CONTRACT DESIGN, ESTIMATING AND DOCUMENTATION … · B350 Concrete Base and Concrete Pavement ......

CONTRACT DESIGN, ESTIMATINGANDDOCUMENTATION(CDED)

VOLUME 1

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

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

To all users of this publication: The information contained herein has been carefully compiled and is believed to be accurate at the date of publication. Freedom from error however cannot be guaranteed. Accessing and Obtaining the Contract Design Estimating and Documentation (CDED) Manual Portable Document Format (PDF) copies of this manual are available for download, free of charge, from the MTO website as follows: Revision Information Sheets http://www.raqs.mto.gov.on.ca/techpubs/RevInfo.nsf/ Complete Manual, Revision Packages, Index and Chapters B, C, D, E, F, G and H http://www.raqs.mto.gov.on.ca/techpubs/cded.nsf/ Chapter E - Special Provisions - Divisions 100-900 http://www.raqs.mto.gov.on.ca/techpubs/cdedsp.nsf/ Enquiries regarding amendments, suggestions or comments to the CDED manual and its contents should be directed to:

ISSN 2291-0298 © Copyright Queen’s Printer for Ontario 2015

Ministry of Transportation Design & Contract Standards Office Highway Standards Branch 301 St. Paul Street, 2nd Floor St. Catharines, Ontario L2R 7R4 Tel Number: (905) 704-2293 Fax Number: (905) 704-2051

Ministère des Transports Bureau de la conception et des normes de contrats Direction des normes routières 301, rue St. Paul, 2e étage St. Catharines (Ontario) L2R 7R4 Tél. : (905) 704-2293 Téléc. : (905) 704-2051

CONTINUING RECORD OF REVISIONS MADE

to the CONTRACT DESIGN, ESTIMATING AND DOCUMENTATION (CDED) MANUAL

VOLUMES 1, 2A and 2B

This sheet should be retained permanently in this page sequence in the Manual. All revised material should be inserted as soon as received and the relevant entries made by hand in the spaces provided to show who incorporated the Revision and the date this was done. If this practice is followed faithfully it will be a simple matter to tell whether or not this copy of the Manual is up to date since all future Revisions will be dated.

Revision Entered By Date

No. Dated

This manual includes Revision 199 dated June 25, 2015.

CONTRACT DESIGN ESTIMATING AND DOCUMENTATION (CDED) MANUAL INDEX

January 2014 Page 1 of 1 A-INDEX - CDED MANUAL INDEX

CDED MANUAL - INDEX

VOLUME 1

CHAPTER A UNASSIGNED

CHAPTER B DETAIL ESTIMATING

Writer’s Guide for CDED Chapter B Sections

Chapter B Detail Estimating Sections

CHAPTER C SUPPLIES

CHAPTER D SERVICES AND ACQUISITION – CONSTRUCTION

VOLUME 2A

CHAPTER E SPECIAL PROVISIONS

Special Provisions Introduction, Function, and Type

Writing Guidelines for Special Provisions

Summary Listing of Active SPs

Division 100 Special Provisions

VOLUME 2B

CHAPTER E SPECIAL PROVISIONS (cont’d)

Division 200 to 900 Special Provisions

CHAPTER F CONTRACT DOCUMENTS

CHAPTER G MTO DRAWINGS (MTODS)

Summary Listing of Active MTODs

MTOD Hard Copies

CHAPTER H OPS SPECIFICATIONS (OPSSs) and DRAWINGS (OPSDs)

Summary Listings of Active OPSSs

Summary Listings of Active OPSDs

CHAPTER A - UNASSIGNED

CHAPTER B

Detail Estimating

CHAPTER B - DETAIL ESTIMATING CHAPTER B - TABLE OF CONTENTS

June 2015 Page 1 of 3 B1

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

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 Granulars

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



SECTION TITLE

B350 Concrete Base and Concrete Pavement

B351 Concrete in Sidewalks

B351-2 Tactile Walking Surface Indicators for Concrete Sidewalk Ramps

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

B399-1 Rumble Strips in Asphalt

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 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



SECTION TITLE

B703 Permanent Small Signs and Supports

B704 Post Mounted Delineators

B705 Flexible Delineator Posts

B710 Pavement Marking

B721-1 Cable Guide Rail

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)

B771 Standard Highway Fence

B772 Chain-Link Fence

B799-1 Noise Barriers

B799-2 REACT 350

B799-6 Ramp Closure Gates

B802 Topsoil

B803 Sodding

B804 Seed and Cover

B805 Temporary Erosion and Sediment Control Measures

B810 Rootwad Structures

B811 Large Woody Debris

B812 LUNKERS

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

B599-A Appendix A - Contingencies and Allowances

B599-B Appendix B - Checking of Quantities

DETAIL ESTIMATING WRITER’S GUIDE FOR CDED CHAPTER B

001 – WRITER’S GUIDE for CDED MANUAL CHAPTER B – DETAIL ESTIMATING

001.1 GENERAL

001.1.1 Introduction

The purpose of this document is to provide insight and guidance to persons involved in writing Contract Design Estimation and Documentation (CDED) Chapter B sections.

CDED Chapter B sections provide designer guidance on how to design, estimate quantities and document tender items related to each applicable Ontario Provincial Standard (OPS) construction specification. The CDED Manual, Chapter B typically forms part of the terms-of-reference for detailed design projects. Design project managers and the project team shall follow the guidance given unless reasons exist to do things in different ways. Designers shall be prepared to explain and justify departures from the guidance provided. The end-product includes a biddable tender package and a constructible design package that is suitable for administration of capital construction projects on the Ministry’s Provincial highway network.

The CDED Manual is the guide for designers to complete detailed design for highways. Some Structural and all Electrical engineering functions are not covered by the CDED manual, Chapter B. Guidance in detailed design for those engineering functions may be obtained in the Structural Manual and Electrical Engineering Manual, Volume 3, Electrical CDED and Volume 4, Electrical CDED – ATMS (Advanced Traffic Management systems) respectively.

001.1.2 Contract Documentation

The core of tender packages consists of the tender. The tender is supported by engineering standards, including: � Ontario Provincial Standard Specifications (OPSSs),� Ontario Provincial Standard Drawings (OPSDs) and Ministry of Transportation

Ontario Drawings (MTODs). � Standard Special Provisions (SSPs) are used to modify OPSSs, as warranted.

The tender package also includes: � Contract Drawings are drawings or plans provided by the owner for the work, as

defined in the MTO General Conditions of Contract (OPSS.PROV 100), GC 1.07. � Non-standard special provisions (NSSPs) which supplement and modify the

standards to provide specific information on the Construction Project.

January 2010 Pg. 1 of 16 B001


The MTO General Conditions of Contract (OPSS.PROV 100), GC 2.02, Order of Precedence, provides guidance on the relationship between the different types of documents.

The tender package contains adequate information to estimate the cost of the work for tendering purposes. Supporting information in the design package provides all the details required to construct the work. This includes all dimensioned data, such as detailed cross-sections for example.

When changes are made to engineering standards, the corresponding sections of the CDED Manual, Chapter B and the CA&IT Manual should be updated. Having these documents compatible with one-another will help to ensure that tender packages are properly assembled and construction contracts are properly administered.

Relationship to other documents

Document Custodial Office

PrimaryReader

Task to bePerformed byPrimary Reader

CDED Manual, Chapter B *

Design and Contract Standards Office (DCSO)

Design ProjectManager and Project Team

Detailed Design

EngineeringStandards(OPSS, OPSD, SSP)

Applicable Provincial Functional Office

Contractor Construction

ConstructionAdministration and Inspection Task (CA&IT) Manual

Contract Management Office (CMO)

ContractAdministrator (CA)

ConstructionAdministration

* The Electrical and ATMS CDED chapters and the Structural Manual cover their respective functions.

001.1.3 Authors and Readers of CDED Chapter B Sections

Authors of CDED Chapter B sections: � are typically representatives from engineering functional offices within the

Ministry that are similarly involved with writing and updating design policies and contract documentation, including OPS Specifications.

� are assumed to have a good understanding of the technical subject (engineering discipline) that is relevant to the Chapter B section. For multi-disciplinary Chapter B sections, consultation with other functional offices may be necessary. The author and their office colleagues are assumed to have a good understanding of ministry construction practice with respect to the particular subject. Liaison with CMO may be necessary to confirm ministry practice regarding construction administration.



Liaison with regional staff and the appropriate functional committee(s) may be necessary to obtain an adequate understanding of the current practices in all of the ministry’s regions.

� may not have direct experience in creating contract documents or administering construction contracts and may need some assistance with the documentation functions. Staff of the Quality Standards Section (QSS), DCSO are able to assist with this.

Readers of Chapter B sections: � are typically project managers and their project team for a detailed design project.

These persons could be ministry staff or employees of an engineering consulting firm.

� will often be relying on the technical content of design reports and will not be in a position to technically review them or accept responsibility for their content.

� will often be responsible to assemble a contract package as a deliverable. Such a person may have a reasonable understanding of ministry construction practice and the components of a tender package and a design package.

001.1.4 Writing Chapter B Sections

This writer’s guide is set in the same format in MS Word as CDED Chapter B sections. This MS Word document may be used as a template to start writing a new CDED Chapter B Section.

Write the CDED section as if you are directly telling the reader how to design, estimate and document the design project to create a tender package. Use standard English with good grammar and complete sentences. Where appropriate, diagrams, figures, tables, numbered lists or bulleted lists may be used. Large tables or figures should be included in an appendix to the Chapter B section. Expand all acronyms at first usage within the section.

Under sub-section 1: GENERAL, provide a general description of the subject being covered. Discuss major principles, constraints or limitations. Describe how other tender item quantities may be influenced by installations under these tender items, as applicable. For these cases provide reference to the appropriate CDED Chapter B sections. For example, many tender items cover installation of appurtenances (i.e. safety hardware, drainage features, illumination, etc.) that will influence grading requirements. Details on the contents of sub-sections 2 through 8 are given below in the corresponding sub-section.

001.1.5 Section, Sub-section Numbering and Headings

The CDED B-section title should match the title of the corresponding OPS construction specification, where practical. The Chapter B section number corresponds to the three-digit OPS construction specification number and the first four digits of the



tender item code (first digit is “zero”) for related tender items. Where multiple CDED Chapter B sections are applicable to one OPSS, they are further identified as -1, -2, etc.

There are nine mandatory standardized first-level sub-section headings in each Chapter B section. Second-level headings may be used at the author’s discretion. Some possible second level headings are provided, but their applicability depends on the subject being covered. Second-level headings are appropriate to subdivide a lengthy sub-section.

Mandatory first-level sub-section headings

Examples of second-level sub-section headings. These may be determined at the author’s discretion

NNN.1: GENERAL NNN.1.1: IntroductionNNN.1.2: Definitions

NNN.2: REFERENCES

NNN.3: TENDER ITEM(S

NNN.4: SPECIFICATIONS

NNN.5: SPECIAL PROVISIONS NNN.5.1: Fill-in Special ProvisionsNNN.5.2: Non-Standard Special Provisions

NNN.6: STANDARD DRAWINGS

NNN.6.1: Ontario Provincial StandardDrawings (OPSDs)

NNN.6.2: MTO Drawings (MTODs)NNN.6.3: Contract Drawings

NNN.7: DESIGN NNN.7.1: Information to be Provided toBidders

NNN.8: COMPUTATION

NNN.9: DOCUMENTATION NNN.9.1: Contract DrawingsNNN.9.2: Quantity SheetsNNN.9.3: Documentation AccuracyNNN.9.4: Non-Standard Special Provisions

For cases when a sub-section is not used, its title shall be included with the words “- not applicable” added for sub-sections 1, 7, 8 & 9. For all other sub-sections, 2 through 6, the word “- none” shall be included with the title, when that sub-section is not used.



001.1.6 Step Process to Write a Draft CDED Chapter B section

A CDED Chapter B Section shall be revised to be compatible with any changes are made to the corresponding OPSS, or SSPs.

This process should be initiated when an OPSS and related documents are being developed by the ministry or by an OPS Specialty Committee. This will allow the CDED Chapter B section to be nearly complete by the time that the OPSS is published. Final edits may be done, based on the published OPSS, when it becomes available. This will help to ensure that OPSS and all related documents may be implemented in CPS per the scheduling requirements set out in the Memorandum ‘Implementation of OPS Specifications in Construction Contracts’ (dated: August 27, 2007 and signed by G. Todd).

Step 1 Assemble and review all relevant contract documentation.� Obtain the existing CDED Chapter B section, as applicable � Obtain the applicable published OPS specification (or OPSS under development,

as applicable) and standard drawings.� Obtain existing applicable standard special provisions (SSPs). Additional

information may be found in ‘Regional’ non-standard special provisions (Regional NSSPs).

� Confirm that the published specification is compatible with current ministry practices and policies.

� Follow the requirements of the document: ‘Scheduling and Tracking Updates of Standard Specifications and the CDED Manual’ (dated November 30, 2007) See Appendix A.

� Establish whether the existing and/or proposed standard tender items are appropriate.

� SSP(s) may be required to modify the published OPSS.

Step 2 Gather all pertinent design-related information� Obtain and review the content of any design documents that may be a reference

document (i.e. manuals, design memoranda, design bulletins). � The Quality Systems Section of the Design and Contract Standards Office can

provide a list of OPSSs and SSPs that have a reference to the subject OPSS.

Step 3 Produce first draft of CDED Chapter B section� Refer to this document and existing, recently published CDED Chapter B sections

for guidance and examples.

Step 4 Review content with appropriate functional committee(s) and/or regional staff� Review the contract documentation and draft CDED section to ensure that it is

compatible with current practice. � Obtain any feedback from the functional committee or regional staff. Make any

appropriate changes to the draft. � Any construction administration issues should be reviewed with CMO.



Step 5 Review content with Quality Systems Section (QSS), DCSO.� Via E-mail, send electronic copies of the draft CDED Chapter B section, along

with the applicable OPS specification, any draft SSP(s) and applicable standard drawings.

� In the covering E-mail, describe all the documentation for implementation, along with any proposed tender item revisions. Also note any corresponding documentation that is currently active in CPS which will be superceded.

� Address comments received back from QSS

Step 6 Review with the Design Implementation (DI) Committee.� DI Committee meeting agendas and schedules are arranged through QSS. � The draft CDED Chapter B section, and all related documents (OPSS, OPSDs,

SSPs, as applicable) shall be distributed to DI Committee a minimum of two weeks in advance of the next scheduled meeting.

� Functional office representation at the DI Committee meeting is essential. � Address comments received back from the DI Committee. � Finalize Chapter B section.

Step 7 Implement the CDED Chapter B section and applicable OPSS, SSP and OPSDs intoContract Preparation System (CPS). � Submit all finalized documentation to QSS with a covering E-mail in the same

manner as Step 5, above. � As applicable, co-ordinate this activity with an update to the Construction

Administration and Inspection Task (CA&IT) Manual that is administered by CMO.

001.1.7 Use of Words

‘shall’: indicates a mandatory obligation and is widely used in standard specifications and similarly used in CDED Chapter B Sections.

‘should’: is used to describe use of a recommended practice.

‘may’: indicates that there is a choice. ‘May’ is typically to allow an exception to a rule, provided that certain circumstances apply

001.2 REFERENCES

List all applicable Ministry design manuals, directives, memoranda or bulletins in this section. Construction standards documentation is listed under appropriate headings below. Do not repeat references of documentation that are provided in the referenced OPSS. Referenced documents should be discussed within the body of the CDED



Chapter B section so that designers are directed appropriately to these specific documents.

All referenced documents should be readily available to the designer. Include the source of the document, as applicable. The source could be a library, publisher or web-site. Such reference documents would typically be listed in the terms-of-reference for a consultant assignment of a detailed design project.

List proprietary documentation, such as design guides or installation guides, if applicable.

A brief description of the type of information to be obtained from reference documents may be provided, as it pertains to the applicable tender item(s). Any design document referred to within the Chapter B section should be listed in the REFERENCES sub-section.

List project-specific design reports that are typically provided for the applicable engineering function. As a CDED Chapter B section is typically used by project Managers and the project team, it is not necessary to include reference documents of a highly technical nature that would be used only by practitioners of specific engineering functions. Designers would typically rely upon and follow the recommendations within a design report from such practitioners and would not need to address or verify the details provided by those functions.

001.2.1 Reference Documents (as applicable to this guide)

� OPSS.PROV 100; MTO General Conditions of Contract � Recently implemented CDED Chapter B Sections � CDED, Chapter F; Contract Documents � Highway Design Bulletin 2008-003; Management of New: Non-Standard Tender

Items, Non-Standard Special Provisions and Modified Standard Special Provisions.

� Structural Manual � Electrical Engineering Manual � Construction Administration and Inspection Task Manual

001.3 TENDER ITEMS

List tender item names. These should exactly match the tender item names given in the OPS specification or SSPs (if applicable) and in CPS.

Applicable tender items are identified in CPS by the 2nd, 3rd and 4th digits of the tender item code which correspond to the three-digit OPSS construction specification number and the three-digit number for the CDED Chapter B Section. Codes are not required to be included.



001.4 SPECIFICATIONS

Provide a general reference about where applicable Ontario Provincial Standard Specifications (OPSS) are located.

The subject OPSS is identified, as applicable. The OPSS number may represent either an OPSS.common or OPSS.PROV (Provincial) Specification, as applicable. However, if an OPSS.MUNI (Municipal) is required, it must be specifically identified.

001.5 SPECIAL PROVISIONS

Provide a general reference about where applicable standard special provisions (SSPs) are located. Specific references to SSPs should not be given. Designers will rely on SSP warrants to ensure that appropriate SSPs are included in the contract documents.

Use of fill-in SSPs may be appropriate for cases where similar project-specific details must be included repetitively in many contracts. The ‘Notes to Designer’ appendix to an SSP should only be used to include information to assist the designer to complete fill-in SSPs. All other SSP-related information should be contained in the corresponding CDED Chapter B section.

The warrant for use of each SSP is provided at the end of the SSP.

001.5.1 Non-Standard Special Provisions (NSSPs)

Discuss possible needs for NSSPs, if applicable, under Section 9: DOCUMENTATION, below.

Regional Offices have ‘Regional’ NSSPs that they typically use to apply specific requirements to particular situations. Regional NSSPs may be downloaded from CPS.

001.6 STANDARD DRAWINGS

Provide a general reference about where applicable standard drawings are located. Ontario Provincial Standard Drawings (OPSDs), MTO Drawings (MTODs) and Structural Standard Drawings (SSDs) may be applicable. Reference would typically be made to a division or ‘hundred’ series of drawings, not the individual drawing numbers. For example: 200 Series drawings are for General Grading features. The individual OPSDs or MTODs may change on a frequent basis which, if included, would require updating of the corresponding CDED Chapter B section each time such a change was made.



001.7 DESIGN

Discuss circumstances where use of specific tender items is recommended. Information may be provided on the relationship and applicability of the various design manuals to the particular tender items. Any design manuals shall be listed in sub-section 2: REFERENCES, above. For cases where design manuals do not exist, a complete discussion of design requirements is appropriate in this sub-section.

Providing a brief summary of design requirements is not recommended because it may be problematic, as readers may be led to believe that all design requirement details have been met.

001.7.1 Information to be Provided to Bidders

Bidders will need specific information in order to bid on the tendered work. Providing such detailed information will allow bidders to provide a well-informed and competitive bid. This will help to reduce risks and extra costs associated with uncertainty. Such information could include but is not limited to: � Geotechnical borehole data � Survey data � Existing condition data

001.8 COMPUTATION

Discuss each tender item or group of similar tender items in a separate paragraph.

Indicate whether each tender item is Plan Quantity Payment (PQP) item. This information is available in CPS for existing tender items but will need to be determined for all new tender items. The level of checking or verification should be provided for PQP tender items.

There is a unique unit-of-measure (UOM) to express the quantity for each tender item, as provided in CPS. Discuss the UOM for each tender item and specifically how the quantity is measured. For example, linear measure in metres, m, could be either horizontal or following a slope. Describe from where the quantity measurement may be obtained. For example: quantities may be measured from field measurement, design cross-sections or contract drawings, etc.

Detailed discussion may be provided on how to measure tender quantities in difficult or unusual project-specific situations, where appropriate. The ‘complimentary summary sheet’ form (PH-CC-44) should be identified for use for computation of applicable tender item quantities.



