940.0150 ATMS - Telco Connection Provisions At Cabinet With Isolated Service

Sep 2007 Jan 24, 2008 0 ATMS

2940.0200 ATMS - Cabinet Installation Details Jun 2017 Jun 8, 2017 1 ATMS

2940.0250 ATMS - Cabinet & Pad Behind Noise Barrier

Sep 2007 Jan 24, 2008 0 ATMS

2940.0300 ATMS - Cabinet Connection Data Sep 2007 Jan 24, 2008 0 ATMS

2940.1100 ATMS - Communication Pedestal Sep 2007 Jan 24, 2008 0 ATMS

2940.1150 ATMS - Concrete Pad For Communication Pedestal

Sep 2007 Jan 24, 2008 0 ATMS




Imp. Date

Dwg. Rev.

Office Remarks

2940.1200 ATMS - Base Mounted Communications Pedestal

Sep 2007 Jan 24, 2008 0 ATMS

2940.2200 ATMS - Field Equipment Site With Guide Rail Protection

Sep 2007 Jan 24, 2008 0 ATMS

2940.2210 ATMS - Field Equipment Site Without Guide Rail Protection

Sep 2007 Jan 24, 2008 0 ATMS

2940.3100 ATMS - Power Supply Cabinet, 5KVA, 10KVA, 15KVA, 25KVA

Sep 2010 Oct 14, 2010 2 ATMS

2940.3200 ATMS - Power Supply Pedestal Sep 2007 Jan 24, 2008 0 ATMS

2950.0100 ATMS - Field Connection of Detector Loops to Cabinet Input Files

Sep 2007 Jan 24, 2008 0 ATMS

2950.0110 ATMS - Loop Location Identification Details

Sep 2007 Jan 24, 2008 0 ATMS

2950.0120 ATMS - Connection to Detector Loop Leads and Detector Cables to Splice Point (New Construction)

Sep 2007 Jan 24, 2008 0 ATMS

2950.0130 ATMS - Field Connection Input Data Sep 2007 Jan 24, 2008 0 ATMS

2950.0140 ATMS - Connection of Detector Loop Leads and Detector Cables to Splice Point (Selective Resurfacing)

Sep 2008 Oct 30, 2008 1 ATMS

2950.0200 ATMS - Diamond Loop Layout Details

Mar 2008 Mar 20, 2008 1 ATMS

2950.0210 ATMS - Diamond Loop for Vehicle Detector Station

Mar 2008 Mar 20, 2008 1 ATMS

2950.0300 ATMS - Rectangular Loop Layout Mar 2008 Mar 20, 2008 1 ATMS

2950.0310 ATMS - Rectangular Loop for Vehicle Detector Station

Sep 2007 Jan 24, 2008 0 ATMS

2950.1100 ATMS - Vehicle Detection Station, General Loop Layout & Connection Details

Mar 2008 Mar 20, 2008 1 ATMS

2950.1150 ATMS - Vehicle Detection Station Arrangements in Adjacent Sets of Lanes

Sep 2007 Jan 24, 2008 0 ATMS

2950.2100 ATMS - Ramp Metering Loop Layout Sep 2007 Jan 24, 2008 0 ATMS

2950.5100 ATMS - Non-Intrusive Traffic Sensor Installation on Pole

Jun 2017 Jun 8, 2017 1 ATMS

2960.0100 ATMS - CCTV Pole, Cabinet & Pad Locations

Sep 2007 Jan 24, 2008 0 ATMS




Imp. Date

Dwg. Rev.

Office Remarks

2960.1100 ATMS - Mechanical Installation Details for Pole Mounted CCTV Camera

Sep 2007 Jan 24, 2008 0 ATMS

2960.1110 ATMS - Pole Top Mounting Bracket for CCTV Camera Pan and Tilt Unit

Sep 2007 Jan 24, 2008 0 ATMS

2960.2100 ATMS - Ground Schematic for Pole Mounted CCTV Camera

Sep 2007 Jan 24, 2008 0 ATMS

2970.0100 ATMS - Conduit Sleeve and Grounding Details at Overhead Sign Support Footings

Sep 2007 Jan 24, 2008 0 ATMS

2970.1100 ATMS - Variable Message Sign, Full Size Display Matrix Configuration

Sep 2010 Oct 14, 2010 1 ATMS

2970.1200 ATMS - Variable Message Sign, Mid Size Display Matrix Configuration

Sep 2010 Oct 14, 2010 1 ATMS

2970.3100 ATMS - Variable Message Sign Font (MTO1)

Sep 2007 Jan 24, 2008 0 ATMS

2970.3110 ATMS - Variable Message Sign Font (MTO2)

Sep 2007 Jan 24, 2008 0 ATMS

2980.0100 ATMS - Trailer Mounted PVMS on Wooden Crib

Sep 2007 Jan 24, 2008 0 ATMS

2980.1100 ATMS - Queue Warning Sign (QWS) Sep 2007 Jan 24, 2008 0 ATMS

Note: The above table lists all active MTODs currently implemented for use in CPS. Those

identified as (ELEC) are published in Volume 3, Electrical CDED Manual and those identified as (ATMS) are published in Volume 4, Electrical CDED ATMS Manual, accordingly. Users should refer to the respective manuals for further information regarding the use of these drawings.


CHAPTER H - OPSSs and OPSDs ACTIVE OPSSs - GENERAL & CONSTRUCTION

H2-1 - LIST OF ACTIVE OPSSs - GENERAL AND CONSTRUCTION SPECIFICATIONS

OPSS Type Title Issue Date

Imp. Date

DIVISION 1 – GENERAL SPECIFICATIONS

100 PROV MTO General Conditions of Contract Nov 2016 Jan 12, 2017

102 COMM Weighing of Materials Oct 1992 Mar 17, 1994

106 PROV Electrical Work Apr 2017 Jun 8, 2017

120 PROV The Use of Explosives Nov 2014 Jan 8, 2015

127 PROV Schedule of Rental Rates for Construction Equipment Including Model and Specification Reference

Apr 2017 Jun 8, 2017

180 PROV Management of Excess Materials Nov 2016 Jan 12, 2017

182 PROV Environmental Protection for Construction In and Around Waterbodies and On Waterbody Banks

Apr 2017 Jun 8, 2017

DIVISION 2 – GENERAL GRADING

201 COMM Clearing, Close Cut Clearing, Grubbing and Removal of Surface Boulders

Nov 2011 Jun 20, 2013

202 PROV Rock Removal by Manual Scaling, Machine Scaling, Trim Blasting, or Controlled Blasting

Nov 2013 Mar 27, 2014

203 PROV Rock Stabilization Nov 2014 Aug 27, 2015

206 PROV Grading Nov 2014 Jan 8, 2015

209 PROV Embankments over Swamps and Compressible Soils Nov 2014 Jan 8, 2015

212 PROV Borrow Nov 2013 Mar 27, 2014

220 PROV Wick Drain Installation Nov 2014 Jan 8, 2015

DIVISION 3 – PAVEMENT (FLEXIBLE AND RIGID)

