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Contract Design, Estimating and Documentation (CDED) Manual

CDED REVISION No. 207 April 28, 2016 The CDED Manual has been revised as detailed below and copies of the updated documents are attached. The documents are also available in electronic (PDF) format 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

Date

New Version Date

Implementation Date In

CPS

Remarks New (New), Revised (Rev),

Cancelled (Can), Reissued (Rei)

B1 January 2016

April 2016

April 28, 2016

Rev: Chapter B - Detail Estimating - Table of Contents

B313-1 December 2014

April 2016

April 28, 2016

Rev: Detail Estimating chapter for Hot Mix Asphalt is revised. References to anti-stripping additive changed to anti-stripping treatment (313-1.7.10), the deletion of ‘all profiles’ from the 1st paragraph of 313-1.9, and other minor corrections.

B314 May 1999

April 2016

April 28, 2016

Rev: Detail Estimating chapter for Untreated Subbase, Base, Surface, Shoulder, Selected Subgrade, and Stockpiling has been revised with extensive changes throughout.

B422 July 2011

April 2016

April 28, 2016

Rev: Detail Estimating chapter for Precast Reinforced Concrete Box Culverts and Box Sewers has been revised throughout including changes related to appurtenances in sections 422 .1, .2, .3.2 & .9, and potential need for an NSSP in 422.9.

B707 N/A April 2016

April 28, 2016

New: Detail Estimating chapter for Modified Overhead Signboards is implemented.

B721-2 February 2014

April 2016

April 28, 2016

Rev: Detail Estimating chapter for Steel Beam Guide Rail is revised. Type M details have been added. See HSB DCSO Memo #2016-01.

April 28, 2016 of 7 CDED Revision No. 207

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

Reference Code

Existing Version

Date

New Version Date


CPS



B732 October 2015

April 2016

April 28, 2016

Rev: Detail Estimating chapter for Steel Beam Energy Attenuating Terminal (SBEAT) is revised. Type M details have been added. See HSB DCSO Memo #2016-01.

B799-7 N/A April 2016

April 28, 2016

New: Detail Estimating chapter for Portable Temporary Traffic Signals is implemented.

B820 N/A March 2016

April 28, 2016

New: Detail Estimating chapter for Riffles On Streambeds is implemented.

B821 N/A March 2016

April 28, 2016

New: Detail Estimating chapter for Pools In Streambeds is implemented.

B822 N/A March 2016

April 28, 2016

New: Detail Estimating chapter for Rocky Ramps On Streambeds is implemented.

B823 N/A March 2016

April 28, 2016

New: Detail Estimating chapter for Low Flow Channels is implemented.

B824 N/A March 2016

April 28, 2016

New: Detail Estimating chapter for Baffles In a Culvert is implemented.

Chapter E - Standard Special Provisions (SSPs)

Reference Code

Existing Version

Date

New Version Date


CPS



E3-1 March 2016

April 2016

April 28, 2016

Rev: List of Active Standard Special Provisions is revised.

100S02 February 2016

April 2016

April 28, 2016

Rev: SP Amendment to MTO GCs - OPS and Definitions is revised with the addition of paragraph .06.

107S02 September 2011

April 2016

April 28, 2016

Rev: SP Amendment to OPSS 710 for Sample and Application Requirements is revised with minor changes throughout.


April 2016

April 28, 2016

Rev: SP Amendment to OPSS 1003 Material Specification for Aggregates - Hot Mix Asphalt is revised with a change to the research office address in section 1003.08.03.


Reference Code

Existing Version

Date

New Version Date


CPS



118S03 November 2007

April 2016

April 28, 2016

Rev: SP Amendment to OPSS 1821 for Air Void System Parameters, Salt Scaling and Concrete Cover Measurements of Precast Hardened Concrete is revised with changes to the addresses for delivery of samples.

199F31 June 2013

April 2016

April 28, 2016

Rev: SP for Environmental Exemptions and Permits is revised with changes to the table for identification of permits and the addition of an optional table for identification of pending exemptions and permits.


N/A April 28, 2016

Can: SP Amendment to OPSS 314 is cancelled. Applicable content incorporated into updated OPSS.

314S03 August 2007

N/A April 28, 2016

Can: SP Amendment to OPSS 314 is cancelled. Applicable content incorporated into updated OPSS.

341S01 February 2008

April 2016

April 28, 2016

Rev: SP Construction Specification for Routing and Sealing Cracks in Pavement is revised with changes to the addresses for delivery of test results and samples.

599S23 December 2014

April 2016

April 28, 2016

Rev: SP Requirements for Materials, QC and QA Testing for Precast Concrete Facing Elements is revised with changes to the addresses for delivery of samples.

706F03 September 2011

April 2016

April 28, 2016

Rev: SP Amendment to OPSS 706 for Temporary Advance Information Signs (TC-64) is revised. Section 706.01 is deleted and applicable content moved to 706.07.05 and subsections 706.07.05, 706.10.04 and Notes to Designer have been revised.

721S05 N/A April 2016

April 28, 2016

New: SP Amendment to OPSS 721 for Type M SBGR Mounting Heights is implemented. See HSB DCSO Memo #2016-01.


Reference Code

Existing Version

Date

New Version Date


CPS



732S02 October 2015

April 2016

April 28, 2016

Rev: SP Amendment to OPSS 732 for SoftStop Terminal System and SBEAT System Mounting Heights is revised. Type M details and Table 2 have been added. See HSB DCSO Memo #2016-01.


March 2016

April 28, 2016

Rev: SP Construction Specification for Portable Temporary Traffic Signals is revised with extensive changes throughout.


N/A April 28, 2016

Can: SP Construction Specification for Modified Overhead Sign Boards is cancelled. Applicable content incorporated into OPSS 707.

922F01 December 2013

April 2016

April 28, 2016

Rev: SP Amendment to OPSS 922 Requirements for Elastomeric Bearings is revised with changes to the address for delivery of samples.

999S28 June 2010

N/A April 28, 2016

Can: SP Construction Specification for Precast Panels For Use As Stay-In-Place Deck Forms is cancelled. Inconsistent with current practice. SSP 999F31 will be adapted for use with precast panels.

Chapter G - MTODs

Reference Code

Existing Version

Date

New Version Date


CPS



G2-0 March 2016

April 2016

April 28, 2016

Rev: List of Active MTODs is revised.

0912.1230 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M Rail - 476 mm Hole Spacing Component drawing is implemented. See HSB DCSO Memo #2016-01.

0912.1280 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M30 Steel Post With Offset Block Component drawing is implemented. See HSB DCSO Memo #2016-01.

0912.1290 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam 30 cm Polymer Offset Block - P-Block Component drawing is implemented. See HSB DCSO Memo #2016-01.


Reference Code

Existing Version

Date

New Version Date


CPS



0912.1850 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M20 Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0912.1860 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M20 - Adjacent to 2H:1V Slope Installation - Rail at Shoulder drawing is implemented. See HSB DCSO Memo #2016-01.

0912.1880 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M30 - Adjacent to Concrete Curb Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0912.1890 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M30 - Adjacent to Sidewalk Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0912.2450 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M - 7.62 m Long Span Treatment Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0912.2460 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M - 5.715 m Long Span Treatment Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0912.2550 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M20 and M30 Leaving End Treatment Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0912.2560 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M Leaving End Treatment Component - Rail, Terminal Section, and Post Anchor Detail drawing is implemented. See HSB DCSO Memo #2016-01.

0912.3150 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Transition From Type M to Steel Beam Guide Rail With Channel for Structure Connection - Installation drawing is implemented. See HSB DCSO Memo #2016-01.


Reference Code

Existing Version

Date

New Version Date


CPS



0912.3160 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Type M - Reduced Deflection Treatment Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0912.3840 N/A April 2016

(Rev. 0)

April 28, 2016

New: Guide Rail System, Steel Beam Permanent Transition Installation to 3 Cable Divided and Undivided Highway drawing is implemented. See HSB DCSO Memo #2016-01.

0922.1550 N/A April 2016

(Rev. 0)

April 28, 2016

New: Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MGS ET-Plus 31 Terminal System Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0922.1650 N/A April 2016

(Rev. 0)

April 28, 2016

New: Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MGS SoftStop Terminal System Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0922.1850 N/A April 2016

(Rev. 0)

April 28, 2016

New: Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MGS-Sequential Kinking Terminal System Installation drawing is implemented. See HSB DCSO Memo #2016-01.

0922.1950 N/A April 2016

(Rev. 0)

April 28, 2016

New: Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MGS X-Lite Terminal System Installation drawing is implemented. See HSB DCSO Memo #2016-01.

Chapter H - OPSSs and OPSDs

Reference Code

Existing Version

Date

New Version Date


CPS



H2-1 March 2016

April 2016

April 28, 2016

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

H2-2 March 2016

April 2016

April 28, 2016

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


Reference Code

Existing Version

Date

New Version Date


CPS



H3-22 January 2016

April 2016

April 28, 2016

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

Chapter I - SSDs

Reference Code

Existing Version

Date

New Version Date


CPS



I2-0 December 2015

April 2016

April 28, 2016

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

April 2016 Page 1 of 3 B1


SECTION TITLE B350 Concrete Base and Concrete Pavement B351 Concrete Sidewalks B352 Concrete Steps 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 B501 Compacting 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, Granular Sheeting B512 Gabions B517 Dewatering of Pipeline, Utility and Associated Structure Excavation B703 Permanent Small Signs and Supports B704 Post Mounted Delineators B705 Flexible Delineator Posts B707 Modified Overhead Signboards B710 Pavement Marking B721-1 Cable Guide Rail



SECTION TITLE B721-2 Steel Beam Guide Rail B723 Energy Attenuators B730 Guide Rail End Treatment - Eccentric Loader Terminal System B731 Crash-Cushion Attenuating Terminal System (CAT) B732 Steel Beam Energy Attenuating Terminal (SBEAT) B740 Concrete Barrier B741 Temporary Concrete Barriers 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 B799-7 Portable Temporary Traffic Signals 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 B918 Modular Bridge Structures for Temporary Installations 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 HOT MIX ASPHALT

B313-1 – HOT MIX ASPHALT – OPSS.PROV 313 313-1.1 GENERAL

Hot mix asphalt consists of several mix types, which are grouped into two categories: Stone Mastic Asphalt and Superpave as detailed below. The type of hot mix asphalt and location is recommended in the Pavement Design Report and/or by the Regional Geotechnical Section. Further design information for SMA and Superpave is available in the Superpave and SMA Design Guide. The option now exists for hot mix asphalt courses to be paid by the square metre rather than tonnage. Hot mix asphalt (HMA) measured by the square metre is paid based on the horizontal area of the hot mix lift placed. Payment is decreased when lifts on average are placed thinner than the specified lift thickness. There is no incentive for HMA courses placed thicker than what was specified in the Contract Documents as overruns for square metre items are not possible unless there is a change or error in the plan quantity. Payment by square metres is an effective alternative to tonnage that should be considered for contracts which do not require tolerance corrections in the HMA courses or provide the contractor with an opportunity to make tolerance corrections under a separate operation.

313-1.1.1 Stone Mastic Asphalt Mix Stone Mastic Asphalt (SMA) is a heavy-duty gap-graded hot mix asphalt with a relatively large proportion of stones and an additional amount of mastic-stabilized asphalt cement. The SMA mixture has an aggregate skeleton with coarse aggregate stone-on-stone contact to withstand loading due to heavy commercial traffic loads. SMA is considered for use on Traffic Category D and E roads. The additional amount of asphalt cement binder is required primarily to provide increased durability and resistance to aging and cracking to a mix. The use of durable aggregates and the gap-gradation provide superior rutting resistance. The stabilization of the extra asphalt cement and in particular, prevention of binder draindown during construction, are achieved by: 1) an increase in fines and filler, 2) addition of organic or mineral fibre, 3) polymer-modification, or 4) a combination of all three. All SMA placed requires the application of a hot grit coated with asphalt cement (about 1%) during mix placement to increase early age friction. SMA designates hot mix types by the nominal maximum aggregate size, which represents the sieve size, in mm, through which at least 90 % of the aggregate passes. There are currently three designations of SMA mixes.

April 2016 Page 1 of 15 B313-1


a) SMA 19.0 SMA 19.0 is a premium binder course mix with enhanced rutting resistance for Traffic Category D and E roads.

b) SMA 12.5 SMA 12.5 is a premium surface course with enhanced rutting resistance, water spray reduction, and potential noise reduction for Traffic Category D and E roads. It is the most common SMA surface course type on Ontario highways.

c) SMA 9.5 SMA 9.5 is a premium surface course with enhanced rutting resistance, water spray reduction, and potential noise reduction for Traffic Category D and E roads. The smaller nominal maximum size results in a tighter surface texture and may also make it suitable where a thinner lift is desired.

313-1.1.2 Superpave Mixes The Superpave methodology incorporates a performance-based asphalt materials characterization system to improve the long-term pavement performance under diverse environmental conditions. Superpave designates hot mix types by the nominal maximum aggregate size, which represents the sieve size, in mm, through which at least 90 % of the aggregate passes. The following Superpave mixes are specified: a) Superpave 37.5

Superpave 37.5 is a large stone binder course mix for use when thicker binder lifts are required.

b) Superpave 25.0 Superpave 25.0 is a large stone binder course mix for use when thicker binder lifts are required.

c) Superpave 19.0 Superpave 19.0 is a binder course mix for all traffic categories. It has replaced HL 4, HL 8, and HDBC mixes.



d) Superpave 12.5 Superpave 12.5 is a surface course mix for Traffic Category B and C roads. It has replaced HL 3, HL 3 Fine and HL 4 mixes.

e) Superpave 12.5FC 1 Superpave 12.5FC 1 is a surface course mix for Traffic Category C roads that provides superior rutting resistance and skid resistance through aggregate selection. It has replaced HL 1 mix.

f) Superpave 12.5FC 2 Superpave 12.5FC 2 is a surface course mix for Traffic Category D and E roads which replaces DFC mix. It provides better rutting and skid resistance than Superpave 12.5FC 1 due to the requirement for premium coarse and fine aggregate.

g) Superpave 9.5 Superpave 9.5 is a fine surface course mix for Traffic Category A and B roads and driveways. It can also be used as a padding or levelling course for all traffic category roadways.

h) Superpave 4.75 Superpave 4.75 is a fine surface or levelling course mix used for miscellaneous applications.

i) Temporary Hot Mix This mix is used for seasonal asphalt applications, usually on secondary highways/temporary detours, and not to be used on freeways.

313-1.2 REFERENCES Commercial Site Access Policy and Standards Manual Directive PHM-C-001, The Use of Surface Course Types on Provincial Highways Designated Sources for Material (DSM) - Prequalified Products List - MTO Geometric Design Standards for Ontario Highways Manual, Chapter D MERO-033, Construction of Longitudinal Joints in Flexible Pavements – Design

Guidelines Pavement Design Report – project specific MTO Superpave and SMA Guide



313-1.3 TENDER ITEMS Unit of Measure: Square Metres SMA 9.5 - (25, 30, 35) mm Lift Thickness SMA 12.5 - (40, 50, 60) mm Lift Thickness SMA 19.0 - (50, 60, 70) mm Lift Thickness Superpave 9.5 - (25, 30, 35) mm Lift Thickness Superpave 12.5 - (40, 50, 60) mm Lift Thickness Superpave 12.5FC 1 - (40, 50, 60) mm Lift Thickness Superpave 12.5FC 2 - (40, 50, 60) mm Lift Thickness Superpave 19.0 - (50, 60, 70) mm Lift Thickness Superpave 25.0 - (80, 90, 100, 110) mm Lift Thickness Superpave 12.5 - Warm Mix - (40, 50, 60) mm Lift Thickness Superpave 12.5FC 1 - Warm Mix - (40, 50, 60) mm Lift Thickness Superpave 12.5FC 2 - Warm Mix - (40, 50, 60) mm Lift Thickness Superpave 19.0 - Warm Mix - (50, 60, 70) mm Lift Thickness Superpave 25.0 - Warm Mix - (80, 90, 100, 110) mm Lift Thickness Unit of Measure: Tonnes SMA 9.5 SMA 12.5 SMA 19.0 Superpave 4.75 Superpave 9.5 Superpave 12.5 Superpave 12.5FC 1 Superpave 12.5FC 2 Superpave 19.0 Superpave 25.0 Superpave 37.5 Superpave 12.5 - Warm Mix Superpave 12.5FC 1 - Warm Mix Superpave 12.5FC 2 - Warm Mix Superpave 19.0 - Warm Mix Superpave 25.0 - Warm Mix When the unit of measure is square metre, the tender item name will include a reference to the design lift thickness specified for all hot mix included under that tender item. When more than one design lift thickness is specified for a square metre hot mix type, the mix quantity will be split into different tender items to reflect the quantities for each design lift thickness.



Some items include the term “Warm Mix”. These are mixes that require the use of warm mix technology in production. This technology allows the mix to be produced at a lower temperature and provides environmental, safety, and performance benefits compared to conventional hot mix asphalt. The warm mix items are used when recommended by the geotechnical staff on the project team. The design, estimating, and documentation requirements for the various mix type items also apply to the equivalent warm mix item eg. the requirements for Superpave 12.5 item apply also to the Superpave 12.5 - Warm Mix item.

313-1.4 SPECIFICATIONS Details of the work of production, placing and compaction of Hot Mix are contained in OPSS.PROV 313. Material requirements are contained in OPSS.PROV 1151.

313-1.5 SPECIAL PROVISIONS The designer should refer to Chapter “E” of this manual to review the special provisions applicable to these tender items.

313-1.6 STANDARD DRAWINGS The designer must base his work on highway engineering standards pertaining to the above tender items. Pavement design related standards are contained in the OPSD 500 series. Cross section elements are illustrated in the 200 series.

313-1.7 DESIGN 313-1.7.1 Surface Courses

The policy to ensure consistent application of standards for selecting surface course types for all highway improvement projects in Ontario is outlined in Directive PHM-C-001, The Use of Surface Course Types on Provincial Highways. Under the Superpave system, the most common surface course type on Ontario highways is expected to be a Superpave 12.5 mix. The Ministry has added two premium mix types to the Superpave suite of mixes: Superpave 12.5FC 1 and Superpave 12.5FC 2. The "FC" stands for friction course. The "1" requires that the coarse aggregate fraction for this mix type must be obtained from a Designated Sources for Materials (DSM) list. The "2" requires that the coarse and fine aggregates for this mix type must be obtained from a source listed on the DSM. In addition to Superpave mixes, there are two SMA surface courses: SMA 9.5 and 12.5



are premium mixes that require the coarse and fine aggregates for the mix to be obtained from a source listed on the DSM.

313-1.7.2 Non-Driving Pavement Asphalt Applications In addition to the use of mixes in the pavement structure, some of the above-mentioned types of hot mixes are also employed for the paving of shoulders and ditches and median strips, construction of asphalt curb and gutters, gutter outlets, spillways, sidewalks and repairs to, or patching of, the existing pavement.

313-1.7.3 Paving of Private Entrances and Side Roads The limits of paving of entrances and side roads shall be established by the designer, and the depth of paving as specified in the Pavement Design Report and/or by the Regional Geotechnical Section. Previously paved private entrances are to be restored to their former condition. Gravel entrances in urban areas are paved between the curb and gutter and sidewalk. In rural areas where curb and gutter is used, gravel entrances may be paved at the discretion of the designer.

313-1.7.3.1 Policy of Local Municipality The designer shall contact the local Municipality with regard to local established policies on paving of private entrances. The Ministry will normally apply the policy of that Municipality provided the extent of the work does not exceed the normal Ministry cost. If the Municipality insists on the application of their policy and standards, then they must agree to accept any additional costs before the work is carried out.

313-1.7.4 Paving of Commercial Entrances Commercial entrances should be paved according to the “Commercial Site Access Policy and Standards Manual” and should be approved by the designer and Regional Geotechnical Section. The limits of paving will sometimes be determined by alignment, grade and cross-section. For paving of entrances behind curb and gutter refer to CDED section B313-10 “Hot Mix Miscellaneous”.



313-1.7.5 Deferral of Hot Mix Paving Operations Hot mix pavement is not to be placed before it is required for vehicular traffic because: a) The pavement is vulnerable to be damaged by construction vehicles, b) Capital is tied up unnecessarily, c) Hot mix pavements depreciate in the absence of traffic. On contracts where the fine grading is completed but the roadway will not be placed into service for some time, no paving operation shall commence until needed. A note on the plans on complex freeway staging work or direction by special provision is necessary to prevent the premature paving operation.

313-1.7.6 Padding Padding of the existing roadway is sometimes required to restore the roadway or superelevation or crossfall or to remove other pavement distortions prior to resurfacing. Pavement types and maximum lift thicknesses are recommended in the Pavement Design Report and/or by the Regional Geotechnical Section. Actual depths are determined by design cross-sections during detailed design.

313-1.7.7 Pavement Widening on Curves An additional amount of hot mix is to be considered when calculating the required paving on curves. The widths and details of the pavement widening on curves are to be obtained from the “Geometric Design Standards for Ontario Highways” Manual, Chapter “D”.

313-1.7.8 Paved Shoulders

The warrant and design of fully or partial paved shoulders are documented in the Geometric Design Manual Chapter “D”. The depth and width of paved shoulders should be clearly shown on a typical section or in a table.

313-1.7.9 Asphalt Cement The Pavement Design Report and/or by the Regional Geotechnical Section should be referenced for the selection of performance graded asphalt cement (PGAC) grade(s). The designer should be aware that for the purpose of PGAC grade designation, Ontario has been divided into three zones as follows: Zone 1: The area north of the boundary formed by the French River, Lake Nipissing,

and the Mattawa River.



Zone 2: The area south of Zone 1, and north of a line from Honey Harbour, to

Longford, Taylor Corners, Cavan, Campbellford, and Mallorytown. Zone 3: The area south of Zone 2. For design purposes, the designer shall ensure: a) Towns located along a zone boundary line are to be included in the zone south of

the boundary line. b) Projects located within 10 km of zone boundary lines may be included in either

zone at the discretion of the designer so that they may be considered within one zone only.

The designer shall consider the following when selecting PGAC grades: a) The location of the contract, i.e., the geographical zone in which it is located,

noting that some discretion is allowed. b) The type of hot mix, new versus recycled hot mix. c) Upgrades for heavy commercial traffic, frequent starts and stops, and vehicle

speeds. See Table 2. Table 1 provides the basic performance grades for each Ontario zone. Note that MTO currently does not specify a recycling ratio and therefore grades are only provided for 0 to 20 % RAP. If the contractor is permitted and chooses to modify the composition of the mix by including more recycled content, OPSS.PROV 1101 and OPSS.PROV 1151 specifies how grade selection is also modified.

Table 1 OPSS.PROV 1101 - Grade Selection for Ontario

PGAC Zones

Zone 1 Zone 2 Zone 3

New Hot Mix or up to 20% RAP 52 – 34 58 - 34 58 - 28



Table 2 OPSS.PROV 1101 - Guidelines for the Adjustment of PGAC High Temperature

Grade Based on Roadway Classification and Traffic Conditions Highway Type Increase from Standard Optional Additional Grade

Increase (Note 2)

Urban Freeway 2 Grades N/A

Rural Freeway Urban Arterial 1 Grade 1 Grade

Rural Arterial Urban Collector

Consider increasing by 1 grade if heavy commercial traffic is greater than 20% of AADT

1 Grade

Rural Collector Rural Local

Urban/Suburban Collector No Change 1 or 2 Grades

Notes: 1. Upgrading of the high temperature grade is recommended for use in both surface and

top binder courses, i.e., top 80 to 100 mm of hot mix. 2. Consideration should be given to an increase in the high temperature grade for roadways

which experience a high percentage of heavy truck or bus traffic at slow operating speeds, frequent stops and starts, and historical concerns with instability rutting.

313-1.7.10 Anti-stripping Treatment

For East, Central and West Regions; the Regional Quality Assurance Section shall be contacted and the mandatory anti-stripping treatment requirements special provision option shall only be included on the recommendation of Regional Head of Quality Assurance. The Regional Head of Quality Assurance in East, West and Central Region will consider adding the option if there is limited information available to contractors prior to contract tender opening on the moisture sensitivity of mixes containing aggregates that may be selected by the contractor for use on the contract. This is generally the case where the hot mix aggregate source(s) for the contract is NOT likely to be an active commercial source(s). This is generally not the case for the East, West and Central Regions and the mandatory option is not normally chosen.

313-1.7.11 Temporary Hot Mix Pavement Whenever a temporary hot mix pavement (detours, widenings, etc.), which is intended to be removed within the same construction season, is included into a contact package, the use of special provision for Temporary Hot Mix Pavement should be considered. This special provision offers the contractor the option to construct and repair hot mix used for Temporary Hot Mix Pavement which is not subject to the normal payment adjustments for asphalt cement content, aggregate gradation and pavement compaction. It is inserted into a contract package in consultation with the Regional Operations Office, and should not be used for detours



or other temporary placement if it is expected that the time frame for the temporary pavement will extend beyond the same construction season. The Regional Geotechnical Section is to be consulted in the selection of the type of mix for the temporary hot mix pavement from the following mix types: a) Superpave 12.5 and Superpave 19.0

313-1.7.12 Minimum Lift Thicknesses

A suitable lift thickness for hot mix asphalt layer is primarily dependent on two factors: the mix type, since this results in a different nominal maximum aggregate size, and on whether the mix is coarse-graded or fine-graded. In general terms, the smaller the nominal maximum size and the finer the mix gradation is, the smaller the lift thickness which can be constructed satisfactorily. Recommended lift thicknesses for various mix types are provided in the Superpave and SMA Design Guide.

313-1.7.13 Paving in Echelon

Paving in echelon shall be as recommended by the designer in consultation with the Regional Geotechnical Section and the Regional Operations Office. The Construction of Longitudinal Joints in Flexible Pavements – Design Guidelines, MERO-033 is a valuable resource for the designer on when echelon paving is suitable and how to maximize the opportunities for paving in echelon and when it is not an option. The fill in statement specifies whether paving in echelon shall not be used, shall be used, or may be used at the contractor’s option. Wording shall also be provided to describe the extent of paving in echelon such as the entire contract, contract specific limits, specific lanes, or staging.

313-1.7.14 HMA Tender Items with Small Quantities

In many cases, it is desirable to eliminate tender items with small estimated quantities. In most of Northeast and Northwest Regions and parts of East Region there are no commercial hot mix asphalt plants and contractors commonly use portable plants instead. In these areas, mix designs for small items are more costly and time consuming. The search for a suitable aggregate source in some areas in these regions can pose a potential to delay the contract. Producing small quantities of aggregates will have a large unit cost. Commercial hot mix plants serve most of Central and West Regions. Areas served by commercial plants can be determined by reviewing hot mix plant locations shown on the Ontario Hot Mix Producers Association website www.ohmpa.org and in

April 2016 Page 10 of 15 B313-1


consultation with the Regional Geotechnical Section and the Regional Quality Assurance Section. In all regions, there is a considerable amount of QC/QA paperwork and administrative work associated with each different source, aggregate and mix design. To determine if a tender item is required, review the potential tender items with less than: a) 2000 tonnes for contracts not in areas served by commercial hot mix plants, and b) 500 tonnes for contracts in areas served by commercial hot mix plants. A reasonable haul distance to anticipate supply from a commercial plant would be 100 km. The above quantities are considered to be the dividing line between “large” and “small” hot mix tender items. If the potential small tender item is for a binder course and there is a larger quantity hot mix tender item, combine the quantity with the larger quantity item except when the larger quantity item is Superpave 12.5FC 2 or SMA. If the potential small tender item is for a surface course, and there is a large tender item for a surface course with equivalent or better quality combine the quantity with the surface course tender item with equivalent or better quality, except when the large tender item is SMA Combine 2 small tender items into one item when the combined item will satisfy the pavement design requirement for the project. Guidelines for optimising the number of mix types and traffic categories are provided in the MTO Superpave and SMA Guide. MERO-033, Construction of Longitudinal Joints in Flexible Pavements – Design Guidelines also provides information to the designer on the benefits of optimizing the number of mix types. Exceptions where small tender items are appropriate:

• Small tender items for binder course mix when there is no other binder course

tender item and the surface course is Superpave 12.5FC 2 or SMA. • Small tender items for surface course when the other surface course tender item is

Superpave 12.5FC 2 or SMA.

• Superpave 12.5FC 2 and SMA items where these mix types are required by MTO surface course policy.

• Non-Standard Tender Items for trial areas of new/innovative mixes

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• Contracts such as:

1) Bridge rehabilitation contracts where the only HMA is for paving the

approaches and deck 2) Culvert/sewer replacement contracts where the only HMA is for paving at the

culvert/sewer location 3) Intersection improvement, electrical contracts and other contracts where the

only HMA is used for paving small areas. 4) Patching contracts where the surface friction must be similar to the existing

surface for safety reasons. 313-1.7.15 Surface Smoothness

Acceptance criteria for surface smoothness, which includes payment adjustments, is included in the smoothness special provision. The designer shall include this special provision in all hot mix contracts according to its warrant.

313-1.7.16 Measurement by Square Metres

Multiple courses of HMA or surface course may be measured by square metres rather than by tonnage. The decision to measure an HMA course by square metres is based upon the direction of the Manager, Regional Operations Office in consultation with Head, Regional Geotechnical Section and the Head, Regional Quality Assurance. Preferably, the decision to measure by square metre should be considered at the 30 % design review stage. It is to be considered for contracts that include an additional underlying machine pass completed on the same contract that is not measured under a HMA square metre item. For example, one or more of the following should underlay the HMA square metre item: - milled pavement, - concrete pavement, - full depth reclamation - graded granular base - in-place recycling processes (HIR, CIR, CIREAM) or a - binder course or levelling course measured by tonnes. Measurement by square metres is not recommended for the following cases: - when HMA is to be placed directly on an existing surface (may be considered if the

surface is not older than 3 years or is in good condition and resurfacing is not to correct for surface tolerances or crossfall issues),

- the HMA will be required to correct for crossfall,

April 2016 Page 12 of 15 B313-1


- the HMA will be required to correct existing poor pavement surface tolerance, - the HMA will be used for padding, - hot mix miscellaneous (i.e. spillways and commercial entrances) and hot mix

placed at an unspecified thickness, - for Superpave 4.75 or Superpave 37.5 courses, or - the contract consists mainly of HMA that cannot be cored (bridge decks). The designer should consider measurement by square metres separately for the surface course and underlying binder courses. A decision should be made for the surface course first. When the decision is made for the surface course to be measured by square metre, the designer should determine what lower most course may also be measured by square metre and that course and all overlying hot mix courses shall be measured by square metres. The designer may consider not using square metre items when the design lift thickness varies or changes throughout the contract.