Some tender items have UOMs of LS/M, LS/M2, LS/M3 and LS/T. These are not PQP items and are mostly structural oriented. Quantities are provided for estimating purposes only. They are similar to lump-sum tender items but allow for tracking of unit prices on a length, area, volume or weight basis. In the tender document, the quantities for these items appear as 100% and the measured quantities do not appear.

Discuss how work done under these tender items may influence requirements for other tender items or their quantities. It may be necessary to discuss how to avoid double payment of the same feature over multiple tender items, where applicable. An example of where double payment could occur would be where the neat lines of different excavations overlap, causing double payment for this excavation.

001.9 DOCUMENTATION

This sub-section provides guidance on how to document tender item(s) with respect to contract drawings, quantity sheets and NSSPs. Project-specific details are provided in these documents. Improving consistency in documentation across the province will improve quality and efficiency.

OPSSs often contain wording, such as: “…., as specified in the Contract Documents”. This guides readers to seek out more project-specific information elsewhere in the contract. Such information may reside in other specifications, SSPs, quantity sheets or drawings (OPSDs or MTODs). However, for some cases, such information may be required within the non-standard documentation to address project-specific circumstances. For each such notation in the OPSS, the writer of the CDED Chapter B section should verify that the required information is either contained in the accompanying standard documents or will be accounted for in the project-specific non-standard documentation. Where non-standard documentation is needed, the CDED Chapter B section must provide guidance to the designer as to how and where in the tender package the details are to be provided. This type of information is often detailed in Appendix A of OPSS’s. Appendix A is not used by the Ministry, but it provides useful information that is typically provided in the CDED Chapter B section.

Information contained in standard specifications or other contract documentation should not be repeated.

001.9.1 Contract Drawings

Contract drawings include drawings or plans, profiles, typical cross-sections and non-standard details and may include other reports, lists or schedules. These may include standard or modified OPSDs or MTODs. Explain how to show the information on these drawings, as applicable. Standard symbology is provided in the 100 series of both OPSDs and MTODs.



Provide descriptions of any other information that shall be provided on the contract drawings to support these tender items. For example: geotechnical borehole data.

Quantity sheets are considered to be contract drawings. Sample quantity sheets may be obtained from Chapter F. Instructions on which quantity sheet format to use and how to complete filling it out, for each applicable tender item, is covered in sub-section 9: DOCUMENTATION.

001.9.2 Quantity Sheets (Q-sheets)

Q-sheets are usually provided in 11X17 format. Information on Q-sheets is contained in CDED Chapter F. As applicable to the tender item, provide a line entry in the Q-sheet for each installation or segment of product to be supplied, installed or constructed. As applicable, locate the installation by including start and end locations (chainages) of each installation and indicate left or right of centreline. Separate tender items should not be combined on one line of the Q-sheet.

Indicate whether additional information in addition to chainage is required, for example: offset, left or right. In complex projects, staging considerations should be accounted for such that quantities applicable to each stage are provided. The required accuracy of such dimensions should be included in the CDED Chapter B section, where appropriate.

For variation tender items, list each possible variation with a brief explanation of its application. Each variation of the tender item shall be entered in a separate column heading in the Q-sheet. The space available for headings is 92 characters (4 lines of up to 23 characters each). Quantities for each installation shall be entered in the Q-sheet in the appropriate box where the line for that installation meets the column applicable to the tender item variation. An appropriate title shall be provided for each column in the quantity sheet.

Tender item “column types” � Breakdown� Normal � Variation� Special

“Column types” of tender items are documented in Contract Preparation System (CPS), under CPS Help. This type influences how these items are documented in quantity sheets (Q-sheets). The type of each tender item listed in CPS is listed under “Items Master”.




Discuss how project-specific information is documented in NSSPs, modified SSPs and fill-in SSPs.

Improperly drafted NSSPs are a major source of contractual problems that lead to engineering claims. Use of NSSPs should be minimized, where possible. The use of existing contract documentation, including NSSPs that have been successfully used before, is usually preferable to drafting new NSSPs.

References on how to write NSSPs are included in the SP writer’s guide. See CDED Chapter E for detailed information on how to write SSPs and NSSPs.

The requirements of Highway Design Bulletin 2008-003, Management of New: Non-Standard Tender Items, Non-Standard Special Provisions and Modified Standard Special Provisions, shall be complied with for the NSSP and non-standard tender item review process.

001.9.4 Documentation Accuracy

Indicate the accuracy (rounding) for the UOM of the tender quantity.



Appendix A

Scheduling and Tracking Updates of Standard Specifications and the Contract Design Estimating and Documentation Manual

November 30, 2007

Objectives:

1. To update OPS specifications in the Ontario Ministry of Transportation’s (MTO) Contract Preparation System (CPS) in order to streamline contract documents by:

a) Incorporating special provisions into an OPS specification for submission to OPS for publication, or

b) Adopting the latest published version of an OPS specification when it suits MTO’s needs. The latest published version of an OPS specification is considered to suit MTO’s needs when: i) Its technical content fulfills MTO requirements and ii) Its administrative, quality control and quality assurance, and payment content

conform to MTO policy and practice, OR a standard special provision with a total length of not more than two pages,

excluding any text that is directly related to any fill-in portion of the special provision, can be used to make the latest published version of the OPS specification conform to i) and ii) above.

2. To assist designers in their roles by reviewing and updating all chapters in the Contract Design Estimating and Documentation (CDED) Manual.

Reference Documents:

“Improving Contract Quality by Streamlining Construction Contract Documents” – Memorandum dated February 7, 2007, from G. A. Todd, Manager, Design and Contract Standards Office (DCSO)

“Implementation of OPS Construction Specifications in Construction Contracts” Memorandum dated August 27, 2007, from G. A. Todd, Manager, DCSO

“OPS Review Process Overview” dated September 26, 2007

“OPS Review Process Protocols” dated November 26, 2007

Background:

The updating of the Contract, Design, Estimating and Documentation Manual began in December 2006. In early 2007, the effort to reduce special provisions by including themin specifications extended to all functional areas when OPS officially introduced OPSS.PROV



specifications. The update of specifications and the CDED Manual need to be planned together so that the CDED Manual reflects the specifications that will be used in contracts.

A worksheet for scheduling and tracking purposes has been provided by the Quality Systems Section, DCSO, to each custodial office/section responsible for individual OPS construction specifications and their associated CDED chapters and individual OPS material specifications. In most cases, the same office/section is custodian of the OPS construction specification and the CDED chapters. The exceptions are noted in the tracking sheets for the Concrete Section, MERO, and the Design Innovations Section, DCSO. Similarly, the custodial office/section of an OPS construction specification may not be the same custodian of the corresponding OPS material specification. Collaboration is necessary between the custodial offices/sections to coordinate and facilitate the updating of these specifications and chapters. Unless otherwise agreed between the parties, the custodian of the construction specification shall coordinate the scheduling of updates of the associated material specifications and CDED chapters.

The Updating Process:

1. Identifying Specifications for Updating

The custodial office/section shall plan to update an OPS specification in CPS (i.e., the “implemented” specification) when it is:

a) Modified by one or more standard special provisions that i. are always included with the tender item or the engineering material covered by the

special provision, ii. Exceed a total length of two pages, excluding any text that is directly related to any

fill-in portions of the special provision, and iii. Where at least one of the special provisions has been implemented for a minimum

of two construction seasons, or

b) More than 5 years old,

2. Updating the Implemented Version vs. the Latest Published Version

If a specification requires updating and the implemented version is older than the latest published version, the specification developer in the custodial office shall determine which version will be updated.

In most cases, the latest published version of the OPS specification shall be used since the references in it will more up-to-date and some of MTO’s special provisions may have been included in it by an OPS Specialty Committee. Also, the style and format of the specification is likely to be more inline with current OPS practice.

The implemented version of the OPS specification may be used when:



a) The latest published version of the OPS specification has clearly been written for municipal purposes and using the latest published version would require more rewriting than using the implemented version. Depending on the age of the specifications, the WORD documents for both versions are available from the OPS Unit, DCSO for comparison using the “Tools- Compare and Merge Documents” function, or

b) Agreement from the Head, Quality Systems Section, DCSO, has been obtained.

The developer shall ensure that all references in the specification are updated to the current version of the referenced documents and that the style and format conforms to current OPS practices. OPS specification templates and guidance in OPS style and format are available from the OPS Unit, DCSO.

3. Scheduling the Updates

a) The goal of the updating process is for each custodial office/section to update an annual average of one OPS construction specification, and its associated CDED chapters, or an OPS material specification, every two months beginning in January 2008, until all specifications have been updated. When prioritizing its work of updating OPS specifications for the tracking sheet, the custodial office/section should take into account the age of the specification, the number and complexity of the standard special provisions written against it, and the priority identified in the worksheet for the associated CDED chapters.

For each specification that will be updated, the developer in the custodial office/section shall enter dates in the “Target OPS Publication Date of Updated Spec” and the “Date for Submission of Updated OPSS to DCSO” columns of the tracking sheet.

In order to be published by OPS in April, the submission of the updated OPSS to DCSO must be made no later than October 31 of the previous year. In order to be published by OPS in November, the submission must be made no later than May 31 of the same year. Submissions should be scheduled throughout the year(s) to level the workload.

b) The developer in the custodial office/section shall enter dates in the “Final Draft

Submission Date” column of the tracking sheet for all CDED chapters associated with the specifications.

When specifications are updated, the final draft submission date of the CDED chapters is one month after the targeted OPS publication date (i.e., either May 31 for April publications or December 31 for November publications).

When the specifications do not require updating, but the chapters of the CDED manual require updating, the final draft submission date of the CDED chapters shall be as indicated in the tracking sheet or May 31, 2008, whichever is earlier.



c) In the comments column of the tracking sheet, the developer in the custodial office/section shall identify the OPS material specifications that will be updated for publication at the same time as the OPS construction specification or note the reason why the material specification update will not take place.

As in the case of the OPS construction specifications, the developer shall determine which version to the OPS material specification is to be used. The OPS review process encourages the review and publication of construction and associated material specifications simultaneously. If the latest published version of an OPS construction specification is being used for the updating process, the latest published version of the OPS material specification should also be used.

4. Updating OPS Specifications and the CDED Chapters

Developers are to proceed with the updating of OPS specifications and the CDED chapters as detailed in the tracking sheet. As the OPS specifications are completed, they are to be submitted to the Head, Quality Systems Section, DCSO, as outlined in the OPS Review Process Protocols document.

Updated CDED chapters are to be submitted to the Head, Quality Systems Section, DCSO, as outlined above.


DETAIL ESTIMATING CLEARING

May 2013 Page 1 of 11 B201-1

B201-1 - CLEARING - OPSS 201 201-1.1 GENERAL The removal of vegetation, usually, is the first operation performed in the

construction of a highway and comes in 2 forms; clearing and close cut clearing. Clearing consists of the cutting of trees, brush and undergrowth at or below one-half

metre (0.5 m) above the ground, and includes the removal and disposal of windfalls, felled timber, branches and other litter.

Close cut clearing is the cutting of trees at ground level (i.e. leaving no stump) and is

typically employed in areas where there will be no following grubbing operation. Where close cut clearing is substituted for clearing (as discussed in subsection B201-1.1.5) grubbing may be required as determined in CDED B201-3.

Additionally, close cut clearing may be followed by stump removal by mechanical

cutter as specified in CDED B 201-6. 201-1.2 REFERENCES CDED B201-3 - Grubbing CDED B201-6 - Mechanical Landscape Planning Report Roadside Safety Manual 201-1.3 TENDER ITEMS

Clearing Close Cut Clearing

201-1.4 SPECIFICATION The requirements for clearing and close cut clearing are contained in OPSS 201. 201-1.5 SPECIAL PROVISIONS Refer to chapter `E' of this Manual to review applicable standard special provisions.


May 2013 Page 2 of 11 B201-1

Fill-in special provisions are to be included in the contract documents according to their warrants for the following:

i) Salvaging of trees for property sellers ii) Disposition of marketable timber from Crown Lands.

201-1.6 STANDARD DRAWINGS - None 201-1.7 DESIGN 201-1.7.1 Environmental Considerations

The value of vegetation is considered high enough to warrant saving the maximum number of trees possible, rather than follow the practice of completely removing all growth. In addition, other significant vegetative communities may be identified for protection. The Ministry would prefer to maintain a sizable specimen tree or established woodlot than replant with nursery stock. Also, vegetation retained on the right-of-way has value in minimizing construction impacts and in blending the reconstructed right-of-way with the adjacent landscape.

Wholesale clearing is to be discouraged, and every effort made to preserve as many trees as possible, taking into account the cost involved and providing that they do not constitute a safety hazard and that their condition warrants their retention.

A special effort should be made to save trees adjacent to private property, as they serve to screen the property from road traffic.

These environmental concerns should be discussed with the Ministry's Environmental Section.

201-1.7.2 Limits of Clearing

The limits of clearing are established on a project specific basis, with the aim of providing a roadside landscape which will allow an economical maintenance program. Clearing should be limited to those areas of actual roadway construction and where the retention of existing natural growth is deemed undesirable.

Removal of all growth to the right-of-way limits is required only where winter maintenance (snow storage) or the need for greater exposure to winter sunlight justify such extra width.


May 2013 Page 3 of 11 B201-1

The designer should discuss the limits of clearing for each project with: i) Principle Landscape Architect, Design and Contract Standards Office ii) Regional Environmental Section iii) Regional Operations Office iv) Regional Geotechnical Office

201-1.7.3 Advance Clearing

Clearing may be scheduled ahead of the grading contract for the following reasons:

a) To facilitate utility relocation, where only a small portion of the overall clearing needs to be done to accommodate the work, with the remainder of the clearing left as part of the grading contract.

b) To provide winter work in areas of high unemployment. c) Where the area to be cleared is small. d) To avoid migratory bird nesting timing restrictions where trees need to be cleared

to accommodate the work before the end of the bird nesting timing window. Advance clearing may be carried out by: a) The contractor - as a separate contract by tender b) Operational Services - if available for such work c) A utility company - for a utility relocation

201-1.7.4 Clearing - Under Grading Contract

Where clearing is part of the main grading contract, and there is insufficient lead time to relocate utilities in advance of construction possibly affecting the contractor's schedule of operations, clearing should be done by the Contractor as one of his first operations and a non-standard special provision is to be included in the contract to advise the Contractor of the staging requirements. Clearing of a minor nature may be done by Operational Services (check with the Regional Head of Operational Services regarding manpower needs and availability) and the work paid for out of Services (Sundry) funds (see Chapter 'D').

201-1.7.5 Clearing for Utility Relocation

Where clearing is done by a utility company to install or relocate a utility and the clearing is a Ministry requirement for other construction or for safety reasons, then the total cost of the clearing will be borne by the Ministry.


May 2013 Page 4 of 11 B201-1

Where the Ministry requests the relocation of a utility to an area beyond the limits of clearing proposed under the contract, then the utility company shall pay half the cost of labour for such additional clearing.

Where the utility company installs a new plant or relocates an existing plant within the Ministry right-of-way and no clearing or grading is scheduled in that area, then the utility company shall pay the total cost of labour for clearing.

201-1.7.6 Clearing on Crown and Private Lands

a) Crown Lands

All timber cut on a right-of-way through Crown lands becomes the property of the Ministry who will, in due course, be invoiced by the Ministry of Natural Resources (MNR) for merchantable wood.

Regional Planning and Design are required to notify the MNR of the proposed

clearing or close cut clearing at least two months prior to the scheduled design completion date to allow sufficient time to organize a timber cruise. When notifying MNR, the following information should be forwarded:

i) Commencement date of clearing operation ii) Whether clearing is to be done by contract or by Operational Services iii) Commencement date of construction operations iv) Plan of construction area

The value of the timber will have been determined previously by the MNR from a

timber cruise of the area. Following receipt of an invoice from the MNR, the Ministry will transfer the ownership of the timber to the Contractor by including the applicable standard special provision.

b) Timber Licence The Regional Planning and Design Section is to enquire of the MNR whether

timber rights (e.g. timber berth, registered mining claims, etc.) exist on Crown lands scheduled for clearing. This information is passed to the Contractor by means of a standard special provision.

c) Timber Salvage on Private Lands

All timber cut from privately owned lands purchased for right-of-way purposes

becomes the property of the Contractor, unless property purchase agreements specify otherwise.


May 2013 Page 5 of 11 B201-1

The Regional Design Office must check with the Property Section for timber salvage information and provide details of same in the contract drawings (see Subsection 201-1.9 Documentation) and in the contract documents (see Subsection 201-1.5 Special Provisions).

201-1.7.7 Selective Clearing

Selective clearing is normally carried out after the general contract using Operational Services, with funds established under "Services (Sundry)" (see Chapter 'D').

Areas for selective clearing are detailed on the construction drawings outside (and usually adjacent to) the limits of "contract" clearing. These areas are normally protected by a barrier and denoted as "Areas (or trees) to be retained".

As there are no clearing quantities to be computed for this operation, the work of the designer is limited to:

a) Liaison with:

i) Principle Landscape Architect, Design and Contract Standards Office ii) Regional Environmental Section iii) Regional Operations Office iv) Utility Co-ordinator in order to determine the need for tree retention areas and selective clearing;

b) Presenting tree retention areas on construction drawings, with suitable notes, and

distributing copies to those concerned, for comments; c) Providing the appropriate OPSS 801 for Tree Protection; d) If needed, generating a tender item "Barrier for Tree Protection" and computing

quantities.

201-1.7.8 Areas of Clearing

Areas which are to be included in the clearing item are as follows:

a) Areas within the right-of-way required for construction, including corners of intersections where growth may obstruct visibility.

b) Curves where visibility is a problem. c) Areas recommended for clearing in the Landscape Planning Report. d) Areas required to construct detours. e) Areas required to construct stream diversions sideroads, entrances, etc. f) Areas required to construct ditches within the right-of-way and on areas of limited

interest.


May 2013 Page 6 of 11 B201-1

g) Areas required to accommodate utility relocation within the right-of-way or on areas of limited interest.

h) Areas with fruit trees on MTO right-of-way in Southern Ontario. i) Areas within the roadside clear zone. (See the Roadside Safety Manual) j) Areas for the disposal of surplus materials within MTO right-of-way. k) Embankments up to and including 1.2 m in height.

Areas cleared, but not included in this item are: a) Borrow pits. b) Access roads. c) Haul roads. Areas or work covered by other tender items where clearing is paid for as part of the work of that tender item, such as fencing in wooded areas not designated for clearing. When the clearing item is small and there is a close cut clearing item in the contract, it may be more practical to indicate close cut clearing only, and to include grubbing where required. When both clearing and close cut clearing are large, the clearing item could be eliminated, but only where experience has shown that separate items would not result in cost savings.

201-1.7.9 Areas of Close Cut Clearing

Close cut clearing will be prescribed for areas where grubbing is considered unnecessary or undesirable, such as those: a) Under embankments higher than 1.2 metres. b) Where grubbing operations could damage fences, building foundations or

underground utilities (not requiring relocation); c) Where a matted surface (roots, etc.) provides slope stability; d) In swamps, where grubbing could rupture the matted surface; e) Where roots left in place would not interfere with construction or maintenance

operations.


May 2013 Page 7 of 11 B201-1


May 2013 Page 8 of 11 B201-1

201-1.8 COMPUTATION These are Plan Quantity Payment items. 201-1.8.1 Source of Information

The main sources of information for the computation of the tender item "Clearing" and “Close Cut Clearing” are the field survey notebooks (see Fig. B201-1-1) and available plans (B Plans; ETR Books; Photogrammetry Contour Plans).

201-1.8.2 Clearing by Area

The unit of measurement for clearing by area is the hectare (ha). Clearing by area may comprise areas of solid bush, trees in clumps and rows, or individual trees, all of which are computed in square metres.

Clearing quantities are computed from details recorded in the field survey notebooks, or, if not available, by scaling available plans in square metres.


May 2013 Page 9 of 11 B201-1


May 2013 Page 10 of 11 B201-1

201-1.8.3 Clearing of Trees

On suitable projects where the number of trees to be cleared is minimal and there is no other clearing by area (hectare), the clearing calculation may be based on the total number of trees greater than 100 mm diameter to be removed, under the unit "each":

The diameter of each tree is determined by measuring its girth at a height of 1.3 metres and recording its diameter; the information being found in the field survey notebooks.