301 COMM Restoring Unpaved Roadway Surfaces Sep 1988 Nov 1, 2003

304 COMM Single and Double Surface Treatment Nov 2006 Feb 14, 2008

305 PROV Granular Sealing Nov 2016 Jan 12, 2017

307 COMM Stockpiling of Patching Materials Apr 2012 Jul 5, 2012

308 PROV Tack Coating and Joint Painting Apr 2012 Jul 5, 2012

311 COMM Asphalt Sidewalk and Sidewalk Resurfacing Asphalt Sidewalk, Driveway, Boulevard and Sidewalk Resurfacing

Sep 1988 Nov 1, 2003

312 COMM Asphalt Curb and Gutter Systems and Asphalt Surfacing of Gutters Sep 1988 Nov 1, 2003

313 PROV Hot Mix Asphalt – End Result Nov 2016 Jan 12, 2017

June 2017 Page 1 of 6 CDED H2-1



Imp. Date

314 PROV Untreated Subbase, Base, Surface, Shoulder, Selected Subgrade and Stockpiling

Nov 2015 Apr 28, 2016

316 COMM Extruded Expanded Polystyrene Frost Heave Treatment Apr 2008 Jun 5, 2008

320 PROV Open Graded Drainage Layer Apr 2016 Jun 9, 2016

330 PROV In-Place Full Depth Reclamation of Bituminous Pavement and Underlying Granular

Nov 2014 Jan 8, 2015

331 PROV Full Depth Reclamation With Expanded Asphalt Stabilization Nov 2015 Dec 17, 2015

332 PROV Hot In-Place Recycling and Hot In-Place Recycling With Integral Overlay

Nov 2016 Jan 12, 2017

333 PROV Cold In-Place Recycling Nov 2015 Dec 17, 2015

335 PROV Cold In-Place Recycling with Expanded Asphalt Nov 2015 Dec 17, 2015

336 COMM Micro-Surfacing (Reissued November 2010) Nov 2009 Sep 29, 2011

337 COMM Slurry Seal Nov 2008 Jun 20, 2013

341 COMM Routing and Sealing Cracks in Hot Mix Asphalt Pavement May 1994 Aug 1, 1996

342 PROV Grinding of Centreline and Shoulder Rumble Strips Nov 2015 Jan 28, 2016

350 COMM Concrete Pavement and Concrete Base Mar 1998 Jan 27, 1999

351 COMM Concrete Sidewalk Nov 2015 Jan 28, 2016

353 COMM Concrete Curb and Gutter Systems Sep 1996 Nov 11, 1998

355 PROV Installation of Interlocking Concrete Pavers Nov 2014 Jan 8, 2015

360 COMM Full Depth Repair of Concrete Pavement or Concrete Base Mar 1995 Feb 24, 1999

362 COMM Fast Track Full Depth Repairs To Concrete Pavement Mar 1998 Feb 24, 1999

363 PROV Repairing Rigid Pavement with Precast Concrete Slabs Nov 2014 Jan 8, 2015

364 COMM Partial Depth Repairs in Concrete Pavement Sep 1996 Feb 24, 1999

365 PROV Cross-Stitching Longitudinal Cracks in Concrete Pavement and Concrete Base

Nov 2014 Jan 8, 2015

369 COMM Sealing or Resealing of Joints and Cracks In Concrete Pavement Nov 2008 Mar 12, 2009

DIVISION 4 – DRAINAGE, WATERMAINS, AND UTILITY

401 PROV Trenching, Backfilling, and Compacting Nov 2015 Dec 17, 2015

402 PROV Excavating, Backfilling, and Compacting for Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

Apr 2017 Jun 8, 2017

403 PROV Rock Excavation for Pipelines, Utilities, and Associated Structures In Open Cut (Formerly OPSS 515)

Apr 2017 Jun 8, 2017

404 COMM Support Systems (Formerly OPSS 538) Nov 2010 Sep 29, 2011

405 COMM Pipe Subdrains Nov 2008 Aug 27, 2009




Imp. Date

407 MTC Manholes, Catch Basins and Ditch Inlets (MTC) Mar 1984 Nov 1, 2001

409 COMM Closed Circuit Television Inspection of Pipelines Nov 2013 Jun 12, 2014

410 PROV Pipe Sewer Installation in Open Cut Nov 2015 Dec 17, 2015

415 COMM Tunnelling Feb 1990 Aug 1, 1992

416 COMM Jacking & Boring Feb 1990 Aug 1, 1992

421 PROV Pipe Culvert Installation in Open Cut Nov 2015 Dec 17, 2015

422 COMM Precast Reinforced Concrete Box Culverts and Box Sewers In Open Cut (Reissued November 2010)

Apr 2004 Sep 29, 2011

441 PROV Watermain Installation In Open Cut Apr 2017 Jun 8, 2017

490 COMM Site Preparation For Pipelines, Utilities, and Associated Structures (Formerly OPSS 503)

Apr 2016 Jun 9, 2016

491 COMM Preservation, Protection, and Reconstruction of Existing Facilities (Formerly OPSS 504)

Nov 2010 Sep 29, 2011

492 COMM Site Restoration Following Installation of Pipelines, Utilities, and Associated Structures

Nov 2015 Jan 28, 2016

493 COMM Temporary Potable Water Supply Services (Reissued November 2010)

Nov 2009 Sep 29, 2011

DIVISION 5 – MISCELLANEOUS

501 PROV Compacting Nov 2014 Jan 8, 2015

510 PROV Removal Nov 2014 Jan 8, 2015

511 COMM Rip Rap, Rock Protection and Granular Sheeting Nov 2013 Mar 27, 2014

512 PROV Installation of Gabions Nov 2014 Jan 8, 2015

517 PROV Dewatering Nov 2016 Jun 8, 2017

539 PROV Temporary Protection Systems Nov 2014 Jan 8, 2015

DIVISION 6 – ELECTRICAL

602 COMM Installation of Electrical Chambers Nov 2012 Mar 7, 2013

603 COMM Installation of Ducts Nov 2015 Mar 3, 2016

604 COMM Installation of Cable Nov 2013 Mar 27, 2014

609 COMM Grounding Nov 2012 Mar 7, 2013

610 PROV Removal of Electrical Equipment and Materials Nov 2016 Jan 12, 2017

611 COMM Installation of Underpass Luminaires Nov 2013 Mar 27, 2014

614 COMM Installation of Power Supply Equipment Nov 2012 Mar 7, 2013

615 PROV Installation of Poles Apr 2017 Jun 8, 2017




Imp. Date

616 COMM Footings and Pads for Electrical Equipment Nov 2012 Mar 7, 2013

617 COMM Installation of Roadway Luminaires Nov 2013 Mar 27, 2014

620 PROV Traffic Signal Equipment Apr 2017 Jun 8, 2017

621 PROV Electrical Traffic Control Devices Apr 2017 Jun 8, 2017

622 PROV Installation of Traffic Signal Controllers Apr 2017 Jun 8, 2017

623 PROV Traffic Actuation Equipment Apr 2017 Jun 8, 2017

630 PROV Installation of Sectional Steel High Mast Lighting Poles Nov 2016 Jan 12, 2017

631 COMM Concrete Footings and Maintenance Platforms for High Mast Lighting Poles

Nov 2015 Mar 3, 2016

DIVISION 7 – TRAFFIC SAFETY

703 COMM Permanent Small Signs and Support Systems Nov 2014 Feb 26, 2015

704 COMM Post Mounted Delineators Nov 2014 Feb 26, 2015

705 COMM Flexible Delineators Nov 2014 Feb 26, 2015

706 PROV Traffic Control Signing (Formerly OPSS 543) Nov 2016 Mar 2, 2017

707 COMM Modified Overhead Signboards Nov 2015 Apr 28, 2016

708 PROV Portable Temporary Traffic Signals Nov 2016 Jan 12, 2017

710 COMM Pavement Marking (Formerly OPSS 532) Nov 2010 Sep 29, 2011

721 PROV Steel Beam Guide Rail and Cable Guide Rail Nov 2015 Apr 28, 2016

723 PROV Energy Attenuators Nov 2015 Jan 28, 2016

732 PROV Guide Rail End Treatment - Steel Beam Energy Attenuating Terminal Systems

Apr 2016 Jun 9, 2016

740 COMM Concrete Barriers (Formerly OPSS 553) Nov 2010 Sep 29, 2011

741 COMM Temporary Concrete Barriers Nov 2014 Feb 26, 2015

753 COMM Connecticut Impact Attenuation System (CIAS) Nov 2013 Jul 10, 2014

760 COMM Noise Barrier Systems Nov 2014 Oct 22, 2015

771 PROV Standard Highway Fence Nov 2014 Jan 8, 2015

772 COMM Chain-Link Fence Nov 2012 Mar 7, 2013

791 COMM Expanded Metal Anti-Glare Screen Nov 2014 Feb 26, 2015

DIVISION 8 – ENVIRONMENTAL AND LANDSCAPE

801 COMM Protection of Trees (Formerly OPSS 565) Nov 2010 Sep 29, 2011

802 COMM Topsoil (Formerly OPSS 570) Nov 2010 Sep 29, 2011

803 COMM Sodding Nov 2015 Jan 28, 2016




Imp. Date

804 PROV Seed and Cover Nov 2014 Jan 8, 2015

805 COMM Temporary Erosion and Sediment Control Measures Nov 2015 Jan 28, 2016

810 PROV Rootwad Structures Apr 2017 Jun 8, 2017

811 PROV Large Woody Debris Apr 2017 Jun 8, 2017

812 PROV LUNKERS Apr 2017 Jun 8, 2017

820 PROV Riffles On Streambeds Apr 2017 Jun 8, 2017

821 PROV Pools In Streambeds Apr 2017 Jun 8, 2017

822 PROV Rocky Ramps On Streambeds Apr 2017 Jun 8, 2017

823 PROV Low Flow Channels Apr 2017 Jun 8, 2017

824 PROV Baffles In a Culvert Apr 2017 Jun 8, 2017

DIVISION 9 – STRUCTURAL

902 COMM Excavating and Backfilling – Structures Nov 2010 Jun 20, 2013

903 PROV Deep Foundations Apr 2016 Jun 9, 2016

904 PROV Concrete Structures Nov 2014 Jan 8, 2015

905 PROV Steel Reinforcement for Concrete Nov 2014 Jan 8, 2015

906 COMM Structural Steel for Bridges Nov 2012 Mar 7, 2013

907 COMM Structural Wood Systems Apr 2011 Jun 20, 2013

908 PROV Metal Traffic Barriers and Metal Railings For Structures Nov 2014 Feb 26, 2015

909 PROV Prestressed Concrete - Precast Girders Nov 2016 Jan 12, 2017

910 PROV Prestressed Concrete - Cast-in-place Apr 2008 Jun 11, 2009

911 PROV Coating Structural Steel Systems Nov 2014 Feb 26, 2015

913 COMM Embedded Work In Structures for Electrical Systems Nov 2014 Feb 26, 2015

914 PROV Waterproofing Bridge Decks With Hot Applied Asphalt Membrane Nov 2014 Dec 18, 2014

915 PROV Sign Support Structures Nov 2014 Feb 26, 2015

918 PROV Modular Bridge Structures for Temporary Installations Apr 2017 Jun 8, 2017

919 COMM Formwork and Falsework Nov 2011 Jul 5, 2012

920 PROV Deck Joint Assemblies, Preformed Seals, Joint Fillers, Joint Seals, Joint Sealing Compounds, and Waterstops - Structures