313-1.8 COMPUTATION 313-1.8.1 Source of Information

All paving requirements with respect to hot mix types and depths including the paving of shoulders are as recommended in the Pavement Design Report and/or by the Regional Geotechnical Section.

313-1.8.2 Method of Calculation The unit of measurement for hot mix types is the tonne unless the Regional Head of Quality Assurance recommends that square metre measurement be used. Each type of hot mix asphalt used on a project will be administered by a separate tender item. When the unit of measurement is the tonne, the computed tonnage for each mix type is the product of the calculated area of paving in square metres, the depth in millimetres and the mix density in kg/m²/mm; divided by 1000 kg/t. The applicable mass in kg/m²/mm for the various mix types is shown in the following table “Recommended Mix Densities for Determining Tender Tonnages”. The tender items are Plan Quantity Payment (PQP) items when the unit of measurement is the square metre. When the unit of measurement is the square metre, the computed area of paving for each mix type is the product of the lengths and widths of paving detailed in the contract drawings. To determine quantities for a lane that adjoins existing paving which is outside of the scope of the contract, the designer should add 50 mm to the width of paving to account for offsetting the lane demarcation 50 mm from the longitudinal joint.

April 2016 Page 13 of 15 B313-1


313-1.8.3 Recommended Mix Densities for Determining Tender Tonnages

Hot Mix Asphalt Type Recommended Mix Densities unless otherwise specified by the Regional Geotechnical Section

kg/m²/mm deep (tonnes/m³) (see Note 1)

Superpave 4.75 Contact Regional Geotechnical Section

Superpave 9.5 2.410

SMA 9.5 Contact Regional Geotechnical Section

Superpave 12.5 2.460

Superpave 12.5FC 1, Superpave 12.5FC 2, and

SMA 12.5

2.390 for East Region 2.530 for West Region

2.520 for Central, North Region



Superpave 37.5 Contact Regional Geotechnical Section

SMA 19.0 Contact Regional Geotechnical Section

Note 1: The above densities are based on local coarse and fine aggregates except for SMA mixes, Superpave 12.5FC 1, and Superpave 12.5FC 2, which are based on typical aggregates used in that region.

313-1.9 DOCUMENTATION

The type of each hot mix used and the recommended depths (thickness) of the appropriate paving course shall be indicated on typical sections. When the unit of measure is square metres, each hot mix type will require a different tender item for each depth (lift thickness) specified. The tender item name will include a reference to the thickness specified for the lift of the hot mix type to be placed. When padding, temporary hot mix pavement or superelevation correction is required for a project, the locations and required quantities for each location where this work is to be carried out must be indicated in the contract drawings. In the case of superelevation correction, the rate of proposed superelevation must also be shown.

April 2016 Page 14 of 15 B313-1


The hot mix quantities computed for the various parts of a project are summarized on the “Quantities – Hot Mix and Granular” sheet with separate entries under the appropriate Hot Mix heading as follows: - Roadway (incl. Partial Paved Shoulders) - Commercial Entrances - Interchange Ramps - Private Entrances - Channelization Legs - Patrol Yards - Side Roads - Fully Paved Shoulders - Detours - Medians, Islands - Longitudinal Pavement Ramp Downs - Paving Under Guiderails When any of the following tender items are being used on a project, the asphalt material designated for this work must be calculated in the applicable unit of measurement and indicated under the appropriate Hot Mix item as a separate line entry on the Quantities – Hot Mix and Granular Sheet. - Asphalt Curb and Gutter - Asphalt Surfacing of Gutter - Asphalt Spillways - Asphalt Gutter Outlets - Asphalt Sidewalks - Sidewalk Resurfacing - Full Depth Crack Repair - Miscellaneous Hot Mix The calculated quantities are recorded on the “Quantities – Hot Mix and Granular” Sheets in the applicable unit of measurement, and totalled.

313-1.9.1 Documentation Accuracy Calculated hot mix quantities are recorded in tonnes or square metres to the nearest whole number. Stations are recorded to the nearest whole metre.

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UNTREATED SUBBASE, BASE, SURFACE, DETAIL ESTIMATING SHOULDER, SELECTED SUBGRADE, & STOCKPILING

B314 – UNTREATED SUBBASE, BASE, SURFACE, SHOULDER, SELECTED SUBGRADE, AND STOCKPILING – OPSS.PROV 314

314.1 GENERAL

Granular materials meeting the requirements of OPSS.PROV 1010 are obtained from pits and quarries, and recycled materials. Typical applications for the materials are indicated in the table below Granular A and Granular B, Type I are the materials commonly used for base and subbase, respectively. There are two alternatives for Granular A. Granular O has increased permeability and is specified where improved pavement base drainage is required. Granular M has a finer gradation and is typically used for gravel road and shoulder maintenance, and the base layer for gravel roads. There are two alternatives for Granular B, Type I. Granular B, Type II is a 100% crushed high stability material that is primarily specified for use in conjunction with rock grading. Granular B, Type III is specified where cost effective, to avoid the use of problematic local uniformly-graded fine sands.

314.2 REFERENCES OPSS.PROV 1010, Aggregates – Base, Subbase, Select Subgrade, and Backfill Material OPSS 405, Pipe Subdrains Geometric Design Standards for Ontario Highways

314.3 TENDER ITEMS Granular A Granular B, Type I Granular B, Type II Granular B, Type III Granular M Granular O Select Subgrade Material, Compacted With the exception of Select Subgrade Material, Compacted, these item descriptions may be expanded to include ", Stockpiled", or ", from Stockpile".



When measurement is in cubic metres, the item description must be expanded to include "(End Area Method)" or "(Truck Box Method)". Select Subgrade Material used to backfill swamp excavations is a different tender item. Refer to Section B209 for details. MATERIAL TYPICAL APPLICATION

Granular A

- Granular base for pavement structure - Shouldering - Bedding for sidewalk, curb and gutter, culvert, sewer, gabion - Frost heave treatment

Granular B, Type I Granular B, Type II Granular B, Type III

- Granular sub-base for pavement structure - Culvert and sewer embedment / cover - Structure approach treatment backfill - Frost heave treatment - Subdrains - Drainage layer

Granular M

- Shoulder maintenance - Gravel road maintenance - Surface course (gravel roads) - Restoring unpaved roadway surfaces

Granular O - Granular base for pavement structure - Drainage layer

Select Subgrade Material, Compacted

- Backfill to excavations below subgrade for frost mitigation - Embankment fill where local earth materials unsuitable

314.4 SPECIFICATIONS

The requirements for untreated subbase, base, surface, shoulder, selected subgrade, and stockpiling are contained in OPSS.PROV 314.

314.5 SPECIAL PROVISIONS Refer to Chapter 'E' of this manual to review the applicable standard special provisions.

314.6 STANDARD DRAWINGS Applicable standard drawings are contained in the OPSD 200 series.



314.7 DESIGN The required thickness of roadbed granular is determined using current Ontario pavement design practices and regional experience. The type of roadbed granular is project and location specific. In some areas of the province, certain types of granular materials are used in order to avoid problem materials or to conserve materials that are in short supply for local development. In Ontario’s wet-freeze-thaw climate, pavement design for frost action is critical. Refer to Section B206-1 for typical grading practices used to mitigate frost action risk. An increase in roadbed granular depth, beyond the depth required for strength, may be necessary for some projects/locations to further mitigate frost action. Refer to the other sections of this Chapter for information on the use of granular for other applications.

314.8 COMPUTATION 314.8.1 General

These items are measured items. On most projects, the unit of measurement for all granulars is the tonne. On projects where the total quantity of granular materials is less than 5,000 tonnes, weigh scales may not be practical and the unit of measurement is the cubic metre. When computing quantities of granular subbase, base, surface, shoulder, and selected subgrade, subtotal the quantities every 350 m along the highway, service roads, sideroads, detours, ramps and entrances. For divided highways, quantities are calculated separately for each direction of travel. For projects with stage construction, granular quantities are to be determined separately for each stage of the work. Separation of quantities may also be required for left and right sides where it will clarify the quantity information. This could apply to widening projects, reconstruction projects and other work as appropriate. Drawings and cross-sections are used to establish the physical limits on which to base quantities.



314.8.2 Components of Granular Items

A. Roadbed

The three components of roadbed granular to be computed are:

a) Granular Base Granular Base is a layer of granular material generally composed of high stability graded crushed gravel or stone. It is a load bearing layer, provides drainage, a smooth riding surface for paving, and reduces frost action.

b) Granular Sub-base Granular Sub-base is normally a non-processed material obtained from local gravel or sand pits and is placed on the subgrade. It performs the same function as a granular base except that it can be of lower quality. In some cases, it is processed from quarries.

c) Shouldering Shouldering is the layer of granular material placed on top of the granular base material and adjacent to the pavement.

B. Backfill Refer to the respective sections of this Chapter for the computation requirements for granular backfill to structure excavations, frost heave treatments, and other applications.

C. Stockpiles Granular materials may be stockpiled for future use, or may be available for use on the project. The amount of granular material to be stockpiled, or available for use, is based on information from the regional maintenance and geotechnical staff.

314.8.3 Methods of Calculation To compute quantities, the first step is to compute the volume of compacted material required. Granular quantities are usually determined with electronic computation. However, in instances of small minor areas, it may be efficient and appropriate to use manual methods. The use of manual calculations to determine quantities is to be approved by Ministry management staff in the Planning and Design Section.



Quantities are to be determined using the average end area method, except for intersections, roundabouts, parking lots, and other similar locations where other methods achieve better quantity estimates. Computer applications have many methods of calculating volumes and therefore it is important to ensure that the desired method is selected. The current version of the computer application in use with the Ministry for highway design is to be used for the design and determining granular quantities, when electronic computation is to be completed. If the unit of measurement is the tonne, the volume of compacted material is multiplied by the appropriate conversion factor to obtain tonnes. The geotechnical staff on the project should always be requested to confirm the conversion factors for each contract. However, default conversion factors are: Granular A, 2.2 t/m3; Granular M, or Multiply volume (m3) of compacted Granular O granular by 2.2 to obtain tonnes(t) Granular B, Type I, 2.0 t/m3; Granular B, Type II or Multiply volume (m3) of compacted Granular B, Type III granular by 2.0 to obtain tonnes(t) Select Subgrade Material, 1.8 t/m3; Compacted Multiply volume (m3) of compacted SSM, Compacted by 1.8 to obtain tonnes(t)

If the unit of measurement is the cubic metre, the volume of material is measured in the field by either the End Area Method (i.e. volume of material in the original position in the pit), or by the Truck Box Method, as outlined in OPSS.PROV 314. These methods measure the volume of uncompacted material. To establish the volume of uncompacted material required, the designer increases the volume of the compacted material by the amounts shown below, unless otherwise specified by the Regional Geotechnical Section. Measurement Method Material Increase for Uncompacted Volume

End Area Granular 15%

Selected Subgrade 10%

Truck Box Granular 20%

Selected Subgrade 15%



Granular for shoulders for resurfacing contracts are commonly overrun. A careful assessment shall be made of existing shoulder width, cross-fall, and edge of pavement drop off to obtain an accurate estimate. When the design precedes the construction by a considerable length of time, the shoulder conditions should be reviewed again just prior to award of the contract and the estimated quantities adjusted as required.

314.8.4 Contingencies and Allowances Refer to B999-A - APPENDIX “A” in this Chapter for information on the “Contingencies and Allowances” to be applied to computed quantities.

314.8.5 Source of Information The recommended depth and selection of type of granular materials to be used is the responsibility of the geotechnical staff on the project and may be found in the Pavement Design Report, Geotechnical Report and/or Soils Profile. The crossfall of granular courses and shouldering is governed by the Geometric Design Standards for Ontario Highways. The roadway configuration is governed by the Design Criteria.

314.9 DOCUMENTATION 314.9.1 Contract Drawings

Profiles Profile grade is preferred for identifying grade control. The types and depths of granular are shown, eg.

Profile Grade 150 mm Granular A 600 mm Granular B, Type I Subgrade



The depths should appear at least once on each profile sheet, and at every location where there is a change in thickness. When there is a change in design granular depth due to subgrade condition, traffic loading, interchange/intersection, or other reason, the transition rate between the change in depth is to be shown. The transition rate is typically 10H:1V or as recommended by the geotechnical staff on the project. Refer to Section B206-1 and B206-2 for documentation requirements for transition treatments due to change in subgrade (eg. earth fill to rock fill transition). When it is necessary to show “top of pavement” for grade control, the types and depths of granular are shown along with the total depth of pavement, eg.

Top of Pavement 160 mm HMA 150 mm Granular A 600 mm Granular B, Type I Subgrade

Other methods of showing granular requirements on profile sheets are permitted, with MTO project manager approval. The types and depths of granular base and subbase are to be shown on typical sections. When standard drawings are used to indicate granular base requirements, then the types and depths are to be shown in a tabular format in the contract drawings.



314.9.2 Quantity Sheets – Roadbed Quantities Roadbed granular quantities are broken down into the following components:

Main Highway Service Roads Side Roads Ramps Detours Commercial Entrances Private Entrances These quantities are included as separate entries on the Quantities - Hot Mix and Granular sheet. The quantities are to include backfill quantities to transition treatments. The quantity interval is work type specific and is to be established by the MTO project manager, based on the following: a) New Construction / Pavement Reconstruction - quantities are entered every 350 m

(or less, where applicable) road length, by station limits, matching the interval used on Grading Q-sheets.

b) Pavement Rehabilitation - quantities are entered every 700 m (or less, where

applicable) road length, by station limits. c) Pavement Resurfacing - granular is typically required for shouldering only. At

least one shouldering granular quantity is entered for each direction of travel. Where the project has multiple work types, the interval may vary for different areas of the project depending on the work type. Quantity separation may be required for left and right sides to clarify the quantity information. This could apply to widening projects and other work as appropriate. If the unit of measurement is in cubic metres, then the phrase "(End Area Method)" or "(Truck Box Method)" is added to the item description. See CPS item master file for exact item description. If a portion of the granular material will be supplied by the Ministry from an existing stockpile(s), the quantity is included in the Schedule of Materials to be Supplied by the Ministry, and the designer will choose a general granular item description (e.g: Granular B, Type II).



If all of the granular material will be supplied by the Ministry, from an existing stockpile(s), the quantity is included in the Schedule of Materials to be Supplied by the Ministry, and the designer should use a "... from Stockpile" item (e.g: Granular B, Type II, from Stockpile). “Granular…, Stockpiled” items require a separate entry per stockpile location. Select Subgrade Material, Compacted is entered on the Quantities - Hot Mix and Granular sheet in its own column(s) separate from the others. Where the existing driving lanes are to be excavated for the installation of pipes etc., the roadbed must be reinstated with appropriate granular subbase and base depths and types as recommended by the geotechnical staff on the project. The work is further detailed in the applicable sections of this chapter. The granular quantities, above subgrade only, required for the roadbed reinstatement are included with the roadbed quantities. The tender totals for each of the granular items listed in this section are transferred to the tender documentation.

314.9.3 Quantity Sheets – Other Granular When granular quantities for other components of the work are to be included, the quantity is first entered in a granular quantity column on the quantity sheet for the work component, and the total transferred to the Quantities - Hot Mix and Granular sheet.



Other granular quantities are to be entered on the Quantities - Hot Mix and Granular sheet as follows: Work Component /

Item Ref Q-Sheet Description Column Note

Drainage Gaps B206-1 Drainage Gaps Backfill One line entry / contract

Frost Heave Treatment

B206-1 Frost Heave Treatment Backfill, Sta. to Sta.

One line entry / treatment

Swamp Backfill B209 Backfill to Swamp, Sta. to Sta.

One line entry / swamp

Wick Drains B209 Wick Drains Granular Blanket, Sta. to Sta.

One line entry / wick drains area

Extruded Expanded Polystyrene Treatment

B316 Expanded Polystyrene Treatment Backfill, Sta. to Sta.

One line entry / treatment

Asphalt Sidewalk B311 Asphalt Sidewalk Base One line entry / contract

Concrete Sidewalk B351 Concrete Sidewalk Base One line entry / contract

Subdrains (Note 1) B405 Subdrain Embedment and Backfill

One line entry / contract

Precast Box Culvert

B422 Precast Box Culvert Backfill, Sta. to Sta.

One line entry / culvert

Precast Box Sewer B422 Precast Box Sewer Backfill, Sta. to Sta.

One line entry / sewer

Removals B510 Removals Backfill One line entry / contract

Gabion Structures B512 Gabion Structure Base, Sta. to Sta.

One line entry / structure

Concrete Barrier B740 Separated Concrete Barrier, Granular Fill

One line entry / contract

Earth Excavation for Structure

B902 “Structure Name”, Backfill One line entry / structure

Rock Excavation for Structure

B902 “Structure Name”, Backfill One line entry / structure

Note: When the specified granular embedment and backfill material for the subdrain is different from the granular items in the contract, the granular embedment and backfill material is included with the subdrain item. Refer to OPSS 405.



314.9.4 Documentation Accuracy All quantities are rounded to whole numbers.

314.9.5 Non-Standard Special Provisions Write project and item specific requirements in a NSSP using the standard format described in this manual. Topics that may require a NSSP include: • Details on locations for granular to be stockpiled or to be taken from stockpiles,

including contact names, advance notification, etc • Granular surcharge placement and compaction, timing, and removal requirements • Changes to compaction requirements eg. over soft ground • Where alternative materials are required or allowed (e.g. lightweight granular

blast furnace slag) • Re-use of existing granular that is to be excavated • Staged construction and traffic management using granular materials • Gradation changes required for specific applications


DETAIL ESTIMATING PRECAST CONCRETE BOX CULVERTS AND BOX SEWERS

B422 - PRECAST REINFORCED CONCRETE BOX CULVERTS AND BOX SEWERS - OPSS 422

422.1 GENERAL The work under these tender items consists of the fabrication and installation in open

cut of precast reinforced concrete box culverts with a standard-sized opening.

This section refers solely to box culverts, but the content is equally applicable to box sewers.

The designer selects the appropriate opening size that accommodates the design flow

from the available sizes listed in OPSS 1821, within the allowable fill covers specified. For fill cover depths outside those shown in OPSS 1821, the Regional Structural Section shall be consulted.

Manufacture of precast box culverts typically requires eight weeks. Adequate time must be allocated to the project schedule for manufacture and for late season work the box culverts may need to be pre-ordered under a separate tender.

422.2 REFERENCES MTO Drainage Management Manual Ontario Provincial Standards Specifications Ontario Provincial Standards Drawings Drainage Management Technical Guidelines Roadside Safety Manual 422.3 TENDER ITEMS 422.3.1 1800 mm x 900 mm Precast Concrete Box Culvert 1800 mm x 1200 mm Precast Concrete Box Culvert 2400 mm x 1200 mm Precast Concrete Box Culvert 2400 mm x 1500 mm Precast Concrete Box Culvert 2400 mm x 1800 mm Precast Concrete Box Culvert 2500 mm x 1830 mm Precast Concrete Box Culvert 3000 mm x 1500 mm Precast Concrete Box Culvert 3000 mm x 1800 mm Precast Concrete Box Culvert 3000 mm x 2100 mm Precast Concrete Box Culvert 3000 mm x 2400 mm Precast Concrete Box Culvert



Standard sizes, as listed above, should be specified whenever possible. Designers should choose the next largest size meeting the hydraulic opening requirements.

The use of a non-standard tender item may be considered when non-standard dimensions must be used, such as to match and extend existing culverts. Any conflicts with OPSS 1821 must be addressed, and reinforcement requirements must be detailed.

422.3.2 Associated Tender Items The designer should be aware of the following tender items that are used in

conjunction with precast concrete box culverts: Earth Excavation for Structure (for box culvert and appurtenances) Rock Excavation for Structure Dewatering Structure Excavations Clay Seal OPSS 902 governs the above tender items. Design guidelines, documentation

requirements and quantity calculations are found in section B902 of this manual. Earth and rock excavation required for appurtenances are included under the tender

items, Earth Excavation for Structure or Rock Excavation for Structure, as applicable. Granular A, B Type I, B Type II, B Type III, SSM Compacted The appropriate tender item(s) in the contract for granular material covers the supply,

placement and compaction of the granular bedding, levelling course, cover and backfill required. Design guidelines, documentation requirements and quantity calculations are found in section B902 of this manual. A levelling course is required at each culvert installation.

Concrete Appurtenances

The flow through a box culvert may need to be controlled to prevent erosion damage to the area around it or to the box culvert structure itself. Concrete appurtenances such as headwalls, wing walls, energy dissipators, aprons, collars or other such types of structures are used to direct flow, slow velocities to prevent erosion, offset buoyancy forces, etc. The designer shall consider the need for a cut off wall to prevent scour and undermining of each end.

Concrete and steel for concrete appurtenances are according to OPSS 904 and OPSS 905, respectively. The following tender items are used in conjunction with concrete appurtenances for precast concrete box culverts:



OPSS 904, Concrete in Culverts OPSS 905, Reinforcing Steel Bar

422.4 SPECIFICATIONS The requirements for fabrication and installation of precast concrete box culverts are

covered by OPSS 1821 and OPSS 422 respectively. 422.5 SPECIAL PROVISIONS Refer to Chapter 'E' of this manual to review the applicable standard special

provisions. 422.6 STANDARD DRAWINGS There are no Ontario Provincial Standard Drawings available for use with these

tender items. Ministry of Transportation Ontario Drawing (MTOD) 803.021 entitled "Bedding and Backfill for Precast Concrete Box Culverts" is to be included.

422.7 DESIGN 422.7.1 General The designer shall verify whether there are significant environmental, hydrological

and geotechnical concerns and determine the criteria and/or standards to which the culvert will be designed.

The general alignment, size and type of culvert are established by the designer, based

on acceptable drainage theory, environmental constraints, including possible fish passage and structural and foundations concerns. The designer shall use accepted drainage design methods by which to establish the culvert design that satisfies required drainage standards or criteria for the highway project.

The MTO Drainage Management Manual shall be used in the design of box culvert,

grades and the setting of upstream invert elevations. Complete requirements for design, analysis methods and other information are available in the MTO Drainage Management Manual.



422.7.2 Advantages of Precast Box Culverts versus Cast-in–place Open Footing Culverts Where feasible, consideration should be given to a precast concrete box culvert

installation instead of a cast in-place open footing culvert. Advantages of using a precast concrete box culvert include:

1) Relatively short construction time resulting in reduced environmental impact; 2) Feasibility for installation during cold weather conditions; 3) Relatively short period of use and maintenance of detours and subsequently

quicker roadway reinstatement; 4) Reduced dewatering duration. 5) Placing and curing concrete in shop conditions When articulation and/or cambering is required to accommodate predicted settlements, a precast concrete culvert is the preferred option.

Discussion of alternatives of precast concrete box culvert versus cast-in-place open

footing culvert and recommendations for the preferred alternative may be found in the geotechnical and foundation reports.

422.7.3 Trench A. Excavation

Excavated earth material may be used for embankment construction or used as native

backfill to the excavated trench as determined by the designer based on foundation or geotechnical reports. Surplus or unsuitable excavation material should be managed as outlined in B206-1 of this manual.

Due to the high unit cost of rock excavation, the designer shall endeavour to reduce

the volume of excavation by relocating the box culvert or skewing to optimize fit. B. Frost Protection

Special treatment of box culverts may be required for frost protection. Frost treatment is required if the frost line falls below the top of the box, within the bedding layer or below the bedding layer. Foundation or geotechnical reports shall contain information regarding recommended fill materials and the configuration and extent of frost taper excavations.



Frost tapers are not required when the frost line falls above the box culvert or when the box culvert is constructed in rock fill.

C. Dewatering

Dewatering refers to pumping, bailing, temporary ditching or vacuum removal of

uncontaminated groundwater, rain water, melt water, surface runoff, water pipe leakage from excavations and trenches or within sheeted coffer dams to improve the soil stability or for other construction purposes. Dewatering also refers to the lowering of the groundwater table in the excavation site area in a manner that enables completion of the construction work.

Where dewatering is required for the installation of a culvert, details shall comply

with the requirements of OPSS 517 and OPSS 902. Although the Contractor is responsible for a dewatering plan, the designer shall note

any recommendations included in the Foundation Investigation and Design Report, if available.

Information on subsurface conditions required for design of the dewatering system,

including Record of Borehole sheets and laboratory testing results, can be found in the foundation/geotechnical report included in the tender documents.

D. Fill Material

To prevent damage to the box culvert due to loads, fill materials are provided as

protective and support layers. Fill material for box installations is placed in distinct bedding, backfill and cover layers.

A foundation or geotechnical report will include recommendations for the

specification, supply and placement of fill material or any special conditions for bedding, backfill and cover layers. In addition, special consideration for scour protection at the box inlet or outlet may be required and the designer shall refer to the MTO Drainage Management Manual for assistance.

The designer shall specify the fill materials required for the installation, based on the

recommendations of the Foundation Investigation and Design Report or Geotechnical report.

The contractor, not the designer, is responsible for selecting the appropriate box

culvert installation method at the time of installation based on the soil types found on the construction site in accordance with the Occupational Health and Safety Act and Regulations for Construction Projects.



E. Protection Systems Protection systems shall be considered where the stability of excavation, safety or function of an existing roadway, railway or any structure or slope may be threatened or impaired due to the construction of a box culvert.

The design, installation, monitoring, and removal of protection systems are the Contractor’s responsibility and the Contractor should base his plan on information provided in the Foundation Investigation Report or Geotechnical Report. Complex soil conditions, high groundwater tables or other installation issues, if identified, would give rise to recommendations regarding the design, installation and removal of protection systems. Conceptual recommendations for design as well as recommendations for performance levels could be found in Foundation Investigation and Design Reports.

Where protection system is required for installation of culvert, details shall comply

with OPSS 539. When required, a protection system shall be paid for under a separate tender item.

F. Clay Seals

Warrants for clay seals to be installed at the culvert sites may include: 1) The natural sub-base and culvert foundation materials are of a granular nature; 2) The embankment material is of a non-cohesive nature; or 3) There is significant hydraulic head differential between the upstream and

downstream ends of the box culvert.

Recommendations are found in a Foundation Investigation and Design Report or Geotechnical Report.

G. Camber A Foundation Investigation and Design Report or Geotechnical Report will contain

information and design requirements for the camber depths needed for a box culvert installation.

422.8 COMPUTATION These are Plan Quantity Payment items.



422.8.1 Sources of Information 1. Regional Geomatics Section Survey information The survey information provides profiles along the drainage course at both existing

and new culvert locations and other drainage courses. Drainage and Hydrology Information Provides information to assist in the calculation of culvert sizes by providing drainage

areas, mosaic studies, soil types, etc. 2. Regional Geotechnical Section Provides advice on backfill requirement and the need for placing clay seals for non-

structural (typically less than 3 m span) culverts and at sites where subsurface conditions are not complex. However, for non-structural culverts located in areas of highly complex subsurface conditions such as soft, sensitive soils and saturated cohesionless soils, the recommendations for design shall be available in the Foundation Investigation and Design Report.

3. Foundation Investigation and Design Report For all culverts larger than 3 m, and for non-structural culverts (less than 3 m), located

at sites where complex subsurface conditions are present, recommendations for design, including excavation, dewatering, bedding, backfilling, cover, clay seals, treatments at inlet/outlet for scour protection shall be provided in the Foundation Investigation and Design Report.

The Foundation Investigation and Design Report shall address any issues related to

complex subsurface conditions, including requirements for camber, articulation and construction staging. This includes use of a temporary culvert during embankment preload/surcharge and then proceeding to a permanent precast concrete box installation.

4. Drainage Management Manual

The Drainage Management Manual provides overall guidance on the design of

culverts and storm drainage systems. It should be used together with the MTO Drainage Management Technical Guidelines.

In design of the culvert sizes, the foundation requirements provided in the Foundation

Investigation and Design Report or Geotechnical Report shall be considered.



422.8.2 Method of Calculation The unit of measurement for length of the precast concrete box culvert is the metre. Working with design cross-sections, standard drawings, drainage profiles and the size

of culvert previously determined, the designer calculates the box length. The design length (L) of the box is the distance between the toes of embankment slopes where they meet the streambed profile measured to the nearest 0.1 metre.

422.9 DOCUMENTATION a) Contract Drawings New precast concrete box culverts and existing culverts requiring extension are

numbered and shown on the plans and profiles of the contract drawings. Culvert alignment and skew is shown on the plans (refer to B421 to determine skew). Locations and details of culvert appurtenances are shown on the plans and labelled. Appropriate invert elevations are to be shown.

Any requirements for cambering shall be illustrated on the contract drawings. Bedding, backfilling and cover requirements shall be illustrated and noted on the

contract drawings. Requirements for the inspection of the founding soil prior to placement of the bedding

shall be noted on the contract drawings. b) Quantity Sheets Information is entered on the Quantities - Miscellaneous 1 sheet. Information

includes culvert number, station and location. Offset is included when required. The length of each culvert is entered under the appropriate column heading labelled with the tender item name, indicating the box opening size.

Granular material quantities used for bedding and levelling courses, cover, backfill

and frost tapers shall be shown under the appropriate column headings for granular material tender items, when applicable.

Concrete and reinforcing steel quantities for concrete appurtenances are included in the Quantities – Structures sheet, with location and description details sufficient to link the quantities to the box culvert locations.



c) Non-standard Special Provisions (NSSPs) An NSSP to alert the Contractor of subsurface and groundwater conditions is included

on a project specific basis, when recommended in the Foundation Investigation and Design Report.

In some cases, a levelling slab may be required using mass concrete, clear stone, or other material. The requirement would be shown by non-standard detail in the contract drawings. An NSSP is used to include payment with the box culvert item. When a non-standard precast box culvert size is required, a non-standard drawing detail and NSSP is typically required.

422.9.1 Documentation Accuracy Length of culvert rounded to the nearest 0.1m. Stations are recorded in whole

numbers.


DETAIL ESTIMATING MODIFIED OVERHEAD SIGNBOARDS

B707 - MODIFIED OVERHEAD SIGNBOARDS - OPSS 707 707.1 GENERAL

A modified overhead signboard is a thin metal aluminum sheet that varies in dimension, most commonly 1200 mm x 2400 mm. Its use is to overlay and change the message on an existing overhead extruded sign, both whole and portion, and it is also used as an overlay to update the reflectivity of an entire existing sign with no change in message.