Those trees which are to remain within the construction area should be suitably marked by the contractor or by Operational Services.

Do not refer to this operation as "Selective Clearing” (see Section 201-1.7.7). 201-1.9 DOCUMENTATION 201-1.9.1 Contract Drawings

Where clearing areas are extensive, they are shown on the removal drawings. However, where clearing is minor, they may be placed on construction drawings, providing they do not obstruct the construction details. Areas identified where timber is to be cut and remain on the property of the property seller shall be shown on the Removal drawings.

If specific trees are to be retained in an area of clearing, the areas should be shown on the Removal Drawings, with the note - "....... to be retained". The outline of the treed area or individual trees to be retained should be shown also on the construction plans in full intensity.

Prints should be sent to the Principle Landscape Architect for identification of clearing and subsequent refurbishment, the Regional Environmental Unit for review by the environmental planner, and the utility co-ordinator to identify clearing and trees to be saved during construction and utility relocation.

201-1.9.2 Contract Documents

Areas to be cleared are to be entered onto the Quantities - Miscellaneous 1 sheet in square metres by station location. The position information must clearly indicate the extent, by centre-line offset, of each individual area to be cleared since this information will be used for layout & verification purposes during construction. Quantities, in hectares, are automatically calculated and then totalled at the bottom of the column.


May 2013 Page 11 of 11 B201-1

Diagrams may be drawn on the Removals sheet to indicate partial clearing in solid bush areas. Where entire bush areas are to be cleared, diagrams are not necessary as this type of situation can be described adequately by chainage and offset.

Quantity sheets produced which precludes sketching, may have 350 meter quantity summaries as long as removal drawings and separate quantity calculations are provided.

Where rows of trees to be removed are denoted by a single chainage, offsets to both the beginning and end of the row are required (e.g. Sta. 16 + 473 - 4.1 m Lt. to 25.6 m Lt.).

It is important that quantities shown on the Quantity sheet have a degree of accuracy sufficient to be used in the contract as the final payment quantities.

Clumps of single trees are documented by combined spread and area rather than as single trees.

201-1.9.3 Documentation Accuracy

Chainage Stations: One-tenth of a metre (0.1m) Chainage offsets: One-tenth of a metre (0.1m) Areas in square metres: One square metre (1.0 m²) Areas in hectares: One hundredth of a hectare (0.01 ha)

In calculating areas, work to one extra place of decimals and record to the accuracy shown above.

DETAIL ESTIMATING GRUBBING

May 2013 Page 1 of 3 B201-3

B201-3 - GRUBBING - OPSS 201 201-3.1 GENERAL Grubbing consists of the removal and disposal of all stumps, roots, embedded logs,

debris and second growth, with the operation usually being performed immediately following, and as part of, the same contract as clearing or close cut clearing.

Where the right-of-way, or a portion thereof, has been previously cleared or close cut

cleared (under a separate contract, or by Operational Services), the Contractor will, under the item "Grubbing", clear, remove and dispose of all second growth, brush and debris from those areas designated for grubbing.

When grubbing requirements are minor, the work may be done by Operational

Services, with funds provided from 'Services (Sundry)' - (see Chapter 'D'). Surface boulders lying within areas designated for grubbing are removed as part of the

work of grubbing, except those one cubic metre (1.0 m³) or larger in volume which are removed under the item "Rock Excavation (Grading)". For treatment of boulders see section CDED B201-4.

201-3.2 REFERENCES CDED B201-1 - Clearing CDED B201-4 - Removal of Boulders CDED B206-1 - Earth Excavation (Grading) CDED Chapter D - Services and Acquisition - Construction 201-3.3 TENDER ITEMS

Grubbing 201-3.4 SPECIFICATION The requirements for grubbing are contained in OPSS 201. 201-3.5 SPECIAL PROVISIONS Refer to chapter `E' of this Manual to review applicable standard special provisions.


May 2013 Page 2 of 3 B201-3

201-3.6 STANDARD DRAWINGS - None 201-3.7 DESIGN 201-3.7.1 Limits of Grubbing Fig. B201-2-1 in CDED B201-1 shows in principle the application of grubbing. The designer should discuss the limits of grubbing for each project with: The Regional Maintenance Office The Regional Construction Office The Utility Co-Ordinator The Regional Environmental Section 201-3.7.2 Grubbing and Advance Grubbing for Utility Relocation and Fencing Grubbing operations, including advance grubbing, for utility relocations and fencing

are governed by the same principles outlined in CDED B201-1. 201-3.7.3 Areas of Grubbing Areas to be grubbed are:

a) Excavation areas (except swamp excavation); b) Under low embankments - up to and including 1.2 metres in height; c) Offtake ditches and watercourse corrections.

Where swamp excavation is required, embedded low stumps, etc. will be removed as

part of swamp excavation (see CDED B206-1). 201-3.7.4 Disposal of Debris Debris from grubbing operations may be disposed of both on and off the right-of-way. In bush areas, debris such as stumps, roots, earth, usually is pushed onto adjacent

private or Crown lands under agreement with the owner or Ministry of Natural Resources respectively, and with the approval of the Ministry of the Environment; all arrangements for disposal being the responsibility of the Contractor. Alternatively, debris may be pushed to the back of the right-of-way and, in suitable areas,


May 2013 Page 3 of 3 B201-3

incorporated into the flattening of sideslopes, but in no case will it be disposed of within embankments.

Surface litter and second-growth material may be burned on the right-of-way, under

those conditions stated in CDED B201-1. In rare cases, debris may require hauling off the right-of-way, to disposal sites

arranged for by the Contractor. 201-3.8 COMPUTATION These are Plan Quantity Payment items. Computation procedures for grubbing are the same as those for clearing (see CDED

B201-1). 201-3.9 DOCUMENTATION Documentation procedures for grubbing are the same as those for clearing (see CDED

B201-1). 201-3.9.1 Documentation Accuracy

Chainage Stations: One-tenth of a metre (0.1m) Chainage offsets: One-tenth of a metre (0.1m) Areas in square metres: One square metre (1.0 m²) Areas in hectares: One hundredth of a hectare (0.01 ha)

In calculating areas, work to one extra place of decimals and record to the accuracy shown above.

DETAIL ESTIMATING REMOVAL OF BOULDERS

May 2013 Page 1 of 4 B201-4

B201-4 - REMOVAL OF BOULDERS - OPSS 201 201-4.1 GENERAL The removal of boulders includes the disposal of both surface and piled boulders.

Surface boulders are defined as boulders or rock fragments that measure 200 mm or greater in any one dimension, above original ground, and can be removed without excavation.

Piled boulders are defined as any cobbles, boulders, or rock fragments that have been placed in fencerows or piles.

Boulders or rock fragments one cubic metre (1.0 m³) or larger are not part of this

tender item, but are removed under the item "Rock Excavation (Grading)", or, if there is no such item, as a Change in the Work.

201-4.2 REFERENCES - None 201-4.3 TENDER ITEMS

Removal of Surface Boulders Removal of Piled Boulders

201-4.4 SPECIFICATION The requirements for the removal of surface and piled boulders are contained in

OPSS 201. 201-4.5 SPECIAL PROVISIONS Refer to chapter `E' of this Manual to review applicable standard special provisions. 201-4.6 STANDARD DRAWINGS - None


May 2013 Page 2 of 4 B201-4

201-4.7 DESIGN 201-4.7.1 Removal of Surface Boulders Surface boulders are designated for removal only where they would interfere with

construction or the intended level of maintenance, or where they could become a traffic hazard. Surface boulders in areas of close cut clearing do not require removal, unless they interfere with construction.

Where surface boulders occur in fill sections exceeding 1.0 m in height then the

boulders could remain in place. This item is used when surface boulders to be removed are located beyond areas to be

grubbed. Surface boulders within grubbing areas are removed as part of grubbing operations

and paid for under the item "Grubbing". No designation or quantity for surface boulders is indicated on the contract drawings or quantity sheets, in this instance.

Where a surface boulder area lies partly within an area to be grubbed, only that

portion outside the grubbed area is calculated as removal of surface boulders; the remainder will be removed under the grubbing operation, as described above.

201-4.7.2 Removal of Piled Boulders Piled boulders are removed only where they interfere with construction; fence

erection; the intended level of maintenance, or would create a hazard to traffic. Piled boulders (total quantity greater than 100 m³), both within and beyond grubbing

areas, are included in the tender item "Removal of Piled Boulders", regardless of whether the work is done before or during the grubbing operation. (For a total quantity smaller than 100 m³, see subsection 201-4.8.3).

Boulders in piles or fencerows within areas of surface boulder removal are also

removed as part of the item "Removal of Piled Boulders". No deduction of areas covered by boulders in piles and fencerows are made from any

areas designated for grubbing or removal of surface boulders. 201-4.8 COMPUTATION When measured, these are Plan Quantity Payment items.


May 2013 Page 3 of 4 B201-4

Lump sum payment may be used for these items when locations are well defined the quantity is small and it is unlikely that the quantity will vary.

201-4.8.1 Source of Information The main sources of information for the computation of the tender item "Removal of

Surface Boulders" are the field survey notebooks and the Geotechnical Report. The main sources of information for the computation of the tender item "Removal of

Piled Boulders" are the field survey notebooks and ETR (Engineering and Title Records) Plans (or contour plans).

201-4.8.2 Methods of Calculation The basic unit of measurement for the removal of surface boulders is the hectare (ha). The areas of surface boulders to be removed under this tender item are calculated

initially from the field survey notebooks in square metres (m2), summarized on the Quantity Sheets and converted to hectares.

The basic unit of measurement for the removal of piled boulders is the cubic metre

(m³). 201-4.8.3 Small Quantities Small quantities of surface boulders (up to 0.20 ha) and/or piled boulders (100 m³ or

less), beyond grubbing areas requiring removal may be included as part of other work such as "Earth Excavation Grading". A special provision is required to include these removals with the other work, and the extent of piled boulder removals must be shown on the contract drawings.

Small quantities within grubbing areas, if not designated on the contract drawings for

removal under a separate tender item, are removed as part of the grubbing operation, as specified in OPSS 201; a special provision is not required.

201-4.9 DOCUMENTATION 201-4.9.1 Surface Boulders Boulder-strewn areas do not normally require demarcation on contact drawings unless

the area is very irregular and difficult to describe. Areas requiring the removal of surface boulders within grubbing areas are designated as grubbing on the Quantity Sheets, and not as removal of surface boulders.


May 2013 Page 4 of 4 B201-4

The calculated surface boulder areas are detailed on the Quantity Sheet. Entries are listed by station and offset at each location where surface boulders (beyond grubbing areas) are to be removed. All areas are totalled and the tender total transferred to the Tender document.

When lump sum payment is chosen, the quantities are indicated on the Quantity Sheet

at each location where surface boulders are to be removed, as described above. 201-4.9.2 Piled Boulders Piled boulders are shown on the plans using a hand-drawn symbol, and appropriately

labelled (e.g. "1.5 m Boulder Pile" or "0.5 m Fencerow"). The calculated quantities are detailed on the Quantity Sheets. Entries are listed by station and offset at each where piled boulders are to be removed.

All quantities are totalled on the Quantity Sheet and the total transferred to the Tender

documents. When piled boulders quantities are small and removed under lump sum payment or as

part of other work, the locations are indicated on the contract drawings and entered on the Quantity Sheet, listing each location and quantity where piled boulders are to be removed.

DETAIL ESTIMATING MECHANICAL STUMP CUTTING

May 2013 Page 1 of 2 B201-6

B201-6 - MECHANICAL STUMP CUTTING - OPSS 201 201-6.1 GENERAL Stump removal using a mechanical cutter is a chipping operation whereby tree stumps

are removed to a depth of 0.15 m below the surrounding area, leaving the root systems undisturbed.

Under this tender item, only those stumps 150 mm diameter and greater are

considered for stump removal by mechanical cutter. For innumerable small trees, those less than 150 mm diameter, close cut clearing is a

more practical and acceptable means of removing hazards or improving aesthetics. 201-6.2 REFERENCES CDED B201-1 - Clearing 201-6.3 TENDER ITEMS

Mechanical Stump Cutting 201-6.4 SPECIFICATION The requirements for grubbing are contained in OPSS 201. 201-6.5 SPECIAL PROVISIONS Refer to chapter `E' of this Manual to review applicable standard special provisions. 201-6.6 STANDARD DRAWINGS - None 201-6.7 DESIGN 201-6.7.1 Areas of Stump Removal by Mechanical Cutter Following are typical conditions under which stump removal by mechanical cutter is

considered desirable:

DETAIL ESTIMATING MECHANICAL STUMP CUTTING

May 2013 Page 2 of 2 B201-6

a) In urban areas, beyond grading limits, where grubbing is an unwarranted expense

and regular mowing a necessity; b) Areas where underground utility installations are liable to damage from grubbing

operations; c) Areas where grubbing operations may affect culverts, or undermine buildings,

sidewalks, pavement or shoulders; d) Following clearing or close cut clearing - to remove hazards, permit mowing or to

improve aesthetics, without having to remove entire root systems, as is the case in grubbing operations.

201-6.8 COMPUTATION This is a Plan Quantity Payment item. Computation procedures for mechanical stump cutting are the same as those for

clearing (see CDED B201-1) except that the unit of measurement is "each", and all stumps removed, regardless of size, are included in one tender item..

201-6.9 DOCUMENTATION Documentation procedures for mechanical stump cutting are the same as those for

clearing (see CDED B201-1). All stumps to be removed must be so designated on the contract drawings.

DETAIL ESTIMATING ROCK REMOVAL BY MANUAL SCALING, MACHINE SCALING,

TRIM BLASTING, OR CONTROLLED BLASTING

February 2014 Page 1 of 6 B202

B202 – ROCK REMOVAL BY MANUAL SCALING, MACHINE SCALING,

TRIM BLASTING, OR CONTROLLED BLASTING - OPSS 202

202.1 GENERAL

Rock removal by manual scaling, machine scaling, trim blasting, or controlled

blasting is typically localized and completed to remove unstable or potentially

unstable rock mass that may be a safety hazard. Less frequently, these items are used

to remove unstable rock from an existing rock mass in advance of other work.

Refer to MERO-043 for additional detail on rock removal.

202.2 REFERENCES

MERO-043, RHRON: Ontario Rockfall Hazard Rating System – Field Procedures

Manual

Rockfall Hazard Investigation and Design Report – project specific

The above report typically includes a description of the rock mass, stability analysis,

RHRON hazard rating, recommended hazard mitigation, any applicable drawings and

special provisions, and photographic prints identifying locations, proposed alternative

and recommended treatments, tender quantity estimates, and other detailed

requirements or relevant special features. The report must be prepared by a qualified

person (P.Eng. or P.Geo, with related training or experience) knowledgeable in rock

mechanics and geotechnical engineering. The report is referred to as “Design Report”

hereafter in this document.

202.3 TENDER ITEMS

Rock Excavation, Manual Scaling

Rock Excavation, Machine Scaling

Rock Excavation, Trim Blasting

Rock Excavation, Controlled Blasting


The requirements for the above tender item are contained in OPSS 202.





Refer to Chapter "E" of this Manual to review the applicable standard special

provisions.


There are no applicable standard drawings.

202.7 DESIGN

Recommendations for the limits and method of rock removal are contained in the

Design Report. The Design Report typically contains site-specific recommendations.

Trim blasting and controlled blasting are generally used to remove specific features

from existing rock slopes such as localized overhangs, areas that can “launch” falling

rocks towards the roadway, and specific rock zones at risk of sliding, toppling or

other failure mechanisms, that cannot be easily removed by manual or machine

scaling methods. Controlled blasting requires the use of wall control blasting

techniques to prevent the formation of additional blast fractures which could cause

further unstable rock.

The OPSS 206 Rock Excavation, Grading item is generally used for removal of large

masses of rock during new highway construction or widening, including widening to

mitigate rockfall hazards, and used in conjunction with the OPSS 206 Rock Face item

where relatively smooth, maintenance free, rock slopes are required.

The OPSS 206 Rock Face item is not used in conjunction with the Rock Excavation,

Controlled Blasting item.

202.7.1 Management of Material

Management of the removed rock material is included in the items. When the

material is to be used for a specific purpose, such as flattening embankments, an

NSSP is required to define the requirements.

202.8 COMPUTATION

202.8.1 Rock Excavation, Manual Scaling







The items and unit of measurement are:

- Rock Excavation, Manual Scaling, hr

- Rock Excavation, Machine Scaling, hr

- Rock Excavation, Trim Blasting, m

- Rock Excavation, Controlled Blasting, m³

The estimated number of scaling hours, length of drilling for trim blasting, and

volume of controlled blasting, for each location, are contained in the Design Report.

The work of trim blasting and controlled blasting includes scaling after blasting.

Scaling of trim blasting and controlled blasting areas shall not be included in scaling

quantity calculations.

202.9 DOCUMENTATION


Rock removal areas and the method of removal are to be detailed using images of the

rock mass, using only one of the following two approaches:

a) Include in the Contract Drawings, high resolution images of each rock mass

requiring rock removal. Each image is to be accompanied by location

referencing, manually delineated removal areas, and the method of removal

identified. The image and details must be sufficient to eliminate any

uncertainty regarding the location and the type of work to be done. Example

images are shown in Fig. 1.

b) Include with the Contract Package, a Rock Hazard Report with high resolution

colour images of each rock mass requiring rock removal, containing the same

information described in a) above.

Typically, option a) is used when there are only a few rock mass locations requiring

work, and option b) used when there are multiple rock mass locations or when colour

images are required to eliminate uncertainty regarding the location and/or scope of

the work.




Fig. 1: Example images showing rock removal location and requirements.





Rock Excavation, Manual Scaling




Removal areas are documented by station to station limits and offset Lt or Rt on the

Q-sheets. Where stationing is not available, the areas may be documented by NAD83

northing and easting coordinates and offset or by distance/direction from a

geographic landmark and offset.

The individual column entries are totalled and are transferred to the Form of Tender.

202.9.2.1 Variation Items

Rock Excavation, Manual Scaling and Rock Excavation, Machine Scaling are

variation items. For both items, the maximum height from the base of the rock mass

to the area requiring scaling is specified.

Where an item has more than one height specified, separate columns are used for

each height.


Write any required project specific requirements in a NSSP. For example:

- The use of the excavated rock for specific purposes, such as slope flattening.

- The identification of rock disposal location options.

- Modifications to the item requirements.

- Conditions specified by utilities.

- Restrict the work to specialized contractors qualified to do the work (approval to

restrict procurement may be required).

- Work by a specialized person to be done during/after rock removal.

- Access restrictions.

- Environmental constraints.


Quantities of Rock Excavation, Manual Scaling and Rock Excavation, Machine

Scaling are rounded to whole numbers.

Quantities of Rock Excavation, Trim Blasting are rounded to the nearest 0.1 m.

Quantities of Rock Excavation, Controlled Blasting are rounded to whole numbers.





When applicable, the following information is to be provided to Bidders:

- Rock Hazard Report

DETAIL ESTIMATING EARTH GRADING

April 2014 Page 1 of 32 B206-1

B206-1 - EARTH GRADING - OPSS.PROV 206

206-1.1 GENERAL

This section deals with the excavation, haulage, placement, compaction, and

management of earth material, as defined in OPSS.PROV 206.

This section should be read in conjunction with Section B206-2 - Rock Grading, as

the computation methods, balancing of quantities and documentation apply to both.

Earth excavation is a main component of highway construction and it includes

grading for highways, sideroads, entrances, ditches, detours, etc.

206-1.1.1 Classification of Earth Materials

The following materials, when encountered during grading operations, are usually

treated the same as earth and are included in the item Earth Excavation, Grading:

A. Earth Overburden

Stripping and Earth Cut quantities originating from earth overburden on rock

formations are estimated and treated as earth excavation in accordance with the

geotechnical recommendations.

B. Boulders and Fragmented Rock in Earth Cuts

The treatment of boulders and fragmented rock smaller than 1.0 m³ encountered

in earth cuts is normally stipulated in the Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report and, unless otherwise

directed, they are dealt with as per Ontario Provincial Standard Drawings.