Nov 2016 Jan 12, 2017

922 PROV Installation of Bearings Nov 2016 Jan 12, 2017

928 COMM Structure Rehabilitation – Concrete Removal Apr 2012 Jul 5, 2012

929 COMM Abrasive Blast Cleaning – Concrete Construction Apr 2012 Jul 5, 2012

930 PROV Structure Rehabilitation – Concrete Patches, Refacing and Overlays Nov 2014 Feb 26, 2015

931 COMM Structure Rehabilitation – Shotcrete May 1994 Sep 1, 1995




Imp. Date

932 COMM Crack Repair – Concrete Nov 2009 Jan 28, 2010

935 PROV Impressed Cathodic Protection System for Bridge Structures Nov 2014 Feb 26, 2015

942 COMM Prestressed Soil and Rock Anchors Nov 2009 Dec 5, 2013


CHAPTER H - OPSSs and OPSDs ACTIVE OPSSs - MATERIAL

H2-2 - LIST OF ACTIVE OPSSs - MATERIAL SPECIFICATIONS


Imp. Date

DIVISION 10 - AGGREGATES

1001 COMM Aggregates - General Nov 2013 Jan 30, 2014

1002 PROV Aggregates - Concrete Apr 2013 Jun 20, 2013

1003 PROV Aggregates - Hot Mixed Asphalt Apr 2013 Jun 20, 2013

1004 PROV Aggregates - Miscellaneous Nov 2012 Mar 7, 2013

1005 PROV Aggregates - Streambed Material Apr 2017 Jun 8, 2017

1006 PROV Aggregates - Surface Treatment Apr 2017 Jun 8, 2017

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

Apr 2013 Jun 20, 2013

DIVISION 11 - BITUMENS

1101 PROV Performance Graded Asphalt Cement Nov 2014 Feb 26, 2015

1102 PROV Liquid Asphalt Used In Spraying, Sealing, and Priming Applications

Apr 2017 Jun 8, 2017

1103 PROV Emulsified Asphalt Nov 2016 Jan 12, 2017

1151 PROV Superpave and Stone Mastic Asphalt Mixtures Nov 2016 Jan 12, 2017

1152 PROV SC-800 Patching Material Nov 2016 Jan 12, 2017

1153 PROV Emulsified Asphalt Patching Material Nov 2016 Jan 12, 2017

DIVISION 12 – SEALS, BEARINGS, WATERSTOPS

1202 PROV Bearings – Elastomeric Plain and Steel Laminated Nov 2016 Jan 12, 2017

1203 PROV Bearings – Rotational and Sliding Surface Nov 2016 Jan 12, 2017

1204 COMM Polyvinyl Chloride Waterstops Nov 2003 Apr 21, 2004

1205 PROV Clay Seal Apr 2015 Jun 25, 2015

1210 PROV Deck Joint Assemblies Nov 2016 Jan 12, 2017

1212 COMM Hot-Poured Rubberized Asphalt Joint Sealing Compound Nov 2003 Apr 21, 2004

1213 COMM Hot Applied Rubberized Asphalt Waterproofing Membrane Mar 1998 Mar 1, 1998

1215 COMM Protection Board Mar 1998 Mar 1, 1998

DIVISION 13 – CEMENT AND CONCRETE

1301 COMM Cementing Materials Sep 1996 Sep 1, 1996

1302 COMM Water Sep 1996 Sep 1, 1996




Imp. Date

1303 PROV Admixtures For Concrete Nov 2014 Jan 8, 2015

1305 COMM Moisture Vapour Barriers Nov 2008 Aug 27, 2015

1306 COMM Burlap Nov 2011 Mar 15, 2012

1308 COMM Joint Filler in Concrete Nov 2003 Apr 21, 2004

1312 COMM Latex Modifiers For Use In Concrete Sep 1996 Sep 1, 1996

1315 COMM White Pigmented Curing Compounds For Concrete Sep 1996 Sep 1, 1996

1350 PROV Concrete - Materials and Production Nov 2016 Jan 12, 2017

1351 COMM Precast Reinforced Concrete Components for Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers

Nov 2004 Jan 19, 2005

1352 COMM Precast Concrete Barriers Nov 1989 Nov 1, 1989

1359 COMM Unshrinkable Backfill May 1993 May 1, 1993

DIVISION 14 - METAL

1430 COMM Gabion Baskets and Mats Nov 2012 Mar 7, 2013

1440 PROV Steel Reinforcement for Concrete Nov 2014 Jan 8, 2015

1441 COMM Load Transfer Assemblies Sep 1988 Sep 1, 1988

1442 COMM Epoxy Coated Steel Reinforcement for Concrete May 1994 May 1, 1994

1443 COMM Organic Coatings for Steel Reinforcement May 1994 May 1, 1994

DIVISION 15 – SAFETY RELATED

1503 COMM Cable Guide Rail Nov 2010 Dec 16, 2010

1504 PROV Steel Beam Guide Rail Apr 2017 Jun 8, 2017

1505 PROV Channel Components for Steel Beam Guide Rail Apr 2017 Jun 8, 2017

1540 COMM Standard Highway Fence Components Nov 2014 Jan 8, 2015

1541 COMM Chain-Link Fence Components Nov 2012 Mar 7, 2013

DIVISION 16 – WOOD AND PLASTICS

1601 PROV Wood, Preservative Treatment and Shop Fabrication Nov 2014 Jan 8, 2015

1605 COMM Expanded Extruded Polystyrene Pavement Insulation Nov 1989 Nov 1, 1989

DIVISION 17 - COATINGS

1704 PROV Paint Coating Systems for Structural Steel Nov 2014 Feb 26, 2015

1712 COMM Organic Solvent Based Traffic Paint Feb 1991 Feb 1, 1991

1713 COMM Thermoplastic Pavement Marking Materials Feb 1991 Feb 1, 1991




Imp. Date

1714 COMM Field Reacted Polymeric Pavement Marking Materials Feb 1991 Feb 1, 1991

1715 COMM Performed Plastic Pavement Marking Tape Feb 1991 Feb 1, 1991

1716 COMM Water-Borne Traffic Paint Feb 1991 Feb 1, 1991

1750 COMM Traffic Paint Reflectorizing Glass Beads Dec 1983 Dec 1, 1983

DIVISION 18 – PIPES AND ASSOCIATED DRAINAGE ITEMS

1801 COMM Corrugated Steel Pipe (CSP) Products Nov 2014 Feb 26, 2015

1802 COMM Smooth Walled Steel Pipe Nov 2015 Jan 28, 2016

1820 PROV Circular and Elliptical Concrete Pipe Nov 2014 Jan 8, 2015

1821 COMM Precast Reinforced Concrete Box Culverts and Box Sewers May 1993 May 1, 1993

1840 COMM Non-Pressure Polyethylene Plastic Pipe Products Nov 2015 Jan 28, 2016

1841 COMM Non-Pressure Polyvinyl Chloride Pipe Products Nov 2015 Jan 28, 2016

1842 COMM Pressure Polyethylene Pipe Products Nov 2015 Jan 28, 2016

1843 COMM Non-Pressure Polypropylene (PP) Plastic Pipe Products Nov 2013 Jun 12, 2014

1850 COMM Frames, Grates, Covers and Gratings Apr 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 2014 Feb 26, 2015

1860 COMM Geotextiles Apr 2012 Jul 5, 2012

DIVISION 19 - ENVIRONMENTAL

Currently no specifications.

DIVISION 20 – SIGNS AND SIGN SUPPORTS

2001 COMM Signs Nov 2014 Feb 26, 2015

DIVISION 21 – CLOTHING, CLOTH AND THE LIKE


DIVISION 22 - UNASSIGNED


DIVISION 23 - MISCELLANEOUS

2301 PROV Impressed Cathodic Protection System for Bridge Structures Nov 2014 Feb 26, 2015




Imp. Date

DIVISION 24 – ELECTRICAL

2401 COMM Electrical Handholes Nov 2010 Jun 2, 2011

2409 COMM Traffic Signal Cable Nov 2014 Feb 26, 2015

2410 COMM Extra Low Voltage Cable Nov 2015 Mar 3, 2016

2414 COMM Power Supply Equipment Nov 2014 Feb 26, 2015

2420 COMM Wood Poles Nov 2010 Jun 2, 2011

2421 COMM Spun Concrete Poles Nov 2012 Mar 7, 2013

2422 PROV Heavy Class Steel and Sectional Steel Poles, Base Mounted Nov 2016 Jan 12, 2017

2423 PROV Steel Poles, Base Mounting Apr 2017 Jun 8, 2017

2426 COMM Steel Truss Brackets Nov 2007 Dec 20, 2007

2428 COMM Aluminum Tapered Elliptical Brackets Nov 2007 Dec 20, 2007

2432 COMM High Pressure Sodium Luminaires for Highway Lighting Nov 2015 Mar 3, 2016

2434 PROV High Pressure Sodium Luminaires for Underpass Lighting Nov 2016 Jan 12, 2017

2452 COMM Aluminum Poles, Base Mounting Nov 2010 Jun 2, 2011

2453 PROV Sectional Steel Poles Nov 2016 Jan 12, 2017

2460 COMM Traffic Signal Arms, Brackets, Hangers, Fittings and Hardware Nov 2009 Mar 11, 2010

2461 PROV Signal Heads Apr 2017 Jun 8, 2017

2471 PROV Sectional Steel High Mast Lighting Poles Nov 2016 Jan 12, 2017

2474 PROV Anchorage Assembly - High Mast Lighting Pole Nov 2016 Jan 12, 2017

2475 PROV Uninterruptible Power Supply Systems for LED Traffic Signals Apr 2017 Jun 8, 2017

2476 COMM Raising and Lowering Equipment for High Mast Poles Nov 2010 Jun 2, 2011

2479 COMM Floodlight Luminaires used in High Mast Lighting Nov 2015 Mar 3, 2016

2485 COMM Photoelectric Controllers Nov 2015 Mar 3, 2016

2492 COMM Rigid Polyvinyl Chloride (PVC) Junction Boxes Sep 1984 Sep 1, 1984

DIVISION 25 - CHEMICALS

2502 PROV Sodium Chloride Apr 2017 Jun 8, 2017

2510 COMM Tall Oil Pitch Emulsion Nov 2015 Jan 28, 2016


CHAPTER H - OPSSs and OPSDs ACTIVE OPSDs - DIVISION 200

H3-22 - DIVISION 200 - GRADING

OPSD Title Issue Date Imp. Date Dwg. Rev.