The Modified Overhead Signboards item is applicable only to permanent changes to existing overhead signboards. Temporary overlays used during construction shall be included under the appropriate tender item, such as the Traffic Control Signing item or a non-standard tender item.

707.2 REFERENCES Ontario Traffic Manual (OTM) Sign Support Manual

707.3 TENDER ITEMS Modified Overhead Signboards

707.4 SPECIFICATIONS The requirements for overlay signboards are contained in Ontario Provincial Standard Specifications (OPSS) 707.

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

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



707.7 DESIGN Modified overhead signboard design details shall be drafted by Highway Standards Branch (HSB) Traffic Office. The designer shall contact the MTO Regional Traffic Section to obtain overlay sign design details. The MTO Regional Traffic Section will, in turn, contact HSB Traffic Office to obtain overlay sign design details. HSB Traffic Office shall prepare sign lay-out drawing(s) at a scale of 1:10 or a scale as directed by the MTO Regional Traffic Office to detail all information shown in the signing table in the Contract Drawings. Where partial overlays are required, an original of the sign with the partial overlay highlighted is to be provided for context. Dimensions shall be indicated to facilitate proper placement of the overlay where required.

707.7.1 Source of Information The Regional Traffic Section and/or the General Services Co-ordinators are the main sources of information for the above noted tender items and the Regional Traffic Office shall provide input for the preparation of the signing table and sign design details.

707.8 COMPUTATION

These are Plan Quantity Payment Items. The quantity is based on each overlay signboard installed. The unit of measurement for Modified Overhead Signboards is each.

707.9 DOCUMENTATION 707.9.1 Signing Table

The station, cardinal direction, sign number, sign message description, presence of existing overlay, modified overhead signboard size and action information and any comments shall be detailed in a signing table, and accompanied by explanatory notes. An example signing table is shown below.



Signing Table: Location: Highway 400

Station Cardinal Direction

Sign Number

Symbol/ Message

Description

Existing Overlay?

Modified Signboard Size

B x H (mm)

Action

Comments

10+450 North G109 Turn-off Arrows

3050 x 4270 Partial Install at end of Stage 2

10+500 South HOV-4R HOV Do not cross right

1520 x 1520 Full

10+600 North G112 Right Lane Ends, 500m

Y 1200 x 600 Partial

Notes:

Existing Overlay? Y means existing overlay signboard panel is present Overlay Size: Indicate dimensions of each individual sign board, B for width

and H for height. Action: Indicate full overlay (Full) or partial overlay (Partial) Comments: Special comments that are not covered in any of the column

such as existing sign, etc. 707.9.2 Contract Drawings

The sign lay-out drawing(s) prepared by HSB Traffic Office shall be included in the Contract Drawings. The signing table and explanatory notes shall be included in the Contract Drawings, and may be shown on the same drawing as the sign lay-out drawing(s).

707.9.3 Quantity Sheets

Overlay signboards for installation shall be indicated on a Miscellaneous 1 Quantity Sheet by location and station. The total quantity shall be equal to the number of modified signboards detailed in the signing table.

707.9.4 Schedule of Materials

MTO-supplied signs are listed in the Tender document on the “Schedule of Materials to be Supplied by the Owner”. The designer shall enter the appropriate information, (i.e. U.O.M., Description, Supply Point, and Quantity) into the Contract Preparation



System (CPS) on the “Supplies by MTO” form found under the “Form of Tender” menu item in the appropriate Work Project file. Note: Where more than one modified signboard is mounted on an existing overhead

sign, each individual signboard is counted as one (1) in the Schedule of Materials.

707.9.5 Documentation Accuracy

Modified Overhead Signboard quantities shall be recorded to the whole number.


DETAIL ESTIMATING STEEL BEAM GUIDE RAIL

B721-2 - STEEL BEAM GUIDE RAIL - OPSS.PROV 721 721-2.1 GENERAL Steel beam guide rail (SBGR) is a semi-rigid barrier system which restrains and

redirects vehicles by a combination of beam bending (W-shaped steel section), tension, and the lateral restraint provided by the posts (wooden or steel).

Optimum SBGR performance depends on the proper mounting height of the beam. It

is essential that this height is maintained for the full service life of the installation. SBGR can be used for roadside or median applications. The single rail SBGR system

is used as a roadside barrier while the double rail SBGR system is used as a median barrier or core-collector separator.

A steel channel section can be added to the single rail SBGR system (steel channel is

always provided on double rail SBGR) for the purpose of providing additional stiffness at connections to structures and concrete barriers (to decrease barrier deflection) in accordance with applicable OPSDs. Although the use of guide rail adjacent to curb and gutter is not desirable, single rail SBGR with channel can be placed adjacent to curb and gutter. Double rail SBGR can only be placed adjacent to mountable curb and gutter.

Refer to the Roadside Safety Manual for further information on SBGR.

Type M20 and Type M30 steel beam guide rail is a modified version of the single rail

steel beam guide rail system. Type M SBGR may be installed up to a maximum offset of 125 mm beyond the gutter line of barrier curb or mountable curb. Where sidewalks are provided, the system should be installed a minimum offset of 1.8 m beyond the gutter line of barrier curb.

Steel channel shall not be used with Type M SBGR, except at structure approaches as

an interim measure. Until new Type M structure connection(s) are finalized and implemented, new Type M SBGR installations will require a Type M transition rail with a nominal length of 2 m in accordance with MTOD 912.124 to transition to a nominal standard length of 20 m of SBGR with Channel for the overlapped structure connection in accordance with applicable OPSDs.

721-2.2 REFERENCES

CDED Section B206-1 – Earth Excavation (Grading) Roadside Safety Manual

Highway Design Bulletin 2004-001



Highway Design Bulletin 2005-001 Highway Design Bulletin 2005-003 Highway Design Bulletin 2006-001 Highway Design Bulletin 2007-004 Highway Design Bulletin 2008-001 Highway Design Bulletin 2011-003 Highway Standards Branch DCSO #2016-01 721-2.3 TENDER ITEMS

• Single Rail Steel Beam Guide Rail (variation item) • Adjust Steel Beam Guide Rail, Wooden Posts (variation item) • Adjust Steel Beam Guide Rail, Steel Posts (variation item) • Adjust Steel Beam Guide Rail, Steel Posts with Steel Offset Blocks (variation

item) • Single Rail Steel Beam Guide Rail with Channel (variation item) • Double Rail Steel Beam Guide Rail (variation item)

721-2.4 SPECIFICATION The requirements for SBGR are contained in OPSS.PROV 721. 721-2.5 SPECIAL PROVISIONS Refer to chapter `E' of this Manual to review applicable standard special provisions. 721-2.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of Ontario Provincial

Standard Drawings (OPSDs) and the 900 series of Ministry of Transportation of Ontario Drawings (MTODs).

721-2.7 DESIGN Steel beam guide rail consists of the following three systems:

1) Single rail steel beam guide rail; 2) Single rail steel beam guide rail with channel; and 3) Double rail steel beam guide rail.



For warrants in choosing the appropriate length of guide rail refer to the Roadside Safety Manual and the Memorandum: Guide Rail Protection on the Inside of Horizontal Curves & Length of Barrier Protection for Water Hazards (Nov. 18, 2002).

SBGR (with or without channel) shall be installed using either steel posts with routed

wooden blocks, steel posts with plastic blocks, or wooden posts with wooden blocks. Installations having a mix of steel and wooden posts in a complete system are not acceptable, with the exception of end terminals, where breakaway wooden posts are required. Extension of an existing wooden post installation with steel posts shall only be allowed when the extension length is greater than 100 m.

The minimum shoulder rounding width for installation of SBGR is 1.0 m. Each end of the system should be anchored by an appropriate end treatment, end

terminal system, or structure / concrete barrier connection. A crashworthy end terminal system shall be installed at the following locations:

1) Approach end on divided highways and one-way ramps; 2) Approach and leaving end on undivided highways and two-way ramps; and 3) Left (median) shoulder on the leaving end on divided highways when the leaving

end is located within the clear zone for opposing traffic. For information regarding the selection of terminal systems, refer to the Roadside

Safety Manual and Highway Design Bulletin 2005-001. For Type M20 and Type M30 SBGR installations, Type M (MGS) Steel Beam Energy Attenuating Terminal systems shall be used.

The leaving end treatment is to be installed on divided highways and one-way ramps.

The leaving end treatment should not be installed on undivided highways or as an approach terminal system. When SBGR is installed on the left (median) shoulder of a divided highway, the leaving end treatment should not be used when the end of the SBGR is located within the clear zone for opposing traffic. Post 1 of the leaving end treatment should be located at least 4 m beyond the end of the obstacle being shielded.

The buried leaving end treatment shall no longer be used for new installations. The treatment at culverts with minimal cover is to be used to span over top of larger

culverts or other buried structures that have less than 1,200 mm of backfill and cover material. At each location where the treatment at culverts with minimal cover is installed, the embankment shall be widened to the minimum dimensions specified on the OPSD, as required. Similar details are also available for Type M30 SBGR on applicable MTODs. Refer to CDED Section B206-1 and Highway Design Bulletin 2005-003 for more information.



The rock cut installation method for both steel and wooden SBGR posts is to be used

if solid rock exists within the full standard length of post embedment. Minimum hole diameters as specified on the MTOD shall be provided by the contractor. This installation method is not necessary for SBGR installations in rock fill where solid rock is not expected to be located within the full standard length of post embedment. Refer to Highway Design Bulletin 2006-001 for more information.

The steel beam installation for entrances and intersecting roadways is used to specify the construction details of a roadside SBGR system around the radius of an intersecting roadway or entrance. For applicable radii, refer to OPSD 912.531. SBGR installations on radii exceeding that specified on OPSD 912.531 do not require this treatment.

For retrofit of SBGR to existing embankments, ensure that the embankment cross-

section is adequate to accommodate the installation with the breakpoint in the rounding located at the backside of the posts and the granular base and subbase at a slope of 3H:1V or flatter. Where embankment widening is necessary, ensure that drainage requirements are properly addressed.

Mounting height tolerances for SBGR are specified in OPSS.PROV 721. There are

three tender items available for adjustment of SBGR. The purpose of these items is to allow for the adjustment of the mounting height of an existing SBGR installation on wooden or steel posts. 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 the existing guide rail will provide the designer with an inventory of the type of existing guide rail systems as well as existing mounting height. Existing SBGR installations may consist of the following configurations:

1) Wooden posts with wooden offset blocks:

Although still installed today, these systems were used primarily in the years prior to implementation of SBGR on steel posts in 1995. When adjusting these systems, the posts remain in their current location, but the offset block and rail (and channel, where necessary) are reinstalled at the new mounting height. If the guide rail was installed according to OPSD 912.140, there should be approximately 150 mm of space available for adjustment assuming this is the first adjustment. The evaluation of existing guide rail should determine whether the existing installation can accommodate the proposed change in height.

2) Steel post with steel offset blocks:

Steel post systems have been the most common SBGR configuration since they were first implemented in 1995 mainly due to their relative ease of handling and



installation. Steel offset blocks were used exclusively with steel post systems from 1995 through 2002 when the standard was revised to specify routed wooden blocks. When they are adjusted, existing steel post systems with steel offset blocks will be retrofitted with routed wooden or plastic offset blocks. This requires the punching of a new hole to accommodate the wooden or plastic offset block.

3) Steel posts with wooden or plastic offset blocks: From 2003 through to early 2008, steel post systems were installed exclusively with routed wooden offset blocks. In 2008, plastic offset blocks were implemented as an alternative to the routed wooden offset blocks. Since that time, steel post systems with plastic offset blocks have been the most common SBGR system.

Selection of the appropriate tender item for each installation will ensure that the Contractor addresses the unique adjustment requirements of each system configuration. Tender items for SBGR adjustment include the removal and replacement of existing hardware including bolts, washers, and nuts as well as the installation of new reflectors. For SBGR with steel offset blocks, replacement of the steel offset blocks with plastic or wooden offset blocks is included. Existing end terminals and treatments should be reviewed when SBGR is being considered for adjustment. Existing end terminals may consist of eccentric loader terminal (ELT) systems, extruder terminal (ET) systems, or sequential kinking terminal (SKT) systems: 1. ELT Systems:

• Replace ELT installations that are greater than or equal to 5 years in age with a new steel beam energy attenuating terminal (SBEAT) system. However, and SBEAT System cannot be installed on a horizontal curve with a radius of less than 190m; in this case, a new ELT is to be installed;

2. SBEATs:

• Existing ET and SKT Systems consist of several different variations on wooden and steel posts.

• Replace ET and SKT System installations on wooden posts with a new SBEAT System.

• ET and SKT Systems on steel posts that are in good condition may be adjusted.



Existing leaving end treatments consisting of buried leaving end treatments (formerly OPSD 912.233) or upright “fishtail” ends: 1. Buried leaving end treatments are a challenge to adjust and could be replaced with

a standard leaving end treatment according to OPSD 912.235. This would require the removal of 16 m of existing SBGR and subsequent installation of 4 m of new SBGR according to OPSD 912.235;

2. Existing upright “fishtail” type end treatments typically have been installed based

on the extension requirements for unanchored guide rail in accordance with Table 3.4.2 in the Roadside Safety Manual. When replacing an upright “fishtail” end treatment, ensure that the standard OPSD 912.235 SBGR leaving end treatment extends a minimum of 4 m beyond the hazard;

3. Where an existing buried end treatment or upright “fishtail” end treatment is on

the leaving end of a SBGR installation located on an undivided highway or at a location on a divided highway where the end of the SBGR is located within the clear zone for opposing traffic, the treatment should be considered for replacement with a crashworthy end terminal (e.g. SBEAT System).

721-2.8 COMPUTATION These are Plan Quantity Payment items. Quantities are computed in metres, and measured horizontally from end to end along

the centre line of the installation. The horizontal length shall include the following when specified:

• End treatments; • Treatment at culverts with minimal cover; • Rock cut installations; • Installation at entrances and intersecting roadways; • Permanent transition installations at median hazards; • Permanent connections to concrete barrier; and • Structure connections.

SBGR terminal systems are included in separate tender items to the limits specified

on the appropriate OPSD and are not included in the lengths for the tender items detailed above in 721-2.3.

Where guide rail systems overlap in a transition between different types of systems,

compute the length of each system under the corresponding guide rail item, as if the



other type did not exist. Terminal systems that form part of transitions shall be counted under the appropriate terminal system tender items.

721-2.9 DOCUMENTATION SBGR and Adjust SBGR quantities are variation items. Separate columns on the

“Quantities Miscellaneous” sheets are required for each variation to indicate the type and location of each SBGR type including treatments by applicable OPSD or MTOD, showing station to station and location, left or right of centreline. Provide offsets if required. For Adjust SBGR, locations where existing channel is to be reinstalled are shown in a separate column with column notation “With Channel”.

For new installations, SBGR is depicted on the contract drawings with the designation

“SBGR”, or “SBGR with Channel”, as appropriate, shown adjacent to the symbol. Detail the station and offset for the start and end of each change in direction and/or offset of SBGR.

For new installations of Type M SBGR, the systems including treatments are depicted

on the contract drawings with the designation “Type M20 SBGR” or “Type M30 SBGR” and the appropriate MTOD number shown adjacent to the symbol. Detail the station and offset for the start and end of each change in type and/or direction and/or offset of Type SBGR.

For retrofit situations where existing SBGR is being extended or partially replaced, the SBGR should be depicted on the contract drawings with the appropriate OPSD number (912.130 or 912.140) such that the new post type will match the existing post type (i.e. steel or wooden). For median installations, double rail SBGR is depicted on the contract drawings with the appropriate OPSD number shown adjacent to the symbol.

Adjust SBGR, end treatments, transitions, structure / concrete barrier connections and anchorage are depicted on the contract drawings with the appropriate OPSD or MTOD number shown adjacent to the symbol.

The SBGR leaving end treatment is depicted on the contract drawings with the OPSD

or MTOD number shown adjacent to the SBGR symbol. Document the SBGR leaving end treatment under the standard item, single rail SBGR. Include full payment for this treatment under this item for the equivalent length of single rail SBGR (up to Post 1). Identify locations of this treatment in the Q-sheets, showing both the beginning and end stations, and left or right of centreline and noting in the location and position column “Leaving End Treatment”.



Document the SBGR or Type M SBGR treatment at culverts with minimal cover under the standard item, single rail SBGR. Include full payment for this treatment under this item for the equivalent length of single rail SBGR. Identify locations of this treatment in the Q-sheets in a column under the applicable OPSD or MTOD reference, showing both the beginning and end stations, and left or right of centreline and noting in the location and position column “Treatment at Culverts with Minimal Cover”. Show the location of the embankment widening on the contract drawings. Show the dimensions of embankment widening on cross-sections. Payment for grading should be made under the appropriate grading items.

For rock cut installation, the length of SBGR installed in rock cut areas shall be listed

in a separate column in the Q-sheet with the heading [Rock installation per MTOD 912.131] and stations shall be noted in the location and position column.

For steel beam installation for entrances and intersecting roadways, specify the curve

radius and angle-of-curve, D. Include the length of rail installation in the tender quantity for the SBGR item. Document the end treatment or terminal system, as applicable, according to the appropriate CDED Chapter B Section.

721-2.9.1 Documentation Accuracy Record station and quantity entries to the nearest whole metre. Record offsets when the installation is not according to standard, and then to 0.1 m

accuracy. Where SBGR is to be mounted beside curb and gutter, document the appropriate offsets in the contract drawings.


DETAIL ESTIMATING STEEL BEAM ENERGY ATTENUATING TERMINAL (SBEAT)

B732 - STEEL BEAM ENERGY ATTENUATING TERMINAL (SBEAT) - OPSS.PROV 732 732-5.1 GENERAL

Various proprietary end terminal systems are available to terminate the ends of steel beam guide rail. OPSS.PROV 732 and applicable Standard Special Provision specifies the systems that are acceptable for the SBEAT item. The contractor selects the type of SBEAT system to be installed as a terminal for SBGR or type of SBEAT Type M system for Type M SBGR. The systems meet the crash test acceptance requirements of NCHRP Report 350, Test Level 3 (TL-3), or AASHTO MASH TL-3, as indicated on the applicable OPSDs or MTODs. Application: 1) End terminal for single-sided median and shoulder installations of SBGR. 2) End terminal for single-sided concrete barrier, provided that the appropriate

SBGR transition to concrete barrier is included. 732-5.2 REFERENCES

CDED B206-1 (Earth Excavation (Grading)) CDED B721-2 (Steel Beam Guide Rail) Roadside Safety Manual Highway Design Bulletin 2005-001 Highway Design Bulletin 2005-002 Highway Design Bulletin 2006-001 Highway Design Bulletin 2008-001 Highway Standards Branch DCSO #2015-02 Highway Standards Branch DCSO #2016-01

732-5.3 TENDER ITEM

Steel Beam Energy Attenuating Terminal System (variation item) 732-5.4 SPECIFICATIONS

The requirements for SBEAT systems are contained in OPSS.PROV 732.

April 2016 Page 1 of 4 B 732


732-5.5 SPECIAL PROVISIONS

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

732-5.6 STANDARD DRAWINGS

Applicable standard drawings are contained in the 900 series of Ontario Provincial Standard Drawings (OPSD) and the Ministry of Transportation of Ontario Drawings (MTOD). Grading requirements are contained in the 200 series of OPSDs. Delineation requirements are contained in the 900 series of OPSDs.

732-5.7 DESIGN

SBEAT systems have been developed as end terminals for single-sided installations of SBGR and SBEAT Type M systems have been developed for installations of Type M SBGR. Where applicable, a transition from SBGR to concrete barrier must not be within the length of the SBEAT. SBEATs are 15.24 m long and contribute 11.4 m to the length-of-need for steel beam guide rail installation. SBEAT Type M systems are 14.3 m long and contribute 10.5 m to the length-of-need for Type M20 and Type M30 steel beam guide rail installations.

SBEAT systems may be installed on horizontal curves with a minimum centreline radius of 190 m. It is desirable to widen the roadway platform and flare the SBEAT away from the shoulder over the length of installation, to reduce the potential of nuisance hits. Flare rates for SBEAT systems are provided in Table 1.



Table 1: Flare Rates for SBEAT Systems

SBEAT Location Flare Rate Offset at Post 1 Notes

Tangent Roadway Horizontal Curve R < 190 m

50:1 305 mm Desirable

Parallel NA When constrained by environmental or property restrictions

Inside of Horizontal Curve R ≥ 190 m 50:1 305 mm Always

Outside of Horizontal Curve R ≥ 420 m 50:1 305 mm Always

Outside of Horizontal Curve 190 m ≤ R < 420 m 50:1 to 25:1 305 to 610 mm Always

Note: Where R is the centreline radius of the roadway.

The granular base and earth or rock slopes for the roadway shall be widened to accommodate the terminal in accordance with the appropriate 200 series OPSD. Grading for SBEAT installations on horizontal curves may exceed the minimum dimensions shown on the OPSDs. Design cross sections shall ensure that the SBEAT can be installed at the appropriate flare rate shown in Table 1. Where the roadway is being widened for installation of the terminal, ensure that drainage requirements are properly addressed.

Designers have the flexibility to extend the length of guide rail installations to a location where desirable grading requirements can be accommodated. Designers also have the flexibility to reduce the desirable grading requirements for new energy attenuating terminal installations when constrained by environmental or property restrictions. This may include reducing the desirable widening behind terminal post 1 and/or increasing the steepness of the slope behind the system to 3:1.

Desirably, the area immediately downstream of the start of the terminal, behind the SBGR, should be traversable and clear for a minimum distance of 22 m long by 6 m wide.

732-5.8 COMPUTATION

This is a Plan Quantity Payment item. The quantity is based on each installation.



The unit of measurement for SBEAT is each. 732-5.9 DOCUMENTATION

The tender item is a variation item. Provide up to three columns (as necessary) on the quantity sheet to indicate whether each SBEAT installation is installed ‘Parallel to Roadway’, at a ‘50:1 Flare’, or at a ‘25:1 Flare’. Enter each SBEAT installation in the “Quantities Miscellaneous” sheets as a separate line entry under the appropriate column heading. Enter the station at the back end of the system (at the interface between the SBEAT and the steel beam guide rail) and indicate location, left or right of centreline. The length of an SBEAT system is 15.24 m and the length of a SBEAT Type M is 14.3 m. Show the locations of the SBEAT system(s) on the contract drawings with “SBEAT” or “SBEAT Type M” (for SBGR Type M) shown adjacent to the symbol. Show the location of the roadway widening on the contract drawings (see section CDED B206-1 for more information) with the appropriate 200 series OPSD number shown adjacent to the terminal. Also, show roadway widening on the cross sections. Payment for all grading shall be made under appropriate grading items. Locations where SBEAT posts and/or other underground hardware require excavation of rock shall be noted in the Q-sheets, as stated in CDED B721-2 and Highway Design Bulletin 2006-001.

732-5.9.1 Documentation Accuracy

Record stations to the nearest whole metre and indicate left or right side of road. The quantity is the number of units required. Record offsets only when the installation is not according to standard and then to 0.1 m accuracy.


DETAIL ESTIMATING PORTABLE TEMPORARY TRAFFIC SIGNALS

B799-7 – PORTABLE TEMPORARY TRAFFIC SIGNALS – SSP 799F07 799-7.1 GENERAL

Portable temporary traffic signals (PTTS) are used where is it necessary to temporarily control traffic by signals, to facilitate construction operations. Examples include reduction to a single lane of traffic for both directions or at intersections with temporarily higher volumes due to traffic detour.

799-7.2 REFERENCES N/A

799-7.3 TENDER ITEMS Portable Temporary Traffic Signals each, normal, PQP

799-7.4 SPECIFICATIONS The requirements for PTTS are covered by Standard Special Provision 799F07.

799-7.5 SPECIAL PROVISIONS N/A

799-7.6 STANDARD DRAWINGS N/A

799-7.7 DESIGN Signal timing and the fill-ins for the Generic Signal Timing Sheet(s) are provided by the Regional Traffic Section. The locations of the PTTS are determined in consultation with the Regional Traffic Section. Locations are shown on the contract drawings or a PHM-125 legal document.


DETAIL ESTIMATING PORTABLE TEMPORARY TRAFFIC SIGNALS

799-7.8 COMPUTATION The PTTS item price includes supply and placement at the initial location, and as many relocations of the PTTS as is required. The contract quantity of PTTS should be the maximum number of PTTS required to be in operation at any time over the contract duration. The quantity is paid as each.

799-7.9 DOCUMENTATION

799-7.9.1 Contract Drawings When PTTS locations are not shown on a PHM-125 drawing, the PTTS locations are shown on the contract drawings, typically on staging drawings. Where multiple PTTS or PTTS relocations are required, the PTTS are numbered on the PHM-125 or the contract drawings as applicable, eg. PTTS-1, PTTS-2, etc. The PTTS station location is shown along with offsets, as measured from the road centreline (control line) to the signal heads.

799-7.9.2 Quantity Sheets Each PTTS is shown on a separate line entry with a quantity of 1 in the applicable column. The PTTS is identified in the Location/Description column by the same identifier used on the PHM-125 or the drawings, eg. PTTS-1, PTTS-2, etc.

799-7.9.3 Documentation Accuracy Stations are rounded to whole numbers. Offsets are shown to 0.1 m accuracy.

799-7.9.4 Non-Standard Special Provisions SSP 799F07 specifies that operation of PTTS shall be permitted between April 1st and November 30th of each calendar year. When operation before April 1st or after November 30th is required, the requirements must be specified with reference to the specific PTTS. This will require modification of SSP 799F07. Where MTO supplies the PTTS, the PTTS is listed in the Schedule of Materials to be Supplied by the Ministry and SSP 799F07 is modified with additional details.


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 OPSS 1005 Aggregates – Streambed Material

820.3 TENDER ITEMS Riffles by m2, normal, PQP

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

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

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

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.

March 2016 Page 1 of 4 B820


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 toB823 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 The unit of measurement for riffles is the 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 location of riffles is documented on Miscellaneous 1 Q-Sheets. Locations are identified by station, or other location referencing, and the unique identifiers used on the contract drawing. The square metre quantity is entered in the appropriate Q-sheet column for each riffle location. The column entries are totaled and transferred to the Form of Tender.



820.9.3 Documentation Accuracy Stations and offsets are recorded to an accuracy of 0.1 metres. Quantities are recorded to an accuracy of 0.1 m2.


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.


821.3 TENDER ITEMS Pools by m2, normal, 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 The unit of measurement for pools is the 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.

821.9.2 Quantity Sheets

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

821.9.3 Documentation Accuracy Stations and offsets are recorded to an accuracy of 0.1 metres. Quantity entries are recorded to an accuracy of 0.1 m2.

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.


822.3 TENDER ITEMS Rocky Ramps by m2, normal, 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 The unit of measurement for rocky ramps is the 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 location of rocky ramps is documented on Miscellaneous 1 Q-Sheets. Locations are identified by station, or other location referencing, and the unique identifiers used on the contract drawing. The square metre quantity is entered in the appropriate Q-sheet column for each rocky ramp location. The column entries are totaled and transferred to the Form of Tender.

822.9.3 Documentation Accuracy Stations and offsets are recorded to an accuracy of 0.1 metres. Quantities are recorded to an accuracy of 0.1 m2.

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.


823.3 TENDER ITEMS Low Flow Channel by m, normal, PQP Low Flow Channel by tonnes, normal

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 The unit of measurement for low flow channel is the metre, when streambed material is not required. 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 measurement 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.



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

823.9.3 Documentation Accuracy Stations, offsets, and quantity entries are recorded to an accuracy of 0.1 metres.


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.


824.3 TENDER ITEMS Baffles in a Culvert by each, normal, 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 The unit of measurement 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 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 column entries are totaled and transferred to the Form of Tender.