C. Fragmented Rock and Weathered Rock

Quantities of fragmented and weathered rock, smaller than 1.0 m³, excavated

from existing road embankments or cuts, will be included in Earth Excavation,

Grading quantities.

Certain rock deposits such as shale may be designated as earth to the bottom of

excavation or to a designated pay surface, below which it would be classified as

solid rock.

D. Granular Deposits

Any granular or select subgrade material deposits which meet the requirements of

OPSS 1010, when obtained from within the right-of-way, is paid for as Earth



Excavation, Grading. Relevant estimating procedures apply equally to granular

material.

206-1.2 REFERENCES

Commercial Access Manual

Design Criteria - project specific

Drainage Management Manual

Environmental Assessment Report (various names) - project specific

Foundation Investigation and Design Report - project specific

Geometric Design Standards for Ontario Highways

Geotechnical Report - project specific

Highway Design Bulletin 2010-001, Providing Digital Information to Contract,

Special Provision SP 199F61

Hydrology Report - project specific

Pavement Design Report - project specific

Preliminary Design Report - project specific

Recommended Practice For Establishing Rock Elevation For New Highway

Construction, MERO-030

Soils Profile - project specific

Survey Information - project specific

206-1.3 TENDER ITEMS

Earth Excavation, Grading

206-1.3.1 Other Tender Items with Earth Excavation

Earth excavation for the following is not carried out under the item Earth Excavation,

Grading, but under separate items and governing OPS Specifications:

Pavement Widening, when using linear measurement

Culverts

Sewers, Manholes, Catchbasins, Ditch Inlets

Subdrains

Structures

These items are detailed elsewhere in this Chapter.



206-1.4 SPECIFICATIONS

Details of the work are contained in:

OPSS.PROV 206 Grading

OPSS 209 Embankments Over Swamps and Compressible Soils

OPSS 316 Extruded Expanded Polystyrene Frost Heave Treatment

OPSS 351 Concrete Sidewalk

OPSS 501 Compacting

OPSS 510 Removal

206-1.5 SPECIAL PROVISIONS

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

As of the publication date of this CDED section, special provisions are required:

1) When there are pipes and culverts less than 200 mm diameter and/or expanded

polystyrene insulation to be removed as part of the item Earth Excavation,

Grading.

2) Where the existing pavement is removed, and the volume of pavement removed is

included in the excavation quantity for the item Earth Excavation, Grading.

3) When there is prime, surface treated, and mulch pavement less than 50 mm thick

to be removed as part of the item Earth Excavation, Grading.

206-1.6 STANDARD DRAWINGS

Applicable standard drawings are contained in the OPSD 200 series.

To establish the physical limits on which to base quantities, a familiarity with

applicable standard drawings is required.

It may be required to develop typical sections or modify existing standard drawings

for specific situations, such as, but not limited to:

Sideroad Intersections

Commercial Entrances

Private Entrances

Design of Open Channels



In addition, review of the following manuals should be done, where appropriate:




For Swamps:

1) OPSDs are only valid for where the depth of the swamp, d is less than or

equal to 6 metres.

2) For any swamp excavation exceeding 6 metres in depth, project specific

recommendations and applicable drawings are required. Refer to the

Foundation Investigation and Design Report.

206-1.7 DESIGN

Earth Excavation, Grading item includes material from the following operations:

Stripping in Cuts

Stripping under Fills

Earth Cut/Fill (integral with roadway Section)

- roadway

- side ditches

- transition points

- sidewalks

- widening

- entrances

- frost heaves

- excavation below subgrade

Ditching

- interceptor

- intake/offtake

Swamp Excavation, when by the cubic metre

- roadway

- culverts

Watercourse Correction

Frost Heaves, isolated

Sidewalks, isolated

Entrances

The benching of existing sideslopes for roadbed widening in fills is a construction

operation only; it is not to be computed for inclusion in the item Earth Excavation,

Grading.



The work of compaction is included in the item Earth Excavation, Grading and does

not require any design. The compaction of earth is described in OPSS 501.

Pipes and culverts less than 200 mm in diameter including subdrains shall be

removed as part of the item Earth Excavation, Grading provided they are located

within the excavation. This work is specifically excluded from the work done under

OPSS 510 Removal. The locations of the pipes and culverts are to be specified in the

Contract Documents as descried in section B510 Removal.

Prime, surface treatment, and mulch pavement less than 50 mm in thickness are

removed under the item Earth Excavation, Grading.

206-1.7.1 Source of Information

A. Design Criteria

The Design Criteria represents a statement of the application of ministry policy

and design standards for a project. The Design Criteria is a concise form for

describing the geometric elements and standards that form the basis for the design

of a new facility or improvements to an existing facility and the extent of the

work to be completed on any project.

B. Survey Information

Survey information is obtained using various methods and technologies

depending upon the needs and requirements of each project.

Available Survey Information will aid in the design and may include field notes,

data, cross-sections, horizontal and vertical alignments, and plans.

Field notes are produced by survey crews and provide details of existing surface

features on the main roadway, sideroads and entrances, and data.

C. Soils Profile

The Soils Profile, when available, shows the existing ground line, proposed

vertical alignment, existing drainage data, and relevant soils data.

D. Reports

A number of reports contain data needed to establish cross-sections upon which

cut and fill quantities will be based. These reports are:

Environmental Assessment Report (various names)

Foundation Investigation and Design Report

Geotechnical Report



Hydrology Report

Pavement Design Report

Preliminary Design Report

E. Field Review

A comprehensive field review at the start of the design phase, with plans to record

observations and notes, is invaluable to understand the work and design required.

A field review to verify the design should be carried out near the end of the design

process.

206-1.7.2 Establishing the Rock Surface

Establishing the rock surface is essential to accurate earth and rock quantity

estimates. The survey information, soils information and borehole data is used to

establish the rock surface. The final interpretation should be reviewed with the

geotechnical staff on the project.

Information that can assist in establishing the rock surface is in The Recommended

Practice For Establishing Rock Elevation For New Highway Construction,

MERO-030.

206-1.7.3 Earth Borrow

The item Earth Borrow is required when the breakdown of item quantities indicates a

shortage in quantities between earth fill required and earth material available. Smaller

differences might be eliminated by widening backslopes in cut sections or by revising

the profile grade.

With certain types of projects, it will be evident in the planning stage, that insufficient

fill material will be generated by the limited excavation opportunities and that an item

for Earth Borrow will be required.

The item Earth Borrow is discussed in Section B212 - Earth Borrow.

206-1.7.4 Composite Earth and Rock Fills

A composite earth and rock fill embankment has an earth core and a rock shell.

Embankment fills are typically either earth fill or rock fill. Circumstances may

require consideration of a composite earth and rock embankment fill. These

circumstances include:

1) Insufficient quantities of earth or rock fill.

2) Haulage distance.



3) Environmental.

Design guidelines for composite earth and rock fill embankments are available from

the Pavements and Foundations Section, Materials Engineering and Design Office

(MERO).

206-1.7.5 Surcharges

Surcharges that are removed usually have the material used on the project.

When the surcharge is fragmented rock smaller than 1.0 m³ rock, the surcharge

removal is completed under the item Earth Excavation, Grading. The use of the

excavated rock material is determined based on the project needs.

When the surcharge is earth, other than fragmented rock smaller than 1.0 m³, the

surcharge removal and use is completed under the item Earth Excavation, Grading.

When the surcharge is granular, the surcharge removal and use of the granular

material in the work is completed under the appropriate tender item, Granular from

Stockpile (see OPSS 314).

206-1.7.6 Existing Rock Fills and Rock Stockpiles

Excavation of existing rock fills and rock stockpiles, that are shatter, rock fill and

previously blasted rock (smaller than 1.0 m³) is completed under the item Earth

Excavation, Grading. The use of the excavated rock material is determined based on

the project needs.

206-1.7.7 Management of Excavated Materials

Excavated materials may be utilized in the following ways:

Stripping

- topsoil for graded areas to be sodded or seeded

- stockpiled for future use

- designing flatter or contoured slopes

Earth Cut (suitable)

- embankment construction backfilling of excavations

- designing flatter slopes

- berms


Earth Cut (unsuitable)

- embankment construction beyond the minimum specified earth and rock

embankment slopes



- berms

- designing flatter slopes

Ditching

- as for Earth Cut

Swamp Excavation

- flattening of embankment slopes beyond the minimum specified earth and

rock embankment slopes

- berms

- topsoil, only when the material has been determined to be acceptable for use

for graded areas to be sodded or seeded

Frost Heaves

- as for Earth Cut


- disposal in old streambed

Rock Surcharges, Existing Rock Fills and Rock Stockpiles

- embankment construction, under the item Rock Embankment


Notes:

1) Guide rail may be eliminated by the use of slope flattening.

2) Slopes behind guide rail may be flattened, even when the guide rail will still be

required.

3) Excess bituminous pavement, concrete, and masonry surplus to the recycling

requirements on a project may be incorporated into embankments, provided it is

acceptable material and is processed as specified elsewhere in the contract.

206-1.7.7.1 Surplus Materials

The maximum of amount of excavated earth material is to be incorporated into the

design of a facility to reduce or eliminate surplus earth material.

Material that is in excess of embankment requirements should be incorporated into

the design. The cross sections and/or locations for such material are to be included in

the design.

When there is material quantity that is not used in the design, then the material is

surplus.



To accommodate the surplus material within the project limits, when feasible, there

should be “optional” cross-sections and typical sections or locations or both provided

for use of surplus material. The quantity that can be accommodated at each location is

to be provided. Note that “optional” locations may not have material placed there, and

such are not to be used for locations where construction is mandatory, such as but not

limited to, locations where guide rail has been eliminated from the design with slope

flattening.

Whenever possible, use/disposal locations for surplus materials should be identified

within the project limits. When this is not feasible, then potential locations within the

highway right-of-way and not within the project limits can be used (i.e. slope

flattening, interchange locations, etc.). This would cause the project limits to be

changed.

Costs to accommodate earth material within the right-of-way will usually be cheaper

than requiring the contractor to dispose of the material outside the right-of-way. Only

after all possibilities of incorporation of materials are exhausted, is disposal of surplus

materials outside the right-of-way, regardless of the type of materials, contemplated.

206-1.7.7.2 Ownership of Designated Disposal Locations

Property designated as a disposal location for excavated material must be owned by

MTO, or MTO must have a legal agreement in place. MTO ownership is preferred.

In Crown Land areas, additional R.O.W. should be taken into the right-of-way to

ensure excavated swamp material can be disposed of adjacent to the swamp

excavation. Section B209 should be read for additional information and

considerations on disposal of excavated swamp material.

206-1.7.8 Information to be Provided to Bidders

The following document contains the requirements for the digital and data

information and hard copy information to be provided to all contractors:

Highway Design Bulletin 2010-001, Providing Digital Information to

Contractors, Special Provision SP 199F61

Notes:

1) Soils Data sheets as part of the Contract Drawings.

2) Do not provide a Mass Haul Diagram to bidders.

206-1.8 COMPUTATION

Earth Excavation, Grading is a Plan Quantity Payment item.


April 2014 Page 10 of 32 B206-1

The unit of measure is the cubic metre.

The Earth Excavation, Grading item quantity is to be determined for each stage of the

work.

In computing earth quantities, for cut and fill, subtotal the figures every 350 m along

the highway; and on service roads, sideroads, detours, ramps and entrances, where the

length justifies such a breakdown. Each subtotal will constitute a single-line entry on

the Quantity Sheets.

Separation of quantities may be required for left and right sides of a widening project.

Drawings and cross-sections are used to establish the physical limits on which to base

quantities.

206-1.8.1 Stage Construction

When stage construction is proposed, quantities must be determined for each separate

stage, as material excavated in one stage may not necessarily be available for

embankment/fill purposes in a later stage.

In order to obtain accurate quantities for material available, fill required, unsuitable

material, and earth borrow, both quantity calculation and quantity sheets must be

prepared for each stage of the contract.

After the initial determination of quantities for each stage, an analysis to determine a

more cost effective staging strategy and other design changes is to be done when

material is not balancing for each stage. Several iterations may be required to

determine the most cost effective and best design for the project.

206-1.8.2 Contingencies and Allowances

Refer to B999-A - APPENDIX “A” to this Chapter for information on

“Contingencies and Allowances”.

206-1.8.3 Methods of Calculation

Grading 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.

Excavation 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.


April 2014 Page 11 of 32 B206-1

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 grading quantities, when

electronic computation is to be completed.

206-1.8.4 Cross Sections

The interval of cross-sections may vary depending upon the work and roughness of

the terrain, up to the usual maximum interval. Closer intervals should be used for

tight curves.

Usual cross-section minimum intervals between sections are:

25 m, plus break points, for earth, rock embankment (fill), swamp, and borrow

areas

10 m, plus break points, for rock cut areas

20 m, plus break points, for possible rock areas

Cross-sections normally are plotted at a scale of 1:100 both horizontally and

vertically.

The following details should be incorporated in the cross-section from input data:

Original Ground

Rock Surface

Design Section including,

- top of pavement; top of granular; subgrade

- grading limits; ditching limits; stripping limits

- frost treatments; transition point treatment

- shatter

- swamp excavation limits

- any other excavation below subgrade

- optional construction sections, when optional areas for disposal of surplus

material are provided (this will require separate quantities to be determined

and documented)

In addition the cross-section will include:

cross-section station number

offset distances and elevation for profile grade elevation

offset distances and elevations for original ground surface


April 2014 Page 12 of 32 B206-1

206-1.8.5 Mass Haul Diagram

Mass Haul diagrams are to be prepared for all major grading contracts.

Mass Haul diagrams are to consider the stages of the project, including physical and

environmental restrictions during the stages.

A Mass Haul Diagram serves as a guide in the appraisal of moving materials and

balancing quantities. The comparison of the availability and usage of the excavation

quantities provides guidance as to the feasibility and economy of a grading project.

When analyzing a mass haul diagram for rock excavation and embankment consider

the possible use of rock materials for aggregate production and other similar uses.

After analyzing the diagram, revisions to the set grades or other solutions may be

required. Should a grade revision be required, it is necessary to amend the cross-

sections accordingly, recalculate the pertinent grading quantities and revise the Mass

Haul Diagram.

206-1.8.6 Components of Earth Excavation, Grading

A. Stripping

Stripping consists of the removal of the upper layer of soil, which is

predominantly organic and generally known as topsoil. Topsoil is a valuable

commodity, to be stockpiled for later use in the contract as topsoil on graded

areas, prior to seeding or sodding, or stockpiled for future use.

The depths of required stripping under fills and in cuts, also the percentage of

stripping considered as suitable for use as topsoil, will be as recommended by the

geotechnical staff on the project, based on soils investigations and provided in the

Geotechnical Report/Pavement Design Report/Foundation Investigation and

Design Report.

On projects where all of the excavated earth is unsuitable for embankment

construction, or where there are no embankments to be constructed, and there is

no need to salvage stripping material for topsoiling on the project or stockpiling

for future use, then stripping over cuts need not be computed.

The stockpiling of stripping to be used as topsoil is difficult and may not be

feasible on projects where there is a limited work area (i.e. stand-alone bridge and

culvert projects in urban areas).

(a) Stripping in Cuts

Cut stripping occurs when the subgrade is below the original ground surface.


April 2014 Page 13 of 32 B206-1

Topsoil is to be removed for the full width of the cut to the depth

recommended in the Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report. In the absence of any

recommendation, a depth of 0.15 m is to be used.

(b) Stripping under Fills

i. Stripping under Fills of 1.2 m or less in Height

The height of fill is defined as the vertical distance between the top of

granular base and the ground surface at centreline.

Fill stripping occurs when the subgrade is above the original ground

surface and less than 1.2 m in height.

The width of stripping under shallow embankments coincides with the

width of the proposed embankment, i.e. toe to toe of slope. This does

not include areas under embankments due to slope flattening.

Topsoil is to be removed to the depth recommended in the

Geotechnical Report/Pavement Design Report/Foundation

Investigation and Design Report. In the absence of such

recommendation, a depth of 0.3 m is to be used.

ii. Stripping under Fills more than 1.2 m in Height

Stripping is not required under fills more than 1.2 m unless:

1. There is a shortage of topsoil, in which case the height limitation

may be waived and the stripping area extended, rather than

resorting to the more expensive operation of importing topsoil.

2. Required by the recommendations in the Geotechnical

Report/Pavement Design Report/Foundation Investigation and

Design Report.

(c) Stripping in Areas to be Grubbed

Stripping is calculated for all areas to be grubbed within the grading limits.

Excavated material is considered lost and not available for further use.

The depth of stripping in grubbing areas is that recommended by the

geotechnical staff on the project or 0.3 m, whichever is the greater.


April 2014 Page 14 of 32 B206-1

(d) Stripping in Swamps

Stripping in swamps is not applicable.

(e) Stripping in Areas of Embankment Widening

In areas of reconstruction requiring embankment widening, stripping of

previously constructed slopes is estimated using a depth of 0.15 m, or as

recommended in the Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report.

(f) Stripping of Sideslopes Prior to Benching

Although benching of sideslopes is not a measured quantity, stripping is

computed over the benched area to the depth recommended in the


Design Report. If no depth is recommended, a depth of 0.15 m is to be used.

B. Earth Cut for Roadways, Interchanges, Detours, Sideroads, Entrances and

Sidewalks

Earth Cut is material classified as earth as per OPSS.PROV 206, and which is

excavated from below the stripping down to subgrade level (i.e. bottom of

granular sub-base), as outlined in the theoretical section which applies to that

particular project.

When the granular and/or subgrade material underlying the pavement is to be

removed as part of the Earth Excavation, Grading item, the cross-sectional area of

the earth cut section is measured from the top of pavement, and the volume of

pavement removed (including concrete base, lean concrete base and asphalt

treated base) is included in the excavation quantity for the item Earth Excavation,

Grading.

On projects where there is removal of pavement as part of earth excavation, the

volume of pavement removed must be subtracted from the excavation quantity

when calculating the amount of material available for fill.

The removal of in-place processed pavement material by means of fine grading to

specified lines and grades, prior to paving, is considered part of the work of the

item In Place Processing of Bituminous Pavement, and must not be computed

under the item Earth Excavation, Grading.

Quantities are computed separately for roadways, interchanges, detours, etc., and

subtotalled at 350 m intervals.


April 2014 Page 15 of 32 B206-1

Excavated earth, usually, is suitable fill material, and the total volume computed

is considered available for embankment construction and backfilling excavated

areas. When some of the material is not acceptable, the percentage available for

use as earth fill is normally shown on the Soils Profile or contained in the


Design Report.

The Geotechnical Report/Pavement Design Report/Foundation Investigation and

Design Report may be supplemented by other forms of presentation, such as the

Soils Profile which may indicate an average percentage waste (unsuitable

material) for all cut material on the project or an expected percentage waste

(unsuitable material) in each individual cut.

The percentage waste is based on the earth excavation quantity remaining after

deducting stripping volumes, pavement volumes and material removed in

grubbing operations.

Boulders and fragmented rock measuring 1.0 m³ or larger within earth excavation

is regarded as rock and is not included in the earth quantities.

(a) Earth Excavation for Transition Treatment

In order to overcome the variance in bearing and frost heave characteristics

found at the transition between cuts and fills, excavation and backfilling is

carried out in accordance with OPSDs for Transition Treatments, and the

resulting excavation quantities included under “Earth Cut”. Values for “d”

(depth of granular base and subbase), “t” (transition treatment depth), and

“Do” (depth of organic, leached and accumulate layers) as indicated in the

OPSDs are obtained from the geotechnical staff on the project.

(b) Widening of Existing Roadbed

On projects which include the widening of an existing roadbed to increase

lane width or add an entire lane, the work is included as part of the item Earth

Excavation, Grading. The excavation is computed in cubic metres and,

generally, the material is available for fill purposes, unless otherwise

recommended by the geotechnical staff on the project.

In some instances the work of widening may be included in the item Rental of

Motor Grader, see Section B299-1, although this is rarely done.

Another alternative to cubic measurement (m³) for this item is linear

measurement (m) as discussed in Section B206-3 Excavation for Pavement

Widening.


April 2014 Page 16 of 32 B206-1

In order to maintain traffic during stage construction, cut sections may require

widening beyond the limits set in the standards. Where widening to maintain

traffic is necessary it should be considered as a detour and the appropriate

quantities should be included in the tender.