0200.0100 Earth/Shale Grading - Undivided Rural Nov 2009 Dec 16, 2010 2

0200.0200 Earth/Shale Grading - Divided Rural Nov 2009 Dec 16, 2010 2

0201.0100 Rock Grading - Undivided Highway Nov 2009 Mar 27, 2014 2

0201.0200 Rock Grading - Divided Rural Nov 2009 Dec 16, 2010 2

0202.0100 Slope Flattening Using Surplus Excavated Material on Earth or Rock Embankment

Nov 2009 Dec 16, 2010 2

0202.0200 Drainage Gap for Slope Flattening on Rock or Granular Embankment

Nov 2013 Mar 27, 2014 3

0202.0300 Roadway Widening For Guide Rail End Treatments and Transitions

Nov 2009 Mar 11, 2010 5

0202.0310 Roadway Widening for Steel Beam Energy Attenuating Terminal Approach End

Nov 2009 Mar 11, 2010 0

0202.0320 Roadway Widening for Steel Beam Energy Attenuating Terminal Leaving End and Constrained Approach End

Nov 2011 Jan 19, 2012 1

0202.0330 Roadway Widening Single Sided Energy Attenuating Terminals Approach End

Nov 2011 Jan 19, 2012 0

0203.0100 Embankments Over Swamp New Construction Nov 2010 Mar 27, 2014 3

0203.0200 Embankments Over Swamp - Existing Slope Excavated To 1H:1V

Nov 2010 Mar 27, 2014 3

0203.0300 Embankments Over Swamp - Existing Slopes Maintained Nov 2010 Mar 27, 2014 3

0203.0400 Embankments Over Swamp At Pipe Culverts < 1500 mm Nov 2010 Mar 27, 2014 3

0204.0100 Boulder Treatment Cut Sections - Subgrade Nov 2015 Jan 28, 2016 3

0205.0100 Transition Treatment - Earth Cut to Earth Fill Nov 2009 Dec 16, 2010 2

0205.0200 Transition Treatment - Rock Cut to Rock Fill Nov 2009 Dec 16, 2010 2

0205.0300 Transition Treatment - Rock Cut to Earth Fill Nov 2009 Dec 16, 2010 2

0205.0400 Transition Treatment - Earth Fill to Rock Fill and Earth Fill to Granular Fill

Nov 2009 Dec 16, 2010 2

0205.0500 Transition Treatment - Rock Cut to Earth Cut Nov 2009 Dec 16, 2010 2

0205.0600 Frost Heave Treatment Nov 2009 Dec 16, 2010 2

0206.0100 Granular Courses - Undivided Rural Nov 2009 Dec 16, 2010 1

0206.0200 Granular Courses - Divided Rural Nov 2009 Dec 16, 2010 1

0206.0500 Subdrain Pipe Connection and Outlet - Rural Nov 2008 Aug 27, 2009 1

0207.0100 Concrete Pavement on Open Graded Drainage Layer - Divided Highway

Nov 2007 Aug 27, 2009 2

0207.0200 Composite Pavement on Open Graded Drainage Layer - Divided Highway

Nov 2007 Aug 27, 2009 2




0207.0300 Concrete and Composite Pavement on Open Graded Drainage Layer - Urban Section

Nov 2005 Aug 27, 2009 1

0207.0410 Subdrain Pipe, Open Graded Drainage Layer - Hot Mix Asphalt, Concrete, or Composite Pavement

Nov 2008 Aug 27, 2009 3

0207.0440 Subdrain Pipe Connection and Outlet - Open Graded Drainage Layer

Nov 2008 Aug 27, 2009 4

0208.0100 Benching of Earth Slopes Nov 2013 Mar 27, 2014 3

0209.0100 Rural Pavement Widening Nov 2009 Dec 16, 2010 1

0209.0110 Rural Pavement Widening - Curb with Gutter Nov 2009 Dec 16, 2010 2

0209.0200 Widening - Existing Rock Cut with Grade Raise Apr 2010 Dec 16, 2010 2

0210.0100 Tangent Shoulders - Rural Nov 2010 Dec 16, 2010 1

0210.0200 Superelevated Shoulders - Rural Nov 2010 Dec 16, 2010 1

0210.0700 Granular Sealing Nov 2008 Dec 16, 2010 2

0211.0100 Partially Paved Shoulders - Existing Pavement Maintained Nov 2010 Dec 16, 2010 2

0211.0200 Partially Paved Shoulders - Existing Pavement Resurfaced Nov 2010 Dec 16, 2010 2

0212.0100 Resurfacing with Crossfall Correction with Hot Mix Asphalt - Tangent Section

Nov 2009 Dec 16, 2010 1

0212.0200 Resurfacing with Crossfall Correction with Hot Mix Asphalt - Superelevated Section

Nov 2009 Dec 16, 2010 1

0212.0300 Resurfacing - Existing Crossfall Maintained Nov 2009 Dec 16, 2010 1

0213.0100 Pavement Widening on Curves - Widening on Both Sides of Curve with or without Spirals

Dec 1983 Apr 1, 1985 0

0213.0200 Pavement Widening on Curves, Widening on Inside of Curves with or without Spirals

Dec 1983 Apr 1, 1985 0

0214.0100 Single Lane Ramp - Grading for Asphalt Pavement with Granular Base and Shoulder

Nov 2007 Dec 16, 2010 1

0214.0200 Single Lane Ramp - Grading for Asphalt Pavement with Granular Base and Asphalt Shoulder

Nov 2007 Dec 16, 2010 1

0214.0300 Single Lane Ramp - Grading for Asphalt Pavement with Granular Base, Asphalt Shoulder, and Curb with Gutter

Nov 2007 Dec 16, 2010 2

0215.0100 Two Lane Ramp - Grading for Asphalt Pavement with Granular Base and Asphalt Shoulder

Nov 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 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 2007 Dec 16, 2010 2

0216.0100 Boulevard Treatments - Urban Section Nov 2006 Dec 16, 2010 1




0216.0200 Asphalt, Concrete and Composite Pavement on Granular Base - Urban Section

Apr 1999 Jul 1, 1999 0

0216.0210 Subdrain Pipe, Connection and Outlet - Urban Nov 2008 Aug 27, 2009 2

0217.0500 Access to Hydrant - Across Ditch Nov 2006 Dec 16, 2010 1

0217.0600 Utility Pole Setting Depth - at Ditch Locations Nov 2011 Jan 19, 2012 2

0219.1000 Light-Duty Straw Bale Barrier Nov 2015 Jan 28, 2016 2

0219.1100 Light-Duty Silt Fence Barrier Nov 2015 Jan 28, 2016 2

0219.1200 Light-Duty Fibre Roll Barrier Nov 2015 Jan 28, 2016 0

0219.1300 Heavy-Duty Silt Fence Barrier Nov 2015 Jan 28, 2016 2

0219.1310 Heavy-Duty Wire Backed Silt Fence Barrier Nov 2015 Jan 28, 2016 0

0219.1500 Sandbag Barrier Nov 2015 Jan 28, 2016 2

0219.1600 Fibre Roll Grade Breaks Nov 2015 Jan 28, 2016 0

0219.1800 Straw Bale Flow Check Dam Nov 2015 Jan 28, 2016 2

0219.1910 Fibre Roll Flow Check Dams Nov 2015 Jan 28, 2016 0

0219.2000 Sandbag Flow Check Dam Nov 2015 Jan 28, 2016 2

0219.2100 Temporary Rock Flow Check Dam, V-Ditch Nov 2015 Jan 28, 2016 2

0219.2110 Temporary Rock Flow Check Dam, Flat Bottom Ditch Nov 2015 Jan 28, 2016 2

0219.2200 Sediment Trap in Ditch Nov 2015 Jan 28, 2016 2

0219.2300 Temporary Slope Drain for Sediment Trap Nov 2015 Jan 28, 2016 4

0219.2310 Temporary Berm Barrier for Slope Drain Nov 2015 Jan 28, 2016 1

0219.2400 Sediment Trap for Dewatering Nov 2015 Jan 28, 2016 2

0219.2600 Turbidity Curtain Nov 2015 Jan 28, 2016 2

0219.2610 Turbidity Curtain, Seam Detail Nov 2015 Jan 28, 2016 2

0220.0100 Barrier for Tree Protection Nov 2007 Dec 5, 2013 0

0222.0100 Rootwad Structures for Waterbody Banks Nov 2014 Dec 18, 2014 1

0222.0200 Large Woody Debris for Waterbody Banks Nov 2013 Dec 18, 2014 0

0222.0500 Riffles On Streambeds Nov 2014 Apr 28, 2016 0

0222.0600 Pools In Streambeds Nov 2014 Apr 28, 2016 0

0222.0700 Rocky Ramps On Streambeds Nov 2014 Apr 28, 2016 0

0222.0800 Low Flow Channel Nov 2014 Apr 28, 2016 0

0222.0900 Baffles In A Culvert Nov 2014 Apr 28, 2016 0



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

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

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

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



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 2015 Jan 28, 2016 1

0911.1310 Guide Rail System, Concrete Barrier, Cast-In-Place, Type C, Installation

Nov 2015 Jan 28, 2016 1

0911.1320 Guide Rail System, Concrete Barrier, Cast-In-Place, Tall Wall, Installation

Nov 2015 Jan 28, 2016 1

0911.1340 Guide Rail System, Concrete Barrier Installation - Median Concrete Barrier to Structure

Nov 2015 Jan 28, 2016 1

0911.1350 Guide Rail System, Concrete Roadside Barrier Cast-In-Place or Slipformed Installation

Nov 2015 Jan 28, 2016 0

0911.1400 GRS, Concrete Barrier Precast I-Lock Connection Installation - Temporary and Permanent

Nov 2013 Jul 10, 2014 1

0911.1430 GRS Guide Rail System, Concrete Barrier Precast I-Lock Connection, Type TW Installation - Permanent

Nov 2013 Jul 10, 2014 1

0911.1500 GRS, Concrete Barrier Type J Connection, 4m Length Installation - Temporary

Nov 2013 Jul 10, 2014 0

0911.1510 GRS, Concrete Barrier Type J Connection, 6m Length Installation - Temporary

Nov 2013 Jul 10, 2014 0

0911.1600 GRS, Concrete Barrier Type M Connection Installation - Temporary 1

Nov 2013 Jul 10, 2014 0

0911.1610 GRS, Concrete Barrier Type M Connection Installation - Temporary 2

Nov 2013 Jul 10, 2014 0

0911.1620 GRS, Concrete Barrier Type M Connection Installation - Temporary Restrained System Pinned to Asphalt Pavement

Nov 2013 Jul 10, 2014 0

0911.1630 GRS, Concrete Barrier Type M Connection Installation - Temporary Restraint System Strapped to Concrete

Nov 2013 Jul 10, 2014 0

0911.1640 GRS, Concrete Barrier Type M Connection Installation - Temporary Restraint System Strapped to Concrete with Asphalt Surface