824.9.3 Documentation Accuracy Stations and quantity entries are recorded in whole numbers.


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, APRIL 2010 - Ontario Provincial Standards and Definitions

Apr 2016 Apr 28, 2016

100F06 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Ontario Provincial Standards

Sep 2011 Sep 29, 2011

100F08 PROTECTION OF PUBLIC TRAFFIC - Restrictions on Construction Operations

Mar 2012 Apr 26, 2012

100S14 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Delays - Species at Risk

Jun 2010 Jun 17, 2010

100S15 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Utilities and Maintaining Roadways and Detours

Feb 2016 Feb 4, 2016

100F21 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Indemnification Requirements Concerning The Canadian Pacific Railway Company

May 2010 May 20, 2010

100S22 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Indemnification and Insurance Requirements Concerning the Canadian National Railway Company

May 2010 May 20, 2010

100F28 AMENDMENT TO THE MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Property, Aircraft and Watercraft, Boiler, and Equipment Insurance

May 2010 May 20, 2010

100S53 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Payment Adjustment For Changes In The Fuel Price Index

Apr 2014 May 8, 2014

100S55 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Definitions and Clarification and Claims

Feb 2016 Feb 4, 2016

100S59 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Permits to Take Water

Apr 2012 Apr 26, 2012

100S60 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Use of Unlicensed Vehicles, Use of Pile Driving Equipment, and Stockpiling of Material on Bridges

Feb 2016 Mar 03, 2016

100S62 (ATMS)

AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - ATMS Definitions, Substantial Performance, and Advance Payments for Materials

May 2010 May 20, 2010

100S64 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Taxes and Duties

May 2010 May 20, 2010

100S66 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Owner Audit

Jul 2010 Oct 14, 2010

100S67 AMENDMENT TO MTO GENERAL CONDITIONS OF CONTRACT, APRIL 2010 - Multi-Support Point Scaffolding System

Jun 2013 Jun 20, 2013

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

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

April 2016 Page 1 of 13 E3-1



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, NOVEMBER 2015 - Timing of In-Water Works, Oversight Requirements, and Measures to Avoid Harm to Fish

Dec 2015 Dec 17, 2015

103F01 AMENDMENT TO OPSS 313, APRIL 2007 - Construction Specification for Hot Mix Asphalt - End Result

Sep 2015 Sep 17, 2015

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

Dec 2014 Dec 18, 2014

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

Jul 2015 Sep 17, 2015

106S05 (ATMS)

AMENDMENT TO OPSS 106, NOVEMBER 2012 - ATMS Definitions, Materials, and Construction

Feb 2013 Mar 7, 2013

106S06 (ELEC)

AMENDMENT TO OPSS 106, NOVEMBER 2012 - Work to be Coordinated with Others and Maintenance of Traffic Signal Systems

Nov 2014 Dec 18, 2014

106S15 (ELEC)

AMENDMENT TO OPSS 615, NOVEMBER 2008 - Steel Reinforcement and Poles

Nov 2015 Dec 17, 2015

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

Apr 2016 Apr 28, 2016

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

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

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

109S55 AMENDMENT TO OPSS 903, NOVEMBER 2009 - Driving Shoes and Rock Points, and Certificate of Conformance

Jun 2014 Jul 10, 2014

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

Apr 2016 Apr 28, 2016

110F14 INFORMATION TO BIDDERS REGARDING AGGREGATE SOURCES - General

Jun 2012 Jul 5, 2012

111S03 AMENDMENT TO OPSS 1153, NOVEMBER 2007 Dec 2014 Dec 18, 2014

111S04 AMENDMENT TO OPSS 1152, NOVEMBER 2007 Dec 2014 Dec 18, 2014

111S05 AMENDMENT TO OPSS 1103, NOVEMBER 2012 - Material Specification for Emulsified Asphalt

Oct 2015 Dec 17, 2015

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

Feb 2015 Feb 26, 2015

111F11 AMENDMENT TO OPSS 1151, APRIL 2007 - Material Specification for Superpave and Stone Mastic Asphalt Mixtures

Dec 2014 Dec 18, 2014

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

Feb 2008 Feb 14, 2008

112S09 AMENDMENT TO OPSS 1202, NOVEMBER 2008 - Laminated Bearings and Tolerances

Mar 2015 Apr 23, 2015

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

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

Apr 2016 Apr 28, 2016

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 Dec 2014 Dec 18, 2014

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 Material

Mar 2012 Apr 26, 2012

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 Dec 2005 Dec 21, 2005

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

Dec 2006 Jan 25, 2007

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 AVAILABLE DIGITAL INFORMATION, DURING ADVERTISING AND CONSTRUCTION - Availability of Drawings and Digital Files for Viewing

Apr 2012 Apr 26, 2012

199S62 FREEWAY PAVING OPERATIONS May 2010 May 20, 2010

199F63 NAVIGABLE WATERS PROTECTION Mar 2012 Apr 26, 2012

199S64 GENERAL REQUIREMENTS FOR REFEREE TESTING Apr 2015 Apr 23, 2015

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

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., (Same), FROM STOCKPILE - Item No. - Application of Binder, Binder Sampling, Determination of Binder and Aggregate Application Rates, Quality Assurance and Price Adjustments

Jan 2008 Feb 14, 2008

305S02 GRANULAR SEALING - Item No. - Amendment to OPSS 305, March 1998 - Construction Specification for Granular Sealing

Jan 2016 Jan 28, 2016

308F02 TACK COAT - Item No. - Amendment to OPSS 308, April 2012 Jan 2013 Mar 7, 2013

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, September 1996 - Construction Specification for Hot In-Place Recycling and Hot In-Place Recycling with Integral Overlay

Mar 2015 Apr 23, 2015

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

Sep 2011 Sep 29, 2011

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

Apr 2016 Apr 28, 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

Dec 2014 Dec 18, 2014

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

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

Apr 2016 Apr 28, 2016

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

Jan 2009 Mar 12, 2009

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

Feb 2013 Mar 7, 2013




615S01 (ELEC)

WOOD POLES, DIRECT BURIED IN ROCK - Item No., (Same) (TEMPORARY) - Item No. - Amendment to OPSS 615, November 2008 - Pole Hardware and Accessories

Jan 2009 Mar 12, 2009

615S02 (ELEC)

STEEL POLES, BASE MOUNTED -Item No., (Same) (TEMPORARY) - Item No. - Amendment to OPSS 615, November 2008 and OPSS 2423, November 2010

Jun 2011 Jul 21, 2011

615S03 (ELEC)

SECTIONAL STEEL POLES, (VARIOUS) – Item No., (Same) (TEMPORARY) - Item No. - Amendment to OPSS 615, November 2008

Dec 2011 Mar 15, 2012

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

620S04 (ELEC)

(VARIOUS) SIGNAL HANGERS - Item No., (VARIOUS) DOUBLE ARM BRACKETS - Item No., (VARIOUS) SIGNAL HEADS - Item No., TRAFFIC SIGNAL EQUIPMENT MODIFICATIONS - Item No. - Construction Specification for Traffic Signal Equipment

Jul 2011 Jul 21, 2011

621S01 (ELEC)

FLASHER BEACONS (VARIOUS) - Item No., SIGN LIGHT ASSEMBLIES FOR KEEP RIGHT SIGNS - Item No., (Same) (TEMPORARY) - Item No., INTERNALLY ILLUMINATED SIGNS - Item No., (Same) (TEMPORARY) - Item No., FLASHER MECHANISM - Item No., (Same) (TEMPORARY) - Item No. - Amendment to OPSS 621, September 1984

Jul 2011 Jul 21, 2011

622F01 (ELEC)

TRAFFIC SIGNAL CONTROLLERS - Item No. - Amendment to OPSS 622, September 1993

Feb 2016 Mar 03, 2016

622F02 (ELEC)

TRAFFIC SIGNAL CONTROLLERS (Temporary) - Item No. - Amendment to OPSS 622, September 1993

Dec 2011 Mar 15, 2012

623F01 (ELEC)

DETECTOR LOOPS - Item No., (Same) (TEMPORARY) - Item No., PROBE DETECTORS - Item No., (Same) (TEMPORARY) - Item No., PEDESTRIAN PUSHBUTTONS - Item No., (Same) (TEMPORARY) - Item No., ACCESSIBLE PEDESTRIAN SIGNALS - Item No., (Same) (TEMPORARY) - Item No.; NON-INTRUSIVE DETECTION SYSTEM – Item No.; (Same) (TEMPORARY) – Item No - Amendment to OPSS 623, January 1990

Nov 2014 Dec 18, 2014

623S02 (ELEC)

PREFABRICATED LOOPS - Item No., TRAFFIC COUNTING STATION - Item No. - Amendment to OPSS 623, January 1990

Feb 2013 Mar 7, 2013

630F02 (ELEC)

(25m, 30m, 35m, 40m, 45m) SECTIONAL STEEL HIGH MAST LIGHTING POLES AND EQUIPMENT - Item No. - Amendment to OPSS 630, November 2012 and OPSS 2471, November 2008

Feb 2013 Mar 7, 2013

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

Mar 2012 Apr 26, 2012

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, September 1993

Feb 2013 Mar 7, 2013

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, January 1990

Apr 2016 Apr 28, 2016

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 ATMS EQUIPMENT - Item No. - Amendment to OPSS 610, November 2008

Feb 2009 Mar 12, 2009

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

May 2015 Jun 25, 2015

682S27 (ATMS)

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

Sep 2007 Jan 24, 2008

682S28 (ATMS)

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

Nov 2013 Dec 5, 2013

682S29 (ATMS)

MAGNETIC DETECTORS - Item No. - Requirements for Installation and Testing of Magnetic Detectors

Jul 2009 Jul 23, 2009

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

682S31 (ATMS)

MAGNETIC DETECTOR CARDS - Item No. - Requirements for Installation and Testing of Magnetic Detector Cards

Feb 2009 Mar 12, 2009

682S32 (ATMS)

EXTRA LOW VOLTAGE CABLES FOR MAGNETIC DETECTORS, IN DUCTS - Item No., (Same) (TEMPORARY) - Item No. - Amendment to OPSS 604, November 2013

Feb 2014 Mar 27, 2014

682S33 (ATMS)

FLEXIBLE DUCTS BY SUBSURFACE INSTALLATION FOR MAGNETIC DETECTORS - Item No., RIGID DUCTS, CONCRETE ENCASED FOR MAGNETIC DETECTORS - Item No. - Amendment to OPSS 603, November 2015

Feb 2016 Mar 03, 2016

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

683S21 (ATMS)

LEASED LINE MODEMS - Item No. - Requirements for Supply and Installation of Leased Line Modems

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

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

684S03 (ATMS)

OUTDOOR PAN / TILT UNITS - Item No. - Requirements for Installation of an Outdoor Pan/Tilt Drive Unit, Cableguard, and Pole Cap Bracket

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

706S01 TRAFFIC CONTROL SIGNING - Item No. - Amendment to OPSS 706, November 2011 - Remote Controlled (RC) Flagman

Sep 2011 Sep 29, 2011

706F02 TRAFFIC CONTROL SIGNING - Item No. - Amendment to OPSS 706, November 2010

Sep 2011 Sep 29, 2011

706F03 TEMPORARY ADVANCE INFORMATION SIGNS (TC-64) - Item No. - Amendment to OPSS 706, November 2010

Apr 2016 Apr 28, 2016




706F04 PVMS (TEMPORARY) - Item No., PVMS, RELOCATION - Item No. - Amendment to OPSS 706, November 2010

Jan 2013 Mar 7, 2013

706F05 TRAFFIC CONTROL SIGNING - Item No. - Amendment to OPSS 706, November 2010 - Use of Portable Lane Control Signals (PLCS)

Jan 2015 Feb 26, 2015

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

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

Jan 2016 Jan 28, 2016

732S02 STEEL BEAM ENERGY ATTENUATING TERMINAL SYSTEM - Item No. - Amendment to OPSS 732, November 2014 - SoftStop Terminal System and SBEAT System Mounting Heights

Apr 2016 Apr 28, 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

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 ECCENTRIC LOADER TERMINAL SYSTEM – Item No., CONNECTICUT IMPACT ATTENUATION SYSTEM – Item No., CCAT SYSTEM – Item No., SBEAT SYSTEM – Item No., ENERGY ATTENUATOR - (VARIOUS) – Item No. PERMANENT REACT 350 – Item No., TCB RESTRAINT SYSTEM - (VARIOUS) - Certification of Safety Items

Jan 2016 Jan 28, 2016

799F07 PORTABLE TEMPORARY TRAFFIC SIGNALS – Item No. - Construction Specification for Portable Temporary Traffic Signals

Mar 2016 Apr 28, 2016

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

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

Dec 2014 Feb 26, 2015

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 2009 - Requirements for Elastomeric Bearings

Apr 2016 Apr 28, 2016

922S03 BEARINGS - Item No. - Amendment to OPSS 922, November 2009 May 2013 Jun 20, 2013

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

Dec 2014 Dec 18, 2014

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

Feb 2013 Mar 7, 2013

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 2013 Mar 7, 2013

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, APRIL 2010 Special Provision No. 100S02 April 2016

Ontario Provincial Standards and Definitions Subsection GC 1.04, Ontario Provincial Standards, is amended as follows: Paragraph .01 is amended by the addition of the following exception: a) Reference to OPSS 127 means the version that is current at the time the work is carried out. Paragraph .03 is added: .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 601 means OPSS 106 OPSS 502 means OPSS 102 OPSS 1150 means OPSS.PROV 1151

Paragraph .04 is added: .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 610 dated November 2008 means OPSS 610 November 2008 (Reissued November 2010) OPSS 615 dated November 2008 means OPSS 615 November 2008 (Reissued November 2010)

Paragraph .05 is added: .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.

April 2016 Page 1 of 2 SSP 100S02

Paragraph .06 is added: .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 1J8

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 1J8

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 1J8

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 1J8

Subsection GC 1.07, Definitions, is amended as follows: The definition for “Regional Contracts Office” is deleted in its entirety and the definition for “Contract Bulletin” is deleted in its entirety and replaced with the following: Contract Bulletin means a publication of MTO on the MTO’s website www.raqs.merx.com. Subsection GC 1.07, Definitions, is further amended by the addition of the following definitions: Extra Work means Change in the Work. Regional Operations Office means the Operations Office in the MTO Region administering the Contract. Subsection GC 1.09, Interpretation of Certain Words, is amended by the addition of the following: .03 The words “Regional Contracts Office” shall mean Regional Operations Office.


http://www.raqs.merx.com/

AMENDMENT TO OPSS 710, NOVEMBER 2010

Special Provision No. 107S02 April 2016

Sample and Application Requirements 710.04 DESIGN AND SUBMISSION REQUIREMENTS 710.04.01 General Subsection 710.04.01 of OPSS 710 is deleted in its entirety. 710.07 CONSTRUCTION 710.07.01 General Subsection 710.07.01 of OPSS 710 is amended by deleting the second paragraph in its entirety and replacing it with the following: Pavement marking and symbols shall be applied according to the Contract Drawings, when provided, and the Ontario Traffic Manual (OTM). 710.07.09 Application 710.07.09.01 General Clause 710.07.09.01 of OPSS 710 is amended by the addition of the following after the first paragraph: Lane lines, continuity lines and edge lines on tangent sections of constant width shall be placed parallel to one another, maintaining their correct offset from the edge of pavement and from one another and shall be straight and true. Markings placed to delineate changes in the number of lanes, variations in roadway width or adjustments in lane width shall be straight and true. Markings placed on curves shall accurately follow the change in direction prescribed by the roadway. Transition from adjacent tangent sections shall occur smoothly and at a constant rate over the specified distance. Markings shall always maintain the specified lane width. Where longitudinal pavement joints and markings coincide, the markings shall be uniformly offset a minimum of 50 mm, to a maximum of 150 mm. 710.07.09.04 Thermoplastic Pavement Marking Material Clause 710.07.09.04 of OPSS 710 is amended by the deletion of the last sentence of the first paragraph.


Section 710.07 of OPSS 710 is amended by the addition of the following subsection: 710.07.10 Sampling and Delivery of Samples Samples shall be obtained in the presence of the Contract Administrator. Sampling of pavement marking materials shall be according to Table A. Samples of traffic paints shall not be thinned or heated. The material shall be well mixed and homogeneous and shall be acquired approximately mid-way through the operation. The sample container shall be filled within 5 mm of the bottom of the lid rim. The sample data label (PH-CC-360) shall be completed and submitted with each sample. The Contractor shall deliver the samples to: Manager, Concrete Section, Room 15, 145 Sir William Hearst Avenue, Downsview, Ontario, M3M 1J8. If any sample fails to conform to specification, the material shall be removed where required, and replaced at the Contractor's expense.

TABLE A Pavement Marking Material Sampling

Material Sample Size

Container Material

Source Frequency

Organic solvent based traffic paint

125 ml Metal Outlet valve (not spray gun)

Daily or from each manufacturer’s batch used, for each colour applied.

Water borne traffic paint

125 ml Plastic or plastic lined

Outlet valve (not spray gun)

Daily or from each manufacturer’s batch used, for each colour applied.

Field reacted polymeric materials

- Resin * 250 g Metal or plastic Pail Daily or from each manufacturer's batch used, prior to addition of catalyst.

- Catalyst * (50 g) Metal or plastic Pail Daily.

Glass beads 250g Metal or plastic Bead gun Daily during application.

Preformed tape 1 m Container not required

Roll Daily or from each manufacturer's batch.

Thermoplastic materials

250 g Steel panel Applicator ** Daily or from each manufacturer's batch.

* Material type and manufacturer's mixing ratio of each unmixed material should be indicated on container. ** An 8 cm x 8 cm raw sample of the thermoplastic material can be substituted for the coated panel sample.


710.08 QUALITY ASSURANCE 710.08.01 General Subsection 710.08.01 of OPSS 710 is deleted and replaced with the following: The samples of the pavement marking materials supplied to the Ministry will be tested for conformance with the requirements in the Materials section.


AMENDMENT TO OPSS 1003, APRIL 2013


OPSS 1003, April 2013, Material Specification for Aggregates - Hot Mix Asphalt is deleted in its entirety and replaced with the following: 1003.01 SCOPE This specification covers material requirements for aggregates for use in hot mix asphalt (HMA). 1003.02 REFERENCES This specification refers to the following standards, specifications, or publications: Ontario Provincial Standard Specifications, Construction OPSS 313 Hot Mix Asphalt – End Result Ontario Provincial Standard Specifications, Materials OPSS 1001 Aggregates - General Ontario Ministry of Transportation, Publications MTO Laboratory Testing Manual: LS-282 Quantitative Extraction of Asphalt Cement and Analysis of Extracted Aggregate From

Bituminous Paving Mixtures LS-312 Fractionation of Unextracted Reclaimed Asphalt Pavement (RAP) and Hot Mix Aggregates for

Testing or Incorporation in Other Test Samples LS-601 Material Finer than 75µm Sieve in Mineral Aggregates by Washing LS-602 Sieve Analysis of Aggregates LS-604 Relative Density and Absorption of Coarse Aggregate LS-606 Soundness of Aggregate by Use of Magnesium Sulphate LS-608 Percent Flat and Elongated Particles in Coarse Aggregate LS-609 Petrographic Analysis of Coarse Aggregate LS-613 Determination of Insoluble Residue of Carbonate Aggregates LS-614 Freezing and Thawing of Coarse Aggregates LS-616 Petrographic Analysis of Fine Aggregate LS-618 Resistance of Coarse Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus LS-619 Resistance of Fine Aggregate to Degradation by Abrasion in the Micro-Deval Apparatus LS-625 Guidelines for Sampling of Granular Materials LS-629 Uncompacted Void Content of Fine Aggregate LS-630 Determination of Amount of Contamination of Coarse Aggregate LS-631 Qualitative Determination of Presence of Plastic Fines in Aggregates Designated Sources for Materials (DSM) DSM #3.05.25 Asphalt - Aggregates: Coarse for Superpave 12.5 FC1, Superpave 12.5 FC 2, HL1, DFC;

Fine for Superpave 12.5 FC 2, DFC


MTO Forms: PH-D-10 Aggregate Sample Data Sheet ASTM International D 4791-10 Standard Test Method for Flat Particles, Elongated Particles or Flat and Elongated

Particles in Coarse Aggregate D 5821-01(2006) Standard Test Method for Determining the Percentage of Fractured Particles in Coarse

Aggregate American Association of State Highway and Transportation Officials (AASHTO) T 176-08 Standard Method of Test for Plastic Fines in Graded Aggregates and Soils by Use of the Sand

Equivalent Test 1003.03 DEFINITIONS For the purpose of this specification, the following definitions apply: Aggregate means as defined in OPSS 1001. Air-Cooled Blast Furnace Slag means the material resulting from solidification of molten blast-furnace slag under atmospheric conditions. Subsequent cooling may be accelerated by application of water to the solidified surface. Bench means a relatively horizontal ledge or platform in a quarry that forms a single level of operation above which rock is excavated from a contiguous face. Chip Product means an aggregate co-product from the crushing operation with 100% passing the 9.5 mm sieve, predominantly passing the 4.75 mm sieve and retained on the 2.36 mm sieve. Coarse Aggregate means that portion of aggregate material retained on the 4.75 mm or larger sieve when tested according to LS-602. Consensus Property means an aggregate property required for use in a Superpave mix. Copper Slag means the non-metallic product resulting from the production of copper. Duplicate Samples means two samples taken at the same time and location, one to be used for Quality Assurance testing and the other for Referee testing. Equivalent Single Axle Load (ESAL) means equating the damage to a pavement structure caused by the passage of a non-standard axle load to a standard 80 kN axle load. Fine Aggregate means that portion of aggregate material passing the 4.75 mm sieve when tested according to LS-602. Hot Mix Asphalt (HMA) means as defined in OPSS 313. Nickel Slag means the non-metallic product resulting from the production of nickel.


Physical Property means an inherent attribute or feature of an aggregate material. Tests are carried out to determine an aggregate’s resistance to weathering and/or degradation. Aggregate production processes generally do not affect physical properties. Quality Assurance (QA) means as defined in OPSS 313 Reclaimed Asphalt Pavement (RAP) means as defined in OPSS 313. Roof Shingle Tabs (RST) means as defined in OPSS 313. Steel Slag means the non-metallic product resulting from the production of steel in a basic oxygen furnace or an electric arc furnace. Stone Mastic Asphalt (SMA) means as defined in OPSS 313. Superpave (Superpave™) means as defined in OPSS 313. 1003.05 MATERIALS 1003.05.01 General Aggregates shall be according to OPSS 1001 and shall meet all of the requirements of this specification when tested using the applicable MTO, AASHTO, and ASTM test methods identified herein. Except as noted below or elsewhere in the Contract Documents, aggregates may be sands, gravels, quarried rock, the aggregate portion of RST, or the aggregate portion of RAP, provided that the source or sources are of such nature and extent to ensure acceptable processed aggregates of a consistent gradation and quality. When any change in the character of the aggregate occurs or when the performance of aggregate meeting the requirements of this specification is found to be unsatisfactory, use of the aggregate shall be discontinued until a reappraisal by the Contractor, with the approval of the Contract Administrator, proves the source to be satisfactory. Steel slag, air-cooled blast furnace slag, nickel slag and copper slag shall not be used in HMA. RAP containing steel slag aggregate, RST containing asbestos, and post-consumer shingle material shall not be permitted. RAP used in an HMA surface or binder course mix shall be comprised of aggregates that, when combined with all of the other aggregates in the mix, will meet the Owner’s physical property requirements specified in Table 5. The need for, type of and application of anti-stripping additive shall be, as specified elsewhere in the Contract Documents. For Superpave 12.5FC 1, the coarse aggregates in the mix shall be produced from crushed bedrock material or gravel supplied from sources named on the DSM #3.05.25. For Superpave 12.5FC 2, both the coarse and fine aggregates in the mix shall be produced from crushed bedrock material supplied from sources named on DSM #3.05.25. Coarse aggregate for Superpave 12.5FC 2 may be obtained from a different source than the fine aggregate. When RAP is used in Superpave 12.5FC 2, the coarse aggregate portion of the RAP may be derived from different sources. In all other cases, blending of coarse aggregates for Superpave 12.5FC 2 from different sources shall not be permitted. Blending of fine


aggregates for Superpave 12.5FC 2 from different sources is permitted provided that aggregate fraction retained on the 4.75 mm sieve as part of the blended fine aggregate comprise less than 20% by mass of the total amount of coarse aggregate. For SMA surface courses, both the coarse and fine aggregates shall be produced from crushed bedrock supplied from sources shown in Table 1. Both the coarse and fine aggregates shall be obtained from the same source except where aggregate is derived from RST. Chip products shall be derived: a) For Superpave 12.5FC 2, SMA 12.5 or SMA 9.5, from the same source as the primary coarse aggregate

used in the mix; or b) For Superpave 12.5FC 1, from an aggregate source listed on DSM #3.05.25; or c) For all other mixes, either from an aggregate source listed on DSM #3.05.25 or from the same source and

of the same lithology as a coarse aggregate that is being used the mix. Filler shall consist of mineral filler, hydrated lime, Portland cement, or other material as specified and currently approved by the Owner for use in HMA. For SMA, the filler shall be mineral filler. Mineral filler shall be produced from rock sources acceptable for coarse aggregates meeting the physical property requirements shown in Table 3. Mineral filler shall be sufficiently dry that it flows freely, be free from agglomerations, be non-plastic according to LS-631, as well as inert. Mineral filler shall also meet the following gradation requirements according to LS-601 and LS-602: a) 100% passing the 600 µm sieve. b) Not less than 70% passing the 75 µm sieve. In addition, the mineral filler for SMA mixes shall be of gradation and properties to be capable of producing asphalt mortar properties meeting the appropriate requirements as specified elsewhere in the Contract Documents. 1003.05.02 Gradation Each individual fine and coarse aggregate component shall be graded so that when combined with all other aggregates including RAP and/or RST, the overall gradation of the HMA specified in the Contract Documents is consistently being met. 1003.05.03 Physical Property Requirements Each aggregate component of the mix shall be composed of clean, hard, durable particles. With the exceptions of RAP and RST, the individual aggregate components of the mix shall be properly proportioned and blended, in accordance with the mix design. The fraction of the combined aggregates passing the 4.75 mm sieve shall meet the physical property requirements specified in Table 2.


The fraction of the combined aggregates retained on the 4.75 mm sieve shall meet the physical property requirements specified in Table 3 for surface course mixes and Table 4 for binder or levelling course mixes, respectively. In addition to the physical property requirements for the combined aggregate components described above, the combined fine and coarse aggregate fractions extracted from samples of HMA shall also meet the applicable physical property requirements specified in Table 5. 1003.05.04 Consensus Property Requirements The fraction of the combined aggregates passing the 4.75 mm sieve, including aggregates derived from RAP or RST or both, each of which have been properly fractionated in accordance with LS-312 then proportioned and blended in accordance with the mix design, shall meet the consensus property requirements for AASHTO T 176 and LS-629 given in Table 6 for the traffic category specified elsewhere in the Contract Documents. However, for AASHTO T 176 only, any fine aggregate that is derived from RAP or RST or both shall be excluded. The fraction of the combined aggregates retained on the 4.75 mm sieve, including aggregates derived from RAP or RST or both, each of which have been properly proportioned and blended in accordance with the mix design, shall meet the consensus property requirements according to ASTM D4791 and ASTM D5821 given in Table 6, for the traffic category specified elsewhere in the Contract Documents. 1003.07 PRODUCTION 1003.07.01 Aggregate Processing, Handling, and Stockpiling Aggregates separated during processing, aggregates secured from different sources, and aggregates from the same source, but of different gradation, shall be stockpiled separately. When screenings from primary and secondary crushers are produced separately, they shall be stockpiled separately. Aggregates that have become mixed with foreign material of any description, or aggregates from different stockpiles that have become mixed with each other, shall not be used and shall be removed from the stockpile immediately. Aggregates shall be retained in stockpiles for at least 24 hours prior to use. Suitable stockpile locations are the site of mixing of the HMA, the aggregate source, or any other location acceptable to the Contract Administrator. 1003.08 QUALITY ASSURANCE 1003.08.01 General A laboratory designated by the Owner shall carry out QA testing for purposes of ensuring that the aggregates used in the Work conform to the physical property, consensus property, and gradation requirements of this specification. With the exceptions of RAP and RST and unless otherwise noted, QA testing will be conducted on combined samples prepared from individual QA samples by splitting off sufficient quantities of each individual aggregate component, based on percentages stated in the HMA mix design and the overall combined quantity required for testing.


When an anti-stripping additive is used, test samples for physical property requirements shall be taken prior to the addition of the anti-stripping additive. If this is not practical for samples that are coated in hydrated lime, the lime shall be removed by washing prior to testing. In this case, the requirements for LS-601 are waived. The Owner shall be responsible for all costs associated with testing for QA purposes, unless otherwise indicated in this specification. Test results shall be forwarded to the Contractor, as they become available 1003.08.02 Alternative to LS-614 LS-614 shall be used for acceptance, unless written notification to the Contract Administrator to replace it with LS-606 for acceptance is received prior to sampling of the applicable materials for QA purposes. Provided that the Contract Administrator has received such a request, LS-606 shall be used. Otherwise, conformance to LS-614 shall be required. When notification to replace LS-614 is received after QA testing using LS-614 has been initiated, the Contractor shall be charged $600.00 for each test initiated, which includes the cost of the testing using LS-614, administrative charges, and additional sampling, if required. 1003.08.03 Sampling Unless otherwise specified, all QA aggregate samples shall be taken at the hot mix plant from individual stockpiles, according to the Stockpile Method clause. Each QA sample shall be treated as discrete samples and not combined or blended with any other sample. In the absence of individual stockpiles at the plant, QA samples shall be taken at the aggregate source. All samples shall be duplicate samples. The Contractor shall provide new or clean sample bags or containers that are constructed to prevent the loss of any part of the material or contamination or damage to the contents during shipment. Metal or cardboard containers are unacceptable for samples of aggregates. QA samples shall be identified both inside and outside of the sample container. Data to be included with QA samples shall be according to MTO Form PH-D-10. The Contract Administrator shall seal each QA sample container at the time and place of sampling. During production, the following minimum number of random samples shall be obtained for every lot of 20,000 tonnes or part thereof of each HMA mix produced: a) One set of duplicate QA samples of each aggregate used in the mix, including chip products; b) One duplicate sample of HMA; c) One duplicate sample of RAP, if RAP is used in the mix; and d) One duplicate sample of RST, if RST is used in the mix. In the event that the Contractor is unavailable to take any of the samples, no further materials shall be placed in the Work until the samples have been taken. In addition to the duplicate samples taken for QA purposes, at the request of the Contract Administrator, a third sample shall be taken for Superpave 12.5FC 1, Superpave 12.5FC 2, SMA 9.5, and SMA 12.5 aggregates at the time the QA samples are taken. These additional samples shall be shipped, no later than one


Business Day from the date of sampling to the MTO Soils and Aggregates Section, Materials Engineering and Research Office, Room 15, 145 Sir William Hearst Avenue, Downsview, Ontario M3M 1J8. During the production of each lot of SMA surface course mix, at the request of the Contract Administrator, random samples of both the mineral filler and the baghouse fines, shall be taken and shipped no later than one Business Day from the date of sampling to the MTO Soils and Aggregates Section at the address provided in the paragraph above. Each sample shall be shipped in a triple-sealed metal container of suitable size, which shall be properly identified, and shall include the contract number, name of the Contractor, highway number, lot number, and the contact information of the person who conducted the sampling. The Contractor shall deliver all samples to the designated QA laboratory in a condition that is suitable for testing. One of each of the duplicate QA samples shall be randomly selected for testing by the QA laboratory. The QA laboratory shall retain the remaining samples for referee testing, if required. 1003.08.04.01 Sample Size The mass of the each QA sample shall meet the requirements shown in Table 7. When more than 30 kg of material is required, the total sample shall be recombined prior to testing. 1003.08.04.02 Stockpile Method The stockpiles from which the QA samples are to be taken shall contain a minimum quantity of 500 tonnes of each aggregate, or at least 10% of the total quantity of aggregate needed for each HMA mix, unless otherwise directed by the Contract Administrator. QA sampling from stockpile shall be according to LS-625. 1003.08.05 Acceptance The aggregates within a lot of HMA shall be deemed to be acceptable if all of the test results for the aggregates representing that lot meet all applicable requirements of this specification. If QA test results of an aggregate sample representing a lot of HMA do not meet all of the requirements of this specification, then a reduced price payment of 10% of the tender price shall be given for each tonne of HMA left in the Work that includes any of the aggregates within that lot, as long as the applicable test results for that sample: a) Do not exceed the requirement for LS-614, or LS-606 if it has been accepted by the Owner as an

alternative to LS-614, by more than 25% of the specified value. b) Do not exceed the requirement for LS-618 by more than 10% of the specified value. c) Do not exceed the requirement for LS-619 by more than 15% of the specified value. d) Meet all other requirements of this specification. If QA test results of an aggregate sample representing a lot of HMA do not meet the requirements listed above, then all of the aggregates within that lot shall be considered rejectable and any HMA that includes those aggregates shall be removed from the Work at no cost to the Owner. Irrespective of a reduced price payment, the warranty provisions of the Contract Documents shall apply.