(c) Excavation for Widening in Cuts to Achieve a Project or Stage Balance

In order to achieve a balance of cut and fill requirements for a grading

contract when grade adjustment is not feasible, widening of cut sections

beyond the limits set in the standards, or excavating within interchange loops,

medians or similar operations are acceptable alternatives.

These possibilities should always be investigated and if no conflict with

design or soils recommendations is apparent, should be implemented, if the

total cost of excavating, including the stripping quantity not usable for fill, the

haul to the required fill area, and utility relocations is more economical than

borrow from outside sources, and property is available.

(d) Frost Treatment

Frost heaving is caused by freezing temperatures acting upon frost-susceptible

soils and free water below the subgrade. The combination of these factors

results in the formation of frost lenses, which, by expanding upward, cause

substantial and costly damage to the pavement structure. Frost heave damage

is particularly severe on roads in the northern part of the Province.

Frost heave treatment is applied in areas specified by the geotechnical staff on

the project and is done according to OPSD standard or as recommended in the


Design Report.

All frost-susceptible material is excavated to the lengths, widths and depths

recommended by the geotechnical staff on the project. Such excavations are

backfilled with acceptable material and compacted.

Frost heave areas must be given drainage treatment by means of deepening

ditches, if possible, or by installing subdrains or French drains. It is important

to ensure drainage is provided to an adequate outlet so ponding in the

excavated area does not occur. Where the provision of drainage is very costly,

the geotechnical staff on the project should be consulted for possible

alternative treatments not requiring a drainage outlet. Approval of

management staff in the Planning and Design Section is required when a

drainage outlet is recommended to not be provided.

The treatment of frost heaves using extruded expanded polystyrene is

discussed in Section B316 of this Chapter.


April 2014 Page 17 of 32 B206-1

(e) Earth Excavation Below Subgrade

In some cases, the geotechnical staff on the project will recommend

excavating below subgrade where there are pockets of unsuitable soil. The

depths to be excavated will usually not be uniform.

The illustrations in Figs. B206-1-1 and B206-1-2 are examples of additional

excavation required below subgrade. The upper hatched area indicates the

granular base courses, while the lower hatched area indicates the additional

excavation below subgrade, which is may be backfilled with earth or granular

material as stipulated in the Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report.

Note: In Fig. B206-1-1 where it states “Regional Geotechnical Section”, read

this to mean; “in the Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report”.


April 2014 Page 18 of 32 B206-1


April 2014 Page 19 of 32 B206-1

C. Earth Excavation for Ditching and Watercourse Correction

(a) Ditching

Any excavation required to construct an open drainage course is defined as

ditching, and is subject to the following conditions:

i. the excavation is outside the limits of the theoretical roadway cross-

section, or

ii. the excavation is within the limits of the theoretical section, but

outside the point of intersection of the subgrade and the side slope; and

the point of intersection is above original ground (see Fig. B206-1-3).

Generally, 50% of the estimated quantity for ditching is considered available

for fill when balancing quantities. This percentage is subject to change

depending on the recommendations of the geotechnical staff on the project.

Ditches of the following types are usually constructed:

side ditches

interceptor ditches

intake and offtake ditches

Note: The designer should review the design earth ditching cross-sections

and, where the intersection of the theoretical earth ditch backslope

intersects the original ground surface at an elevation equal to or above

the edge of subgrade elevation, then this excavation should be

documented as earth cut, (see Fig, B206-1-3A. The left ditch is shown

as earth cut and the right ditch is shown as ditching), for the following

reasons:

i. earth ditching and earth cut require different excavation methods

and equipment, which will affect a contractors bid.


April 2014 Page 20 of 32 B206-1

ii. earth ditching is considered 50% available for fill.

(b) Watercourse Correction

A watercourse correction is defined as an alteration to a natural watercourse,

up to a culvert or apron face, if flowing through a culvert.

Excavation within the limits of a culvert, and its aprons/end section is part of

the work of other tender items and is paid for accordingly.

The Hydrology Report will have information on the watercourse requirements

for the computation of quantities and the incorporation of the final design into

the contract drawings.

The use of excavated material depends on the material properties. Usually, the

excavated material is used for filling-in the old streambed, and a note to that

effect placed on the contract drawings.

Illustrations Fig. B206-1-4 & B206-1-4A show typical plan, profile and

section of a proposed watercourse correction, as they appear on the contract

drawings.


April 2014 Page 21 of 32 B206-1

D. Swamps and Compressible Soils

This section should be read in conjunction with Section B209 Embankments Over

Swamps and Compressible Soils. Refer to Section B209 for fill design and

computation information for embankments in swamp excavation locations.


April 2014 Page 22 of 32 B206-1

The Geotechnical Report/Pavement Design Report/Foundation Investigation and

Design Report will contain specific excavation, backfill and embankment material

recommendations to be used for each swamp.

OPSDs show typical swamp excavation and backfill sections and they should be

reviewed with the excavation and backfill recommendations.

(a) Swamp Removal by Excavation Method

Swamp excavation is completed either as an Earth Excavation, Grading tender

item, or as an hourly rental tender item under OPSS 209.

Recommendations for the design and construction of embankments over

swamps and compressible soils/soft ground are contained in the Geotechnical

Report/Pavement Design Report/Foundation Investigation and Design Report.

These reports typically contain site-specific investigations and

recommendations including a description of the behaviour and properties of

the soil in the swamp, method of construction, borehole locations, and soil

strata drawings.

The above reports will recommend how the excavation is to be completed. It

will identify swamps for excavation using an Earth Excavation, Grading

tender item with a volume (m³) unit-of-measure, and excavation using Rental

of Swamp Excavation Equipment item(s) with a time (hour) unit-of-measure.

Different swamps can vary widely in depth, consistency, and groundwater

conditions. However, the following general guidelines can be provided:

i. Where depth is less than or equal to 2m, swamps are usually

administered by the Earth Excavation, Grading item, regardless of

material consistency, however Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report should confirm.

ii. Where depth is greater than 2m, a recommendation on the excavation

method and item(s) to be used will be provided in the Geotechnical

Report/Pavement Design Report/Foundation Investigation and Design

Report.

Excavation depth may vary across a swamp.

A founding elevation for the embankment backfill and a practical excavation

cut geometry is normally part of the Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report. The report will also

address the stability and settlement characteristics of excavated material and

its suitability for subsequent use.


April 2014 Page 23 of 32 B206-1

When a surcharge is to be used, refer to Section B209 for design and

computation information.

In highway reconstruction, other than specifying excavation on the widened

portion of the embankment, the Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report may recommend

excavation of the existing embankment (in whole or part) and the underlying

material. In such cases, the cross-sectional area of the embankment is

measured separately from that of the swamp excavation and is considered

available for fill purposes. The limit of embankment excavation is the surface

joining the toes of existing embankment slopes. Both the adjacent and

underlying swamp materials are excavated, either by an hourly rental tender

item under OPSS 209, or by cubic measurement with the item Earth

Excavation, Grading, with the material considered not available for fill.

The bottom limits of swamp excavation must be shown on the contract

profiles, as described in Section 206-1.9 Documentation.

(b) Swamp Removal by Displacement Method

Refer to Section B209 for fill design and computation information.

(c) Swamp Removal by Floatation Method

Refer to Section B209 for fill design and computation information.

(d) Swamp Excavation for Culverts

Swamp excavation for placing culverts is considered part of the item Earth

Excavation, Grading, and is included in the main swamp excavation quantity.

If the culvert is being placed in a swamp displacement area, any excavation

required to place the culvert is calculated as culvert excavation under the other

items.

E. Rock Surcharges, Existing Rock Fills and Rock Stockpiles

Excavation of existing rock surcharges, existing rock fills and rock stockpiles is

done under the item Earth Excavation, Grading when the rock material is smaller

than 1.0 m³.

206-1.8.7 Utilization Excavated Materials

Based on the recommendations of the geotechnical staff on the project, indicate in the

calculations, which cut materials are suitable and available for embankment

construction, and those, which are marginal or unsuitable for embankment


April 2014 Page 24 of 32 B206-1

construction. Materials not recommended for roadway embankment construction are

either incorporated into the work within the right-of-way, other than in designed

roadway embankments, or disposed of outside the right-of-way.

The use of the excavated rock material from rock surcharges, existing rock fills and

rock stockpiles is determined based on the project needs. When the rock material is to

be used in embankment construction, it is used under the item Rock Embankment,

and therefore is not available as earth fill.

(a) Embankment Construction (Earth Fill)

Earth fill is excavated earth material that is placed within the design section, from

the bottom surface of the design up to the subgrade elevation.

In estimating fill quantities, where displacement or settlement is anticipated, an

allowance should be made for the material needed to compensate for these

occurrences.

(1) Combination Fills (Rock and Earth) that are not Composite Earth and Rock

Fills

Combination earth and rock fills are rare and not done as a matter of the usual

design practice, but are sometimes done to use the material available. Ministry

geotechnical staff is to be involved in the decision to use combination fills.

Embankments may consist of both earth and rock materials in varying

proportions.

Earth fill should not be placed over rock fill due to the risk of future distortion

due to earth moving into rock voids. Also the materials should be placed full

width i.e., no longitudinal transitions between earth and rock. Transverse

transitions are to be as per OPSD.

When earth is the predominant grading material, the earth fill section standard

is applied even though the project contains some rock material.

Below is an example (fictional) calculation to show the process:

volume of fill (based on earth fill section) 10 000 m³

less: available rock fill (includes bulking factor) 2 000 m³

earth fill volume 8 000 m³

earth fill required (assuming a 15% volume adjustment factor) 9 200 m³


April 2014 Page 25 of 32 B206-1

When rock is the predominant grading material, the rock fill section standard

is applied even though the project contains some earth excavation. The

method of calculation is as follows:

volume of fill (based on rock fill section) 10 000 m³

less: available rock fill (includes expansion factor) 9 000 m³



In these examples, note that in each case the total quantity of available rock

material (major or minor) is utilized before computing earth fill requirements.

(2) Rock Fill (Boulders)

In earth embankments where boulders from adjacent cuts are used for fill,

quantities are adjusted.


volume of fill 12 000 m³

less: rock fill (boulders)* 1 000 m³



*The rock bulking factor is not applied to boulders placed in fills.

(b) Stripping Backfill

In fill sections where stripping is required, an allowance equal to the depth of

stripping, as recommended in the Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report, must be made in order to fill

the resultant voids.

In sections where the profile grade is close to the original ground surface, analyze

carefully the extent of stripping backfill since the area of stripping may, in part or

totally; correspond to the area of the granular base and/or subbase.

(c) Stripping Backfill in Grubbing Areas

Where grubbing is required within embankment grading limits, an allowance,

equal to the depth of stripping, of additional fill material must be provided to

compensate for stripping.


April 2014 Page 26 of 32 B206-1

(d) Backfill below Subgrade

Where the geotechnical staff on the project has recommended excavation of earth

material from below the subgrade, the resultant voids must be backfilled with

acceptable earth, rock or granular material.

(e) Frost Heave Backfill

Roadbeds excavated for frost heave treatment will be backfilled with granular

material in accordance with Ontario Provincial Standard Drawings, as set out in

Section B314 of this Chapter.

(f) Swamp Backfill (Earth)

Earth may be used as backfill to swamp excavation, if the Geotechnical

Report/Pavement Design Report/Foundation Investigation and Design Report

states earth may be used as the swamp backfill material. Reports will contain

specific excavation, backfill and embankment material recommendations to be

used for each swamp.

Any material that is outside of the theoretical neat lines for swamp excavation,

that is expected to be excavated to obtain stable slopes, needs to be included in the

fill requirements. This will be discussed in the Geotechnical Report/Pavement

Design Report/Foundation Investigation and Design Report.

Where displacement of swamp is required, the fill in that area will consist of the

actual embankment required for roadway construction plus the earth material

required to effect the swamp displacement. The additional fill material is

designated as Swamp Backfill (Earth), and is equal in volume to the displaced

swamp material.

(g) Benching of Earth Slopes and Widening Existing Embankments

Where benching of earth slopes is required (in widening existing embankments),

no measurement or payment will be made in respect of quantities excavated

during this operation. Stripping, however, if required as a separate operation, will

be measured and included for payment under the item Earth Excavation, Grading.

Additional earth quantities will be computed as Stripping Backfill, but no

quantities, cut or backfill, will be computed for benching.

Existing embankment slopes should be benched as specified in the OPSDs.

When widening existing embankments, the constructability of narrow widenings

needs to be considered, and it may be necessary to design a wider embankment so

that the embankment is constructable with safe access and it can be built and

compacted with construction equipment.


April 2014 Page 27 of 32 B206-1

(h) Use of Unsuitable Materials

Every effort should be made to incorporate all excavated material into the work.

When unsuitable material is used for areas where an errant vehicle could travel,

then the material must be able to support the vehicle.

Areas within the right-of-way where marginal, unsuitable or swamp material may

be utilized are:

i. Designing flatter slopes, beyond the minimum design requirements. This

improves the safety of the highway and may eliminate the need for guide

rail.

Note: Drainage gaps must be provided when slope flattening rock or granular

embankments with poor draining material, in accordance with the

appropriate OPSD. The drainage gap locations must be identified on the

plans. The slope flattening limits and the volumes involved must also be

shown on the plans.

ii. Designing berms - which may improve the aesthetics of the highway;

improve landscaping; shield drivers from roadside distractions, and provide

noise and dust control.

(i) Optional Locations for Surplus Materials

Refer to the section 206-1.7.7.1 Surplus Materials for information on the use of

surplus material in “optional” cross-sections, typical sections, and locations.

Quantity calculations are required.

206-1.9 DOCUMENTATION

206-1.9.1 Contract Drawings

Drawings are to show the embankment dimensions, including shape, grades and

limits. This is done with standard OPSDs, plans, profiles, cross-sections and typical

drawings. Profiles show graphically information from the design cross-sections.

Modifications to standard drawings and project typical sections may be required for

the locations where material excavated is to be incorporated into the design, or used,

or disposed of within the right-of-way.


the locations where additional fill material must be placed after expected


April 2014 Page 28 of 32 B206-1

displacement or settlement has occurred, to achieve the design profile and cross

section.

Material that is to be incorporated within the right-of-way must have its location

shown on the plans. The notation “unsuitable, or swamp material’ should be used on

the drawings, at locations where these materials are to be used, or may be disposed.

To accommodate the surplus material within the project limits there should be

“optional” cross-sections and typical sections or locations or both specified for such

material.

Where OPSDs do not reflect the project requirements, typical design cross-sections

are to be included in the contract drawings. Typicals are usually required to reflect the

project requirements.

Typical cross sections are required for frost heave treatment areas (where the OPSD

is not typical), and areas where excavation below subgrade is needed, showing the

full extent of treatment necessary, including provision for drainage, where required.

When OPSDs for Transition Treatments are used, values for “t” (transition treatment

depth) and “d” (depth granular base and subbase) and “Do” (depth of organic, leached

and accumulate layers) are included in the drawings. This is shown on the Profile

drawings.

When OPSDs for Frost Heave Treatments are used, values for “d” (depth of granular

base and subbase) and “k” (depth of frost treatment below profile grade) are included

in the drawings. This is shown on the Profile drawings, in a table, or typical sections.

Plans are to clearly show the full extent of drainage improvements to achieve positive

drainage of the subgrade for frost heaves.

When flared guiderail terminations are required, show the location of the widened

embankment. This may mean that interpolated cross-sections have to be inserted at

the termination points.

Existing fills that are excavated and that contain shatter, rock fill, and previously

blasted rock, require the areas to be clearly defined in terms of location, depth, etc. in

the drawings or in a NSSP.

When a particular type of material is to be used at a specific location, that material

must be identified on the drawings or in a NSSP.

Swamp must be plotted on profile and treatment (by OPSD No., or typical section)

indicated.


April 2014 Page 29 of 32 B206-1

For swamp excavation locations, the profile drawings must indicate the elevation the

swamp is to be excavated to. Include the following note for each swamp;

- “Excavate to an Elevation of _______m”.

For each swamp, the total quantity of embedment, settlement and construction loss

for material below the waterline quantities is to be included in the special provisions

or the contract drawings. Refer to Section B209 for additional information.

Any excavations below subgrade must be shown on the profile sheets.

The location of the drainage gaps should be indicated on the contract drawings by

station and standard number.

Where excavated materials have disposal sites, the drawings are to show the disposal

site design and generally are to indicate:

the area boundaries;

maximum height;

side slope angles;

setbacks from sensitive areas;

estimated capacity should be indicated on the contract drawings for each

disposal site;

specify/label the sites for swamp material disposal (typically the sites closest to

swamp excavations);

retaining embankment requirements;

drainage requirements;

environmental protection; and

other information as required, such as but not limited to, temporary haul roads,

berms and other works required so that the disposal sites may be used.

Soils Data sheets as part of the Contract Drawings and contain, when applicable:

title block (date(s) of investigation, name of firm, type of equipment used, and

disclaimers);

soils borehole logs;

soils and aggregates laboratory testing data; and

other information as required.

206-1.9.1.1 Quantity Sheets (Q-sheets)

Quantity sheets are usually provided in 11X17 format. Information on Quantity sheets

is contained in Chapter F of this manual.

The quantities are documented on the “Quantities - Grading” sheet.


April 2014 Page 30 of 32 B206-1

When stage construction is proposed, quantities must be documented for each

separate stage.

The quantities for the following locations are shown separately for 350 m intervals:

Highways

Service Roads

Ramps and Loops (when separate profiles are shown)

Sideroads

Detours

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.

The quantities for the following locations are shown for the total contract:

Entrances

Sidewalk (isolated locations not part of grading section)

The quantities for the following components of Earth Excavation, Grading are shown

separately in individual rows for each location:

Cut/Fill

Stripping, (cut and fill stripping quantities need not be separated on Q-sheets;

only a single heading “Stripping” need be shown)

Ditching/Sidewalk

Swamp

Frost Heaves (isolated locations not part of grading section)

Watercourse Corrections

Unusually large entrance quantities

Other (specify: stockpiles, surcharges, etc.)

Totals for each component location are entered in columns designated for:

Earth Excavation, Grading

Earth Available

Earth Fill Required

Optional Earth Fill

The Earth Available and Earth Fill Required may be separated into two uses:

Suitable Material available for use as fill within the designed embankment

slopes.


April 2014 Page 31 of 32 B206-1

Surplus, unsuitable or swamp material is available for use as fill beyond the

designed embankment slopes, unless otherwise recommended by the

geotechnical staff on the project. Typical uses indicated in the quantity sheets

are optional Slope Flattening and Earth Berms.

The totals of suitable earth quantities resulting from the work of culverts, structures,

etc. are transferred from their respective quantity sheets to the quantity grading sheets

as materials available for fill when the quantities are significant.

Rock material from rock surcharges, existing rock fills and rock stockpiles excavated

under the item Earth Excavation, Grading that is to be used to construct rock

embankments under the item Rock Embankment must have its location and quantity

shown, and it must be indicated that the rock material is to be used for the item Rock

Embankment.

Material that is in the design to be incorporated inside the right-of-way must have its

location and quantity shown on the quantity sheet.

Material that is “optional” for use inside the right-of-way must have its location and

quantity shown on the quantity sheet.

The location, extent, and quantity of unsuitable material below subgrade, other than

swamps, to be removed are to be documented.

Where there is a shortage of material available for the fill required, the “Earth

Borrow” item entry must be completed on the quantity sheet for each stage of the

project (see Section B212).

The total quantity of stripping available, for topsoil, for the project is transferred to

the stripping breakdown in the bottom left hand corner of the quantity sheet. The top

soil required and the stripping balance are calculated and recorded.

The Earth Excavation, Grading column is totalled and the quantity is transferred to

the Tender documentation.

All other columns on the quantity sheets are totalled and the tender item box is

crossed out as they are non-tender item quantities.

206-1.9.2 Non-Standard Special Provisions (NSSPs)

Write project and item specific requirements in a NSSP using the standard format

described in this manual.

Topics that require a NSSP are:

Changes to the earth layer compaction method.


April 2014 Page 32 of 32 B206-1

Where alternative materials are required or allowed in embankment

construction (e.g. expanded polystyrene, wood chips, bark or granular blast

furnace slag).