Nov 2013 Jul 10, 2014 0

0911.1670 GRS, Concrete Barrier Type M Connection Installation - Temporary Restraint System Bolted Through Concrete

Nov 2013 Jul 10, 2014 0

0911.1680 GRS, Concrete Barrier Type M Connection Installation - Temporary Restraint System Bolted Through Concrete with Asphalt Surface

Nov 2013 Jul 10, 2014 0

0911.1700 GRS, Concrete Barrier Type M Connection Installation - Temporary Restraint System Transition to Pinned TCB

Nov 2014 Feb 26, 2015 1

0911.1710 GRS, Concrete Barrier Type M Connection Installation - Temporary Restraint System Transition to Strapped TCB

Nov 2014 Feb 26, 2015 1

0911.1720 GRS, Concrete Barrier Type M Connection Installation – Temporary Restraint System Transition to Bolted TCB

Nov 2014 Feb 26, 2015 1




0911.1730 GRS, Concrete Barrier Type M Connection Installation - Temporary Restraint System Transition to Permanent Concrete Barrier

Nov 2015 Jan 28, 2016 1

0911.1740 GRS, Concrete Barrier Type M Connection Component - Thrie Beam Transition

Nov 2015 Jan 28, 2016 1

0911.1800 GRS, Concrete Barrier Type T Connection, 4.0m Length Installation - Temporary

Nov 2013 Jul 10, 2014 0

0911.1810 GRS, Concrete Barrier Type T Connection, 6.0m Length Installation - Temporary

Nov 2013 Jul 10, 2014 0

0911.3300 Guide Rail System, Concrete Barrier, Temporary Transition Installation - Rail Method Concrete Barrier to Temporary Concrete Barrier

Nov 2001 Sep 4, 2002

0911.3400 GRS, Concrete Barrier TCB Transition Installation - Temporary Nov 2013 Jul 10, 2014 0

0911.3800 Guide Rail System, Concrete Barrier, Permanent Transition Installation, At Bridge Piers

Nov 2015 Jan 28, 2016 1

0911.3810 Guide Rail System, Concrete Barrier Permanent Transition Installation Roadside Concrete Barrier to Structure

Nov 2015 Jan 28, 2016 2

0911.3820 Guide Rail System, Concrete Barrier Dowel Connection Detail Nov 2015 Jan 28, 2016 1

0911.3830 Guide Rail System, Concrete Barrier Permanent Transition Installation at Lighting Pole and Sign Support Footings

Nov 2015 Jan 28, 2016 0

0911.4300 Guide Rail System, Concrete Barrier Temporary - Leaving End Treatment Installation - Divided Highway

Nov 2015 Jan 28, 2016 1

0912.1010 Guide Rail System, Steel Beam, Rail, Component Nov 2016 Mar 2, 2017 3

0912.1020 Guide Rail System, Steel Beam, Channel, Component Nov 2016 Mar 2, 2017 2

0912.1030 Guide Rail System, Steel Beam, Plastic Offset Blocks, Component Nov 2016 Mar 2, 2017 2

0912.1040 Guide Rail System, Steel Beam, Steel Post With Wooden Offset Block, Component

Nov 2016 Mar 2, 2017 3

0912.1230 Guide Rail System, Steel Beam, Type M Rail - 476 mm Hole Spacing, Component

Nov 2016 Mar 2, 2017 0

0912.1240 Guide Rail System, Steel Beam, Type M Transition Rail Component Apr 2016 Mar 2, 2017 0

0912.1250 Guide Rail System, Steel Beam, Type M Rail Component Apr 2016 Mar 2, 2017 0

0912.1270 Guide Rail System, Steel Beam, M20 Steel Post With Offset Block Component

Apr 2016 Mar 2, 2017 0

0912.1280 Guide Rail System, Steel Beam, Type M30 Steel Post With Offset Block, Component

Nov 2016 Mar 2, 2017 0

0912.1290 Guide Rail System, Steel Beam, 30 cm Polymer Offset Block - P-Block, Component

Nov 2016 Mar 2, 2017 0

0912.1300 Guide Rail System, Steel Beam, Steel Post With Offset Block Assembly, Installation - Single Rail

Nov 2016 Mar 2, 2017 3

0912.1350 Guide Rail System, Steel Beam, Steel Post with Steel Offset Block Assembly Adjustment - Single Rail

Nov 2016 Mar 2, 2017 1




0912.1450 Guide Rail System, Steel Beam, Wooden Post Assembly Adjustment - Single Rail

Nov 2016 Mar 2, 2017 1

0912.1850 Guide Rail System, Steel Beam, Type M20, Installation Nov 2016 Mar 2, 2017 0

0912.1860 Guide Rail System, Steel Beam, Type M20 - Adjacent to 2H:1V Slope Installation - Rail at Shoulder

Nov 2016 Mar 2, 2017 0

0912.2350 Guide Rail System, Steel Beam, Leaving End Treatment - Installation

Nov 2010 Dec 16, 2010 1

0912.2450 Guide Rail System, Steel Beam, Type M - 7.6 m Long Span Treatment, Installation

Nov 2016 Mar 2, 2017 0

0912.2460 Guide Rail System, Steel Beam, Type M - 5.715 m Long Span Treatment, Installation

Nov 2016 Mar 2, 2017 0

0912.3150 Guide Rail System, Steel Beam, Transition From Type M to Steel Beam Guide Rail With Channel for Structure Connection, Installation

Nov 2016 Mar 2, 2017 0

0912.3160 Guide Rail System, Steel Beam, Type M - Reduced Deflection Treatment - Installation

Nov 2016 Mar 2, 2017 0

0912.3300 Guide Rail System, Steel Beam Temporary Transition Installation - Rail Method Single Steel Beam to Temporary Concrete Barrier

Nov 2001 Sep 4, 2002

0912.3310 Guide Rail System, Steel Beam Temporary Transition Installation, Single Steel Beam to Temporary Concrete Barrier