1003.08.06 Referee Testing The Contractor may invoke referee testing for one or more attributes by submitting a written request to the Contract Administrator, within 5 Business Days following notification that an aggregate sample representing a lot of HMA does not meet the requirements of this specification. Referee testing shall be carried out, as specified herein and elsewhere in the Contract Documents. The retained duplicate QA samples shall be used for referee testing. All referee test results for a lot shall replace the respective QA tests for acceptance of the applicable lot and shall be binding on both the Owner and the Contractor. If a lot is not accepted at full payment based on the referee test results, then the Contractor shall be responsible for the cost of the referee testing of that lot, including the cost of transporting the samples to the referee laboratory, at the rates specified elsewhere in the Contract Documents. In all other cases, the Owner shall bear the cost of the referee testing and the cost of transporting the samples of that lot.

Table 1 SMA Surface Courses - Coarse and Fine Aggregate Sources

Source Name Inventory Number Owner Methuen Township Quarry B02-071 MRT Aggregate Incorporated Brockville Quarry B15-039 Lafarge Canada Incorporated Rosewarne Quarry B17-013 Fowler Construction Company Limited Bruce Mines Quarry B22-072 Ontario Trap Rock – Bruce Mines Limited Havelock Quarry C01-054 Drain Brothers Excavating Limited Marmora Quarry C01-058 Aecon Construction and Materials Limited Rideau Road Quarry O05-067 R.W. Tomlinson Limited Boyce Quarry O05-070 Dibblee Paving and Materials Limited Ottawa Quarry O05-072 Aecon Construction and Materials Limited Hawthorne Quarry O05-155 Lafarge Canada Incorporated


Table 2 Physical Property Requirements for Combined HMA Aggregates in Surface, Binder

and Levelling Courses - Fraction Passing the 4.75 mm Sieve (Note 1) MTO Laboratory

Test Number MTO

Laboratory Test SMA 9.5 & 12.5; and Superpave 12.5FC 2

Superpave 12.5FC 1

SMA 19.0 and Superpave 4.75, 9.5, 12.5, 19.0, 25.0 & 37.5

LS-619 Micro-Deval Abrasion, % maximum loss

(Note 2)

15 20 25 LS-631 Plastic Fines NP NP NP

Notes: 1. The aggregate used for the following tests shall be prepared by first splitting off sufficient quantities of each of the

aggregate components, based on their individual percentages stated in the mix design and the overall blended quantity required for the test(s). Then, with the exceptions of RAP and RST, the split portions of each of the other aggregate components shall be placed in a vessel of appropriate size and blended together by mixing. The blended aggregate shall then be split on the 4.75 mm sieve and the portion passing the 4.75 mm sieve set aside for testing.

2. In addition to the requirements shown below, the Micro-Deval Abrasion loss for any individual aggregate component where the aggregate passing the 4.75 mm sieve represents more than 5% of the overall mix design gradation, by mass, shall not exceed 35%.


Table 3 Physical Property Requirements for Combined HMA Aggregates in Surface Courses

- Fraction Retained on the 4.75 mm Sieve (Note 1) MTO

Laboratory Test

Number

Laboratory Test

Superpave 9.5 and

12.5

Aggregate Type (Note 2) Gravel

(For Superpave 12.5FC 1 only)

Quarried Rock (SMA 9.5 & 12.5 and

Superpave 12.5FC 1 & 12.5FC 2) (G) (D) (T) (M)

LS-601 Wash Pass 75µm sieve, Guideline B, % maximum loss

1.3 (Note 3) 1.0 1.0 1.0 1.0

LS-604 Absorption, % maximum 2.0 1.0 1.0 1.0 1.0

LS-609 Petrographic Number, (HL) maximum -

(Note 4)

120 145 120 145

LS-614 Unconfined Freeze-Thaw, % maximum loss

6 (Note 5)

(Note 4)

6 7 6 6

LS-618 Micro-Deval Abrasion, % maximum loss

17 (Note 6)

(Notes 4 and 6)

10 15 10 15

Alternative Requirement for LS-614

LS-606 Magnesium Sulphate Soundness, % maximum loss

12 (Note 5) -


aggregate components, based on their individual percentages stated in the mix design and the overall blended quantity required for the test(s). Then, with the exceptions of RAP and RST, the split portions of each of the other aggregate components shall be placed in a vessel of appropriate size and blended together by mixing. The blended aggregate shall then be split on the 4.75 mm sieve and the portion retained on the 4.75 mm sieve set aside for testing.

2. Categories (G), (D), (T) and (M) refer to a group of specific lithologies (i.e. rock types) included in the “Product Name” cell for each approved source listed on DSM #3.05.25.

3. When quarried rock is used as a source of at least one coarse aggregate in the mix, a maximum of 2.0 percent passing the 75 µm sieve shall be permitted.

4. When this test is being carried out on the coarse aggregate fraction of a Superpave 12.5FC 1 that contains coarse aggregates from more than one source, the minimum value of the % maximum losses shown below for the coarse aggregate categories that are included in that mix shall be used for acceptance.

5. For Superpave 4.75, 9.5 and 12.5, the Owner shall waive the requirements for LS-614, Unconfined Freeze-Thaw, provided the Contractor has submitted a written request that the coarse aggregate meet the alternative requirements for LS-606, Magnesium Sulphate Soundness.

6. In addition to the requirements shown below, the Micro-Deval Abrasion loss for any individual aggregate component where the aggregate retained on the 4.75 mm sieve represents more than 5% of the overall mix design gradation, by mass, shall not exceed 25%.


Table 4 Physical Property Requirements for Combined HMA Aggregates in Binder and Levelling Courses

- Fraction Retained on the 4.75 mm Sieve (Note 1) MTO

Test Number Laboratory

Test SMA 19.0 and Superpave 9.5, 12.5, 19.0, 25.0, & 37.5

LS-601 Wash Pass 75µm sieve, Guideline B, % maximum 1.3 (Note 2)

LS-604 Absorption, % maximum 2.0

LS-614 Unconfined Freeze-Thaw, % maximum loss (Note 3) 15

LS-618 Micro-Deval Abrasion, % maximum loss 21 (Note 4)

Alternative Requirement for LS-614 LS-606 Magnesium Sulphate Soundness, % maximum loss (Note 3) 15


aggregate components, based on their individual percentages stated in the mix design and the overall blended quantity required for the test(s). Then, with the exceptions of RAP and RST, the split portions of each of the other aggregate components shall be placed in a vessel of appropriate size and blended together by mixing. The blended aggregate shall then be split on the 4.75 mm sieve and the portion retained on the 4.75 mm sieve set aside for testing.

2. When quarried rock is used as a source of at least one coarse aggregate, a maximum of 2.0 percent passing the 75µm sieve shall be permitted.

3. The Owner shall waive the requirements for LS-614, Unconfined Freeze-Thaw, provided that the Contractor has submitted a written request that the coarse aggregate meet the alternative requirements for LS-606, Magnesium Sulphate Soundness.

4. In addition to the requirements shown below, the Micro-Deval Abrasion loss for any individual aggregate component where the aggregate retained on the 4.75 mm sieve represents more than 5% of the overall mix design gradation, by mass, shall not exceed 25%.


Table 5 Physical Property Requirements for Coarse and Fine Aggregates Extracted From HMA

MTO Test

Number

Laboratory

Test

Surface Course Binder and Levelling Course SMA 9.5 &

12.5 and Superpave 12.5FC 2

Superpave 12.5FC 1

Superpave 9.5, 12.5

SMA 19.0 and Superpave 9.5, 12.5, 19.0, 25.0

& 37.5 Aggregates Extracted From Samples of HMA (Note 1)

Combined Aggregates Passing the 4.75 mm Sieve

LS-613 Acid Insoluble Residue for retained 2.36 mm fraction, minimum % insoluble residue - - 60

(Note 2) -

LS-616, Part B

Petrographic analysis, minimum % of Category 1 aggregates passing the 4.75 mm sieve and retained on the 2.36 mm sieve (Note 3)

90 (Note 4) - - -

Combined Aggregates Retained on the 4.75 mm Sieve LS-608 Flat and Elongated Particles, % maximum (4:1) 15 15 20 20

LS-609, Part B

Petrographic Analysis, minimum % of Category 1 aggregates retained on the 4.75 mm sieve (Note 3)

95 (Note 5)

95 (Note 5) -

- Petrographic Analysis, maximum % of Category 2 aggregates retained on the 4.75 mm sieve (Note 6) - - 40

(Note 2) Petrographic Analysis, maximum % of Category 3 Contaminants retained on the 4.75 mm sieve (Note 6) 0.5 0.5 0.5 0.5

LS-613 Acid Insoluble Residue, minimum % insoluble residue (Note 7) 45 45 60

(Note 8) -

Notes: 1. All of the aggregates used for the following tests shall be extracted from hot mix using LS-282 and then split on the

4.75 mm sieve, prior to testing. 2. This requirement is only applicable to surface courses placed on the Thousand Islands Parkway; Highway 33 from

west of Bath to Picton; Highway 35 from County Road 121 northerly to Norland; and in the area to the north and west of a boundary defined by the north shore of Lake Superior, the north shore of the St. Mary's River, the south shore of St. Joseph Island, the north shore of Lake Huron easterly to the north and east shore of Georgian Bay (excluding Manitoulin Island), along the Severn River to Washago and a line easterly passing through Norland, Burnt River, Burleigh Falls, Madoc, and hence easterly along Highway 7 to Perth and northerly to Calabogie and easterly to Arnprior and the Ottawa River.

3. Acceptable rock types/lithologies that are present shall include lithologies that are consistent with the following aggregates for surface courses listed on DSM #3.05.25: a. Category 1 aggregates or their acceptable major mineral components or both listed on Table 1 of LS-616 Part B for

fine aggregates. b. Category 1 aggregates listed on Table 2 of LS-609 Part B, for coarse aggregates used in Superpave 12.5FC 1 and

Superpave 12.5FC 2. 4. Category 1 aggregates shall represent a minimum of 90%, by mass, of the extracted aggregate sample passing the

4.75 mm sieve and retained on the 2.36 mm sieve. 5. Category 1 aggregates shall represent a minimum of 95%, by mass, of the extracted aggregate sample retained on the

4.75 mm sieve. 6. Category 2 aggregates and Category 3 contaminants are listed on Table 2 of LS-609. 7. LS-613 shall be carried out, unless the Contractor can prove to the Contract Administrator’s satisfaction that the

aggregate retained on the 4.75 mm sieve, including any aggregate derived from RAP or RST, does not contain any dolomitic sandstone or any Category 2 (i.e. carbonate) rock types, as listed in Table 2 of LS-609.

8. LS-613 shall only be required, when the fraction retained on the 4.75 mm sieve is found to contain more than 40% Category 2 aggregates, as determined by petrographic examination, in accordance with LS-609 – Part B, and where the Contractor has invoked referee testing.


Table 6 Consensus Property Requirements for HMA Coarse and Fine Aggregates

Including RAP or RST or Both (Note 1)

Traffic Category

Combined Aggregates Passing the 4.75 mm Sieve

Combined Aggregates Retained on the 4.75 mm Sieve

AASHTO T 176 Sand Equivalent

Method 1, % minimum

(Note 2)

LS-629 Uncompacted Void Content,

% minimum

ASTM D 4791 Flat and Elongated

Particles, % maximum

at 5:1

ASTM D 5821 Fractured Particles in Coarse

Aggregate, % minimum (Note 4) ≤ 100mm (Note 3)

> 100mm (Note 3)

≤ 100 mm (Note 3)

> 100 mm (Note 3)

A 40 - - - 55/- -/- B 40 40 40

10

75/- 50/- C 45 45 (Note 5) 40 85/80 60/- D 45 45 (Note 5) 40 95/90 80/75 E 50 45 (Note 5) 45 (Note 5) 100/100 100/100


aggregate components including, with the exception of AASHTO T 176 (i.e. see Note 2.), any aggregates derived from RAP and RST, based on the individual percentages of each aggregate component stated in the mix design and the overall blended quantity required for the test(s). The split portions of each of the aggregate components shall be placed in a vessel of appropriate size and blended together by mixing. The blended aggregate shall then be split on the 4.75 mm sieve and the portions passing and retained on the 4.75 mm sieve set aside for testing.

2. When the total combined fine aggregate includes aggregate derived from RAP or RST or both, this requirement shall be met prior to blending with RAP or RST or both.

3. Denotes the depth of the top of lift below the final pavement surface. If less than 25% of a layer is within 100 mm of the surface, then the layer may be considered to be below 100 mm.

4. 85/80 denotes that 85% of the coarse aggregate has one fractured face and 80% has two or more fractured faces. 5. An uncompacted void content of 43% is acceptable, provided that the selected mix satisfies the mix volumetrics

specified elsewhere in the Contract Documents.

Table 7 Field Sample Size

Material Minimum Mass, kg (Note 1) Fine aggregate 15

Coarse aggregate 25 RAP 10 RST 5

Filler / Baghouse Fines 2 Hot Mix Asphalt 25

Note: 1. Individual sample containers shall hold no more than 30 kg of aggregate. When more than 30 kg is required,

additional sample containers shall be used.


AMENDMENT TO OPSS 1821, MAY 1993


Air Void System Parameters, Salt Scaling and Concrete Cover Measurements of Precast Hardened Concrete 1821.02 REFERENCES Section 1821.02 of OPSS 1821, is amended by the addition of the following: Ministry of Transportation, Ontario, Laboratory Testing Manual: LS-100 Method for Rounding–Off of Test Data and Other Numbers LS-412 Method of Test for Scaling Resistance of Concrete Surfaces Exposed to De-icing Chemicals 1821.05 MATERIALS 1821.05.01 Concrete Subsection 1821.05.01 of OPSS 1821 is amended by deletion of clauses 1821.05.01.01, 1821.05.01.04 and 1821.05.01.05 and replacing them with the following: 1821.05.01.01 General Concrete shall be according to OPSS 1350 except that the air void system parameters of wet cast concrete shall be according to this special provision and the allowable replacement of Portland cement by ground granulated blast furnace slag in dry cast concrete shall be limited to a maximum of 40% by mass of total cementing materials. 1821.05.01.04 Air Void System in Hardened Concrete - Wet Cast Concrete The air void system in hardened concrete, when tested in conformance to ASTM C457, shall be: Air Content 3.0% minimum Spacing Factor 0.200 mm maximum 1821.05.01.05 Salt Scaling - Dry Cast Concrete For dry cast concrete, the salt scaling resistance when tested according to laboratory test method LS-412 and this specification shall have a mass loss of not more than 0.8 kg/m². OPSS 1821 is further amended by that addition of the following section: 1821.06 EQUIPMENT 1821.06.01 Batching Plant The batching plant used for producing concrete for production purposes shall be internal to the manufacturing plant.


External sources of concrete supply or external batching plants used for production purposes shall possess a valid and current Certificate of Ready Mixed Concrete Production Facilities as issued by the Ready Mix Concrete Association of Ontario (RMCAO). 1821.07 PRODUCTION 1821.07.10 Quality Control Subsection 1821.07.10 of OPSS 1821 is amended by the addition of the following clauses: 1821.07.10.06 Testing of Air Void Content of Hardened Concrete in Wet Cast Concrete The manufacturer shall achieve an air void system in the hardened concrete as specified in the materials section. For evaluation of air void system parameters, the manufacturer shall remove cores from hardened concrete and shall have the cores tested in accordance with ASTM C457, except that a magnification of 100 to 125 shall be used. Testing shall be carried out by a laboratory and an operator(s) who participate in the MTO Air Void Analysis Correlation Program and are on the Ministry’s list of qualified laboratories and operators for this test. The air content shall be reported to one decimal place and spacing factor shall be reported to three decimal places. Rounding-off of test data shall be done in accordance with LS-100.The cores shall be obtained and treated according to CSA A23.2 As a minimum, two 100 X 200 mm cores will be removed and tested for every 1000 square meters of floor area of box culvert or box sewer. All cores shall be taken when the concrete is a minimum 7 days of age. Cores shall be cut lengthwise into two halves, with one half to be tested by the Manufacturer in accordance with ASTM C457 "Standard Test Method for Microscopical Determination of Parameters of the Air-Void System in Hardened Concrete" and the other forwarded to the Ministry (Manager, Concrete Section, Room 15, Building C, 145 Sir William Hearst Avenue, Downsview, Ontario, M3M 1J8) within two weeks of extracting the core. Air void analysis results obtained by the manufacturer shall be forwarded to the Contract Administrator within 30 days of removal of the cores from the hardened concrete. Air void samples shall be retained by the manufacturer for a period of one year from the date of testing and shall be provided to the Contract Administrator on request. Acceptance of air void system parameters shall be based on individual core results for air content, and the average of each pair of cores for spacing factor. Concrete, which fails to meet the requirements for air void system parameters as specified here, will be considered unacceptable. The manufacturer may submit proposals for remedial action to the Contract Administrator, or may elect to remove and replace the deficient precast product. 1821.07.10.07 Concrete Cover Measurement Concrete cover measurement shall be made on two box units, selected at random, per group of 15 box units or fraction thereof of each continuous production run of a single size. Measurement shall be obtained on a one-metre grid on all interior and exterior surfaces of the box unit, including the ends of the unit.


Cover measurements shall be carried out by a method acceptable to the Contract Administrator and shall be reported in writing to the Contract Administrator prior to installation of the units. 1821.07.10.08 Salt Scaling Resistance in Dry Cast Concrete For evaluation of the salt scaling resistance of the dry cast concrete, the manufacturer shall cut and test a set of two specimens for every 1000 square meters of floor area from finished and cured box culvert or box sewer. The specimens shall be 300 x 300 mm and shall be tested according to LS-412 without further curing. The salt scaling result shall be the average of a set. Salt scaling results obtained by the manufacturer shall be forwarded to the Contract Administrator within 14 weeks of casting the box culvert or box sewer. 1821.08 QUALITY ASSURANCE 1821.08.01 Acceptance Subsection 1821.08.01 of OPSS 1821, is amended by the addition of the following sentence to the first paragraph: The Contractor shall deliver the samples to the Ministry (Manager, Concrete Section, Room 15, 145 Sir William Hearst Avenue, Downsview, Ontario, M3M 1J8) for testing.


ENVIRONMENTAL EXEMPTIONS AND PERMITS

Special Provision No. 199F31 April 2016

The following environmental exemptions and permits are provided for the Work.

Exemption and Permit Identification

[* Designer Fill-In, See Notes to Designer] The exemptions and permits provided above do not relieve the Contractor of other obligations imposed by statute or by municipal bylaw. [** Designer Option, See Notes to Designer]

April 2016 Page 1 of 1 SSP 199F31

ROUTING AND SEALING CRACKS IN ASPHALT PAVEMENT – Item No. SEALING CRACKS IN ASPHALT PAVEMENT – Item No.


OPSS 341, May 1994 Construction Specification for Routing and Sealing Cracks in Hot Mix Asphalt Pavement is deleted in its entirety and replaced with the following:

CONSTRUCTION SPECIFICATION FOR ROUTING AND SEALING CRACKS IN ASPHALT PAVEMENT

TABLE OF CONTENTS

341.01 SCOPE 341.02 REFERENCES 341.03 DEFINITIONS 341.04 SUBMISSION AND DESIGN REQUIREMENTS 341.05 MATERIALS 341.06 EQUIPMENT 341.07 CONSTRUCTION 341.08 QUALITY ASSURANCE 341.09 MEASUREMENT FOR PAYMENT 341.10 BASIS OF PAYMENT 341.01 SCOPE This specification covers the installation methods used for sealing cracks and joints with hot-poured rubberized asphalt joint/crack sealant in asphalt pavement. 341.02 REFERENCES This specification refers to the following standards, specifications or publications. Ontario Provincial Standard Specification, Material: OPSS 1212 Hot-Poured Rubberized Asphalt Joint Sealing Compound


Ministry of Transportation, Ontario, Publication: SP-024 Manual for Condition Rating of Flexible Pavements – Distress Manifestations Designated Sources for Materials (DSM) Manual 341.03 DEFINITIONS For the purpose of this Specification the following definitions apply: Overband means a routed groove or unrouted crack, which is sealed in such a way that the surface of the sealant is approximately 2 to 3 mm above the adjacent asphalt pavement surface at the centerline of the routed groove or unrouted crack and is feathered out to 0 mm, approximately 20 to 30 mm on either side of the routed groove or the edge of the unrouted crack. Pavement Edge means where the outside edge of the asphaltic concrete pavement surface meets the gravel shoulder. Routing/Routed means cutting/cut grooves in an asphalt pavement using either a router equipped with carbide cutting wheels or a random crack saw equipped with a series of diamond blades. 341.04 DESIGN AND SUBMISSION REQUIREMENTS 341.04.01 Submission Requirements At least 5 Business Days prior to the placement of sealant compound: a) The Contractor shall provide the Contract Administrator with the following sealant compound information

from the Manufacturer for every batch of sealant compound which is likely to be used on the Contract: i. The batch number or designation; ii. The size of the batch; iii. Application recommendations; iv. Recommended heating time and temperature; v. Allowable storage time and temperature after initial heating; vi. Allowable reheating criteria; vii. Recommendations for continuous overnight heating, if the Manufacturer allows such heating; viii. Application temperature range.

b) The Contractor shall also provide the Contract Administrator with one copy of at least one set of test

results that have been conducted for each batch of hot-poured rubberized asphalt joint/crack sealant compound used on the Contract. The testing shall be carried out according to OPSS 1212 by an AASHTO Materials Reference Library (i.e. AMRL) or equivalent approved laboratory and that laboratory shall also be independent of both the Manufacturer and the Contractor. The Contractor shall also forward a copy of the test results for each batch to:

Ministry of Transportation, Head, Bituminous Section, Room 238, 145 Sir William Hearst Avenue, Downsview, Ontario, M3M 1J8 Fax: (416) 235-3996


341.05 MATERIALS 341.05.01 Sealant Compound The sealant compound shall be a hot poured rubberized asphalt sealant compound listed on MTO’s most current Designated Sources for Materials List (DSM) and meeting the requirements stated in OPSS 1212. 341.05.02 Limestone Screenings Limestone screenings used for dusting sealant shall have 100 percent passing the 1.18 mm sieve and not greater than 25 percent passing the 0.075 sieve. 341.06 EQUIPMENT 341.06.01 Routers and Random Crack Saws All equipment used for routing or cutting grooves shall consist of well-maintained mechanical routers or random crack saws capable of continually creating well-defined right-angled grooves with centrelines which are approximately coincident with the centerlines of their associated cracks to the tolerances stated within this specification. Such capability shall be successfully demonstrated to the Contract Administrator’s satisfaction, prior to its use. 341.06.02 Heating Kettle The heating kettle for the sealant compound shall be a double boiler oil transfer type with built in agitator and equipped with calibrated thermometers to measure the temperature of both the heat transfer oil and the sealant compound. The heating kettle shall be equipped with a spigot. The heating kettle shall have automatic thermometric controls which will prevent overheating of the sealant compound. 341.06.03 Hot-Compressed Air Lance The hot-compressed air lance shall have an air discharge temperature of approximately 500° C and an air exit velocity of at least 1000 metres per second. 341.06.04 Air Compressor The air compressor used to supply the hot-compressed air lance shall be equipped with oil and moisture filters and providing a minimum pressure of 700 kPa at a minimum air volume of 4.25 cubic metres per min (150 cfm). 341.07 CONSTRUCTION 341.07.01 General Routing and/or sealing shall not be carried out at any time when the pavement is damp or wet, when water is migrating up into the routs from the underlying granular material or if the pavement temperature is greater than 50° C.


The conditions under which cracks shall be routed and sealed or sealed without routing, are specified elsewhere in the Contract and based on the average widths of the cracks at the time that the work is done. 341.07.02 Crack Routing Under no circumstances shall the Contractor rout more cracks during the day than can be sealed before the Contractor leaves the site at the end of the same day. In addition, the routing operation shall not be so far ahead of the cleaning operation that dirt and debris left on the road is creating clouds of dust which is obscuring driver vision in adjacent traffic. Cracks in situations where the centerlines of two or more parallel or sub-parallel cracks are within 75 mm of one another or the cracks are associated with alligator or map cracking, as described in SP-024 (Manual for Condition Rating of Flexible Pavements), shall not be routed. All transverse and skewed cracks shall be routed to within 25 mm of the pavement edge. Every routed groove shall have right-angled corners, deviating by no more than 10° from one another and with its centerline no more than 4 mm from the centerline of its associated crack. All portions of cracks which meander outside of the cross section of the routed groove will be considered unacceptable for payment purposes. The Contractor shall replace all of the carbide cutters in the router’s cutting head at a minimum frequency of completion of every 2500 linear metres of routed grooves and the Contractor shall notify the Contract Administrator prior to doing this. In addition, at any other time when the Contractor cannot demonstrate to the satisfaction of the Contract Administrator that a router is able to maintain the specified dimensions and shape of the routed groove due to excessive wear of the carbide cutters or excessive wear of diamond saw blades if a random crack saw is used, then the Contractor shall respectively adjust and/or replace, at no additional cost to the Ministry, as many cutters in the router’s cutting head or diamond saw blades as necessary until the Contract Administrator is satisfied that the dimensions and shape of the routed groove again meets all allowable tolerances. The Contractor shall not join up two or more cracks by routing through uncracked pavement or, under no circumstances shall the Contractor cut grooves in areas where a crack does not exist. 341.07.03 Sealant Preparation The sealant compound shall be slowly melted with constant agitation until it is in a lump-free, free-flowing state, within the temperature range recommended by the manufacturer for application. The Contractor shall ensure that the temperature gauges for both the heating oil and sealant compound on the kettle melter are properly calibrated at all times. At least 24 hours prior to beginning the work, the Contractor shall inform the Contract Administrator when the Contractor will begin charging the kettle with sealant compound. On that first day, the Contractor will be required to begin charging the kettle with sealant compound at the Contract site and only at a time which is acceptable to the Contract Administrator. If the Contractor’s kettle is not completely empty at the beginning of that first day or the Contract Administrator was not given sufficient opportunity to witness that it was empty on


that day, then the Contract Administrator may require that the Contractor’s kettle be completely drained and the wasted sealant compound be replaced before beginning work. 341.07.04 Cleaning of Routed Grooves and Cracks / Removal of Debris Immediately prior to placing the sealant compound, all routed grooves, all unrouted cracks and 50 mm of the surface of the asphalt on either side of the grooves and unrouted cracks in the areas where an overband is to be constructed, shall be cleaned and dried using a hot compressed air lance. The Contractor shall apply hot compressed air for a sufficient time in order to ensure that all moisture and loose debris have been removed, all fractured aggregate surfaces have been adequately scaled from all routed grooves/unrouted cracks and that all asphalt surfaces have been sufficiently prepared to receive sealant compound but not so long that the surface of the asphalt itself becomes charred or burned. Before applying sealant compound, all loose debris from the routing and cleaning operation shall also be completely removed from the adjacent asphalt roadway for quality and safety reasons. 341.07.05 Placing Sealant Compound After each routed or unrouted crack, has been sufficiently cleaned and dried, hot-poured rubberized asphalt sealant compound shall be uniformly placed in it, without the formation of entrapped air, using either a manual pouring cone filled from a spigot located on the heating kettle itself or by using a hose and wand fitted with the proper sized shoe which allows the sealant compound to be pumped directly from the heating kettle into the routed/unrouted crack. Sealant compound shall only be placed, if the pavement temperature at the surface is less than or equal to 50° C. For pavements which are being covered with an asphalt overlay in this Contract: - All routed and unrouted cracks, which have been cleaned and dried, in accordance with Subsection

341.07.04, shall be immediately filled with sealant compound so that, upon complete cooling, the top of the sealant compound is below the adjacent asphalt pavement surface, as specified elsewhere in the contract.

For all other pavements: - All routed and unrouted transverse or skewed cracks as well as any unrouted longitudinal cracks within

150 mm of the pavement edge, which have been cleaned and dried in accordance with Subsection 341.07.04, shall be immediately filled with sealant compound so that upon complete cooling, the sealant compound forms a well-defined overband, as specified elsewhere in the Contract.

- All routed longitudinal cracks, which have been cleaned and dried in accordance with Subsection

341.07.04, shall be immediately filled with sealant compound so that upon complete cooling, the sealant compound is at or slightly above the adjacent asphalt pavement surface, as specified elsewhere in the Contract.

Where an overband is being constructed, in order to accommodate some sealant compound contraction during cooling, a rubber or plastic squeegee with its bottom edge trimmed slightly larger than the specified dimensions of the overband, shall be used to strike off the sealant compound after it is poured into the groove or unrouted transverse or skewed crack.