Areas where larger or interlocking materials, such as but not limited to boulders,

rock, etc., are not to be used in the embankment or fills (i.e. where there are

future structures or other areas where these materials are not to be placed).

Existing fills that are excavated and that contain shatter, rock fill, and

previously blasted rock, should have the areas clearly defined in terms of

location, depth, etc. in a the drawings or in a NSSP.

The maximum limit of open excavation allowed adjacent to the travelled

roadway, when the normal contract provisions will not suffice. Restrictions may

be needed for stability of the existing roadway.

Excavation and embankment fill restrictions.

Embankment construction requirements that influence the use of designated

disposal areas.

Disposal site requirements.

For each swamp, the total quantity of embedment, settlement and construction

loss for material below the waterline quantities is to be included in the special

provisions or the contract drawings. Refer to Section B209 for additional

information.

When a particular type of material is to be used at a specific location, that

material must be identified on the drawings or in a NSSP.

Staged embankment construction requirements over compressible soil.

When a material is stockpiled for use on a future job the details are to be

provided including how hauling and placement is paid.

Restrictions on use of excavated swamp material.

Detour and staging requirements.

Environmental considerations.

206-1.9.2.1 Operational Constraint for Mandatory Construction Sequence

The sequence of excavation and embankment construction must be such that disposal

areas that are specified will be available when the associated material is excavated.

A NSSP may be required to establish a mandatory construction sequence to ensure

the specified disposal areas are available when the associated material is excavated.


All quantities are rounded to whole numbers.

DETAIL ESTIMATING ROCK GRADING

January 2014 Page 1 of 27 B206-2

B206-2 - ROCK GRADING - OPSS.PROV 206

206-2.1 GENERAL

This section deals with the excavation, haulage, placement, compaction, and

management of rock material, as defined by OPSS.PROV 206.

This section should be read in conjunction with Section B206-1 - Earth Grading, as

the computation methods, balancing of quantities and documentation apply to both.

Rock excavation in roadway cuts, including detours, utilizes a method called “wall-

control blasting”, which is a precise method of rock blasting that minimizes the

overbreak of rock produced by standard blasting techniques, leaving a rock face /

rock surface, as specified. The savings realized in the reduction of rock quantities

offset the additional costs of precision blasting, while safety conditions are improved

by the elimination of irregular walls of jagged rock.

Wall-control blasting is administered under the item Rock Face, which applies in rock

cuts.

Earth material overlying rock formations is termed earth overburden and treated as

earth.

Weathered rock may be classified as earth. Geotechnical staff on the project should

be providing recommendations on when weathered rock is to be classified as earth

and this is usually identified in the Geotechnical Report/Pavement Design

Report/Foundation Investigation and Design Report and shown on the Soils Profile.

On projects where there is rock blasting adjacent to existing pavement, which is not

planned for removal or resurfacing, it has been found that, irrespective of the type of

protection employed, damage to the pavement usually resulted. Therefore, where

widening of rock cuts with a height of 1.5 m or more above the roadway surface is

required adjacent to existing pavement as noted above, an allowance for the

resurfacing of that area of the highway exposed to falling rock is required to be

included in pavement items. See Section B313 for details.

206-2.1.1 Classification of Rock Materials

The following materials, when encountered during grading operations, usually are

treated as rock, and are included in the item Rock Excavation, Grading:

A. Solid Rock

Solid rock means natural beds of hard, cemented parts of the earth's crust

(igneous, metamorphic or sedimentary in origin), which may or may not be



weathered; the weathered material may be highly or only moderately weathered,

but the key is that it has not been moved from its natural bed; as identified in the


Design Report and shown on the Soils Profile.

B. Boulders and Fragmented Rock

Boulders and fragmented rock measuring 1.0 m³ or larger.

C. Shatter

Shatter is the fracturing of solid rock within the road section by the use of

explosives, to form a suitable foundation to receive the granular base course, and

to provide drainage of the roadbed.

206-2.2 REFERENCES





Foundation Investigation and Design Report - project specific



Highway Design Bulletin 2010-001, Providing Digital Information to Contract,

Special Provision SP 199F61

Hydrology Report - project specific


Preliminary Design Report - project specific

Recommended Practice For Establishing Rock Elevation For New Highway

Construction, MERO-030


Survey Information - project specific


Rock Excavation, Grading

Rock Face

Rock Supply

Rock Embankment



206-2.3.1 Other Tender Items with Rock Excavation

Rock excavation for the following is not carried out under the item Rock Excavation,

Grading, but under separate items and governing OPS Specifications:

Culverts

Sewers, Manholes, Catchbasins, Ditch Inlets

Subdrains

Structures

These items are detailed elsewhere in this Chapter.


Details of the work are contained in:

OPSS.PROV 206 Grading

OPSS 209 Embankments Over Swamps and Compressible Soils

OPSS 316 Extruded Expanded Polystyrene Frost Heave Treatment

OPSS 351 Concrete Sidewalk



As of the publication date of this CDED section, special provisions are required:

1. When shale is excavated with the item Rock Excavation, Grading. The bulking

factor for shale and other factors are required to be stated for shale.

2. Amendment to OPSS 206 for Material For Rock Embankment. Always with

OPSS.PROV 206, November 2013.



To establish the physical limits on which to base quantities, a familiarity with

applicable standard drawings is required.



It may be required to develop typical sections or modify existing standard drawings

for specific situations, such as, but not limited to:

Sideroad Intersections

Commercial Entrances

Private Entrances

Design of Open Channels

In addition, review of the following manuals should be done, where appropriate:




206-2.7 DESIGN

A. Rock Excavation, Grading

This item includes material from the following operations:

Rock Cut and Shatter (integral with roadway section)

- roadway

- side ditches

- transition points

- sidewalks

- widening

- entrances

- frost heaves

- excavation below subgrade

Ditching

- interceptor

- intake/offtake

Boulders and Fragmented Rock, 1.0 m³ or larger


Frost Heaves, isolated

Sidewalks, isolated

Entrances

B. Rock Face

This item applies to those excavations that are part of the final roadway, whether

highway, side road, entrance, detour, etc.



C. Rock Supply

This item is used to provide rock materials if there is insufficient rock materials

for the rock embankments and/or to compensate the contractor if the contractual

rock surplus quantity is not realized.

The item Rock Supply is always used when the contract has either the item Rock

Excavation, Grading or the item Rock Embankment item.

The item Rock Supply is required even when there is a rock surplus on the

project.

D. Rock Embankment

This item is for the construction of rock embankments.


A. Design Criteria

The Design Criteria represents a statement of the application of ministry policy

and design standards for a project. The Design Criteria is a concise form for

describing the geometric elements and standards that form the basis for the design

of a new facility or improvements to an existing facility and the extent of the

work to be completed on any project.

B. Survey Information

Survey information is obtained using various methods and technologies

depending upon the needs and requirements of each project.

Available Survey Information will aid in the design and may include field notes,

data, cross-sections, horizontal and vertical alignments, and plans.

Field notes are produced by survey crews and provide details of existing surface

features on the main roadway, sideroads and entrances, and data.

C. Soils Profile

The Soils Profile, when available, shows the existing ground line, proposed

vertical alignment, existing drainage data, and relevant soils data.



D. Reports

A number of reports contain data needed to establish cross-sections upon which

cut and embankment (fill) quantities will be based. These reports are:

Environmental Assessment Report (various names)

Foundation Investigation and Design Report

Geotechnical Report

Hydrology Report

Pavement Design Report

Preliminary Design Report

E. Field Review

A comprehensive field review at the start of the design phase, with plans to record

observations and notes, is invaluable to understand the work and design required.

A field review to verify the design should be carried out near the end of the design

process.

206-2.7.2 Establishing the Rock Surface

Establishing the rock surface is essential to accurate earth and rock quantity

estimates. The survey information, soils information and borehole data is used to

establish the rock surface. The final interpretation should be reviewed with the

geotechnical staff on the project.

Information that can assist in establishing the rock surface is in The Recommended

Practice For Establishing Rock Elevation For New Highway Construction,

MERO-030.

206-2.7.3 Rock Grading Cut Section Options

The Rock Grading OPSDs show two options for the rock cut section from the bottom

of the ditch to the top of cut. Typically, the vertical option is used. However, there are

situations, such as high rock cuts, for uniformity, or to generate additional rock

excavation quantity, where the sloped option is used. A project could have different

options used at different locations.

For high rock cuts, the standard design cross-section may need to be modified to

mitigate for rock falls. For additional information, consult with the Pavements and

Foundation Section, Materials Engineering and Research Office (MERO), the

Pavement and Foundations Section (MERO), and the Geotechnical Section in the

region.



Grading in shale has project specific requirements that are usually in the Geotechnical

Report/Pavement Design Report.

206-2.7.4 Composite Earth and Rock Fills

A composite earth and rock fill embankment has an earth core and a rock shell.

Embankment fills are typically either earth fill or rock fill. Circumstances may

require consideration of a composite earth and rock embankment fill. These

circumstances include:

1. Insufficient quantities of earth or rock fill.

2. Haulage distance.

3. Environmental.

Design guidelines for composite earth and rock fill embankments are available from

the Pavements and Foundations Section, MERO.

206-2.7.5 Rock Materials from Surcharges, Stockpiles and Existing Rock Embankments

Rock material (smaller than 1.0 m³) from surcharges, stockpiles, and existing rock

embankments, that is excavated under the item Earth Excavation, Grading may be

used in embankment construction. The use of the excavated rock material is

determined based on the project needs. When the rock material is to be used in

embankment construction, it is used under the item Rock Embankment.

206-2.7.6 Management of Excavated Materials

Rock excavated from roadway cuts and bulked shatter is used in roadway

embankments.

Rock excavated from other sites such as drains, ditches and channels, when required

and feasible, is used in roadway embankments.

Guide rail may be eliminated by the use of slope flattening.

Slopes behind guide rail may be flattened, even when the guide rail will still be

required.

206-2.7.6.1 Surplus Materials

A rock surplus quantity is an entitlement of the contractor and the responsibility of

the contractor to manage. Contractors may rely on this quantity for production of

granulars and other uses.



Potential uses of surplus rock by the contractor should be considered when optimizing

or balancing quantities for rock excavation and rock embankment.

When there is material quantity that is not used in the design, then the material is

surplus.

To accommodate the surplus material within the project limits, when feasible, there

should be “optional” cross-sections and typical sections or locations or both provided

for use of surplus material. The quantity that can be accommodated at each location is

to be provided. Note that “optional” locations may not have material placed there, and

such are not to be used for locations where construction is mandatory, such as but not

limited to, locations where guide rail has been eliminated from the design with slope

flattening.

Whenever possible, use/disposal locations for surplus materials should be identified

within the project limits. When this is not feasible, then potential locations within the

highway right-of-way and not within the project limits can be used (i.e. slope

flattening, interchange locations, etc.). This would cause the project limits to be

changed.

206-2.7.6.2 Ownership of Designated Disposal Locations

Property designated as a disposal location for excavated material must be owned by

MTO, or MTO must have a legal agreement in place. MTO ownership is preferred.


The following document contains the requirements for the digital and data

information and hard copy information to be provided to all contractors:

Highway Design Bulletin 2010-001, Providing Digital Information to

Contractors, Special Provision SP 199F61

Notes:

1) Soils Data sheets as part of the Contract Drawings.

2) Do not provide a Mass Haul Diagram to bidders.

206-2.8 COMPUTATION

In computing rock quantities, for cut and embankment (fill), subtotal the figures every

350 m along the highway; and on service roads, sideroads, detours, ramps and

entrances, where the length justifies such a breakdown. Each subtotal will constitute a

single-line entry on the Quantity Sheets.



Separation of quantities may be required for left and right sides of a widening project.

Drawings and cross-sections are used to establish the physical limits on which to base

quantities.

The determining the quantity of rock available for use, calculate the volume by taking

the bulked item Rock Excavation, Grading quantity, and adding rock quantities from

boulders, and rock from other items.

206-2.8.1 Stage Construction

When stage construction is proposed, quantities must be determined for each separate

stage, as material excavated in one stage may not necessarily be available for

embankment/fill purposes in a later stage.

In order to obtain accurate rock quantities the quantity calculations and quantity

sheets must be prepared for each stage of the contract.

After the initial determination of quantities for each stage, an analysis to determine a

more cost effective staging strategy and other design changes is to be done when

material is not balancing for each stage. Several iterations may be required to

determine the most cost effective and best design for the project.

206-2.8.2 Bulking Factors

The volume of in situ rock expands when it is excavated, placed, and compacted due

to voids when using broken rock material in roadway embankments or as backfill.

Computed rock quantities need to be adjusted to compensate for expansion by using a

“bulking factor” that is applied to the in situ volume to determine the volume of rock

after expansion.

The bulking factors to be used in the calculations are stated in OPSS.PROV 206.

For projects that have shale, the bulking factor is to be obtained from the Regional

Geotechnical Section and is to be specified in the Contract Documents. This includes

the situation when the factor is 1.0.

When a project has shale and also other rock, the bulking calculations are done

separately, when the bulking factors are different.

The quantity of shatter computed is subject to the same bulking factor as rock cut.

However, the volume of shatter material that is available consists of the expanded

portion only, since the remaining volume of shatter is left in place in the roadbed.

Therefore the factor stated is 0.35 instead of 1.35.



A bulking factor is not applied to the estimated quantity for:

boulders,

rock from surcharges,

rock from existing rock fills, and

rock from stockpiles.

206-2.8.3 Methods of Calculation

Grading 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.

Excavation 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 grading quantities, when

electronic computation is to be completed.

206-2.8.4 Cross Sections

The interval of cross-sections may vary depending upon the work and roughness of

the terrain, up to the usual maximum interval. Closer intervals should be used for

tight curves.

Usual cross-section minimum intervals between sections are:

25 m, plus break points, for earth, rock embankment (fill), swamp, and borrow

areas

10 m, plus break points, for rock cut areas

20 m, plus break points, for possible rock areas

Cross-sections normally are plotted at a scale of 1:100 both horizontally and

vertically.



The following details should be incorporated in the cross-section from input data:

Original Ground

Rock Surface

Design Section including,

- top of pavement

- top of granular

- subgrade

- grading limits

- ditching limits

- stripping limits

- frost treatments

- transition point treatment

- shatter

- swamp excavation limits

- any other excavation below subgrade

- optional construction sections, when optional areas for disposal of surplus

material are provided (this will require separate quantities to be determined

and documented)

In addition the cross-section will include:

cross-section station number

offset distances and elevation for profile grade elevation

offset distances and elevations for original ground surface

206-2.8.5 Mass Haul Diagram

Mass Haul diagrams are to be prepared for all major grading contracts.

Mass Haul diagrams are to consider the stages of the project, including physical and

environmental restrictions during the stages.

A Mass Haul Diagram serves as a guide in the appraisal of moving materials and

balancing quantities. The comparison of the availability and usage of the excavation

quantities provides guidance as to the feasibility and economy of a grading project.

When analyzing a mass haul diagram for rock excavation and embankment consider

the possible use of rock materials for aggregate production and other similar uses.

After analyzing the diagram, revisions to the set grades or other solutions may be

required. Should a grade revision be required, it is necessary to amend the cross-

sections accordingly, recalculate the pertinent grading quantities and revise the Mass

Haul Diagram.



206-2.8.6 Rock Excavation, Grading

This item is a Plan Quantity Payment item.


The Rock Excavation, Grading item quantity must be determined for each stage of the

work.

206-2.8.6.1 Components of Rock Excavation, Grading

A. Rock Cut for Roadways, Interchanges, Detours, Sideroads and Entrances

Rock cut is material classified as rock as per OPSS.PROV 206, and which is

excavated from the rock surface down to the top of shatter (i.e. bottom of granular

sub-base), as outlined in the theoretical section applicable to a particular project.

Quantities are computed separately for roadways, interchanges, detours, etc., and

subtotalled at 350 m intervals.

Excavated rock is a fully usable material for embankment construction and

backfilling. The total volume computed is considered available for use.

(a) Widening of Existing Roadbed

In order to maintain traffic during stage construction, cut sections may require

widening beyond the limits set in the standards. Where widening to maintain

traffic is necessary, it should be considered as a detour and the appropriate

quantities should be included in the tender.

(b) Excavation for Widening in Cuts to Achieve a Project or Stage Balance

In order to achieve a balance of cut and fill requirements for a grading

contract when grade adjustment is not feasible, widening of cut sections

beyond the limits set in the standards, or excavating within interchange loops,

medians or similar operations are acceptable alternatives.

When widening a rock cut to increase the rock excavation quantity and obtain

rock for use, the entire length of the rock cut is to be widened a uniform

width. The widening of a rock cut may lengthen the rock cut to reach the zero

rock location.

It is much more cost effective to widen deep cuts to achieve balance than to

widen a series of small cuts, and it also enhances rock fall mitigation.



These possibilities should always be investigated and, if no conflict with

design or soils recommendations is apparent, should be implemented, if the

total cost of excavating, including the stripping quantity not usable for fill, the

haul to the required fill area, and utility relocations is more economical than

using the item Rock Supply and property is available.

B. Shatter

In a rock cut section, to provide drainage, the top 0.3 m of rock subgrade is

shattered, since trapped water can cause poor pavement performance. To prevent

such damage the top 0.3 m of rock grade is “shattered” and the resultant rock

fragments left in place to a depth of 0.3 m to provide rock “matting” that will hold

any granular materials placed. The bulked portion is excavated.

Shatter is not required in a shale subgrade.

It may be necessary to shatter deeper than 0.3 m in order to facilitate drainage of

the pavement structure as shown in Fig. B206-2-1. Where this is the case, the total

depth of shatter must be shown on the drawings.

All shatter shown on the drawings, regardless of depth, is computed at full

volume.

Shatter quantities are subtotalled at the same breakdown intervals as those for

rock cut quantities.

C. Frost Treatment

Frost heaving is caused by freezing temperatures acting upon frost-susceptible

soils and free water below the subgrade. The combination of these factors results

in the formation of frost lenses, which, by expanding upward, cause substantial

and costly damage to the pavement structure. Frost heave damage is particularly

severe on roads in the northern part of the Province.

Frost heave treatment is applied in areas specified by the geotechnical staff on the

project and is done according to OPSD standard or as recommended in the


Design Report.

Frost heaving of the roadbed may result from earth and water trapped in hollows

formed between knobs of rock at shallow depths. Treatment to provide drainage

may include rock shatter below subgrade, as shown in Fig. B206-2-2.

Frost heave areas must be given drainage treatment by means of deepening

ditches, if possible, or by installing subdrains or French drains. It is important to

ensure drainage is provided to an adequate outlet so ponding in the excavated area



does not occur. Where the provision of drainage is very costly, the geotechnical

staff on the project should be consulted for possible alternative treatments not

requiring a drainage outlet. Approval of management staff in the Planning and

Design Section is required when a drainage outlet is recommended to not be

provided.

To prevent future frost heaves, rock excavation to remove rock knobs below the

subgrade may be required, usually to a specified depth, to eliminate potential

pockets of frost susceptible earth between rock knobs and to provide good

drainage.

D. Rock Excavation for Intake/Offtake Ditching and Water Course Correction

(a) Intake/Offtake Ditching

Ditching in rock, other than side ditches in cut sections, usually means

intake/offtake ditching at culvert locations. Interceptor ditches are not required

on rock surfaces, except if they are a continuation of other ditches.

Fig. B206-2-3 illustrates the cross section of a typical intake/offtake ditch in

rock.

The quantity of ditching is calculated from cross sections using depths from a

set ditch profile. The material obtained from rock ditching is available for

embankment construction.

Shatter is not required for intake/offtake and interceptor ditching through

rock.

(b) Watercourse Correction

A watercourse correction is defined as an alteration to a natural watercourse,

up to a culvert or apron face, if flowing through a culvert.

Excavation within the limits of a culvert, and its aprons/end section is part of

the work of other tender items and is paid for accordingly.

The Hydrology Report will have information on the watercourse requirements

for the computation of quantities and the incorporation of the final design into

the contract drawings.

The excavated rock material resulting from watercourse correction although

generally accepted as available for fill, is rarely used to fill in the old

watercourse; it is more commonly used for embankment construction.



E. Boulders and Fragmented Rock, 1.0 m³ or larger

Boulders and fragmented rock measuring 1.0 m³ or larger within earth excavation

is regarded as rock and is not included in the earth quantities.