Nov 2001 Sep 4, 2002

0912.4010 Guide Rail System, Steel Beam Structure Connection, Component - Rail and Channel

Nov 2010 Dec 16, 2010 1

0912.4300 Guide Rail System, Steel Beam Structure Connection Nov 2010 Dec 16, 2010 3

0912.4800 Guide Rail System, Steel Beam Permanent Connection Installation, Single Steel Beam to Concrete Barrier

Nov 2008 Mar 12, 2009 2

0912.4810 Guide Rail System, Steel Beam Permanent Connection Installation, Double Steel Beam to Concrete Barrier

Nov 2008 Mar 12, 2009 2

0912.5300 Guide Rail System, Steel Beam, Structure Approach Treatment Installation - Rural Highway

Nov 2016 Mar 2, 2017 2

0912.5310 Guide Rail System, Steel Beam, End Treatment , Installation - Entrances and Intersecting Roadways

Nov 2008 Mar 12, 2009 2

0913.1300 Guide Rail System, Cable, Installation - Shoulder Nov 2008 Jun 8, 2017 1

0913.1310 Guide Rail System, Cable Installation, Entrances and Intersecting Roadways

Nov 2014 Feb 26, 2015 0

0913.1350 GRS, Cable Adjustment - Shoulder Nov 2013 Jul 10, 2014 0

0921.1010 Energy Attenuator, General Installation - Granular Approach Pad, Median

Nov 2016 Mar 2, 2017 2

0922.1310 Energy Attenuator, End Treatment Quadtrend System, Installation - Concrete Barrier

Nov 2011 Jan 19, 2012 2

0922.1330 Energy Attenuator, End Treatment Quadtrend System, Installation - Concrete Pad and Rear Cable Anchor Block

Nov 2011 Jan 19, 2012 2




0923.0010 Energy Attenuator, Crash Cushion Component - Reinforced Concrete Pad

Nov 2011 Jan 19, 2012 3

0923.0020 Energy Attenuator, Crash Cushion Component - Anchor Assembly Nov 2005 Mar 2, 2006 0

0923.0040 Energy Attenuator, Crash Cushion Wide Systems Component - Reinforced Concrete Pad

Nov 2011 Jan 19, 2012 0

0923.0050 Energy Attenuator, Crash Cushion Extra Wide Systems Component - Reinforced Concrete Pad

Nov 2011 Jan 19, 2012 0

0923.0060 Energy Attenuator, Crash Cushion Quadguard Super Wide System Component - Reinforced Concrete Pad

Nov 2015 Jan 28, 2016 0

0923.1800 Energy Attenuator, Crash Cushion Quadguard System Installation - Temporary Unidirectional

Nov 2011 Jan 19, 2012 1

0923.1810 Energy Attenuator, Crash Cushion Quadguard System Installation - Temporary Bidirectional

Nov 2011 Jan 19, 2012 1

0923.1820 Energy Attenuator, Crash Cushion Quadguard System Installation - Permanent Unidirectional

Nov 2011 Jan 19, 2012 1

0923.1830 Energy Attenuator, Crash Cushion Quadguard System Installation - Permanent Bidirectional

Nov 2011 Jan 19, 2012 1

0923.1840 Energy Attenuator, Crash Cushion Quadguard Wide System Installation - Temporary Unidirectional

Nov 2011 Jan 19, 2012 0

0923.1850 Energy Attenuator, Crash Cushion Quadguard Wide System Installation - Temporary Bidirectional

Nov 2011 Jan 19, 2012 0

0923.1860 Energy Attenuator, Crash Cushion Quadguard Wide System Installation - Permanent Unidirectional

Nov 2011 Jan 19, 2012 0

0923.1870 Energy Attenuator, Crash Cushion Quadguard Wide System Installation - Permanent Bidirectional

Nov 2011 Jan 19, 2012 0

0923.1880 Energy Attenuator, Crash Cushion Quadguard Extra Wide System Installation - Temporary Unidirectional

Nov 2011 Jan 19, 2012 0

0923.1890 Energy Attenuator, Crash Cushion Quadguard Extra Wide System Installation - Temporary Bidirectional

Nov 2011 Jan 19, 2012 0

0923.1900 Energy Attenuator, Crash Cushion Quadguard Extra Wide System Installation - Permanent Unidirectional

Nov 2011 Jan 19, 2012 0

0923.1910 Energy Attenuator, Crash Cushion Quadguard Extra Wide System Installation - Permanent Bidirectional

Nov 2011 Jan 19, 2012 0

0923.1920 Energy Attenuator, Crash Cushion Quadguard Super Wide System Installation - Temporary Unidirectional

Nov 2015 Jan 28, 2016 0

0923.1930 Energy Attenuator, Crash Cushion Quadguard Super Wide System Installation - Temporary Bidirectional

Nov 2015 Jan 28, 2016 0

0923.1940 Energy Attenuator, Crash Cushion Quadguard Super Wide System Installation - Permanent Unidirectional

Nov 2015 Jan 28, 2016 0

0923.1950 Energy Attenuator, Crash Cushion Quadguard Super Wide System Installation - Permanent Bidirectional

Nov 2015 Jan 28, 2016 0




0923.2010 Energy Attenuator, Crash Cushion, Connecticut Impact Attenuation System, Component - Steel Cylinder

Nov 2013 Jul 10, 2014 2

0923.2020 Energy Attenuator, Crash Cushion, Connecticut Impact Attenuation System, Component - Polyethylene Lid

Nov 2013 Jul 10, 2014 2

0923.2040 Energy Attenuator, Crash Cushion, Connecticut Impact Attenuation System, Component - Concrete Backwall

Nov 2013 Jul 10, 2014 2

0923.2420 Energy Attenuator, Crash Cushion, Connecticut Impact Attenuation System, Installation

Nov 2013 Jul 10, 2014 2

0923.2440 Energy Attenuator, Crash Cushion Connecticut Impact Attenuation Sustem, Installation - Long Median Hazard

Nov 2013 Jul 10, 2014 1

0923.2450 Energy Attenuator, Crash Cushion, Connecticut Impact Attenuation System, Installation - Short Median Hazard

Nov 2013 Jul 10, 2014 2

0923.2800 Energy Attenuator, Crash Cushion TRACC System Installation - Temporary Unidirectional

Nov 2011 Jan 19, 2012 1

0923.2810 Energy Attenuator, Crash Cushion TRACC System Installation - Temporary Bidirectional

Nov 2011 Jan 19, 2012 1

0923.3510 Energy Attenuator, Crash Cushion TAU II System Installation - Permanent Component - Concrete Retrofit Block

Nov 2005 Mar 2, 2006 0

0923.3800 Energy Attenuator, Crash Cushion - TAU II System Installation - Temporary Unidirectional

Nov 2011 Jan 19, 2012 1

0923.3810 Energy Attenuator, Crash Cushion - TAU II System Installation - Temporary Bidirectional

Nov 2011 Jan 19, 2012 1

0923.3820 Energy Attenuator, Crash Cushion TAU II System Installation - Permanent Unidirectional

Nov 2011 Jan 19, 2012 1

0923.3830 Energy Attenuator, Crash Cushion TAU II System Installation - Permanent Bidirectional

Nov 2011 Jan 19, 2012 1

0923.3840 Energy Attenuator, Crash Cushion TAU-II Wide System Installation - Temporary Unidirectional

Nov 2011 Jan 19, 2012 0

0923.3850 Energy Attenuator, Crash Cushion TAU-II Wide System Installation - Temporary Bidirectional

Nov 2011 Jan 19, 2012 0

0923.3860 Energy Attenuator, Crash Cushion TAU-II Wide System Installation - Permanent Unidirectional

Nov 2011 Jan 19, 2012 0

0923.3870 Energy Attenuator, Crash Cushion TAU-II Wide System Installation - Permanent Bidirectional

Nov 2011 Jan 19, 2012 0

0923.3880 Energy Attenuator, Crash Cushion TAU-II Extra Wide System - TL-2 Installation - Temporary Unidirectional

Nov 2011 Jan 19, 2012 0

0923.3890 Energy Attenuator, Crash Cushion TAU-II Extra Wide System - TL-2 Installation - Temporary Bidirectional

Nov 2011 Jan 19, 2012 0

0923.3900 Energy Attenuator, Crash Cushion TAU-II Extra Wide System - TL-3 Installation - Temporary Unidirectional

Nov 2011 Jan 19, 2012 0

0923.3910 Energy Attenuator, Crash Cushion TAU-II Extra Wide System - TL-3 Installation - Temporary Bidirectional

Nov 2011 Jan 19, 2012 0




0923.3920 Energy Attenuator, Crash Cushion TAU-II Extra Wide System - TL-2 Installation - Permanent Unidirectional

Nov 2011 Jan 19, 2012 0

0923.3930 Energy Attenuator, Crash Cushion TAU-II Extra Wide System - TL-2 Installation - Permanent Bidirectional

Nov 2011 Jan 19, 2012 0

0923.3940 Energy Attenuator, Crash Cushion TAU-II Extra Wide System - TL-3 Installation - Permanent Unidirectional

Nov 2011 Jan 19, 2012 0

0923.3950 Energy Attenuator, Crash Cushion TAU-II Extra Wide System - TL-3 Installation - Permanent Bidirectional

Nov 2011 Jan 19, 2012 0

0923.4800 Energy Attenuator, Crash Cushion Smart System Installation - Temporary Unidirectional

Nov 2010 Dec 16, 2010 0

0923.4810 Energy Attenuator, Crash Cushion Smart System Installation - Temporary Bidirectional

Nov 2010 Dec 16, 2010 0

0923.4820 Energy Attenuator, Crash Cushion Smart System Installation - Permanent Unidirectional

Nov 2010 Dec 16, 2010 0

0923.4830 Energy Attenuator, Crash Cushion Smart System Installation - Permanent Bidirectional

Nov 2010 Dec 16, 2010 0

0923.5300 Energy Attenuator, Crash Cushion, Box Beam Bursting Energy Absorbing Terminal, Installation - Layout

Nov 2011 Jan 19, 2012 1

0923.5310 Energy Attenuator, Crash Cushion, Box Beam Bursting Energy Absorbing Terminal, Installation - Impact Head and Post

Nov 2011 Jan 19, 2012 1

0924.1310 Energy Attenuator, Crash Cushion Absorb 350 System Installation - Temporary Concrete Barrier

Nov 2016 Mar 2, 2017 1

0924.1350 Energy Attenuator, Crash Cushion ACZ-350 System Installation - Temporary Concrete Barrier

Nov 2016 Mar 2, 2017 2

0924.1410 Energy Attenuator, Crash Cushion Sled System Installation - Temporary Concrete Barrier

Nov 2016 Mar 2, 2017 0

0973.1300 Fence, Steel Beam Barricade Installation Nov 2016 Mar 2, 2017 0

0984.1050 Flexible Delineator Post Installation - Temporary and Permanent Nov 2016 Mar 2, 2017 0

0925.0100 GRS, Thrie Beam Component - Rail Nov 2013 Jul 10, 2014 0

0925.0300 GRS, Thrie Beam Component - Terminal Connector Nov 2013 Jul 10, 2014 0

0972.1010 Fence, Chain Link, Component - Barbed Wire Nov 2012 Mar 7, 2013 2

0972.1020 Fence, Chain-Link, Component - Gate Nov 2012 Mar 7, 2013 2

0972.1300 Fence, Chain-Link, Installation - Roadway Nov 2012 Mar 7, 2013 2

0972.1310 Fence, Chain-Link, Installation - Concrete Barrier Nov 2012 Mar 7, 2013 2

0972.1320 Fence, Chain-Link, Details and Table Nov 2012 Mar 7, 2013 0

0984.1010 Post Mounted Delineator, Installation Nov 2014 Feb 26, 2015 1

0984.2010 Energy Attenuator, End Treatment Delineation Installation - Approach End

Nov 2010 Dec 16, 2010 0

0984.2020 Energy Attenuator, End Treatment Delineation Installation - Leaving End

Nov 2010 Dec 16, 2010 0




0984.2030 Energy Attenuator, Crash Cushion Delineation Installation - Temporary

Nov 2010 Dec 16, 2010 0

0984.2040 Energy Attenuator, Crash Cushion Delineation Installation - Permanent

Nov 2010 Dec 16, 2010 0

0984.2050 Delineation for the CIAS. Energy Attenuator, Crash Cushion Connecticut Impact Attenuation System Delineation Installation - Permanent

Nov 2013 Jul 10, 2014 0

0990.1100 Small Sign Support System, Non-Breakaway U-Flange Post System, Installation – Single Post Assembly

Nov 2014 Feb 26, 2015 1

0991.1300 Expanded Metal Anti-Glare Screen, Installation - Concrete Barrier Nov 2014 Feb 26, 2015 3

0991.1310 Expanded Metal Anti-Glare Screen, Installation - Steel Beam Guide Rail With Wooden Post

Nov 2014 Feb 26, 2015 3

0991.1320 Expanded Metal Anti-Glare Screen, Installation – Chain-Link Fence Nov 2012 Mar 7, 2013 2


CHAPTER I - STRUCTURAL STANDARD DRAWINGS (SSDs) LIST OF ACTIVE SSDs

I2-0 LIST OF ACTIVE SSDs

SSD Title Issue Date Imp. Date Dwg Rev.