For transverse or skewed routed grooves or unrouted cracks in pavements which are not being covered with an asphalt overlay in this Contract, the sealant compound shall be struck off, by starting from the end of the routed groove or unrouted crack closest to the pavement edge and working towards the center of the road to help inhibit the sealant compound from flowing down the groove or crack towards the pavement edge. For all pavements that are not being covered with an asphalt overlay in this Contract, regardless or whether or not a crack has been routed or whether or not an overband has been constructed, the Contractor shall ensure that, upon complete cooling to the ambient temperature, that the minimum elevation of the sealant compound is, in all cases, at or above the adjacent asphalt pavement surface. If, during construction, the sealant compound is contracting so much that that this requirement is not likely to be met, then the Contractor shall “top-up” and strike off the sealant compound as many times as is necessary before being dusted in order to meet this requirement. The Contractor shall anticipate the amount of sealant needed to fill the remaining routs so that, when leaving the site at the end of each day, the Contractor’s kettle melter has been completely drained of any remaining sealant compound. However, if a situation arises and the sealant has not been completely used at the end of the day, such as when a sudden rain occurs and the work has to stop, then the Contract Administrator may require that all remaining sealant be drained from the kettle. In this case, the Contractor shall inform the Contract Administrator when the kettle is being drained to allow the Contract Administrator sufficient opportunity to witness it. Under no circumstances should the Contractor continuously heat the sealant compound overnight without first discussing this with the sealant’s manufacturer and providing the Contract Administrator with a written declaration from the manufacturer clearly stating under what conditions this can be safely done without causing degradation of the sealant. If this written declaration has not been provided to the Contract Administrator and the Contractor’s kettle is not completely empty at the beginning of any day, then the Contract Administrator may require that the Contractor’s kettle be completely drained and the wasted sealant compound be replaced before continuing work on the Contract. At least once each hour, the Contractor shall measure the temperature of the sealant compound in the presence of the Contract Administrator using a properly-calibrated thermometer and record that measurement along with its applicable date and time. The Contractor’s temperature record shall be made available to the Contract Administrator, at any time, upon request. If, at any time, the Contract Administrator finds that the temperature of the sealant compound is not within the manufacturer’s recommended range, then, at the discretion of the Contract Administrator, the Contractor shall either remove all of the sealant compound that was placed in the roadway, since the last acceptable temperature that was verified by the Contract Administrator or, in lieu of repairs, the affected routed grooves or cracks shall receive a payment adjustment, in accordance with section 341.10. If the sealant has been overheated, then any sealant compound remaining in the kettle shall be drained out and replaced with new sealant. All sealant compound that is rejected shall be removed from the site and replaced with acceptable material. Sealant compound damaged by the Contractor’s operation including any damage caused by the Contractor opening up the lane to traffic before the sealant has sufficiently cooled, shall also be replaced by the Contractor.


341.07.06 Sealant Dusting For Cracks/Routs Treated in Pavements Not Being Covered by an Asphalt Overlay in This Contract

Where traffic is to be maintained during crack sealing, then the surface of the sealant compound shall be dusted with limestone screenings, meeting the requirements specified in subsection 341.05.02, in order to eliminate any tackiness, prior to allowing any traffic, including the Contractor’s own construction control vehicles, on the sealed routs or the sealed unrouted cracks. Portland cement shall not be used. At all locations, regardless of whether or not an overband is being constructed, the sealant compound shall only be dusted after it has cooled enough so that that the minimum elevation of the sealant compound will be at or slightly above the pavement surface, after it has completely cooled and a skin is formed which is still tacky enough so that the dust will stick to it. As stated in subsection 341.07.05, this may require that the effected grooves and/or cracks be topped-up with sealant compound and then struck off one or more additional times before being dusted. 341.07.07 Management of Excess Material Management of excess material shall be as specified in the Contract Documents. 341.08 QUALITY ASSURANCE 341.08.01 Sampling and Testing Sealant Compound 341.08.01.01 Unheated (as Delivered) Sealant Compound The Contractor shall inform the Contract Administrator of all batches of sealant compound which are to be used on the Contract. From each batch used, the Contract Administrator will randomly select one sample of unheated sealant compound, as delivered to the Working Area. Each sample will be approximately 4 litres in volume and placed in a suitable box, provided by the Contractor, which is clearly marked with the sampling identification information, as specified elsewhere in the Contract, along with the following additional information: a) The designated trade name and designation # of the compound; b) The manufacturer; c) The manufacturer’s batch number; and d) The size of the applicable batch. The Contractor shall place all samples of unheated sealant compound in security bags, seal them with security seals in the presence of the Contract Administrator and then deliver them within 10 business days of the completion of the work to:

Ministry of Transportation, Bituminous Section, Room 15, 145 Sir William Hearst Avenue, Downsview, Ontario, M3M 1J8 Attention: Head, Bituminous Section The Contractor shall also inform the appropriate Regional Operational Services Section when such samples have been delivered.


341.08.01.02 Samples During Sealant Placement The Contractor shall also take samples of hot-poured rubberized asphalt joint/crack sealant compound directly from the heating kettle, while the sealant compound is being placed, at the direction of and in the presence of the Contract Administrator. A minimum of either three samples at points when approximately 1/4, 1/2, and 3/4 of the proposed number of linear metres has been placed on the Contract or a minimum of one sample for each 25,000 linear metres has been placed on the Contract, whichever is greater, shall be taken. The Contractor shall also take additional samples when requested by the Contract Administrator. Each sample shall be placed in a triple-tight single metal container (e.g. paint can) with a wire handle and with a minimum volume of 4 litres. The side and top of each metal container shall be clearly marked with the following information: a) Contract number; b) Designated trade name and designation # of the compound; c) Manufacturer; d) Manufacturer’s batch number; and e) The point in the Contract at which the sample was taken, e.g., the percentage of the work completed. An accompanying tag shall also be firmly affixed to the wire handle of the metal container showing all of the sampling identification information mentioned above, all other sampling information specified elsewhere in the Contract as well as the following additional information: f) The station and offset in the roadway where the sample was taken; g) The temperature of the sealant compound when the sample was taken; and the h) Weather conditions (ambient temperature and precipitation). The Contractor shall place all containers with samples of sealant compound, along with their appropriate Material Safety Data Sheet (MSDS) in appropriate boxes which shall, in turn, be placed in security bags. The Contractor shall seal the security bags with security seals in the presence of the Contract Administrator and then deliver the sealed samples within 10 business days of the completion of the work, to: Ministry of Transportation, Bituminous Section, Room 15, 145 Sir William Hearst Avenue, Downsview, Ontario, M3M 1J8 Attention: Head, Concrete Section 341.08.02 Deficiencies During Construction If during construction; a routed groove is found to have: a) two intersecting sides deviating by more than 10° from a right-angle; or b) its centerline more than 4 mm from the centerline of its associated crack; c) a width less than 36 mm or more than 44 mm; or d) a depth less than 10 mm or more than 12 mm, when the groove is in a pavement not being covered by an

asphalt overlay in this Contract; e) a depth less than 15 mm or more than 19 mm, when the groove is in a pavement that is being covered with

an asphalt overlay in this Contract; or


the sealant in a routed and sealed groove; f) in a pavement not being covered with an asphalt overlay in this Contract has, upon complete cooling,

subsided to the point that, the sealant compound is no longer above the pavement surface when an overband is being specified or the sealant compound has subsided by more than 1 mm below the adjacent pavement surface when an overband is not specified; or

g) in a pavement being covered with an asphalt overlay in this Contract has, upon complete cooling, subsided to more than 7 mm below the existing pavement surface; or

the sealant compound itself; h) does not meet the material quality requirements, stated elsewhere in the Contract; or i) contains imbedded foreign material (other than limestone screenings to eliminate tackiness); or j) contains entrained bubbles, indicating excessive moisture; or k) has debonded or pulled away from the routed groove; or l) has been excessively heated; then, the sealed crack or routed and sealed groove shall, at the discretion of the Contract Administrator, be repaired by the Contractor, or the Contractor will be given a payment adjustment in lieu of repairs, in accordance with section 341.10. 341.08.03 Repairs The methods of repair proposed by the Contractor must be approved by the Contract Administrator, prior to the commencement of repairs. Routed grooves, which are found to be of insufficient depth or exceed allowable tolerances for rout width, right-angled intersecting sides or centerline tolerances for the routed groove versus its associated crack, as specified in the Contract, shall be re-routed to no more than 50 mm wide, cleaned and then re-sealed. The method of repair for unacceptable contraction of the sealant compound below the elevation of the pavement surface within an unrouted or routed groove shall be at the direction of the Contract Administrator and, depending upon the condition of the sealant compound, may involve either: 1) washing the existing sealant compound with clean water using a low-pressure washer which is sufficient to

clean the debris from the top of the rout without removing sealant, allowing the wet sealant sufficient time to dry and then “topping-it-up” with sealant compound; or

2) complete removal and replacement of the sealant compound. The method of repair for entrained foreign material, entrained moisture in the sealant compound, excessive heating of the sealant compound itself or sealant damage shall be complete removal and replacement of the sealant compound. The Contract Administrator may also require that the Contractor re-rout the routed groove, if removal of the sealant damages the rout or deficiencies are identified with the rout cross section. Any materials, equipment or procedures used in the repair or replacement of routing and sealing shall be consistent with those specified for the original work, as stated herein and elsewhere in the Contract.


341.09 MEASUREMENT FOR PAYMENT 341.09.01 Actual Measurement Where a crack is being routed and sealed, measurement for payment shall be in linear metres along the sealed crack, but excluding any portions of the sealed crack where the crack migrates away from the routed groove. Where a crack is being sealed without routing, measurement for payment shall be in linear metres along the sealed crack. Separate measurements will be made for: a) Cracks that are routed and sealed with no deficiencies (i.e. L1); b) Cracks that are routed and sealed that are deficient, as specified in clause 341.08.02, but are left unrepaired

(i.e. L2); c) Cracks that are sealed without routing and with no deficiencies (i.e. L3); and d) Cracks that are sealed without routing that are deficient, as specified in clause 341.08.02, but are left

unrepaired (i.e. L4). 341.10 BASIS OF PAYMENT Any sealant that must be removed, disposed of and/or replaced, in accordance with the requirements of the Contract, shall be done at the Contractor’s expense. 341.10.01 Routing and Sealing Cracks in Asphalt Pavement– Item Payment at the Contract price for routing and sealing cracks per metre shall be full compensation for all labour, equipment and material required to do the work, but excluding any portions of cracks which are found to meander outside of the routed groove. No additional payment shall be made for overruns in sealant compound quantity. When the Contract Administrator allows the Contractor to take a penalty, in lieu of repairs, for a routed and sealed crack which exhibits one or more of the deficiencies listed under clause 341.08.02, then the Contractor shall be given a payment reduction of 50% of the Contract price for each linear metre exhibiting such deficiencies. Payment for routed and sealed cracks shall be made in accordance with the following equation: (1) Payment = Contract Price X (L1 + 0.5 X L2)

Where: Contract Price = the Contract price for this tender item

L1 = the total length in metres of the measured cracks that are routed and sealed with no deficiencies;

L2 = the total length in metres of measured cracks that are routed and sealed but are deficient,

as specified in clause 341.08.02 and are left unrepaired.


341.10.02 Sealing Cracks in Asphalt Pavement– Item Payment at the Contract price for sealing cracks without routing per metre shall be full compensation for all labour, equipment and material required to do the work. No additional payment shall be made for overruns in sealant compound quantity. When the Contract Administrator allows the Contractor to take a penalty, in lieu of repairs, for a crack that is sealed without routing and exhibits one or more of the deficiencies listed under clause 341.08.02, then the Contractor shall be given a payment reduction of 50% of the Contract price for each linear metre exhibiting such deficiencies. Payment for cracks that are sealed without routing shall be made in accordance with the following equation: (2) Payment = Contract Price X (L3 + 0.5 X L4)

Where: Contract Price = the Contract price for this tender item L3 = the total length in metres of the measured cracks that are sealed without routing and

have no deficiencies; L4 = the total length in metres of measured cracks that are sealed without routing but are

deficient, as specified in clause 341.08.02 and are left unrepaired.


RETAINED SOIL SYSTEM, TRUE ABUTMENT - Item No. RETAINED SOIL SYSTEM, FALSE ABUTMENT - Item No. RETAINED SOIL SYSTEM, WALL/SLOPE, HIGH PERFORMANCE - Item No. RETAINED SOIL SYSTEM, WALL/SLOPE, MEDIUM PERFORMANCE - Item No. RETAINED SOIL SYSTEM WITH FINISHING CAP, WALL/SLOPE, HIGH PERFORMANCE - Item No. RETAINED SOIL SYSTEM WITH FINISHING CAP, WALL/SLOPE, MEDIUM PERFORMANCE - Item No.


1.0 SCOPE This Special Provision covers the requirements for materials, quality control and quality assurance testing and acceptance criteria for precast concrete facing elements including panels. 2.0 REFERENCES This Special Provision refers to the following standards, specifications or publications: Ontario Provincial Standard Specifications, Material: OPSS 1002 Aggregates - Concrete OPSS 1350 Concrete - Materials and Production Ministry of Transportation Publications MTO Laboratory Testing Manual: LS-412 Method of Test for Scaling Resistance of Concrete Surfaces Exposed to De-icing Chemicals Canadian Standards Association A23.1 Concrete Materials and Methods of Concrete Construction A23.2-3C Making and Curing Concrete Compression and Flexure Test Specimens A23.2-4C Air Content of Plastic Concrete by the Pressure Method A23.2-5C Slump of Concrete A23.2-9C Compressive Strength of Cylindrical Concrete Specimens A23.2-14C Obtaining and Testing Drilled Cores for Compressive Strength Testing American Society of Testing Materials C457 Microscopical Determination of Parameters of the Air Void System in Hardened Concrete 3.0 DEFINITIONS - Not Used 4.0 DESIGN AND SUBMISSION REQUIREMENTS For precast concrete facing elements, the following information shall be submitted to the Contract Administrator at least four weeks prior to the use of the precast concrete facing elements:


a) Concrete mix design b) Test data on aggregates documenting conformance with OPSS 1002. c) Manufacturer's production quality control data on compressive strength and air void system parameters,

less than 6 months old. d) Manufacturer's production quality control data on salt scaling resistance less than 12 months old. Testing shall be carried out according to the test methods specified in this Special Provision. If, due to the product's physical characteristics, the product cannot be tested for scaling resistance according to LS-412, the Owner will request alternative testing. 5.0 MATERIALS Concrete shall be according to OPSS 1350 with the following exceptions: a) Air void system parameters shall be a minimum of 3% air content and the average spacing factor obtained

on a minimum of two cores per structure shall be no more than 0.200 mm maximum with no individual test result greater than 0.230 mm.

b) Concrete shall conform to requirements for scaling resistance. The average maximum scaling mass loss

shall be 0.8 kg/m². 6.0 EQUIPMENT - Not Used 7.0 CONSTRUCTION 7.01 Quality Control of Precast Concrete Facing Units Copies of all quality control tests required shall be submitted to the Contract Administrator as soon as they are available unless otherwise specified in this Special Provision. Quality control test data on concrete air content, slump, temperature, compressive strength, air void system parameters analysis and cover over reinforcing steel shall be submitted to the Contract Administrator. Testing for air content, slump, temperature and compressive strength shall be carried out per each 30 m³ of concrete produced or per each day of production whichever is more frequent. For acceptance purposes, the Contractor shall test a minimum of three sets of 100 x 200 mm compressive strength cylinders each representing different batches of concrete, at a laboratory acceptable to the Owner. Each set shall consist of two cylinders. The cylinders made for acceptance purposes shall be made and cured according to CSA A23.2-3C under standard moisture and temperature conditions and tested according to CSA A23.2-9C. The cylinders shall be made by a concrete field testing technician certified by the Canadian Standard Association or by the American Concrete Institute. This person shall have successfully completed, as part of the certification requirement, written and practical examinations within the last five years verifying his/her competence to carry out field testing of concrete, and have in his/her possession, at all times testing is to be performed, a card issued by the certifying agency verifying the currency of the individual's certification.


Air void system parameters analysis shall be carried out by the Contractor on a minimum of two 100 mm diameter cores per structure removed from precast concrete facing elements at locations determined by the Contract Administrator. Individual cores shall be taken from different panels. Cores shall not contain embedded steel. For air void system parameters testing, the Contractor shall use a laboratory that is on the Ministry's list of approved laboratories and operators for this testing. The cores shall be cut lengthwise into two halves with one half to be tested by the Contractor and the other forwarded to: Head, Concrete Section, Room 15, 145 Sir William Hearst Avenue, Downsview, Ontario, M3M 1J8. Air void analysis results shall be submitted to the Contract Administrator within 21 Days of delivery of the precast elements to the job site. Concrete cover measurements shall be carried out by the Contractor on reinforced concrete facing elements prior to installation. A minimum of 30 measurements per structure shall be carried out. Measurements shall be carried out at locations and on precast elements randomly selected by the Contract Administrator. Cover measurement shall be carried out with a covermeter or a method acceptable to the Contract Administrator. The depth of cover to the nearest millimetre shall be determined to the outerrmost reinforcing steel. Concrete cover measurement results shall be submitted to the Contract Administrator at least 2 Days prior to the installation of the reinforced concrete facing elements represented by the test results. Testing shall be carried out according to the following: a) Slump: CSA A23.2-5C b) Air Content: CSA A23.2-4C c) Compressive Strength: CSA A23.2-9C, and CSA A23.2-3C d) Obtaining Cores: CSA A23.2-14C e) Air Void System Parameters: ASTM C457 8.0 QUALITY ASSURANCE The Contractor shall obtain two 300 mm x 300 mm specimens per structure for testing of scaling resistance by the Owner. The specimens shall be obtained from finished precast concrete facing elements randomly selected by the Contract Administrator. The Contractor shall deliver the samples to: Head, Concrete Section, Room 15, 145 Sir William Hearst Avenue, Downsview, Ontario, M3M 1J8. Testing for scaling resistance shall be carried out according to LS-412.


8.01 Acceptance of Precast Concrete Facing Elements The acceptance of precast concrete facing elements shall be based on quality control test results obtained by the Contractor and on salt scaling results obtained by the Owner. Acceptability of air void system parameters will be based on individual core results for air content, and on the average result from two cores per structure for spacing factor. Precast concrete facing elements on a structure represented by a pair of cores which fails to meet the requirements for air void system parameters shall be unacceptable. Acceptability of concrete compressive strength shall be based on the following: a) The average of all sets of compressive strength tests shall be equal to or greater than the specified

strength. b) No individual strength test shall be more than 15% below the specified strength. When the compressive strength specimens fail to meet either of these requirements, the precast concrete facing panels shall be unacceptable. Acceptability of concrete cover over reinforcing steel shall be based on the percentage of satisfactory measurements. The concrete cover over reinforcing steel shall be within ±10 mm of the design concrete cover. When 10 % or more of the total number of measurements per structure is outside the specified limits, the panels represented by these measurements shall be unacceptable. Acceptability of salt scaling resistance shall be based on average of results obtained on two 300 mm x 300 mm specimens representing a structure. When the specimens fail to meet the requirements for salt scaling resistance the precast concrete facing units represented by the specimens shall be unacceptable. Unacceptable concrete facing elements shall be removed and replaced at the Contractor's expense.


TEMPORARY ADVANCE INFORMATION SIGNS (TC-64) - Item No.


Amendment to OPSS 706, November 2010 706.02 REFERENCES Section 706.02 References, is amended by the addition of the following: Ontario Traffic Manual (OTM) Book 7 – Temporary Conditions (Office Edition) 706.07 CONSTRUCTION Section 706.07 of OPSS 706 is amended by the addition of the following subsection: 706.07.05 Temporary Advance Information Signs Temporary advance information (TC-64) signs shall be installed, modified, relocated, and removed as specified in the Contract Documents. The condition of the TC-64 signs shall meet the quality replacement guidelines for traffic control devices specified in OTM Book 7 for the duration of the Work. If the Contract is in a designated bilingual area, one French language TC-64 sign shall be installed 150 metres downstream of the English language TC-64 sign. OPSS 706 is amended by the addition of the following section: 706.09 MEASUREMENT FOR PAYMENT 706.09.03 Temporary Advance Information Signs (TC-64) Measurement of TC-64 signs installed shall be by Plan Quantity. The unit of measure is each. 706.10 BASIS OF PAYMENT Section 706.10 of OPSS 706 is amended by the addition of the following subsection: 706.10.04 Temporary Advance Information Signs (TC-64) - 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. If any changes to the TC-64 sign message details (i.e. dates, times, etc.) are required, as a result of the Contractor’s operations during the construction period, they shall be completed at no additional cost to the Owner.


Progress Payment Payment shall be made as follows: 60% of the unit price upon installation; 20% of the unit price upon relocation; 20% of the unit price upon removal. If no relocation is required: 60% of the unit price upon installation; 40% of the unit price upon removal. On each occasion when the Contractor fails to install the TC-64 signs according to the above requirements, or fails to remove the TC-64 signs within two hours of re-opening of the affected roadway, the Owner will assess a penalty of $2,000.00. A further penalty of $2,000.00 per Day, or part thereof, with no maximum penalty, shall be assessed until such time as the TC-64 sign is removed.


SINGLE RAIL STEEL BEAM GUIDE RAIL - Item No. Special Provision No. 721S05 April 2016

Amendment to OPSS 721, November 2015 721.07 CONSTRUCTION 721.07.03 Steel Beam Guide Rail 721.07.03.01 Installation Subsection 721.07.03.01 of OPSS 721 is amended by the addition of the following: Type M steel beam guide rail mounting heights shall be within the following ranges: a) 710 to 810 mm during construction and seasonal shutdown. b) 760 to 810 mm upon completion of the work. Where curb with gutter is required with Type M steel beam guide rail, mounting heights shall be measured vertically at the inside edge of the concrete gutter. Where sidewalk is required with Type M steel beam guide rail, mounting heights shall be measured vertically at the face of Type M steel beam guide rail.


STEEL BEAM ENERGY ATTENUATING TERMINAL SYSTEM - Item No. Special Provision No. 732S02 April 2016

Amendment to OPSS 732, November 2014 732.07 CONSTRUCTION 732.07.01 General Subsection 732.07.01 of OPSS 732 is amended by the addition of the following to the second paragraph: d) SoftStop Terminal system When an SBEAT Type M system is specified in the Contract Documents, the Contractor has the option of using one of the following systems: i) MGS – ET-Plus 31 Terminal System ii) MGS – SoftStop Terminal System iii) MGS – Sequential Kinking Terminal System iv) MGS – X-Lite Terminal System 732.07.03 Steel Beam Guide Rails Subsection 732.07.03 of OPSS 732 is amended by deleting the second paragraph in its entirety and replacing it with the following: SBEAT system and SBEAT Type M System mounting heights shall be measured vertically from the top of the steel beam guide rail to the ground or gutter line. SBEAT system mounting heights shall be within the ranges in Table 1. SBEAT Type M system mounting heights shall be within the ranges in Table 2.

TABLE 1 SBEAT System Mounting Heights

System Height During Construction and Seasonal Shutdown

mm

Height for Completion of the Work

mm

Extruder Terminal 685 to 760 685 to 735

Sequential Kinking Terminal 685 to 760 685 to 735

X-Lite Tangent Terminal 685 to 760 685 to 735

SoftStop Terminal 760 to 810 760 to 810


TABLE 2 SBEAT Type M System Mounting Heights

System Height During Construction and Seasonal Shutdown

mm

Height for Completion of the Work

mm

MGS ET-Plus 31 Terminal 760 to 810 760 to 810

MGS SoftStop Terminal 760 to 810 760 to 810

MGS Sequential Kinking Terminal 760 to 810 760 to 810

MGS X-Lite Tangent Terminal 760 to 810 760 to 810


PORTABLE TEMPORARY TRAFFIC SIGNALS – Item No.

Special Provision No. 799F07 March 2016

CONSTRUCTION SPECIFICATION FOR PORTABLE TEMPORARY TRAFFIC SIGNALS

TABLE OF CONTENTS

1.0 SCOPE 2.0 REFERENCES 3.0 DEFINITIONS 4.0 SUBMISSION AND DESIGN REQUIREMENTS – Not Used 5.0 MATERIALS 6.0 EQUIPMENT - Not Used 7.0 CONSTRUCTION 8.0 QUALITY ASSURANCE - Not Used 9.0 MEASUREMENT FOR PAYMENT 10.0 BASIS OF PAYMENT 1.0 SCOPE This specification covers the requirements for the supply, installation, operation and maintenance of portable temporary traffic signals, temporary illumination for the signals, and associated power supply. 2.0 REFERENCES This specification refers to the following standards, specifications or publications: Ontario Ministry of Transportation Publications Designated Sources for Materials (DSM) Ontario Traffic Manual (OTM): Book 7, Temporary Conditions Book 12, Traffic Signals 3.0 DEFINITIONS Portable Temporary Traffic Signals (PTTS) means two traffic control signal heads mounted onto a movable trailer.

March 2016 Page 1 of 7 SSP 799F07

5.0 MATERIALS 5.01 Portable Temporary Traffic Signals The traffic control signal heads shall have a minimum vertical mounting height of 5 metres for both the primary and secondary signal heads. The primary and secondary signal heads shall be separated by a minimum of 3.0 metres measured laterally. The signal heads shall be reversible on the trailer’s boom. Highway yellow backboards shall be used on each signal head. All signal lenses shall comply with the Institute of Transportation Engineers (ITE) interim/final specifications for incandescent or Light Emitting Diode (LED) lamps for chromaticity and luminous intensity. 5.02 Temporary Illumination Temporary illumination shall be provided for all PTTS installations being used at night. Temporary illumination shall meet the following requirements: a) A minimum of one luminaire shall be mounted over each PTTS trailer. b) Each luminaire shall have a minimum light output of 22,000 lumens. c) Each luminaire shall be mounted a minimum of 9 metres vertically above the roadway surface. d) The temporary illumination shall be powered by generator or line power. e) Temporary illumination shall be on from dusk until dawn. If the temporary illumination has a photo

controller, then the temporary illumination shall be switched on when ambient light levels are at 16 Lux and lower and switched off when ambient light levels are at 50 Lux and higher.

7.0 CONSTRUCTION 7.01 General PTTS and its temporary illumination shall be installed and relocated at the locations specified in the Contract Documents, or on the signed legal drawing (PHM-125). PTTS shall be installed on a level and stable surface that allows for on-site maintenance and service of the units. The PTTS shall be positioned to prevent displacement or damage by weather, maintenance activities, vehicle impact or vandalism. The Contract Administrator shall be given a minimum of 24-hour notice prior to the activation of the PTTS. The PTTS shall be activated in the presence of the Contract Administrator.


7.02 Operational Constraints Operation of PTTS shall be permitted between April 1st and November 30th of each calendar year. The operation of PTTS outside of this period shall not be permitted unless otherwise specified in the Contract Documents. If PTTS are permitted outside of this period, the PTTS shall be configured with environmental controls to permit operation at any temperature. When not in use, the PTTS shall be removed or the traffic control signal heads covered or turned up and/or away from the roadway. 7.03 Operational Capabilities 7.03.01 Portable Traffic Control Signals The installation and operation of portable temporary traffic signals shall be according to the OTM Book 7 and the traffic control signal head display criteria specified in OTM Book 12. PTTS shall have the following operational capabilities: a) Pre-timed signal operations where the green time, the amber clearance, and the all red times can be

manually input to the controller. b) Fully actuated operation using a variety of detection devices including loops, microwave, video or non-

loop in-pavement detection equipment that will: i) Place a call for a green indication when red or amber is being displayed. ii) Extend the green indication from a minimum to a maximum green time by a user selectable amount

each time a vehicle is detected during the green display (extension time). c) Rest in red or the last phase served. The user must be able to select this mode through software input on a

construction site. d) The user must be able to manually enter a minimum green time, a maximum green time, and an extension

time for actuated operations. e) All timing intervals are capable of being set in increments of one second. f) Default mode – flashing red shall display in both directions (at both master and local trailers) at the same

time. g) Manual mode – shall allow an operator to interrupt the other modes and return to the previous mode when

finished. h) Default mode warning system – the PTTS shall have the email, text messaging or cell/satellite paging

warning system activated and monitored, to advise the Owner/operator and/or Contractor when the signals have gone into the “default mode”.

i) Be able to communicate between the master and local units through either radio or hardwire with conflict

monitoring enabled to ensure malfunctions are identified. The units shall be set up so that if communications are lost, both units will revert to “default mode” operation.


j) All conflicts must be recorded in an error log with the exact date and time of the occurrence. The error log must be retrievable by the Owner.

7.03.02 Trailer Unit Each PTTS trailer unit shall have the following operational capabilities: a) Be able to operate as either a master or local. b) Be interconnected by either hardwire or radio. 7.03.03 Controller Each controller shall have the following operational capabilities: a) Be capable of providing variable all red clearance intervals between 0 – 600 seconds. b) Have circuitry that detects low voltage and prevents the occurrence of an unsafe (conflicting) signal

indication. In the event of low voltage the signal must default to a flashing all red. c) Must be password protected or have other security devices in place to prevent program tampering. d) Provide a red flash cycle that is flashed continuously at a rate of 50 – 60 times per minute with a 50%

duty cycle. e) If a radio interconnection is used then the system must have a mobile license from Industry Canada. 7.03.04 Power Supply The PTTS shall be powered by one or more of the following methods: a) Generator b) Solar power c) Electrical line power If a generator is being used to power the PTTS and temporary illumination, suitable housing and sound reduction measures shall be installed to enclose the generator and reduce external noise levels to less than 45 dBA measured at a distance of 7 metres from the generator. The housing shall provide sufficient ventilation to prevent overheating and permit exhausting of any hazardous fumes. The PTTS shall have a battery backup with a battery capacity sufficient to operate the system for a minimum of 14 days without recharging. The power supply and other electronic controls shall be completely inaccessible to unauthorized personnel and protected by a sturdy, lockable metal enclosure.


7.04 Traffic Signal Control Programming and Timing A technical expert knowledgeable in the operation of the PTTS shall be at the site to provide assistance during the initial set-up of the unit and shall remain on site until the unit is operating to the satisfaction of the Contract Administrator. The traffic signal timing shall be programmed into the traffic signal controller as specified in the Generic Signal Timing Sheet. The controller shall be set up by performing all programming, setting all timing controls, switch settings and conflict monitoring. 7.05 Portable Temporary Traffic Signals Supplied by Owner Where the Owner supplies the PTTS, the PTTS shall be picked up and transported from the Owner’s premises as specified in the Contract Documents. Once the PTTS is placed into operation, the operation, and maintenance of the PTTS shall be completed at no additional cost to the Owner. PTTS shall be returned to the Owner’s premises or to an alternate site specified by the Contract Administrator within 7 Days of being taken out of operation. 7.06 Maintenance of Portable Temporary Traffic Signals Routine, non-routine and emergency maintenance work required for continuous and proper operation of the PTTS shall be performed as specified in the Contract Documents. A technical expert shall be available on-call 24 hours a day, 7 days a week, to troubleshoot any PTTS problems on site and perform all work required to restore the PTTS to full operation. When directed by the Contract Administrator, the traffic signal operation shall be manually overridden to reduce or eliminate queuing traffic. A logbook shall be maintained and kept with the PTTS or at a location agreed upon with the Owner. The logbook shall record any fieldwork performed on the PTTS system, including the replacement of any hardware, changes to the software, or changes to the configuration, phasing, or timing parameters. The time and date of each entry in the logbook shall be signed by the individual making the entry. 9.0 MEASUREMENT FOR PAYMENT 9.01 Actual Measurement 9.01.01 Portable Temporary Traffic Signals For measurement purposes, a count shall be made of the number of PTTS installed. Each PTTS shall be counted only once, regardless of the number of times it is relocated. 9.02 Plan Quantity Measurement When measurement is by Plan Quantity, such measurement shall be based on the units shown in the clause under Actual Measurement.