The geotechnical staff on the project, based on field investigations, may include in

their report findings an evaluation of boulders (those measuring 1.0 m³ or larger)

existing in some cuts. Because of the difficulty in determining their volume, a

percentage factor to be used for calculation purposes may be recommended.

After computing the volume of excavation based on an earth cut section, the

following procedure should be implemented;


Volume of Earth Cut section 10 000 m³

Less: Volume of Boulders (assuming 10%

recommended by geotechnical staff on the project) 1 000 m³

Earth Cut available quantity 9 000 m³

The rock quantity from boulders will be 1 000 m³. The bulking factor is not

applied to this quantity.



206-2.8.7 Rock Face


The unit of measure is the square metre.

Rock Face is the surface area in square metres of the rock faces in each rock cut area.

The vertical limits of the rock face are top of rock (rock surface) to the designated

rock or ditch grade surface.

Rock Face quantities are computed for each rock face, left and right sides separately,

and are separate entries on the Quantity Sheets.

At sideroads and entrances, the rock face will follow the flare to the end of the

individual rock face.

For rock cuts that are benched, the Rock Face item applies to all vertically oriented

surfaces but not to the horizontally oriented surface.

The Rock Face item is required when previous rock cuts are widened.

The Rock Face item does not apply to slopes in shale.

Areas of Rock Face are not computed for ditching.

Areas of Rock Face are not computed for watercourse correction.

206-2.8.8 Rock Supply

This item is not a Plan Quantity Payment item.


The item quantity for Rock Supply shall be the larger of:

1.15 x (Rock Embankment item quantity - (Rock Excavation, Grading item

quantity x bulking factor)) Note: Not applicable if a negative number, or

10% of Rock Excavation, Grading item quantity, or

15% of Rock Embankment item quantity, or

300 cubic metres, or

1.15 x (total of the rock shortage quantities for each stage added together)

The staging of a project must be considered in the determination of the Rock Supply

quantity.



In order to determine the Rock Supply quantity for the contract, a “rock shortage”

quantity must be determined for each stage of the project. Rock that is not required in

an earlier stage is available for use in a later stage, when determining a “rock

shortage” for a stage. The calculated rock shortage quantities for each stage are not

included in the Quantity Sheets however they are used in the calculation of the Rock

Supply item quantity.

Sample Rock Supply Quantity Calculation (example fictional project)

Rock shortage quantity for each stage = A - B - C.

Where:

A = Rock Embankment item quantity, for the stage.

B = Rock Excavation, Grading item quantity x (times) bulking factor, for the

stage.

C = Rock Excavation, Grading item quantity x (times) bulking factor, for previous

stage(s) - (minus) the required Rock Embankment item quantity for the

previous stage(s). Zero (0) if negative, as no material available from previous

stages(s).

For a stage, when the quantity is a negative number there is no rock shortage for the

stage.

Stage 1 Stage 2 Stage 3 Project

Total

A = Rock Embankment item quantity, for the

stage. 2000 5000 2000 9000

B = Rock Excavation, Grading item quantity x

(times) bulking factor, for the stage. 3000 2000 4000 9000

C = Rock Excavation, Grading item quantity

x (times) bulking factor, for previous

stage(s) - (minus) required Rock

Embankment item quantity for the previous

stage(s).

0 1000 0 N/A

Rock shortage quantity for the stage = A-B-C.

Zero (0) if negative, as no material available

from previous stages(s).

0 2000 0

Rock available for next stage(s). 1000 0

Rock surplus available to contractor. 0 0 2000 2000



Rock Supply quantity is the greater of:

1.15 x (Rock Embankment item quantity - (Rock Excavation, Grading item

quantity x bulking factor)) = 1.15 x (9,000-9,000) = 0

10% of Rock Excavation, Grading item quantity = 0.10 x 9,000 = 900

15% of Rock Embankment item quantity = 0.15 x 9,000 = 1,350

300 cubic metres = 300

1.15 x (total of the rock shortage quantities for each stage added together) = 1.15

x 2,000 = 2,300

Thus, the Rock Supply item quantity is 2,300 cubic metres.

The project looks like a balanced job (A - B = 9000 - 9000 = 0).

But in fact, there will be a rock surplus for the job of 2000 and rock excavated in

stage 3 is not available for construction in stages 1 and 2. There is a rock shortage of

2000 in stage 2.

206-2.8.9 Rock Embankment



The Rock Embankment item quantity is to be determined for each stage of the work.

For additional information, refer to Section B209 for fill design and computation for

embankments in swamp excavation locations.

The work of compaction is included in the item and does not require any

computation.

206-2.8.10 Utilization Excavated Materials

A. Embankments Construction (Rock Embankment)

Rock Embankment is the placing of rock material within the design section from

the bottom surface of the design up to the subgrade elevation.

Rock Embankment uses rock material from cuts, shatter (bulked amount),

ditching watercourse corrections in rock, and other sources and includes boulders,

all of which is placed in the embankment to the cross section of the applicable

rock embankment design. Rock material may be placed in areas of swamp



backfill or any other area recommended by the geotechnical staff on the project,

however, it is designated, calculated and detailed as “Rock Embankment”.

(a) Combination Fills (Rock and Earth) that are not Composite Earth and Rock

Fills

Combination earth and rock fills are rare and not done as a matter of the usual

design practice, but are sometimes done to use the material available. Ministry

geotechnical staff is to be involved in the decision to use combination fills.

Embankments may consist of both earth and rock materials in varying

proportions.

Earth fill should not be placed over rock fill due to the risk of future distortion

due to earth moving into rock voids. Also the materials should be placed full

width i.e., no longitudinal transitions between earth and rock. Transverse

transitions are to be as per OPSD.

When earth is the predominant grading material, the earth fill section standard

is applied even though the location contains some rock material.


volume of fill (based on earth fill section) 10 000 m³

less: available rock fill (includes bulking factor) 2 000 m³



When rock is the predominant grading material, the rock fill section standard

is applied even though the location contains some earth excavation. The

method of calculation is as follows:

volume of fill (based on rock fill section) 10 000 m³

less: available rock fill (includes expansion factor) 9 000 m³



In these examples, note that in each case the total quantity of available rock

material (major or minor) is utilized before computing earth fill requirements.

(b) Rock Fill (Boulders)

In earth embankments where boulders from adjacent cuts are used for fill,

quantities are adjusted.




volume of fill 12 000 m³

less: rock fill (boulders)* 1 000 m³



*The rock bulking factor is not applied to boulders placed in fills.

Boulders, cobbles, and fragments of rock and reclaimed materials should not

be used or disposed of in areas where pile driving for future structures is

envisaged. These materials and others can result in piles being “hung up”

within this material and not reaching the designed tip elevations. Contract

documents should demarcate areas where this option is prohibited i.e. those

areas where structures are planned in the future.

B. Swamp Backfill (Rock)

Rock may be used as backfill to swamp excavation. Geotechnical

Report/Pavement Design Report/Foundation Investigation and Design Report will

contain specific excavation, backfill and embankment material recommendations

to be used for each swamp.

Refer to Section B209 Embankments Over Swamps and Compressible Soils for

fill design and computation information.

C. Structure Backfill (Rock)

Concrete structures may be backfilled with rock. When granular material is not

readily available, in order to reduce high granular costs, or to achieve consistency

in the highway embankment construction, rock available for fill may be used as

backfill material. Before opting for rock backfill, a cost comparison must be

completed to determine the selection of the more economical alternative.

The structural staff on the project is to be involved in the decision of determining

the selected structure backfill material.

D. Drainage Gap in Rock Embankments

When surplus or unsuitable material is designated for flattening rock

embankments, gaps in the flattening material must be provided at the low point

for cross drainage and at other strategic locations according to the OPSD

standard.

Neglecting to provide drainage gaps may result in embankment failure due to

hydrostatic pressure or frost action.





E. Frost Heave Backfill

Roadbeds excavated for frost heave treatment will be backfilled with granular

material in accordance with Ontario Provincial Standard Drawings, as set out in

Section B314 of this Chapter.

F. Optional Locations for Surplus Materials

Refer to the section 206-2.7.5.1 Surplus Materials, for information on the use of

surplus material in “optional” cross-sections, typical sections, and locations.

Quantity calculations are required.



Drawings are to show the embankment dimensions, including shape, grades and

limits. This is done with standard OPSDs, plans, profiles, cross-sections and typical

drawings. Profiles show graphically information from the design cross-sections.


the locations where material excavated is to be incorporated into the design, or used,

or disposed of within the right-of-way.


the locations where additional fill material must be placed after expected

displacement or settlement has occurred, to achieve the design profile and cross

section.

Material that is to be incorporated within the right-of-way must have its location

shown on the plans.

To accommodate the surplus material within the project limits there should be

“optional” cross-sections and typical sections or locations or both specified for such

material.

Where OPSDs do not reflect the project requirements typical design cross-sections

are to be included in the contract drawings. Typicals are usually required to reflect the

project requirements.



The elevations of solid rock formations must be plotted on cross sections and contract

profiles.

When extensive side cut occurs throughout a project, a typical section should be

shown on the drawings.

Typical cross sections are required for frost heave treatment areas (where the OPSD

is not typical), and areas where excavation below subgrade is needed, showing the

full extent of treatment necessary, including provision for drainage, where required.

When OPSDs for Transition Treatments are used, values for “t” (transition treatment

depth) and “d” (depth granular base and subbase) and “Do” (depth of organic, leached

and accumulate layers) are included in the drawings. This is shown on the Profile

drawings.

When OPSDs for Frost Heave Treatments are used, values for “d” (depth of granular

base and subbase) and “k” (depth of frost treatment below profile grade) are included

in the drawings. This is shown on the Profile drawings, in a table, or typical sections.

Plans are to clearly show the full extent of drainage improvements to achieve positive

drainage of the subgrade for frost heaves.

When flared guiderail terminations are required, show the location of the widened

embankment. This may mean that interpolated cross-sections have to be inserted at

the termination points.

When a particular type of material is to be used at a specific location, that material

must be identified on the drawings or in a NSSP.

Swamp must be plotted on profile and treatment (by OPSD No., or typical section)

indicated.

For each swamp, the total quantity of embedment, settlement and construction loss

for material below the waterline quantities is to be included in the special provisions

or the contract drawings. Refer to Section B209 for additional information.

Any excavations below subgrade must be shown on the profile sheets.



When excavated materials have disposal sites, refer to Section B206-1 for required

information.



Soils Data sheets as part of the Contract Drawings and contain, when applicable:

title block (date(s) of investigation, name of firm, type of equipment used, and

disclaimers);

soils borehole logs;

soils and aggregates laboratory testing data; and

other information as required.

206-2.9.1.1 Quantity Sheets (Q-sheets)

Quantity sheets are usually provided in 11X17 format. Information on Quantity sheets

is contained in Chapter F of this manual.

For the items:


Rock Embankment

These items have the quantities documented on the “Quantities - Grading” sheet.


separate stage.

The quantities for the following locations are shown separately for 350 m intervals:

Highways

Service Roads

Ramps and Loops (when separate profiles are shown)

Sideroads

Detours

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.

For the item Rock Face:

The item Rock Face has the quantities documented on the “Quantities -

Miscellaneous” sheet.

Rock Face entries, are shown for, each rock face, left and right sides separately, and

are not subject to the 350 m breakdown.

When there are only a few entries, Rock Face is shown on the “Quantities - Grading”

sheet, within each 350 m breakdown.



For the item Rock Supply:

The item Rock Supply has the quantities documented on the “Quantities - Grading”

sheet.

Rock Supply is shown as a single entry as “Throughout Contract”.

The quantities for Rock Excavation, Grading, Rock Embankment and Rock Face for

the following locations are shown for the total contract:

Entrances

Sidewalk (isolated locations not part of grading section)

The quantities for the following components of Rock Excavation, Grading are shown

separately in individual rows for each location:

Cut

Ditching/Sidewalk

Swamp

Frost Heaves (isolated locations not part of grading section)

Watercourse Corrections

Unusually large entrance quantities

Shatter

Totals for each component location are entered in columns designated for:


Rock Face

Rock Supply

Rock Embankment

Rock From Boulders

Rock From Other Items

Optional Rock Fill

Rock required for structure backfill shall be identified as “Rock Backfill to

Structure”, with a separate entry for each structure under the column for the item

“Rock Embankment”.

The totals of excavation quantities resulting from the work of culverts, structures,

etc., that are to be used for the work under the item Rock Embankment, are

transferred from their respective item quantity sheets to the quantity grading sheets

and shown as materials for use when the quantities are significant. This is shown in

the column for “Rock from Other Items”.

Excavated rock material from rock fills, rock surcharges and rock stockpiles, that are

to be used for work under the item Rock Embankment, are transferred from their



respective item quantity sheets to the quantity grading sheets and shown are shown in

the column for “Rock from Other Items”.

The total computed volume of boulders (Rock) must be shown as a separate entry

under the column for “Rock From Boulders”.

Material that is in the design to be incorporated inside the right-of-way must have its

location and quantity shown on the quantity sheet.

Material that is “optional” for use inside the right-of-way must have its location and

quantity shown on the quantity sheet.

The item columns are totalled and the quantity for each item is transferred to the

Tender documentation.

All other columns on the quantity sheets are totalled and the tender item box is

crossed out as they are non-tender item quantities.





Rock dumping locations permitted, when it is allowed.

Rock backfill to structures gradation or sizing, when rock to be used as structure

backfill is a different gradation or size than stated in OPSS.PROV 206.07.06.

Areas where larger or interlocking materials, such as but not limited to boulders,

rock, etc., are not to be used in the embankment or fills (i.e. where there are future

structures or other areas where these materials are not to be placed).

The maximum limit of open excavation allowed adjacent to the travelled

roadway, when the normal contract provisions will not suffice. Restrictions may

be needed for stability of the existing roadway.

Excavation and embankment fill restrictions.

Embankment construction requirements that influence the use of designated

disposal areas.

Disposal site requirements.

For each swamp, the total quantity of embedment, settlement and construction

loss for material below the waterline quantities is to be included in the special

provisions or the contract drawings. Refer to Section B209 for additional

information.



When a particular type of material is to be used at a specific location, that

material must be identified on the drawings or in a NSSP.

Staged embankment construction requirements over compressible soil.

When a material is stockpiled for use on a future job the details are to be provided

including how hauling and placement is paid, and rock size restrictions.

Any work by a specialized person to be done regarding rock cuts after they have

been excavated. Discuss the need with the ministry Geotechnical Section.

Detour and staging requirements.

Environmental considerations.

206-1.9.2.2 Operational Constraint for Mandatory Construction Sequence

The sequence of excavation and embankment construction must be such that disposal

areas that are specified will be available when the associated material is excavated.

A NSSP may be required to establish a mandatory construction sequence to ensure

the specified disposal areas are available when the associated material is excavated.



DETAIL ESTIMATING EXCAVATION FOR PAVEMENT WIDENING


B206-3 - EXCAVATION FOR PAVEMENT WIDENING - OPSS.PROV 206

206-3.1 GENERAL

The item Excavation for Pavement Widening is used, when a long, narrow width of

pavement widening, involving excavation, is required and cross-sectional

measurement in the field would be impractical. This item could apply also to greater

widths where excavation is required for the placing of pavement only (i.e. typically

0.23 m maximum depth), on an existing gravel shoulder and field measurement

would be impractical.

Excavation for Pavement Widening applies only to the main roadway.

Excavation for construction of tapers, acceleration and deceleration lanes, and

associated excavation for granular is be considered part of the general grading

operation, and thus is under section B206-1 - Earth Grading, and section B206-2 -

Rock Grading.

206-3.2 REFERENCES





Excavation for Pavement Widening


Details of the work are contained in OPSS.PROV 206 Grading.







It may be required to modify existing standard drawings for specific situations.

206-3.7 DESIGN

The Design Criteria represents a statement of the application of ministry policy and

design standards for a project. The Design Criteria is a concise form for describing

the geometric elements and standards that form the basis for the design of a new

facility or improvements to an existing facility and the extent of the work to be

completed on any project.

The Environmental Assessment Report (various names) will discuss any

environmental matters that need to be addressed in the project design and documents.

The Pavement Design Report will contain information on the design of the pavement

structure and the excavation depth required for the pavement widening.

The specification for this item states that excavated material is to be spread on the

adjacent shoulders and slopes. It is important to confirm that the adjacent shoulders

and slopes can physically accommodate the excavated material, and that from an

environmental perspective it is acceptable to place the material in those locations.

When the excavated material is not to be spread on the adjacent shoulders and slopes,

then the management of excavated material should be determined during design and

specified in the Contract Documents, as it is best practice to not default to a Change

in the Work during construction. This will also require a modification to the

specification.

The item does not include removal of existing pavement. The pavement widening

could require the removal of a narrow width of asphalt (partial paved shoulder or

deteriorated asphalt edge) and excavation of granular material. The removal of the

existing asphalt can be done by a separate item or included in the Excavation for

Pavement Widening item. This will need to be decided on a project by project basis.

A NSSP is required if pavement removal is to be included in the item Excavation for

Pavement Widening, and it must include the disposal requirements for the removed

pavement.

206-3.8 COMPUTATION

Excavation for Pavement Widening is a Plan Quantity Payment item.

The unit of measure is in linear measure in metres, along each edge of the existing

pavement where widening is required.

The measurement may be from field measurement or drawings.



The locations are determined and recorded by station to station, and left or right of

centerline.



A drawing showing a typical section is required defining the existing and new

pavement widths, pavement structure, asphalt removal (if applicable), and excavation

widths and depths.

206-3.9.2 Quantity Sheets (Q-sheets)

The quantity is documented on the “Quantities - Miscellaneous 1” sheet.

Locations are done on a station to station and left or right of centreline.

A separate line is required for each location of excavation.

The item total is transferred to the Tender document.


Stations and quantity entries are recorded to the nearest whole number metre.





The maximum limits, for length and depth, of open excavation allowed adjacent to

the travelled roadway, where there is concern for potential drop-off beside travelled

lanes or stability of the existing roadway.

Disposal of excavated material requirements, when the material is not to be spread

on the adjacent shoulders and slopes.

Environmental requirements.

When the work is to include removal of existing pavement, this will need to be

included in the work. The disposal of the existing pavement must be stated.

DETAIL ESTIMATING EMBANKMENTS OVER SWAMPS AND COMPRESSIBLE SOILS

B209 - EMBANKMENTS OVER SWAMPS AND COMPRESSIBLE SOILS - OPSS 209

209.1 GENERAL

Embankments over swamps and compressible soils/soft ground can be designed with one or a combination of the following alternatives:

1. Excavation Method

2. Floatation Method

3. Displacement Method

Trucking of excavated swamp material is not included in work for the Rental of Swamp Excavation Equipment items. The trucking cost is paid with equipment rental items on an hourly basis under CDED B299-1, Rental of Equipment.

209.1.1 Excavation Method

Excavation method means to remove the swamp material mechanically.

The excavation method is the most commonly used because it minimizes the risk of post construction embankment settlement. Excavation is most often used for shallower depths of swamp; however it is also used for deep swamps when appropriate. Backfill to the excavated swamp is usually by the items Rock Embankment, Select Subgrade Material or Granular B.

209.1.2 Floatation Method

Floatation method means to build the embankment directly on the swamp minimizing the displacement of the swamp material.

Floatation methods include use of wick drains, lightweight fill materials such as expanded polystyrene, slag and lightweight cementitious materials, geotexiles, other materials to aid in floatation and/or preloading or surcharging to promote consolidation of soils.

Floatation methods are most commonly used where swamp depths exceed 6 metres and suitable soil conditions exist. The application of wick drains with preloading or surcharging may offer environmental, cost and embankment performance advantages.

209.1.3 Displacement Method

Displacement method means to build the embankment directly on the swamp such that the underlying swamp material is displaced away from the embankment fill.

March 2012 Pg. 1 of 19 B209


The displacement method is a higher risk option because some of the compressible material may not be displaced and hence becomes “trapped” beneath the embankment. This may cause post construction settlement. The decision to use this method must consider the effects of post construction settlements and the impacts to highway surface due to settlements. In cost estimates, the cost to repair settled areas in the years after initial construction needs to be considered.

A variation of the displacement method involves partial excavation and then displacement of remaining material. This combination method is sometimes used in deeper swamps.