0002.0001 Structural Standard Drawings - Layering Structure Aug 2014 Dec 18, 2014 n/a

0005.0002 Retaining Wall - Rustication Details Jun 2002 Jul 17, 2002 n/a

0007.0002 Grout Vent Detail Mar 2006 May 4, 2006 n/a

0009.0015 Provision For Future Light Pole Base Jul 2014 Aug 21, 2014 n/a

0009.0016 Retrofit Light Pole Base Jan 2013 Mar 7, 2013 n/a

0010.0020 Thrie Beam Guide Rail-Rail Detail Jun 1993 Jun 1, 1993 n/a

0010.0021 Transition Rail, Steel Beam Guide Rail to Thrie Beam Sep 2016 Dec 15, 2016 n/a

0010.0044 Thrie Beam Guide Rail, Connection Detail, Steel Beam Guide Rail Jul 2014 Aug 21, 2014 n/a

0010.040A Box Beam Guide Rail - Side Mount, Assembly Detail, Test Level 2 Sep 2016 Dec 15, 2016 n/a

0010.040B Box Beam Guide Rail - Side Mount, Post and Attachment Details, Test Level 2

Sep 2016 Dec 15, 2016 n/a

0010.040C Box Beam Guide Rail - Side Mount, Rail and Splice Detail, Test Level 2

Sep 2016 Dec 15, 2016 n/a

0010.042A Thrie Beam Guide Rail - Side Mount, Assembly Detail, Test Level 2 Sep 2016 Dec 15, 2016 n/a

0010.042B Thrie Beam Guide Rail - Side Mount, Post and Attachment Details, Test Level 2

Sep 2016 Dec 15, 2016 n/a

0010.043A Thrie Beam Guide Rail - Timber Deck, Assembly Detail, Test Level 2

Sep 2016 Dec 15, 2016 n/a

0010.043B Thrie Beam Guide Rail - Timber Deck, Post and Attachment Details, Test Level 2

Sep 2016 Dec 15, 2016 n/a

0012.0001 Hook Dimensions for Reinforcing Steel Bars Sep 2016 Dec 15, 2016 n/a

0016.0020 Crushed Rock Slope Protection With Berm Mar 1997 Mar 1, 1997 n/a

0016.0021 Crushed Rock Slope Protection Without Berm Mar 1997 Mar 1, 1997 n/a

0016.0040 Temporary Modular Bridge - Timber Decking for Standard and Standard Wide Bridges

Mar 1997 Mar 1, 1997 n/a

0016.0041 Steel Beam Guide Rail for Temporary Modular Bridges Jul 2014 Aug 21, 2014 n/a

0103.0011 Pile Driving Control Apr 2008 Jun 5, 2008 n/a

0105.0001 Retaining Wall Details Jan 2013 Mar 7, 2013 n/a

0105.0002 Wingwall Details for Bridges Jan 2013 Mar 7, 2013 n/a

0107.0001 Prestressed Girders and Bearings (CPCI 900) Sep 2016 Dec 15, 2016 n/a





June 2017 Page 1 of 6 CDED I2-0




0107.0011 Prestressed Box Girders and Bearings (B700) Sep 2016 Dec 15, 2016 n/a




0107.0015 Prestressed Box Girders Details Sep 2016 Dec 15, 2016 n/a

0107.0016 Prestressed NU Girders and Bearings (NU 900) Sep 2016 Dec 15, 2016 n/a








0107.0024 Prestressed NU Girders - Details Sep 2016 Dec 15, 2016 n/a

0109.0040 Precast Deck Panels for Concrete Girders - Details I Aug 2015 Oct 22, 2015 n/a

0109.0041 Precast Deck Panels for Concrete Girders - Details II Aug 2015 Oct 22, 2015 n/a

0109.0042 Precast Deck Panels for Steel Girders - Details I Jul 2014 Aug 21, 2014 n/a

0109.0043 Precast Deck Panels for Steel Girders - Details II Jan 2013 Mar 7, 2013 n/a

0110.0021 Railing For Barrier/Parapet Wall Mar 2015 Apr 23, 2015 n/a

0110.0037 Three Tube Railing On Curb, TL-4 Sep 2016 Dec 15, 2016 n/a

0110.0038 End Connection For Three Tube Curb Railing And Approach Rail Transition

Sep 2016 Dec 15, 2016 n/a

0110.0039 Three Tube Railing on Curb - TL4 (With Concrete End Wall) Mar 2016 Apr 28, 2016 n/a

0110.0044 Two Tube Railing On Curb, TL-4 Sep 2016 Dec 15, 2016 n/a

0110.0045 End Connection For Two Tube Curb Railing And Approach Rail Transition

Sep 2016 Dec 15, 2016 n/a

0110.0046 Four Tube Railing on Sidewalk, TL-4 Sep 2016 Dec 15, 2016 n/a

0110.0047 End Connection For Four Tube Curb Railing And Approach Rail Transition

Sep 2016 Dec 15, 2016 n/a

0110.0048 Two Tube Railing on Curb - TL4 (With Concrete End Wall) Mar 2016 Apr 28, 2016 n/a

0110.0049 Four Tube Railing on Sidewalk - TL4 (With Concrete End Wall) Mar 2016 Apr 28, 2016 n/a

0110.0054 Barrier Wall With Railing, TL-4 (Stainless Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0056 Parapet Wall With Railing, TL-4 (Stainless Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0057 Parapet Wall With Railing On Sidewalk, TL-4 (Stainless Steel Rebar)

Sep 2016 Dec 15, 2016 n/a




0110.0058 Barrier Wall With Railing, TL-4 (GFRP Grade III Rebar) May 2017 Jun 8, 2017 n/a

0110.0059 Parapet Wall With Railing, TL-4 (GFRP Grade III Rebar) May 2017 Jun 8, 2017 n/a

0110.0061 Barrier Wall Without Railing, TL-5 (Stainless Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0062 Reinforced Concrete Median Barrier Wall On Structures - Type I Sep 2016 Dec 15, 2016 n/a

0110.0063 Reinforced Concrete Median Barrier Wall On Structures - Type II Sep 2016 Dec 15, 2016 n/a

0110.0064 Barrier Wall Without Railing On RSS Wall, TL-5 (Stainless Steel Rebar)

Sep 2016 Dec 15, 2016 n/a

0110.0065 Parapet Wall With Railing On RSS Wall, TL-4 (Stainless Steel Rebar)

Sep 2016 Dec 15, 2016 n/a

0110.0066 Concrete End Wall for Box Beam Railing (Stainless Steel Rebar) Mar 2016 Apr 28, 2016 n/a

0110.0068 Barrier Wall With Railing On RSS Wall, TL-4 (Stainless Steel Rebar)

Sep 2016 Dec 15, 2016 n/a

0110.0069 Barrier Wall With Railing On RSS Wall, TL-4 (GFRP Grade III Rebar)

May 2017 Jun 8, 2017 n/a

0110.0070 Barrier Wall With Architectural Finish, TL-5 (Stainless Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0071 Architectural Finish (Type A) for TL-5 Barrier Wall Sep 2016 Dec 15, 2016 n/a

0110.0072 Architectural Finish (Type B) for TL-5 Barrier Wall Sep 2016 Dec 15, 2016 n/a

0110.0073 Architectural Finish (Type C) for TL-5 Barrier Wall Sep 2016 Dec 15, 2016 n/a

0110.0074 Architectural Finish (Type D) for TL-5 Barrier Wall Sep 2016 Dec 15, 2016 n/a

0110.0075 Parapet Wall With Railing On RSS Wall, TL-4 (GFRP Grade III Rebar)

May 2017 Jun 8, 2017 n/a

0110.0080 Barrier Wall Without Railing, TL-4 (Stainless Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0081 Parapet Wall Without Railing, TL-4 (Stainless Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0082 Parapet Wall For Combination Traffic/Bicycle Rail, TL-4 (Stainless Steel Rebar)

Sep 2016 Dec 15, 2016 n/a

0110.0083 Parapet Wall For Combination Traffic/Bicycle Rail, TL-4 (GFRP Grade III Rebar)

May 2017 Jun 8, 2017 n/a

0110.0084 Parapet Wall for Combination Traffic/Bicycle Rail, TL-4 (GFRP Rebar With Anchor Head)

Sep 2016 Dec 15, 2016 n/a

0110.0085 Railing On Parapet For Combination Traffic/Bicycle Rail, TL-4 Sep 2016 Dec 15, 2016 n/a

0110.0090 Parapet Wall With Railing, TL-4 (GFRP Rebar With Anchor Head) Sep 2016 Dec 15, 2016 n/a

0110.0091 Barrier Wall With Railing, TL-4 (GFRP Rebar With Anchor Head) Sep 2016 Dec 15, 2016 n/a

0110.0092 Barrier Wall Without Railing, TL-5 (GFRP Rebar With Anchor Head)

Sep 2016 Dec 15, 2016 n/a

0110.0093 Barrier Wall With Architectural Finish, TL-5 (GFRP Rebar With Anchor Head)

Sep 2016 Dec 15, 2016 n/a

0110.0095 Parapet Wall For Two Tube Railing, TL-5 (Stainless Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0096 Two Tube Railing On Parapet, TL-5 Sep 2016 Dec 15, 2016 n/a