10.0 BASIS OF PAYMENT 10.01 Portable Temporary Traffic Signals - Item Payment at the Contract price for the above item shall be full compensation for all labour, Equipment, and Materials to do the work, including all relocations of the PTTS. Site visits by the technical expert required to restore the PTTS to full operation shall be at no additional cost to the Owner.


GENERIC SIGNAL TIMING SHEET ACTUATED PRE-TIMED MAINSTREET (HWY): TIMING DEVELOPED BY: DATE TIMING DEVELOPED: GENERIC TIMING IDENTIFIED HERE SHALL BE TRANSCRIBED ONTO "OFFICIAL" TIMING SHEETS FOR THE TRAFFIC SIGNAL CONTROLLER BEING USED. A COPY OF THE "OFFICIAL" LOCAL TIMING SHEETS, SHALL BE ATTACHED TO THIS FORM AND FILED IN THE MTO REGIONAL TRAFFIC OFFICE. OPERATIONAL NOTES: FUNCTION/OPERATION MOVEMENT Direction 1 Direction 2 PERMITTED MOVEMENTS - - RED LOCK - - AMBER LOCK - - VEHICLE RECALL - - VEHICLE MAX RECALL - - RED REST - - DISPLAY RED ON STARTUP - - PLACE VEHICLE CALLS ON STARTUP - - INTERVAL TIMES MOVEMENT Direction 1 Direction 2 MINIMUM GREEN - - VEHICLE EXTENSION (PASSAGE TIME) - - MAX GREEN (INCLUDES MIN GREEN) - - MAX GREEN 2 (ALTERNATE MAX GREEN) - - AMBER CLEARANCE - - ALL RED CLEARANCE - - DETECTOR SETUP MOVEMENT Direction 1 Direction 2 DELAY TIME ON PRESENCE DETECTION - - TIME OF DAY TIME OF DAY DAY OF WEEK MOVEMENT OPERATIONS [START] [END] S M T W T F S Direction 1 Direction 2 MAX RECALL - - - - - - - - - MIN RECALL - - - - - - - - - MAX GREEN 2 - - - - - - - - - na --- not applicable


BEARINGS - Item No.


Amendment to OPSS 922, November 2009 922.07 CONSTRUCTION 922.07.01 General Subsection 922.07.01 of OPSS 922 is amended by the addition of the following: When elastomeric bearings are replaced on an existing structure, the top and bottom of the bearings shall be in full contact with the structure. Work required to achieve full contact shall be as specified in the Contract Documents. If the work required to achieve full contact with the structure is not specified in the Contract Documents, the Contract Administrator shall be notified and the work shall proceed only when directed. 922.07.09.02 Sampling and Supplying of Bearings Clause 922.07.09.02 of OPSS 922 is amended by the addition of the following: A copy of the bearing layout, installation drawings and elastomeric bearings for testing shall be delivered by the Contractor to: Head, Concrete Section Room 15, 145 Sir William Hearst Avenue Downsview, Ontario, M3M 1J8 922.08.01 Testing Subsection 922.08.01 of OPSS 922 is amended by the addition of the following: The Contractor shall provide the following elastomeric bearings as test samples for destructive testing purposes. These bearings are in addition to those required for installation on the Contract.

TABLE 1 Elastomeric Bearing Test Samples for Destructive Testing

Number of Samples to be

Tested

Dimensions Plain or Laminated

Number of Bearings

Represented by Sample

Structure Identification

Bearings Location

Represented by Test Sample


922.10 BASIS OF PAYMENT 922.10.01 Bearings – Item Subsection 922.10.01 of OPSS 922 is amended by the addition of the following: For structural rehabilitation, when repairs to the existing bearing seat or soffit above the bearing areas is required prior to the installation of the new elastomeric bearing to ensure full contact is achieved, and the work is not specified in the Contract Documents, payment for such work shall be administered as a Change in the Work. Section 922.10 of OPSS 922 is amended by the addition of the following subsection: 922.10.02 Bearings for Destructive Testing Payment at the Contract price for the tender item bearings shall include full compensation for the supply of bearings for destructive testing.


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

101.070 Legend - Pavement Markings Apr 1994 Jan 4, 1994 TOS/ TO

For use with Pavement Marking items.

DIVISION 200 - GRADING

219.101 Light Duty Straw Bale Barrier – Ditch Inlet Protection During Construction

Aug 2002 Oct 16, 2002 0 ENV/ PEPO

DIVISION 300 - ENTRANCES

No Division 300 Drawings

DIVISION 400 - FRAMES AND GRATES


DIVISION 500 - PAVING

503.020 Shoulder Rumble Strips Jan 2000 Feb 2, 2000 1 DSS/ DCSO

For use as identified and directed.

503.021 Shoulder Rumble Strips at Speed Change Lanes

Sep 1999 Sep 1, 1999 DSS/ DCSO


503.022 Shoulder Rumble Strips at Intersections and Entrances

Sep 1999 Sep 1, 1999 DSS/ DCSO


503.050 Centreline Rumble Strips Apr 2010 Jun 17, 2010 0 DSS/ DCSO

503.070 Shoulder Rumble Strips for 0.5m Bicycle Buffer Zone

Dec 2013 May 8, 2014 0 DSS/ DCSO





504.01 Raised Traffic Island Feb 2016 Mar 3, 2016 0 DSS/ DCSO

505.010 Carpool Parking Facilities, Barrier Free Parking Spaces

Apr 2007 Jun 7, 2007 0 DSS/ DCSO

April 2016 Page 1 of 17 G2-0



Imp. Date

Dwg. Rev.

Office Remarks

508.010 Routing and Sealing Cracks in Asphalt Pavement

Feb 2008 Feb 14, 2008 0 BITM/ MERO

DIVISION 600 - CURBS & GUTTERS

600.080 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.

600.091 Concrete Semi-Mountable Curb with Narrow Gutter for Roundabout Truck Apron

Apr 2014 Jul 10, 2014 0 DSS/ DCSO

600.092 Concrete Semi-Mountable Curb with Wide Gutter for Roundabout Truck Apron

Apr 2014 Jul 10, 2014 0 DSS/ DCSO

600.093 Concrete Curbs at Roundabout Truck Apron and Central Island

Feb 2016 Mar 3, 2016 1 DSS/ DCSO

600.120 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


DIVISION 800 - CULVERTS & DRAINS

803.021 Bedding and Backfill for Precast Concrete Box Culverts

May 1994 May 25, 1994 P&F/ MERO

Always with Precast Concrete Box Culvert items.

805.060 Height of Fill Table Corrugated Aluminum Alloy Structural Plate Pipe

Jul 2013 Aug 15, 2013 0 DCSO/ Drainage

806.021 Height of Fill Table Closed Profile Wall Polyethylene Pipe RSC 100, 160, 250, and 400

Jul 2013 Aug 15, 2013 0 DCSO/ Drainage

806.023 Height of Fill Table Solid Wall Polyethylene Pipe SDR 32.5

May 2014 Jun 12, 2014 0 DCSO/ Drainage

DIVISION 900 - FENCING, GUIDERAILS

911.190 Guide Rail System, Concrete Barrier, Type X Connection, Installation - Temporary

Jul 2015 Aug 27, 2015 0 DSS/ DCSO




Imp. Date

Dwg. Rev.

Office Remarks


Jul 2015 Aug 27, 2015 0 DSS/ DCSO


Jul 2015 Aug 27, 2015 0 DSS/ DCSO

911.195 Guide Rail System, Concrete Barrier, Type X Connection, Installation - Temporary Reduced Deflection

Jul 2015 Aug 27, 2015 0 DSS/ DCSO

911.196 Guide Rail System, Concrete Barrier, Type X Connection, Installation - Temporary Reduced Deflection Transition to TCB

Jul 2015 Aug 27, 2015 0 DSS/ DCSO

911.232 Guide Rail System, Concrete Barrier Energy Attenuator Installation - Temporary - Reduced Exposure


911.233 Guide Rail System, Concrete Barrier Energy Attenuator Installation - Temporary - Narrow


912.123 Guide Rail System, Steel Beam Type M Rail - 476 mm Hole Spacing Component

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.124 Guide Rail System, Steel Beam Type M Transition Rail Component

Oct 2015 Oct 22, 2015 0 DSS/ DCSO

912.125 Guide Rail System, Steel Beam Type M Rail Component

Oct 2015 Oct 22, 2015 0 DSS/ DCSO

912.127 Guide Rail System, Steel Beam Type M20 Steel Post with Offset Block Component

Jan 2016 Jan 28, 2016 1 DSS/ DCSO

912.128 Guide Rail System, Steel Beam Type M30 Steel Post With Offset Block Component

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.129 Guide Rail System, Steel Beam 30 cm Polymer Offset Block - P-Block Component

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.131 Steel Beam Guide Rail and End-Treatments, Rock Cut Installation

Jan 2007 Mar 15, 2007 1 DSS/ DCSO

912.185 Guide Rail System, Steel Beam Type M20 Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.186 Guide Rail System, Steel Beam Type M20 - Adjacent to 2H:1V Slope Installation - Rail at Shoulder

Apr 2016 Apr 28, 2016 0 DSS/ DCSO




Imp. Date

Dwg. Rev.

Office Remarks

912.188 Guide Rail System, Steel Beam Type M30 - Adjacent to Concrete Curb Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.189 Guide Rail System, Steel Beam Type M30 - Adjacent to Sidewalk Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.245 Guide Rail System, Steel Beam Type M - 7.62 m Long Span Treatment Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.246 Guide Rail System, Steel Beam Type M - 5.715 m Long Span Treatment Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.255 Guide Rail System, Steel Beam Type M20 and M30 Leaving End Treatment Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.256 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

912.315 Guide Rail System, Steel Beam Transition From Type M to Steel Beam Guide Rail With Channel for Structure Connection - Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.316 Guide Rail System, Steel Beam Type M - Reduced Deflection Treatment Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

912.384 Guide Rail System, Steel Beam Permanent Transition Installation to 3 Cable Divided and Undivided Highway

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

917.100 100 X 100 Fabricated Steel Sign Base Concrete Barrier Installation Details

Mar 1997 Mar 1, 1997 DSS/ DCSO

Included in contracts where small signs are installed on concrete barrier walls at a 90 degree angle to the wall.

917.101 150 X 150 Fabricated Steel Sign Base Concrete Barrier Installation Detail






Imp. Date

Dwg. Rev.

Office Remarks

917.102 100 X 100 Fabricated Steel Sign Base - 45 Degree Angle Mount Concrete Barrier Installation Details



917.103 150 X 150 Fabricated Steel Sign Base - 45 Degree Angled Mount Concrete Barrier Installation Detail



922.155 Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MGS ET-Plus 31 Terminal System Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

922.161 Energy Attenuator, End Treatment Steel Beam Enerby Attenuating Terminal SoftStop Terminal System with Steel Posts, Installation

Oct 2015 Oct 22, 2015 0 DSS/ DCSO

922.165 Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MGS SoftStop Terminal System Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

922.170 Energy Attenuator, End Treatment SBEAT X-Lite Tangent Terminal System with Steel Posts, Installation

Nov 2013 Dec 5, 2013 0 DSS/ DCSO

922.185 Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MGS-Sequential Kinking Terminal System Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

922.195 Energy Attenuator, End Treatment Steel Beam Energy Attenuating Terminal MGS X-Lite Terminal System Installation

Apr 2016 Apr 28, 2016 0 DSS/ DCSO

923.003 Energy Attenuator, Crash Cushion REACT 350, Component - Reinforced Concrete Pad

Feb 2013 Mar 7, 2013 1 DSS/ DCSO

923.610 Energy Attenuator, Crash Cushion REACT 350 TL-2, Installation - Permanent

Feb 2007 Mar 15, 2007 0 DSS/ DCSO

923.611 Energy Attenuator, Crash Cushion, REACT 350 TL-3, Installation - Permanent

Feb 2007 Mar 15, 2007 0 DSS/ DCSO




Imp. Date

Dwg. Rev.

Office Remarks

924.141 Energy Attenuator, Crash Cushion SLED System Installation - TCB

Apr 2015 Jun 25, 2015 0 DSS/ DCSO

925.000 Thrie Beam Guide Rail - Median Barrier General Layout

Jun 1993 Jun 21, 1993 DSS/ DCSO

925.020 Thrie Beam Median Guide Rail - Post, Offset Block and Back-Up Plate


925.040 Thrie Beam Guide Rail - Transition Rail SBGR To Thrie Beam

Oct 1993 Oct 14, 1993 DSS/ DCSO

925.100 Thrie Beam Guide Rail - Median Barrier Details


925.310 Thrie Beam Median Guide Rail - Transition To Concrete Median Barrier


960.0100 Ramp Closure Gate, Entrance Ramp to Freeway 9m Gate Installation

May 2013 Jun 20, 2013 0

960.0110 Ramp Closure Gates, Entrance Ramp to Freeway Twin 9m Gates Installation, drawing implemented.

May 2013 Jun 20, 2013 0

960.0120 Ramp Closure Gate Entrance Ramp to Freeway 12m Gate Installation, drawing implemented.

May 2013 Jun 20, 2013 0

960.1010 Ramp Closure Gate, 9.0m Gate General Assembly, drawing implemented.

May 2013 Jun 20, 2013 0

960.1020 Ramp Closure Gate, Breakaway Post and Connection Components, drawing implemented.

May 2013 Jun 20, 2013 0

960.1030 Ramp Closure Gate, Base Plate and Couplings Component, drawing implemented.

May 2013 Jun 20, 2013 0

960.1040 Ramp Closure Gate, Wooden Support Post With Bracket, Closed Position Components, drawing implemented.

May 2013 Jun 20, 2013 0

960.1050 Ramp Closure Gate, Wooden Support Post With Bracket, Open Position Components, drawing implemented.

May 2013 Jun 20, 2013 0

960.1060 Ramp Closure Gate, Reinforced Concrete Footing, Component, drawing implemented.

May 2013 Jun 20, 2013 0

960.1070 Ramp Closure Gate, 12.0m Gate General Assembly, drawing implemented.

May 2013 Jun 20, 2013 0




Imp. Date

Dwg. Rev.

Office Remarks

960.1080 Ramp Closure Gate, Object Marker Sign Bracket Component, drawing implemented.

May 2013 Jun 20, 2013 0

971.101 Fence, Highway In Earth, Shale, Loose Rock, Or Friable Rock Installation


971.102 Fence, Highway In Solid Rock Installation


971.103 Fence, Highway Installation Details Jun 2012 Jul 5, 2012 DSS/ DCSO

984.105 Flexible Delineator Post Installation – Temporary and Permanent

Nov 2014 Feb 26, 2015 0 DSS/ DCSO

986.101 Small Sign Support System Franklin Industries Company Breakaway U-Flange Post Installation - Single Post Assembly

Jan 2014 Jan 30, 2014 2 DSS/ DCSO

986.105 Small Sign Support System Franklin Industries Company Breakaway U-Flange Post Components

Jan 2014 Jan 30, 2014 1 DSS/ DCSO

986.201 Small Sign Support System Franklin Industries Company Breakaway U-Flange Post Installation - Double Post Assembly

Jan 2014 Jan 30, 2014 2 DSS/ DCSO

986.301 Small Sign Support System Franklin Industries Company Breakaway U-Flange Post Installation - Triple Post Assembly

Jan 2014 Jan 30, 2014 2 DSS/ DCSO

DIVISION 2000 - ATMS

2001.10 ATMS - Equipment Identifier I Sep 2007 Jan 24, 2008 0 ATMS

2001.11 ATMS - Equipment Identifier II Feb 2013 Mar 7, 2013 2 ATMS

2001.12 ATMS - Communication Schematic I Sep 2007 Jan 24, 2008 0 ATMS

2001.13 ATMS - Communication Schematic II Sep 2007 Jan 24, 2008 0 ATMS

2010.02 ATMS - Layout Drawings and Wiring Legend

Feb 2013 Mar 7, 2013 1 ATMS

DIVISION 2100 - 2901 - Electrical

2100.070 Steel Encased Ducts by Subsurface Installation

Feb 2004 Feb 18, 2004 3 ELEC




Imp. Date

Dwg. Rev.

Office Remarks

2104.010 RE Ducts Surface Mounted on Structures

Sep 2015 Dec 17, 2015 1 ELEC

2130.010 Supply Control Cabinet Installation - Overhead Services, Top Entry Metering

Dec 2014 Dec 18, 2014 8 ELEC

2130.011 Supply Control Cabinet Installation - Underground Services, Bottom Entry Metering

Dec 2014 Dec 18, 2014 4 ELEC

2130.012 Supply Control Cabinet Installation - Overhead Services Bottom Entry Metering

Dec 2014 Dec 18, 2014 3 ELEC

2130.013 Supply Control Cabinet Installation - Underground Services, Top Entry Metering

Dec 2014 Dec 18, 2014 1 ELEC

2132.010 Wooden Pad for Controller Cabinet Sep 2015 Dec 17, 2015 4 ELEC

2200.031 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

2200.050 Concrete Footing In Earth for Heavy Class Steel Pole and Sectional Steel Pole

Sep 2015 Dec 17, 2015 3 ELEC

2200.090 Reinforcing Steel for Concrete Footing for Heavy Class Steel Poles and Sectional Steel Pole in Earth

Sep 2015 Dec 17, 2015 2 ELEC

2210.031 High Mast Lighting Pole, Extended Footing Within Energy Attenuator and Apron

Sep 2015 Dec 17, 2015 1 ELEC

2218.030 High Mast Lighting Pole, Maintenance Platform Layout - Prefabricated Steel

Apr 2011 Jun 2, 2011 1 ELEC

2218.031 High Mast Lighting Pole, Maintenance Platform Details - Prefabricated Steel

Jan 2007 Mar 15, 2007 0 ELEC

2218.032 High Mast Lighting Pole, Maintenance Platform Details - Prefabricated Steel

Jan 2007 Mar 15, 2007 0 ELEC

2250.020 Truss Brackets - Mounting Details Nov 2007 Dec 20, 2007 ELEC

2270.000 Bollards Detail Sep 2010 Oct 14, 2010 ELEC

2302.050 Duct Transition from Surface Mounted to Direct Burial

Sep 2015 Dec 17, 2015 1 ELEC




Imp. Date

Dwg. Rev.

Office Remarks

2433.010 Base Plate for Heavy Class Steel Pole Sep 2015 Dec 17, 2015 2 ELEC

2433.011 Base Plate for Heavy Class Sectional Steel Pole

Sep 2015 Dec 17, 2015 2 ELEC

2435.010 Octagonal and Round Heavy Class Steel Pole

Jan 2007 Mar 15, 2007 2 ELEC

2435.020 Heavy Class Sectional Steel Pole Jan 2007 Mar 15, 2007 2 ELEC

2440.051 Supply Control Cabinet Assembly Type 1 & 2 Barrier Details

Feb 2004 Feb 18, 2004 0 ELEC

2450.011 High Mast Lighting Pole - 25, 30, and 35m 8-Sided Pole

Jan 2008 Feb 14, 2008 1 ELEC

2450.021 High Mast Lighting Pole - 40 and 45m 12-Sided Pole

Sep 2010 Oct 14, 2010 2 ELEC

2453.020 High Mast Pole - Handhole Orientation

Feb 2004 Feb 18, 2004 4 ELEC

2453.021 High Mast Lighting Pole - Luminaire and Handhole Orientation for Median Mounting Pole

Feb 2004 Feb 18, 2004 0 ELEC

2453.070 High Mast Lighting Pole Luminaire Support Ring

Feb 2009 Mar 12, 2009 1 ELEC

2510.011 Uninterruptible Power Supply (UPS) Cabinet Pole Mounted

Mar 2016 Mar 3, 2016 1 ELEC

2510.100 332 Cabinet Wireless Modem Installation for 'WHIP' Antenna

Mar 2016 Mar 3, 2016 1 ELEC

2510.101 Template for Antenna Mounting Mar 2016 Mar 3, 2016 1 ELEC

2510.102 332 Cabinet Wireless Modem Installation for 'PUCK' Antenna

Mar 2016 Mar 3, 2016 1 ELEC

2510.103 332 Cabinet Wireless Modem One Line Diagram Wireless Antenna and Ethernet Connection

Mar 2016 Mar 3, 2016 1 ELEC

2514.011 Traffic Signal Cabinet and Uninterruptible Power Supply (UPS) Cabinet on Concrete Pad

Mar 2016 Mar 3, 2016 2 ELEC

2514.021 Concrete Pad for Traffic Signal Control Cabinet and Uninterruptible Power Supply (UPS) Cabinet

Mar 2016 Mar 3, 2016 1 ELEC

2528.021 Traffic Signal Cabinet Wiring Diagram to Accommodate UPS Control Unit and UPS System

Mar 2016 Mar 3, 2016 1 ELEC

2529.110 Typical Traffic Signal Wiring Details Two To Eight Phase Systems

Mar 2001 Apr 4, 2001 1 ELEC




Imp. Date

Dwg. Rev.

Office Remarks

2529.120 Signal Wiring Using 7/C Cable Connected Radially, 2-8 Phase

Mar 2001 Apr 4, 2001 1 ELEC

2536.021 Flasher Beacons without Flasher Mechanism and Wiring Diagram

Sep 2010 Oct 14, 2010 ELEC

2536.022 Horizontal Flasher Beacons for Roadway Sign and Downlight and Wiring Diagram

Sep 2010 Oct 14, 2010 ELEC

2550.010 Installation of Aerial Interconnection Cables at Terminal Board

Feb 2004 Feb 18, 2004 2 ELEC

2555.010 Flexible Utility Marker Oct 2008 Dec 11, 2008 0 ELEC

2901.021 Traffic Data Collection, Traffic Counting Station Type 1

Jan 2013 Mar 7, 2013 2 ELEC

2901.022 Traffic Data Collection, Traffic Counting Station Type 2

Jan 2013 Mar 7, 2013 2 ELEC

2901.061 Traffic Data Collection, Data Stations - Permanent Data Collection Station - General Layout

Oct 2008 Mar 12, 2009 0 ELEC

2901.261 Traffic Data Collection, Controller Configuration - Permanent Data Collection Station - Cabinet and Equipment

Oct 2008 Mar 12, 2009 0 ELEC

2901.262 Traffic Data Collection, Controller Configuration - Permanent Data Collection Station - Cabinet Configuration

Oct 2008 Mar 12, 2009 0 ELEC

2901.263 Traffic Data Collection, Controller Configuration - Permanent Data Collection Station - Typical 2- to 4- Lane Wiring

Oct 2008 Mar 12, 2009 0 ELEC


Oct 2008 Mar 12, 2009 0 ELEC


Oct 2008 Mar 12, 2009 0 ELEC


Oct 2008 Mar 12, 2009 0 ELEC

2901.401 Traffic Data Collection Detector Loops, General Installation 1

Oct 2008 Mar 12, 2009 0 ELEC




Imp. Date

Dwg. Rev.

Office Remarks

2901.402 Traffic Data Collection Detector Loops, General Installation 2

Jan 2013 Mar 7, 2013 1 ELEC

2901.403 Traffic Data Collection Detector Loops, General, Splices for Cables

Oct 2008 Mar 12, 2009 0 ELEC

2901.404 Prefabricated Detector Loop Jul 2011 Jul 21, 2011 2 ELEC

2901.405 Prefabricated Detector Loop, Heavy Duty Rubber

Jan 2013 Mar 7, 2013 2 ELEC

2901.461 Traffic Data Collection Detector Loops, Permanent Data Collection Station Details Main Loop

Jan 2013 Mar 7, 2013 1 ELEC

2901.462 Traffic Data Collection, Detector Loops, Permanent Data Collection Station Layout - Main and Axle Loop Placement

Jan 2013 Mar 7, 2013 2 ELEC

2901.501 Traffic Data Collection - Traffic Count Station Vehicle Volume Detector Loop Layout - 2-Lane/2-Way Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.502 Traffic Data Collection, Traffic Count Station Vehicle Volume Detector Loop Layout - 4-Lane/2-Way Divided Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.503 Traffic Data Collection, Traffic Count Station Vehicle Volume Detector Loop Layout - 2-Lane/1-Way Ramp

Jan 2013 Mar 7, 2013 1 ELEC

2901.504 Traffic Data Collection, Traffic Count Station Vehicle Volume Detector Loop Layout - 1-Lane Ramp

Jan 2013 Mar 7, 2013 1 ELEC

2901.505 Traffic Data Collection, Traffic Count Station Vehicle Volume Detector Loop Layout - 6-Lane/2-Way Divided Highway

Jan 2013 Mar 7, 2013 1 ELEC

2901.506 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

2901.507 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




Imp. Date

Dwg. Rev.

Office Remarks

2901.508 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

2901.509 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 2 Lane/1-Way Ramp

Jan 2013 Mar 7, 2013 0 ELEC

2901.510 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

2901.512 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 1-Lane High Congestion Ramp

Jan 2013 Mar 7, 2013 0 ELEC

2901.513 Traffic Data Collection - Traffic Count Station Vehicle Volume Detector Loop Layout 4-Lane/2-Way Undivided Highway

Jan 2013 Mar 7, 2013 0 ELEC

2901.514 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 4-Lane/2-Way Undivided Highway

Jan 2013 Mar 7, 2013 0 ELEC

2901.515 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

2901.518 Traffic Data Collection - Traffic Count Station Vehicle Classification Detector Loop Layout 12 Lane/2-Way Divided Highway

Dec 2014 Dec 18, 2014 0 ELEC

2901.521 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 2-Lane/2-Way Highway

Jan 2013 Mar 7, 2013 2 ELEC

2901.522 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

2901.523 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 4-Lane/2-Way Divided Highway

Jan 2013 Mar 7, 2013 2 ELEC




Imp. Date

Dwg. Rev.

Office Remarks

2901.524 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

2901.525 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

2901.526 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

2901.530 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 1-Lane Ramp

Jan 2013 Mar 7, 2013 1 ELEC

2901.531 Traffic Data Collection, Traffic Count Station Vehicle Classification Detector Loop Layout - 2-Lane/1-Way Ramp

Jan 2013 Mar 7, 2013 1 ELEC

2901.541 Traffic Data Collection, Detector Loops, Permanent Data Collection Station Layout - 2-Lane/2-Way Highway

Oct 2008 Mar 12, 2009 0 ELEC

2901.542 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


Oct 2008 Mar 12, 2009 0 ELEC


Oct 2008 Mar 12, 2009 0 ELEC

DIVISION 2902 - 2980 - ATMS

2902.205 ATMS - ATMS Maintenance Holes Entry of Direct Buried Ducts

May 2015 Jun 25, 2015 1 ATMS




Imp. Date

Dwg. Rev.

Office Remarks

2902.311 ATMS - Enclosure, Cabinet, Pole Mounted

Sep 2010 Oct 14, 2010 0 ATMS

2902.321 ATMS - Enclosure, Cabinet, Power Supply, Assembly Type 2 600/347V, 100A, 3-Phase, 4-Wire

Sep 2010 Oct 14, 2010 0 ATMS

2902.420 Detector, Magnetic, Field Connection to Cabinet Input Files with HOV Lanes

Jan 2009 Mar 12, 2009 0 ATMS

2902.421 Detector, Magnetic, Field Connection to Cabinet Input Files without HOV Lanes

Jan 2009 Mar 12, 2009 0 ATMS

2902.422 Detector, Magnetic, Field Connection Input Data

Jan 2009 Mar 12, 2009 0 ATMS

2902.423 ATMS - Detector, Magnetic, Station Provisions, Duct Depth Data

Sep 2010 Oct 14, 2010 0 ATMS

2902.424 ATMS - Detector Station, Magnetic, Typical Cable Connection Diagram

Sep 2010 Oct 14, 2010 0 ATMS

2902.426 Detector, Magnetic, Station Provisions

Jan 2009 Mar 12, 2009 0 ATMS

2902.427 ATMS - Provisions for Magnetic Detector Station Duct Profile

Dec 2010 Jun 2, 2011 2 ATMS

2902.428 ATMS - Electrical Handhole, Semi-Concrete with Cover

Dec 2010 Jun 2, 2011 2 ATMS

2902.429 ATMS - Detector Station, Magnetic, General Layout

Dec 2010 Jun 2, 2011 1 ATMS

2910.010 ATMS - Grounding for Overhead Communications Cable Systems

Sep 2007 Jan 24, 2008 0 ATMS

2910.015 ATMS - Aerial Suspension of Existing Surface Mounted Conduits

Sep 2007 Jan 24, 2008 0 ATMS

2910.020 ATMS - Aerial Splice Enclosure and Slack Storage

Sep 2007 Jan 24, 2008 0 ATMS

2910.025 ATMS - Aerial to Underground Transition for F/O Cable

Sep 2007 Jan 24, 2008 0 ATMS

2920.010 ATMS - Removal of Electrical Chamber & Extension of Existing Steel Encased Duct Bank

Sep 2007 Jan 24, 2008 0 ATMS

2920.015 ATMS - Cabinet & Duct Installation Pedestal is Offset from Main Trench

Sep 2007 Jan 24, 2008 0 ATMS

2920.016 ATMS - Cabinet & Duct Installation Pedestal In-Line With Main Trench

Sep 2007 Jan 24, 2008 0 ATMS




Imp. Date

Dwg. Rev.

Office Remarks

2920.020 ATMS - Conduit Entry To Equipment Cabinet Pads

Sep 2007 Jan 24, 2008 0 ATMS

2920.021 ATMS - Entry To Equipment Cabinet Pad Conduit Data I

Sep 2007 Jan 24, 2008 0 ATMS

2920.022 ATMS - Entry To Equipment Data Cabinet Pad Conduit Data II

Sep 2007 Jan 24, 2008 0 ATMS

2920.030 ATMS - Duct Bypass Around Sign Footing

Sep 2007 Jan 24, 2008 0 ATMS

2930.010 ATMS - Cable Slack Storage In Electrical Chamber

Sep 2007 Jan 24, 2008 0 ATMS

2930.020 ATMS - Communication Duct Connection At Electrical Chamber

Sep 2007 Jan 24, 2008 0 ATMS

2930.050 ATMS - Duct Orientation on Structures

Sep 2007 Jan 24, 2008 0 ATMS

2930.070 ATMS - Transition From Surface Mounted Pull Boxes To Direct Burial

Sep 2007 Jan 24, 2008 0 ATMS

2940.010 ATMS - Concrete Pad For Cabinet Sep 2007 Jan 24, 2008 0 ATMS

2940.015 ATMS - Telco Connection Provisions At Cabinet With Isolated Service

Sep 2007 Jan 24, 2008 0 ATMS

2940.020 ATMS - Cabinet Installation Details Sep 2007 Jan 24, 2008 0 ATMS

2940.025 ATMS - Cabinet & Pad Behind Noise Barrier

Sep 2007 Jan 24, 2008 0 ATMS

2940.030 ATMS - Cabinet Connection Data Sep 2007 Jan 24, 2008 0 ATMS

2940.110 ATMS - Communication Pedestal Sep 2007 Jan 24, 2008 0 ATMS

2940.115 ATMS - Concrete Pad For Communication Pedestal

Sep 2007 Jan 24, 2008 0 ATMS

2940.120 ATMS - Base Mounted Communications Pedestal

Sep 2007 Jan 24, 2008 0 ATMS

2940.220 ATMS - Field Equipment Site With Guide Rail Protection

Sep 2007 Jan 24, 2008 0 ATMS

2940.221 ATMS - Field Equipment Site Without Guide Rail Protection

Sep 2007 Jan 24, 2008 0 ATMS

2940.310 ATMS - Power Supply Cabinet, 5KVA, 10KVA, 15KVA, 25KVA

Sep 2010 Oct 14, 2010 2 ATMS

2940.320 ATMS - Power Supply Pedestal Sep 2007 Jan 24, 2008 0 ATMS

2950.010 ATMS - Field Connection of Detector Loops to Cabinet Input Files

Sep 2007 Jan 24, 2008 0 ATMS




Imp. Date

Dwg. Rev.

Office Remarks

2950.011 ATMS - Loop Location Identification Details

Sep 2007 Jan 24, 2008 0 ATMS

2950.012 ATMS - Connection to Detector Loop Leads and Detector Cables to Splice Point (New Construction)

Sep 2007 Jan 24, 2008 0 ATMS

2950.013 ATMS - Field Connection Input Data Sep 2007 Jan 24, 2008 0 ATMS

2950.014 ATMS - Connection of Detector Loop Leads and Detector Cables to Splice Point (Selective Resurfacing)

Sep 2008 Oct 30, 2008 1 ATMS

2950.020 ATMS - Diamond Loop Layout Details

Mar 2008 Mar 20, 2008 1 ATMS

2950.021 ATMS - Diamond Loop for Vehicle Detector Station

Mar 2008 Mar 20, 2008 1 ATMS

2950.030 ATMS - Rectangular Loop Layout Mar 2008 Mar 20, 2008 1 ATMS

2950.031 ATMS - Rectangular Loop for Vehicle Detector Station

Sep 2007 Jan 24, 2008 0 ATMS

2950.110 ATMS - Vehicle Detection Station, General Loop Layout & Connection Details

Mar 2008 Mar 20, 2008 1 ATMS

2950.115 ATMS - Vehicle Detection Station Arrangements in Adjacent Sets of Lanes

Sep 2007 Jan 24, 2008 0 ATMS

2950.210 ATMS - Ramp Metering Loop Layout Sep 2007 Jan 24, 2008 0 ATMS

2950.510 ATMS - Non-Intrusive Traffic Sensor Installation on Wood Pole

Sep 2007 Jan 24, 2008 0 ATMS

2960.010 ATMS - CCTV Pole, Cabinet & Pad Locations

Sep 2007 Jan 24, 2008 0 ATMS

2960.110 ATMS - Mechanical Installation Details for Pole Mounted CCTV Camera

Sep 2007 Jan 24, 2008 0 ATMS

2960.111 ATMS - Pole Top Mounting Bracket for CCTV Camera Pan and Tilt Unit

Sep 2007 Jan 24, 2008 0 ATMS

2960.210 ATMS - Ground Schematic for Pole Mounted CCTV Camera

Sep 2007 Jan 24, 2008 0 ATMS

2970.010 ATMS - Conduit Sleeve and Grounding Details at Overhead Sign Support Footings

Sep 2007 Jan 24, 2008 0 ATMS

2970.110 ATMS - Variable Message Sign, Full Size Display Matrix Configuration

Sep 2010 Oct 14, 2010 1 ATMS




Imp. Date

Dwg. Rev.

Office Remarks

2970.120 ATMS - Variable Message Sign, Mid Size Display Matrix Configuration

Sep 2010 Oct 14, 2010 1 ATMS

2970.310 ATMS - Variable Message Sign Font (MTO1)

Sep 2007 Jan 24, 2008 0 ATMS

2970.311 ATMS - Variable Message Sign Font (MTO2)

Sep 2007 Jan 24, 2008 0 ATMS

2980.010 ATMS - Trailer Mounted PVMS on Wooden Crib

Sep 2007 Jan 24, 2008 0 ATMS

2980.110 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 Apr 2010 May 20, 2010

102 COMM Weighing of Materials Oct 1992 Mar 17, 1994

106 PROV Electrical Work Nov 2012 Mar 7, 2013

120 PROV The Use of Explosives Nov 2014 Jan 8, 2015

127 COMM Schedule of Rental Rates for Construction Equipment Including Model and Specification Reference

Apr 2015 Jun 25, 2015

180 COMM Management of Excess Materials Nov 2011 Jan 19, 2012

182 PROV Environmental Protection for Construction In and Around Waterbodies and On Waterbody Banks

Nov 2015 Dec 17, 2015

185 PROV Temporary Flow Control for Construction in Waterbodies Nov 2012 Mar 7, 2013

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 COMM Granular Sealing Mar 1998 Jul 15, 1998

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 Apr 2007 Jul 26, 2007

April 2016 Page 1 of 6 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 Nov 2014 Jan 8, 2015

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 COMM Hot In-Place Recycling and Hot In-Place Recycling with Integral Overlay

Sep 1996 Jan 1, 1997

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

352 COMM Concrete Steps Nov 2000 Jan 10, 2001

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 COMM Excavating, Backfilling, and Compacting for Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers (Formerly OPSS 516)

Nov 2013 Mar 27, 2014

403 COMM Rock Excavation for Pipelines, Utilities, and Associated Structures in Open Cut (Formerly OPSS 515)

Nov 2010 Sep 29, 2011

404 COMM Support Systems (Formerly OPSS 538) Nov 2010 Sep 29, 2011




Imp. Date

405 COMM Pipe Subdrains Nov 2008 Aug 27, 2009

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 COMM Watermain Installation In Open Cut Nov 2014 Feb 26, 2015

490 COMM Site Preparation For Pipelines, Utilities, and Associated Structures (Formerly OPSS 503)

Nov 2010 Sep 29, 2011

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 COMM Dewatering of Pipeline, Utility, and Associated Structure Excavation

Nov 2010 Sep 29, 2011

518 COMM Control of Water From Dewatering Operations Nov 2011 Jan 19, 2012

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 COMM Removal of Electrical Equipment and Materials (Reissued November 2010)

Nov 2008 Sep 29, 2011




Imp. Date

611 COMM Installation of Underpass Luminaires Nov 2013 Mar 27, 2014

614 COMM Installation of Power Supply Equipment Nov 2012 Mar 7, 2013

615 COMM Erection of Poles (Reissued November 2010) Nov 2008 Sep 29, 2011

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 COMM Traffic Signal Equipment Sep 1984 Apr 1, 1985

621 COMM Electrical Traffic Control Devices Sep 1984 Apr 1, 1985

622 COMM Traffic Signal Controllers Sep 1993 Mar 1, 1994

623 COMM Traffic Actuation Equipment Jan 1990 Jun 1, 1990

624 COMM Traffic Signal Interconnection Equipment Sep 1984 Apr 1, 1985

630 COMM Installation of Sectional Steel High Mast Lighting Poles Nov 2012 Mar 7, 2013

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 COMM Traffic Control Signing (Formerly OPSS 543) Nov 2010 Sep 29, 2011

707 COMM Modified Overhead Signboards Nov 2015 Apr 28, 2016

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

730 COMM Guide Rail End Treatment - Eccentric Loader Terminal System Nov 2014 Feb 26, 2015

731 COMM Guide Rail End Treatment Crash-Cushion Attenuating Terminal (CAT-350) System

Nov 2013 Jul 10, 2014

732 PROV Guide Rail End Treatment - Steel Beam Energy Attenuating Terminal System (SBEATS)

Nov 2013 Jul 10, 2014

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




Imp. Date

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

804 PROV Seed and Cover Nov 2014 Jan 8, 2015

805 COMM Temporary Erosion and Sediment Control Measures Nov 2015 Jan 28, 2016

810 COMM Rootwad Structures for Waterbody Banks Nov 2013 Dec 18, 2014

811 COMM Large Woody Debris for Waterbody Banks Nov 2013 Dec 18, 2014

812 COMM LUNKERS Nov 2013 Dec 18, 2014

820 COMM Riffles On Streambeds Nov 2014 Apr 28, 2016

821 COMM Pools In Streambeds Nov 2014 Apr 28, 2016

822 COMM Rocky Ramps On Streambeds Nov 2014 Apr 28, 2016

823 COMM Low Flow Channels Nov 2014 Apr 28, 2016

824 COMM Baffles In a Culvert Nov 2014 Apr 28, 2016

DIVISION 9 – STRUCTURAL

902 COMM Excavating and Backfilling – Structures Nov 2010 Jun 20, 2013

903 COMM Piling Nov 2009 Jan 28, 2010

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 COMM Prestressed Concrete – Precast Members Apr 2012 Jul 5, 2012

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 COMM Modular Bridge Structures For Temporary Installations Mar 1998 Apr 1, 1999

919 COMM Formwork and Falsework Nov 2011 Jul 5, 2012




Imp. Date

920 PROV Deck Joint Assemblies, Waterstops, Joint Fillers, Joint Seals and Joint Sealing Compounds – Structures

Nov 2008 Jun 11, 2009

922 COMM Installation of Bearings Nov 2009 Jun 20, 2013

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

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 COMM Aggregates - Streambed Material Nov 2014 Apr 28. 2016

1006 PROV Aggregates - Surface Treatment Apr 2013 Jun 20, 2013

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 COMM Liquid Asphalt Nov 2007 Jan 19, 2012

1103 COMM Emulsified Asphalt Nov 2012 Mar 7, 2013

1151 PROV Superpave and Stone Mastic Asphalt Mixtures Apr 2007 Jul 26, 2007

1152 COMM SC-800 Patching Material Nov 2007 Jan 19, 2012

1153 COMM Emulsified Asphalt Patching Material Nov 2007 Jan 19, 2012

DIVISION 12 – SEALS, BEARINGS, WATERSTOPS

1202 COMM Bearings – Elastomeric Plain and Steel Laminated Nov 2008 Jun 11, 2009

1203 COMM Bearings – Rotational & Sliding Surface Nov 2008 Jun 11, 2009

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 2014 Jan 8, 2015

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 2014 Jan 8, 2015

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 COMM Steel Beam Guide Rail Nov 2010 Dec 16, 2010

1505 COMM Channel Components for Steel Beam Guide Rail Nov 2010 Dec 16, 2010

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 COMM Heavy Class Steel and Sectional Steel Poles, Base Mounted Nov 2008 Mar 12, 2009

2423 COMM Steel Poles, Base Mounting Nov 2010 Jun 2, 2011

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 COMM Underpass Lighting Luminaires Nov 2002 May 21, 2003

2452 COMM Aluminum Poles, Base Mounting Nov 2010 Jun 2, 2011

2453 COMM Sectional Steel Poles Nov 2011 Mar 15, 2012

2460 COMM Traffic Signal Arms, Brackets, Hangers, Fittings and Hardware Nov 2009 Mar 11, 2010

2461 COMM Signal Heads Nov 2007 Jul 17, 2008

2471 COMM Sectional Steel High Mast Lighting Poles Nov 2008 Mar 12, 2009

2474 COMM Anchorage Assembly – High Mast Lighting Pole Nov 2003 Apr 21, 2004

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 COMM Sodium Chloride Dec 1990 Dec 1, 1990

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

0222.0300 Stone LUNKERS Nov 2013 Dec 18, 2014 0

0222.0400 Wood LUNKERS 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


CHAPTER I - STRUCTURAL STANARD 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

0005.0002 Retaining Wall - Rustication Details Jun 2002 Jul 17, 2002

0007.0002 Grout Vent Detail Mar 2006 May 4, 2006

0009.0015 Provision For Future Light Pole Base Jul 2014 Aug 21, 2014

0009.0016 Retrofit Light Pole Base Jan 2013 Mar 7, 2013

0010.0020 Thrie Beam Guide Rail-Rail Detail Jun 1993 Jun 1, 1993

0010.0021 Transition Rail (Steel Beam Guide Rail To Thrie Beam) Jun 1993 Jun 1, 1993

0010.0044 Thrie Beam Guide Rail, Connection Detail, Steel Beam Guide Rail

Jul 2014 Aug 21, 2014

0010.040A Box Beam Guide Rail, Side Mount-Assembly Detail (PL 1) Jun 1993 Jun 1, 1993

0010.040B Box Beam Guide Rail - Side Mount, Post and Attachment Details (PL 1)

Jul 2014 Aug 21, 2014

0010.040C Box Beam Guide Rail - Side Mount, Rail and Splice Detail (PL 1) Jul 2014 Aug 21, 2014

0010.042A Thrie Beam Guide Rail - Side Mount, Assembly Detail (PL 1) Apr 2008 Jun 5, 2008

0010.042B Thrie Beam Guide Rail - Side Mount, Post and Attachment Details (PL 1)

Jul 2014 Aug 21, 2014

0010.043A Thrie Beam Guide Rail, Timber Deck - Assembly Detail (PL 1) Jun 1993 Jun 1, 1993

0010.043B Thrie Beam Guide Rail - Timber Deck, Post and Attachment Details (PL 1)

Jul 2014 Aug 21, 2014

0010.050A Box Beam Guide Rail On Curb, Assembly Detail (PL 2) Oct 2013 Dec 5, 2013

0010.050B Box Beam Guide Rail On Curb, Post and Base Detail (PL 2) Jul 2014 Aug 21, 2014

0010.050C Box Beam Guide Rail On Curb, Rail and Splice Detail (PL 2) Jul 2014 Aug 21, 2014

0012.0001 Hook Dimensions for Reinforcing Steel Bars Oct 2013 Dec 5, 2013

0016.0020 Crushed Rock Slope Protection With Berm Mar 1997 Mar 1, 1997

0016.0021 Crushed Rock Slope Protection Without Berm Mar 1997 Mar 1, 1997

0016.0040 Temporary Modular Bridge - Timber Decking for Standard and Standard Wide Bridges

Mar 1997 Mar 1, 1997

0016.0041 Steel Beam Guide Rail for Temporary Modular Bridges Jul 2014 Aug 21, 2014

0103.0011 Pile Driving Control Apr 2008 Jun 5, 2008

0105.0001 Retaining Wall Details Jan 2013 Mar 7, 2013

0105.0002 Wingwall Details for Bridges Jan 2013 Mar 7, 2013

0107.0001 Prestressed Girders and Bearings (CPCI 900) Aug 2015 Oct 22, 2015



April 2016 Page 1 of 6 I2-0






0107.0011 Prestressed Box Girders and Bearings (B700) Jan 2013 Mar 7, 2013




0107.0015 Prestressed Box Girders Details Aug 2015 Oct 22, 2015

0107.0016 Prestressed NU Girders and Bearings (NU 900) May 2014 Jun 12, 2014








0107.0024 Prestressed NU Girders - Details May 2014 Jun 12, 2014

0109.0040 Precast Deck Panels for Concrete Girders - Details I Aug 2015 Oct 22, 2015

0109.0041 Precast Deck Panels for Concrete Girders - Details II Aug 2015 Oct 22, 2015

0109.0042 Precast Deck Panels for Steel Girders - Details I Jul 2014 Aug 21, 2014

0109.0043 Precast Deck Panels for Steel Girders - Details II Jan 2013 Mar 7, 2013

0110.0021 Railing For Barrier/Parapet Wall Mar 2015 Apr 23, 2015

0110.0039 Three Tube Railing on Curb - TL4 (With Concrete End Wall) Mar 2016 Apr 28, 2016

0110.0040 Two Tube Railing on Parapet - PL1 Jul 2014 Aug 21, 2014

0110.0041 Two Tube Railing on Parapet for Sidewalk- PL1 Jul 2014 Aug 21, 2014

0110.0042 Parapet Wall for Two Tube Railing - PL1 Jan 2013 Mar 7, 2013

0110.0043 Parapet Wall With Sidewalk for Two Tube Railing - PL1 Jan 2013 Mar 7, 2013

0110.0044 Box Beam Railing on Curb - PL2 Jul 2014 Aug 21, 2014

0110.0045 End Connection for Curb Railing and Steel Beam Guide Rail Jul 2014 Aug 21, 2014

0110.0046 Box Beam Railing on Sidewalk - PL2 Jul 2014 Aug 21, 2014

0110.0047 End Connection for Sidewalk Railing and Steel Beam Guide Rail Jul 2014 Aug 21, 2014

0110.0048 Two Tube Railing on Curb - TL4 (With Concrete End Wall) Mar 2016 Apr 28, 2016

0110.0049 Four Tube Railing on Sidewalk - TL4 (With Concrete End Wall) Mar 2016 Apr 28, 2016

0110.0054 Barrier Wall with Railing - PL2 Stainless Steel Rebar Jan 2012 Apr 26, 2012




0110.0056 Parapet Wall with Railing - PL2 Stainless Steel Rebar Jan 2012 Apr 26, 2012

0110.0057 Parapet Wall with S/W & Railing - PL2 Stainless Steel Rebar Jan 2012 Apr 26, 2012

0110.0058 Barrier Wall with Railing - PL2 GFRP Rebar Jul 2014 Aug 21, 2014

0110.0059 Parapet Wall with Railing - PL2 GFRP Rebar Jul 2014 Aug 21, 2014

0110.0061 Barrier Wall W/O Railing - PL3 Stainless Steel Rebar Jan 2012 Apr 26, 2012

0110.0062 Reinforced Concrete Median Barrier Wall on Structures - Type I Jan 2012 Apr 26, 2012

0110.0063 Reinforced Concrete Median Barrier Wall on Structures - Type II Jan 2012 Apr 26, 2012

0110.0064 Barrier Wall W/O Railing - PL3 on RSS Wall - Stainless Steel Rebar

Oct 2013 Dec 5, 2013

0110.0065 Parapet Wall with Railing - PL2 on RSS Wall - Stainless Steel Rebar

Oct 2013 Dec 5, 2013

0110.0066 Concrete End Wall for Box Beam Railing (Stainless Steel Rebar) Mar 2016 Apr 28, 2016

0110.0068 Barrier Wall with Railing - PL2 on RSS Wall - Stainless Steel Rebar

Oct 2013 Dec 5, 2013

0110.0069 Barrier Wall with Railing - PL2 on RSS Wall - GFRP Rebar Oct 2013 Dec 5, 2013

0110.0070 Barrier Wall - PL3 with Architectural Finish Jan 2012 Apr 26, 2012

0110.0071 Architectural Finish (Type A) for PL3 Barrier Wall Aug 2007 Sep 20, 2007

0110.0072 Architectural Finish (Type B) for PL3 Barrier Wall Aug 2007 Sep 20, 2007

0110.0073 Architectural Finish (Type C) for PL3 Barrier Wall Aug 2007 Sep 20, 2007

0110.0074 Architectural Finish (Type D) for PL3 Barrier Wall Aug 2007 Sep 20, 2007

0110.0075 Parapet Wall with Railing - PL2 on RSS Wall - GFRP Rebar Oct 2013 Dec 5, 2013

0110.0080 Barrier Wall W/O Railing - PL2 Stainless Steel Rebar Jan 2012 Apr 26, 2012

0110.0081 Parapet Wall W/O Railing - PL2 Stainless Steel Rebar Jan 2012 Apr 26, 2012

0110.0082 Parapet Wall for Combination Traffic/Bicycle Rail-PL2 (Stainless Steel Rebar)

Oct 2015 Dec 17, 2015

0110.0083 Parapet Wall for Combination Traffic/Bicycle Rail-PL2 (GFRP Rebar)

Oct 2015 Dec 17, 2015

0110.0084 Parapet Wall for Combination Traffic/Bicycle Rail-PL2 (GFRP Rebar With Anchor Head)

Oct 2015 Dec 17, 2015

0110.0085 Railing on Parapet for Combination Traffic/Bicycle Rail - PL2 Oct 2015 Dec 17, 2015

0110.0090 Parapet Wall with Railing - PL2 GFRP Rebar with Anchor Head Jul 2014 Aug 21, 2014

0110.0091 Barrier Wall with Railing - PL2 GFRP Rebar with Anchor Head Jul 2014 Aug 21, 2014

0110.0092 Barrier Wall W/O Railing - PL3 GFRP Rebar With Anchor Head Dec 2014 Dec 18, 2014

0110.0093 Barrier Wall - PL3 with Architectural Finish (GFRP Rebar with Anchor Head)

Dec 2014 Dec 18, 2014

0110.0095 Parapet Wall For Two Tube Railing - PL3 (Stainless Steel Rebar) Jan 2012 Apr 26, 2012

0110.0096 Two Tube Railing on Parapet - PL3 Jul 2014 Aug 21, 2014




0110.0097 Parapet Wall with Sidewalk and Railing - PL2, GFRP Rebar Jul 2014 Aug 21, 2014

0110.0098 Parapet Wall with Sidewalk and Railing - PL2, GFRP Rebar with Anchor Head

Jul 2014 Aug 21, 2014

0110.0100 Precast Transition Concrete Barrier at Sign Supports and Poles Median Mounted (Symmetrical)

Jan 2012 Aug 21, 2014

0110.0101 Precast Transition Concrete Barrier at Sign Supports and Poles Median Mounted (Asymmetrical)

Jan 2012 Aug 21, 2014

0110.0102 Precast Transition Concrete Barrier at Sign Supports and Poles - Reinforcing and Connection Details (Symmetrical)

Jul 2014 Aug 21, 2014

0110.0103 Precast Transition Concrete Barrier at Sign Supports and Poles - Reinforcing and Connection Details (Asymmetrical)

Jul 2014 Aug 21, 2014

0110.0104 Parapet Wall with Railing - PL2 - Black Steel Rebar Oct 2013 Dec 5, 2013

0110.0105 Parapet Wall with Sidewalk and Railing - PL2 - Black Steel Rebar Oct 2013 Dec 5, 2013

0110.0106 Parapet Wall W/O Railing - PL2 - Black Steel Rebar Oct 2013 Dec 5, 2013

0110.0107 Barrier Wall with Railing - PL2 - Black Steel Rebar Oct 2013 Dec 5, 2013

0110.0108 Barrier Wall W/O Railing - PL2 - Black Steel Rebar Oct 2013 Dec 5, 2013

0110.0109 Barrier Wall W/O Railing - PL3 - Black Steel Rebar Dec 2014 Dec 18, 2014

0113.0010 Strip Seal Expansion Joint Assembly for Barrier Wall Aug 2015 Oct 22, 2015

0113.0011 Strip Seal Expansion Joint Assembly for Barrier Walls - With Drainage System

Aug 2015 Oct 22, 2015

0113.0012 Strip Seal Expansion Joint - Type 'A' Details Apr 2016 Apr 28, 2016

0113.0013 Strip Seal Expansion Joint - Type 'C' Details Oct 2013 Dec 5, 2013

0113.0014 Expansion Joint Drainage System Catch Basin and Downpipe - Details

Jul 2014 Aug 21, 2014

0113.0015 Strip Seal Expansion Joint Assembly for Parapet Walls Aug 2015 Oct 22, 2015

0113.0016 Strip Seal Expansion Joint Assembly for Parapet Walls - With Drainage System

Aug 2015 Oct 22, 2015

0113.0017 Strip Seal Expansion Joint Assembly for Box Beam Railing Aug 2015 Oct 22, 2015

0113.0018 Strip Seal Expansion Joint Assembly for Bridge with Box Beam Railing and Drainage System

Aug 2015 Oct 22, 2015

0113.0020 Modular Expansion Joint with Injection Hose System - Assembly Aug 2015 Oct 22, 2015

0113.0021 Modular Expansion Joint with Injection Hose System - Details 1 Jan 2013 Mar 7, 2013

0113.0022 Modular Expansion Joint with Injection Hose System - Details II Dec 2004 Jan 19, 2005

0113.0030 Sliding Plate Expansion Joint Assembly for Barrier Walls Aug 2015 Oct 22, 2015

0113.0031 Sliding Plate Expansion Joint Assembly for Barrier Walls - With Drainage System

Aug 2015 Oct 22, 2015

0113.0032 Sliding Plate Expansion Joint Details I Aug 2015 Oct 22, 2015

0113.0033 Sliding Plate Expansion Joint Details II Jan 2013 Mar 7, 2013




0113.0034 Sliding Plate Expansion Joint Assembly for Parapet Walls - With Drainage System

Aug 2015 Oct 22, 2015

0113.0035 Sliding Plate Expansion Joint Assembly for Parapet Walls Aug 2015 Oct 22, 2015

0113.0036 Type "C" Strip Seal Expansion Joint and Sleeper Slab for Integral and Semi-Integral Abutment Bridges

Jul 2014 Aug 21, 2014

0114.0001 Rigid Frame Open Footing Culvert Apr 2011 Jun 2, 2011

0114.0002 Rigid Frame Box Culvert Apr 2011 Jun 2, 2011

0114.0003 Non-Rigid Frame Box Culvert Apr 2011 Jun 2, 2011

0116.0001 6000 mm Approach Slab Mar 2016 Apr 28, 2016

0116.0002 6000 mm Precast Approach Slab Jan 2013 Mar 7, 2013

0116.0010 Details of Concrete Slope Paving Dec 2003 Feb 18, 2004

0116.0040 As Constructed Elev. & Dim'n Jun 2002 Jul 17, 2002

0116.0050 High Mast Lighting Pole Footing Ground Mounted Apr 2011 Jun 2, 2011

0116.0051 High Mast Lighting Pole Footing Median Tall Wall Mounted (Symmetrical)

Jan 2013 Mar 7, 2013

0116.0052 High Mast Lighting Pole Footing Median Tall Wall Mounted (Asymmetrical)

Jan 2013 Mar 7, 2013

0118.0003 Static Sign Support Footing Details (Ground Mounted) Jan 2015 Apr 23, 2015

0118.0004 Static Sign Support - Footing Details (Median Mounted - Symmetrical)

Jan 2015 Apr 23, 2015

0118.0005 Static Sign Support - Footing Details (Median Mounted - Asymmetrical)

Jan 2015 Apr 23, 2015

0118.0006 Variable Message Sign Support Footing Details - Ground Mounted

Jul 2014 Aug 21, 2014

0118.0007 Variable Message Sign Support Median Mounted Footing - Symmetrical

Jul 2014 Aug 21, 2014

0118.0008 Variable Message Sign Support Median Mounted Footing - Asymmetrical

Jul 2014 Aug 21, 2014

0118.0011 Pole Mounted VMS Support General Arrangement Jul 2014 Aug 21, 2014

0118.0012 Bridge Mounted Sign Support, Type I, General Layout and Details Mar 2015 Apr 23, 2015

0118.0014 Bridge Mounted Sign Support, Type II, General Layout Jul 2014 Aug 21, 2014

0118.0015 Bridge Mounted Sign Support, Type II, Service Walk Arm Assembly

Mar 2015 Apr 23, 2015

0118.0016 Bridge Mounted Sign Support, Type III, General Layout Jul 2014 Aug 21, 2014

0118.0017 Bridge Mounted Sign Support, Type III, Service Walk Arm Assembly

Mar 2015 Apr 23, 2015

0118.0018 Bridge Mounted Sign Support, Type IV, General Layout Dec 2014 Dec 18, 2014




0118.0019 Bridge Mounted Sign Support, Type IV, Service Walk Arm Assembly

Mar 2015 Apr 23, 2015

0118.0022 Butterfly Static Sign Support General Arrangement Dec 2014 Dec 18, 2014

0118.0023 Butterfly Static Sign Support Details Apr 2011 Jun 2, 2011

0118.0024 Single Cantilever Static Sign Support General Arrangement Dec 2014 Dec 18, 2014

0118.0025 Cantilever Static Sign Support - Sign Connection and Damper Details

Dec 2014 Dec 18, 2014

0118.0026 Tri-Chord Static Sign Support General Arrangement Jul 2014 Aug 21, 2014

0118.0027 Tri-Chord Static Sign Support Structure Assembly Details Apr 2011 Jun 2, 2011

0118.0030 Steel Column Breakaway Sign Supports Jul 2014 Aug 21, 2014

0118.0033 Steel Column Non-Breakaway Sign Supports Jul 2014 Aug 21, 2014

0118.0034 Timber Post Non-Breakaway Sign Supports - General Arrangement

Jul 2014 Aug 21, 2014

0118.0035 Timber Post Breakaway Sign Supports General Arrangement Jul 2014 Aug 21, 2014

0118.0036 Variable Message Sign Support General Arrangement Jul 2014 Aug 21, 2014

0118.0037 Variable Message Sign Support End Component - Details Jun 2010 Jul 22, 2010

0118.0038 Variable Message Sign Support Sign Component - Details Jun 2010 Jul 22, 2010

0118.0040 Steel Monotube Sign Support - Type I Jul 2014 Aug 21, 2014

0118.0041 Steel Monotube Sign Support - Type II Jul 2014 Aug 21, 2014

0118.0042 Steel Monotube Sign Support - Details Jul 2014 Aug 21, 2014

0118.0043 Cantilever Tri-Chord Static Sign Support General Arrangement Jan 2015 Apr 23, 2015

0118.0044 Cantilever Tri-Chord Static Sign Support Structure Assembly Details I

Jan 2015 Apr 23, 2015

0118.0045 Cantilever Tri-Chord Static Sign Support Structure Assembly Details II

Jan 2015 Apr 23, 2015

0118.0071 Butterfly Static Sign Support General Arrangement (Bolted Joint) Jan 2015 Apr 23, 2015

0118.0072 Butterfly Static Sign Support Details (Bolted Joint) Jan 2015 Apr 23, 2015

0118.0073 Single Cantilever Static Sign Support General Arrangement (Bolted Joint)

Jan 2015 Apr 23, 2015

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.