0110.0097 Parapet Wall With Railing On Sidewalk, TL-4 (GFRP Grade III Rebar)

May 2017 Jun 8, 2017 n/a

0110.0098 Parapet Wall With Railing On Sidewalk, TL-4 (GFRP Rebar With Anchor Head)

Sep 2016 Dec 15, 2016 n/a

0110.0100 Precast Transition Concrete Barrier at Sign Supports and Poles Median Mounted (Symmetrical)

Jan 2012 Aug 21, 2014 n/a

0110.0101 Precast Transition Concrete Barrier at Sign Supports and Poles Median Mounted (Asymmetrical)

Jan 2012 Aug 21, 2014 n/a

0110.0102 Precast Transition Concrete Barrier at Sign Supports and Poles - Reinforcing and Connection Details (Symmetrical)

Jul 2014 Aug 21, 2014 n/a

0110.0103 Precast Transition Concrete Barrier at Sign Supports and Poles - Reinforcing and Connection Details (Asymmetrical)

Jul 2014 Aug 21, 2014 n/a

0110.0104 Parapet Wall With Railing, TL-4 (Black Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0105 Parapet Wall With Railing On Sidewalk, TL-4 (Black Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0106 Parapet Wall Without Railing, TL-4 (Black Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0110.0109 Barrier Wall Without Railing, TL-5 (Black Steel Rebar) Sep 2016 Dec 15, 2016 n/a

0113.0010 Strip Seal Expansion Joint Assembly for Barrier Wall Aug 2015 Oct 22, 2015 n/a

0113.0011 Strip Seal Expansion Joint Assembly for Barrier Walls - With Drainage System

Aug 2015 Oct 22, 2015 n/a

0113.0012 Strip Seal Expansion Joint - Type 'A' Details Apr 2016 Apr 28, 2016 n/a

0113.0013 Strip Seal Expansion Joint - Type 'C' Details Oct 2013 Dec 5, 2013 n/a

0113.0014 Expansion Joint Drainage System Catch Basin and Downpipe - Details

Jul 2014 Aug 21, 2014 n/a

0113.0015 Strip Seal Expansion Joint Assembly for Parapet Walls Aug 2015 Oct 22, 2015 n/a

0113.0016 Strip Seal Expansion Joint Assembly for Parapet Walls - With Drainage System

Aug 2015 Oct 22, 2015 n/a

0113.0017 Strip Seal Expansion Joint Assembly for Box Beam Railing Aug 2015 Oct 22, 2015 n/a

0113.0018 Strip Seal Expansion Joint Assembly for Bridge with Box Beam Railing and Drainage System

Aug 2015 Oct 22, 2015 n/a

0113.0019 Strip Seal Expansion Joint For Sleeper Slab (10mm < Movement ≤ 40mm)

May 2017 Jun 8, 2017 n/a

0113.0020 Modular Expansion Joint with Injection Hose System - Assembly Aug 2015 Oct 22, 2015 n/a

0113.0021 Modular Expansion Joint with Injection Hose System - Details 1 Jan 2013 Mar 7, 2013 n/a

0113.0022 Modular Expansion Joint with Injection Hose System - Details II Dec 2004 Jan 19, 2005 n/a

0113.0030 Sliding Plate Expansion Joint Assembly for Barrier Walls Aug 2015 Oct 22, 2015 n/a

0113.0031 Sliding Plate Expansion Joint Assembly for Barrier Walls - With Drainage System

Aug 2015 Oct 22, 2015 n/a

0113.0032 Sliding Plate Expansion Joint Details I Sep 2016 Dec 15, 2016 n/a




0113.0033 Sliding Plate Expansion Joint Details II Jan 2013 Mar 7, 2013 n/a

0113.0034 Sliding Plate Expansion Joint Assembly for Parapet Walls - With Drainage System

Aug 2015 Oct 22, 2015 n/a

0113.0035 Sliding Plate Expansion Joint Assembly for Parapet Walls Aug 2015 Oct 22, 2015 n/a

0113.0036 Expansion Joint (Type C) and Sleeper Slab (Movement > 40 mm) May 2017 Jun 8, 2017 n/a

0113.0037 Expansion Joint and Sleeper Slab (10 mm < Movement ≤ 40 mm) May 2017 Jun 8, 2017 n/a

0113.0038 Sequence of Expansion Joint Installation May 2017 Jun 8, 2017 n/a

0114.0001 Rigid Frame Open Footing Culvert Apr 2011 Jun 2, 2011 n/a

0114.0002 Rigid Frame Box Culvert Apr 2011 Jun 2, 2011 n/a

0114.0003 Non-Rigid Frame Box Culvert Apr 2011 Jun 2, 2011 n/a

0116.0001 6000 mm Approach Slab Mar 2016 Apr 28, 2016 n/a

0116.0002 6000 mm Precast Approach Slab Jan 2013 Mar 7, 2013 n/a

0116.0010 Details of Concrete Slope Paving Dec 2003 Feb 18, 2004 n/a

0116.0040 As Constructed Elev. & Dim'n Jun 2002 Jul 17, 2002 n/a

0116.0050 High Mast Lighting Pole Footing Ground Mounted Apr 2011 Jun 2, 2011 n/a

0116.0051 High Mast Lighting Pole Footing Median Tall Wall Mounted (Symmetrical)

Jan 2013 Mar 7, 2013 n/a

0116.0052 High Mast Lighting Pole Footing Median Tall Wall Mounted (Asymmetrical)

Jan 2013 Mar 7, 2013 n/a

0118.0003 Static Sign Support Footing Details (Ground Mounted) Jan 2015 Apr 23, 2015 n/a

0118.0004 Static Sign Support - Footing Details (Median Mounted - Symmetrical)

Jan 2015 Apr 23, 2015 n/a

0118.0005 Static Sign Support - Footing Details (Median Mounted - Asymmetrical)

Jan 2015 Apr 23, 2015 n/a

0118.0006 Variable Message Sign Support Footing Details - Ground Mounted Jul 2014 Aug 21, 2014 n/a

0118.0007 Variable Message Sign Support Median Mounted Footing - Symmetrical

Jul 2014 Aug 21, 2014 n/a

0118.0008 Variable Message Sign Support Median Mounted Footing - Asymmetrical

Jul 2014 Aug 21, 2014 n/a

0118.0011 Pole Mounted VMS Support General Arrangement Jul 2014 Aug 21, 2014 n/a

0118.0012 Bridge Mounted Sign Support, Type I, General Layout and Details Mar 2015 Apr 23, 2015 n/a

0118.0014 Bridge Mounted Sign Support, Type II, General Layout Jul 2014 Aug 21, 2014 n/a

0118.0015 Bridge Mounted Sign Support, Type II, Service Walk Arm Assembly

Mar 2015 Apr 23, 2015 n/a

0118.0016 Bridge Mounted Sign Support, Type III, General Layout Jul 2014 Aug 21, 2014 n/a

0118.0017 Bridge Mounted Sign Support, Type III, Service Walk Arm Assembly

Mar 2015 Apr 23, 2015 n/a




0118.0018 Bridge Mounted Sign Support, Type IV, General Layout Dec 2014 Dec 18, 2014 n/a

0118.0019 Bridge Mounted Sign Support, Type IV, Service Walk Arm Assembly

Mar 2015 Apr 23, 2015 n/a

0118.0022 Butterfly Static Sign Support General Arrangement Dec 2014 Dec 18, 2014 n/a

0118.0023 Butterfly Static Sign Support Details Apr 2011 Jun 2, 2011 n/a

0118.0024 Single Cantilever Static Sign Support General Arrangement Dec 2014 Dec 18, 2014 n/a

0118.0025 Cantilever Static Sign Support - Sign Connection and Damper Details

Dec 2014 Dec 18, 2014 n/a

0118.0026 Tri-Chord Static Sign Support General Arrangement Jul 2014 Aug 21, 2014 n/a

0118.0027 Tri-Chord Static Sign Support Structure Assembly Details Apr 2011 Jun 2, 2011 n/a

0118.0030 Steel Column Breakaway Sign Supports Jul 2014 Aug 21, 2014 n/a

0118.0033 Steel Column Non-Breakaway Sign Supports Jul 2014 Aug 21, 2014 n/a

0118.0034 Timber Post Non-Breakaway Sign Supports - General Arrangement Jul 2014 Aug 21, 2014 n/a

0118.0035 Timber Post Breakaway Sign Supports General Arrangement Jul 2014 Aug 21, 2014 n/a

0118.0036 Variable Message Sign Support General Arrangement Jul 2014 Aug 21, 2014 n/a

0118.0037 Variable Message Sign Support End Component - Details Jun 2010 Jul 22, 2010 n/a

0118.0038 Variable Message Sign Support Sign Component - Details Jun 2010 Jul 22, 2010 n/a

0118.0040 Steel Monotube Sign Support - Type I Jul 2014 Aug 21, 2014 n/a

0118.0041 Steel Monotube Sign Support - Type II Jul 2014 Aug 21, 2014 n/a

0118.0042 Steel Monotube Sign Support - Details Jul 2014 Aug 21, 2014 n/a

0118.0043 Cantilever Tri-Chord Static Sign Support General Arrangement Jan 2015 Apr 23, 2015 n/a

0118.0044 Cantilever Tri-Chord Static Sign Support Structure Assembly Details I

Jan 2015 Apr 23, 2015 n/a

0118.0045 Cantilever Tri-Chord Static Sign Support Structure Assembly Details II

Jan 2015 Apr 23, 2015 n/a

0118.0071 Butterfly Static Sign Support General Arrangement (Bolted Joint) Jan 2015 Apr 23, 2015 n/a

0118.0072 Butterfly Static Sign Support Details (Bolted Joint) Jan 2015 Apr 23, 2015 n/a

0118.0073 Single Cantilever Static Sign Support General Arrangement (Bolted Joint)

Jan 2015 Apr 23, 2015 n/a

Note: The SSDs listed in the above table are published as part of the Structural Manual and users

should refer to Division 4 of that manual for further information regarding their use.


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