The displacement method is rarely used in modern highway construction.

209.1.4 Use of Surcharges

Surcharges may be used to help minimize post construction settlements. A decision to use surcharges is made on a site specific basis.

A surcharge may be required by the foundation design.

A surcharge may be used when the swamp excavation depth exceeds 6 metres as it is difficult to ensure all soft material has been removed and a surcharge helps reduce or eliminate most post construction settlements that may occur do to soft material that has been left, despite all efforts to remove it. In this case, the foundation design may not theoretically require a surcharge but it is done to enhance the long term performance of the roadway and can be achieved at minimal cost.

209.2 REFERENCES

OPSS 201 OPSS 206 OPSS 1010

Foundation Investigation and Design Report – project specific.Pavement Design Report – project specific.

The above reports typically include a description of the behaviour and properties of the soil in the swamp, provides recommendations for the method of construction, units of measurement for payment, borehole locations and soil strata drawings.

The determination of which report is appropriate for a specific site is determined collectively by the Pavements and Foundation Section, Materials Engineering and Research Office (MERO) and the Geotechnical Section in the region.

These reports are referred to as “Design Reports” hereafter in this document.

March 2012 Pg. 2 of 19 B209


209.3 TENDER ITEMS

Rental of Swamp Excavation Equipment, Dragline (variation item) Rental of Swamp Excavation Equipment, Hydraulic Backhoe (variation item) Geotextile for Swamp Treatment Select Subgrade Material Select Subgrade Material (End Area Method) Select Subgrade Material (Truck Box Method)


OPSS 209 (April 2009); Construction Specification for Embankments Over Swamps and Compressible Soils


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



Notes:

1. OPSDs are only valid for where the depth of the swamp, d <= 6 metres.

2. For any swamp excavation exceeding 6 metres in depth, project specific recommendations and applicable drawings are required. Refer to the Foundation Investigation and Design Report.

209.7 DESIGN

Recommendations for the design and construction of embankments over swamps and compressible soils/soft ground are contained in the Design Reports. The Design Reports typically contain site-specific investigations and recommendations.

The project schedule may allow for a delay in the completion of the full pavement structure over embankments for a defined period of time (i.e. 2 to 6 months or longer)

March 2012 Pg. 3 of 19 B209


capturing primary consolidation and limiting settlements once the remainder of pavement structure is placed.

When surcharges are used, the Contract Documents are to specify how the payment for the placement, removal and use of the surcharge material is to be paid. Surcharges are usually subsequently used on the project, however staging may preclude this.

The placement of a granular surcharge is done under the granular item(s) and a NSSP is needed to state this and that no compaction of the granular is required in the surcharge location. When the surcharge is granular, the subsequent surcharge removal and use of the granular elsewhere in the work must be described in a NSSP and is paid under the appropriate tender item, Granular from Stockpile (see OPSS 314).

209.7.1 Management of Excavated Swamp Material

The management of excavated swamp material must be determined and specified in the Contract Documents.

The Design Reports should address how the excavated swamp material may be used within the work, depending upon its physical characteristics. How the material will function over the long term should be considered before the material is determined to be used within the work.

Excavated swamp material that is excess may be disposed of at locations specified in the contract or the contractor may be required to arrange for the disposal locations.

Disposal of excess excavated swamp material within the Contract Limits can be the most cost effective option and should be investigated and considered.

Trucking of excavated swamp material is required when it cannot be placed adjacent to the excavation via side casting. Trucking of excavated swamp material is not part of the work done under OPSS 209.

The sequence of overall construction operations, including the swamp excavation and embankment construction, must be such that disposal areas that are specified will be available and accessible when the associated swamp is excavated.

Where excavated swamp material is suitable, it should be used as much as possible within the right-of-way, when property is available and when drainage is not impacted. This can be done by: � widening embankments, � flattening side slopes, including elimination of need for guide rail, however

consideration of stability for an errant vehicle must be made, � placing beside the highway embankment,

March 2012 Pg. 4 of 19 B209


� constructing modified cross-sections, and � used for berms and at other locations.

Future settlement or sloughing of excavated swamp material is a key consideration when flattening slopes and only suitable material is to be used. Settlement or sloughing is to be avoided in providing a traversable roadside for errant vehicles.

Considerations for use and disposal locations for excavated swamp material:

1. The quantity of material that can be placed at a location needs to be determined. Factors to consider include material characteristic (maximum stable slope of excavated material, will the material flow) and area.

2. Disposal sites must be able to accept 110% of the quantity of material that is stated to go to the site. The extra 10% is not to be shown in the contract documents.

3. Property designated as a disposal location must be owned by MTO, or MTO must have a legal agreement in place. MTO ownership is preferred.

4. Where excavated material will be placed beside the excavation or beside the highway embankment, it is a requirement to have ownership of the land as highway right-of-way. With the disposal locations made part of the highway right-of-way and having the disposal part of the required work, the protocols for management of excess material should apply. In many instances, it will be necessary to acquire a wider right-of-way as part of the property needs for the project. This may involve purchasing from a private owner or acquiring crown land. It is recommended for MTO to own the adjacent crown lands as highway right-of-way, instead of obtaining permission to place the material on crown lands adjacent to the right-of-way, as this resolves any uncertainty about who controls the land.

5. The capability of underlying soils to support a new load and not fail to support the load.

6. Where any excavated material from any source is being considered for placement near any swamp or compressible soil areas, the Pavements and Foundations Section/Geotechnical Section must agree to the location, as the material weight could cause embankment instability.

7. Access to the disposal locations.

8. Any required haul and temporary roads for access to disposal locations and construction operation sequencing.

9. Double handling of material.

March 2012 Pg. 5 of 19 B209


10. Dewatering and draining of disposal locations required before they can be used.

11. Retaining embankments needed to contain the material.

12. Impacts on drainage during and post construction.

13. Environmental considerations (i.e. excess material protocols, species at risk, etc.).

When disposal locations require retaining embankments and/or haul and temporary roads to be built, these are to be designed and quantities paid for under the appropriate items. They are not to be included in the swamp excavation items.

209.7.2 Backfill and Embankment Material

Backfill and embankment material is to be specified in the Contract Documents.

The Design Reports identify the backfill and embankment material to be used for each swamp.

Backfilling and embankment construction is in accordance with OPSS 206. References: CDED B206-1, CDED B206-2.

When Select Subgrade Material is used in backfilling swamp excavation it shall be according to OPSS 1010 and shall be placed according to OPSS 206.

209.7.3 Settlement and Embedment in the Embankment Underlying Founding Stratum

Settlement and embedment prediction is not an exact science. In general, if the founding soils are relatively competent, over-consolidated and unyielding, only negligible settlements or elastic recompression of the native soils will occur during construction. These cases form the vast majority of the embankments constructed, and do not require any further estimation for settlement or embedment. However, where the founding soils are weak or unconsolidated, there will be a need to estimate settlement and embedment in the founding material.

In cases of weak or unconsolidated founding material, a settlement and embedment quantity estimate for the founding material must be determined during detail design. The settlement estimate will reflect the project specific founding material, thickness and compressibility characteristics.

209.7.4 Excavation Method

Excavation can be administered as either an earth excavation (grading) tender item or as an hourly rental tender item.

March 2012 Pg. 6 of 19 B209


In wetter deposits, where measurement by volume would be impractical, the swamp excavation is accomplished using hourly rental dragline or hydraulic backhoe equipment.

The Design Reports will recommend how the excavation is to be completed. It will identify swamps for excavation using an Earth Excavation tender item with a volume (m3) unit-of-measure, and excavation using Rental of Swamp Excavation Equipment item(s) with a time (hour) unit-of-measure.

Different swamps can vary widely in depth, consistency, and groundwater conditions. However, the following general guidelines can be provided:

1. Where depth is less than or equal to 2m, swamps are usually administered by the Earth Excavation item, regardless of material consistency, however Design Reports should confirm.

2. Where depth is greater than 2m, a recommendation on the excavation method and item(s) to be used will be provided in the Design Reports.

Subsurface investigations conducted in accordance with the ministry engineering requirements provide a very comprehensive and accurate determination of the subsurface conditions. The investigation enables a specific expected depth of excavation to be determined and this gives accurate information for design purposes. Excavation depth may vary across a swamp.

A founding elevation for the embankment backfill and a practical excavation cut geometry is normally part of the Design Report. The Design Report will also address the stability and settlement characteristics of excavated material and its suitability for subsequent use.

Geotechnical/Foundation specialists are to ensure when specifying firm bottom that information supports the depths to firm bottom. Typically, firm bottom is the stratum for which the resistance measured by the Standard Penetration Test exceeds 100 blows per 0.3 m of penetration or the material that will provide resistance to settlement or instability for the proposed embankment.

209.7.4.1 Swamp Excavation by Equipment Rental

The work performed under the “Rental of Swamp Excavation Equipment” tender items, includes the excavation of swamp material to the limits specified and its disposal as specified in the Contract Documents.

When excavated material cannot be side casted, the excavated material must be trucked to a disposal or re-use location and this must be specified in the Contract Documents. Payment for trucking of excavated swamp material is not included in work for the Rental of Swamp Excavation Equipment tender items. The trucking cost

March 2012 Pg. 7 of 19 B209


is paid with equipment rental tender items on an hourly basis. Reference: CDED B299-1 Rental of Equipment. The size and type of trucks to be used is dependant on the distance to distance to disposal locations. Typical trucks are tandem 18,000 kg and triaxle 32,000 kg. For longer hauls triaxle trucks are more efficient.

The equipment, including type and size, used to excavate the swamp is to be determined by the designer. The Estimating Section, Contract Management Office and Regional Operations Office should be contacted to assist in determining the type of equipment and rates of excavation. The Regional Geotechnical Section and Pavements and Foundations Section, MERO, can also provide information and advice.

For each excavation area, the selection of the appropriate excavation equipment and size is critical to ensuring the construction operation is efficient and cost effective.

The selection of equipment should also consider equipment availability and the amount of material to be excavated (i.e. duration of the operation).

As a guideline it has been found that: - For wet/soft material, a dragline with side casting is the most economical option. - When trucks are used to haul excavated material, a hydraulic backhoe is the most

cost effective and easiest to use.

Some swamps could require more than one type of equipment to have an efficient operation.- For example, a swamp could have depths that vary from a few metres to over 10

m. A backhoe would be used for the shallow depths and a dragline for the deeper areas.

- For example, a swamp could have ‘stiffer’ material near the edges and ‘softer’ material farther away from the edges. A backhoe would be used for the stiffer material and a dragline for the softer material.

Table 1 - Backhoe versus Dragline, compares some of the common equipment characteristics as they relate to the use of a hydraulic backhoe and the dragline in regards to swamp excavation. These characteristics are to be considered in the selection process for deciding on the type of equipment and size to be used to excavate the swamp material.

March 2012 Pg. 8 of 19 B209


Table 1 – Backhoe versus Dragline

Features Hydraulic Backhoe Dragline

Ownership Commonly owned Few contractors own

Removal of Amorphous, Liquid Deposits

Not conducive to backhoe use Ideal for removal

Removal of stiff deposits Ideal , Low cycle times * High cycle times

Side casting ability Limited Reach ** Long Reach

Excavation Depth Limited Depth ** Depth is of no concern

Production Low cycle times * High cycle times

Truck Loading Ability Low cycle times but limited to height **

High cycle times

Restricted work environment (i.e.) Narrow Widening

Conducive to this type of equipment

Less efficient in restricted areas

Winter Operations Yes Yes

* Cycle time is the time for a complete excavation cycle, as determined by measuring the time from a bucket being empty to the time the next bucket of excavated material is emptied either by side casting or into a truck. Cycle time includes the time for trucks to manoeuvre into position for loading.

** Estimating Office should be consulted to determine achievable excavation depths, casting distances and loading heights for hydraulic backhoes.

The equipment must be capable of reaching the required depth of excavation (achievable excavation depth) when the slope of fill material and bucket rotation is taken into account.

The reach on a “long reach hydraulic backhoe” is the distance from the bottom of the tracks to the tip of the bucket teeth when measured vertically with the bucket at the lowest point of the bucket swing path. Note that this “reach” measurement is not the depth that can be excavated due to the slope of the fill material and the bucket rotation that causes the achievable excavation depth to be reduced. For example, a sample Long Reach Hydraulic Backhoe with a 14 m reach can only excavate to approximately 10.5 metres effectively when taking into account the 1.25H:1V slope of rock fill and the bucket rotation. The achievable excavation depth would be less for select subgrade material or earth that has a 2H:1V slope according to OPSDs.

Typical equipment configurations for excavating swamps are:

March 2012 Pg. 9 of 19 B209


Typical Crawler Mounted Equipment Configurations for Excavating Swamps

Swamp Depth m

EquipmentMinimumOperating

Weight

MinimumBucket Size

m3

Side Casting Truck Loading

less than 2 m 26,500 kg hydraulic backhoe

1.5 yes yes

2 m to less than 8 m

26,500 kg hydraulic backhoe, 12 m reach

1.5 yes yes

8 m to less than 10 m

32,000 kg hydraulic backhoe, 14 m reach

1.0 yes yes

less than 6 m 40,000 kg dragline 1.15 yes yes

any depth 75,000 kg dragline 2.3 yes not used for truck loading

any depth 75,000 kg dragline 1.5 not used for side

casting yes

Notes:1. Hydraulic Backhoe Reach means the distance from the bottom of the tracks to the tip of the bucket

teeth when measured vertically with the bucket at the lowest point of the bucket swing path. 2. Reach measurement is not the depth that can be excavated due to the slope of the fill material and

the bucket rotation that causes the achievable excavation depth to be reduced.

Rates of excavation are influenced by the properties, behaviour and depth of the swamp material, the type and size of equipment, and whether the excavated material is trucked or managed beside the excavation (side-casted). Typical rates of excavation for the following types of equipment are: - 40,000 kg crawler mounted dragline with 1.15 m bucket – 40-55 cubic metres /

hour- 26,500 kg crawler mounted hydraulic backhoe with 1.5 m bucket – 85-100 cubic

metres / hour

Contact the Estimating Section, Contract Management Office, to discuss equipment configurations and excavation rates for the site specific conditions.

The contractor may propose to use larger equipment than that specified and if approved, during construction, the appropriate price adjustments are completed in accordance with the Contract Documents. Details of how this is done are in OPSS 209 and associated special provision.

March 2012 Pg. 10 of 19 B209


209.7.4.2 Swamp Excavation by Earth Excavation (Grading)

The earth excavation method shall be carried out in accordance with OPSS 206 and the appropriate tender items. Refer to CDED Section B206-1 and the OPSD 200 series drawings for design information.

209.7.5 Floatation Method

Any surcharges that are used with the floatation method are removed as specified in the Contract Documents from above the subgrade.

With the floatation method any swamp waves are not to be excavated or otherwise disturbed.

209.7.5.1 Prefabricated Vertical Drains or Wick Drains

Prefabricated vertical drains or “wick drains” are commonly used in conjunction with preloading and surcharging to accelerate time rate consolidation settlements. The concept of floatation using wick drains is often very cost effective because it eliminates the requirement for excavation and backfilling of compressible soils. Peats and organics are routinely sub-excavated but the clayey silts, silty clays and clays are often left in place providing environmental advantages in addition to the cost effectiveness. Information on wick drains is available from Pavements and Foundations Section, MERO.

209.7.5.2 Geotextile for Swamp Treatment

Installation of geotextiles below embankments and over swamp materials separates fill materials or granulars from the underlying material. This will help to prevent cross-migration of soil particles and provide a stable road base and reduce differential settlement.

Geotextile recommendations are in the Design Reports and will include the following:

1. The strength of the fabric; - Woven or non-woven; - Class of fabric; - Thickness of material.

2. The Filtration Opening Size (FOS);

3. Type of soil to be protected; and

4. Depth and characteristics of underlying soil.

March 2012 Pg. 11 of 19 B209


When geotextile is to be placed, the area where this is to be done is to be close cut cleared and cleared of objects that may damage the geotextile. The root mat is not to be damaged.

209.7.6 Displacement Method

With the displacement method there is usually excavation of swamp waves and displaced material, removal of surcharges and hauling and incorporating of this material into the work.

The Design Reports will recommend where and how the displacement method is to be completed. The report will include details of any surcharge requirements.

209.7.7 Other Related Work

Clearing and close cut clearing, where required, is to be completed in accordance with OPSS 201 and the associated tender items. Reference: CDED B201-1, B201-2.

209.8 COMPUTATION

209.8.1 Rental of Swamp Excavation Equipment, Dragline Rental of Swamp Excavation Equipment, Hydraulic Backhoe

These items are not Plan Quantity Payment items.

These items are paid by the hour.

To compute the hours (h) of rental excavation equipment time for each excavation location and type of equipment:

hours = estimated volume of swamp excavation (m3) rate of excavation (m3 /h) of the dragline or the hydraulic backhoe

The rate of excavation (m3/h) for each swamp is very important to estimating accurate quantities and hence an accurate cost estimate. Refer to Section 209.7.4.1.

To estimate volume of swamp excavation (m3), the volume of swamp excavation in cubic metres is computed as outlined in CDED Section B206-1-Earth Excavation (Grading) and also include any excavation of swamp material to ensure stable slopes, as in many swamps material will slide into the excavation and this must be accounted for in the volume of material to be removed, in order to have accurate time estimates for equipment rental.

The volume of swamp to be excavated by rental equipment is not included in the tender item “Earth Excavation (Grading)”.

March 2012 Pg. 12 of 19 B209


209.8.1.2 Trucking Excavated Swamp Material

When trucking of excavated swamp material is required for the material excavated by Rental of Swamp Excavation Equipment items, the trucking hours are required to be determined for the items under CDED B299-1 Rental of Equipment.

The number of trucks required must be sufficient so that there is always a truck available to be loaded. Factors to consider in determining the number of truck required are loading times, and round trip times from the excavation location to the dumping locations.

To compute the hours (h) for rental of truck for each excavation location and type of equipment:

hours (h) = number of hours for Rental of Swamp Equipment x number of trucks.

209.8.2 Earth Excavation (Grading)

Earth excavation is in cubic metres and is described in the CDED Section B206-1-Earth Excavation (Grading).

The volume of excavation in cubic metres is computed as outlined in Section B206-1.

209.8.3 Geotextile for Swamp Treatment


The unit of measure is by area, in place, in square metre, with no allowance for overlaps.

209.8.4 Select Subgrade Material

These items are not Plan Quantity Payment items.

The items and unit of measurement are: - Select Subgrade Material, t - Select Subgrade Material (End Area Method), m3

- Select Subgrade Material (Truck Box Method), m3

The preferred method of measurement is by the tonne. The m3 method may be used when the quantity is small and there is not a weigh scale on the project.

The volume of material is determined by considering the swamp excavation volume to be completed and the embankment design.

March 2012 Pg. 13 of 19 B209


209.8.5 Embankment Quantities for Fill

Each fill material has its own unique quantity requirements that are dependent upon the material used.

For the each embankment fill item quantity, determine the quantity of material for backfill and embankment material by considering the following:

1. Neat lines of the embankment;

2. Embedment of fill material into the foundation material;

3. Settlement during construction in the underlying founding stratum;

4. Settlement during construction of fill material that is not compacted; and

5. Construction loss for material below the water line.

The Design Reports should have information about embedment and settlement during construction in the underlying founding stratum.

For each swamp, the total quantity for embedment, settlement and construction loss for material below the water line quantities is to be included in the contract documents in a special provision or the contract drawings. The table below provides a guideline for how to display the information.

Item: Fill Material: Embankment Fill Quantities for Embedment, Settlement, and

Construction Loss for Material Below the Water Line

Station to Station

Embedment of fill material into the foundation material, m3

Settlement during construction in the underlying founding stratum, m3

Settlement during construction of fill material that is not compacted, m3

Construction loss for material below the water line, m3

Total Quantity, m3

When completing the table: 1. Construction loss for material below the water line does not apply to all materials. Refer to the

construction specification for the material. 2. Total quantities are to be included in the appropriate fill material item.

March 2012 Pg. 14 of 19 B209


209.9 DOCUMENTATION


Drawings are to show for each swamp the construction information for location, depth, cross-section and embankment material.

Modifications to standard drawings and project typical sections are required for the locations where material excavated from swamps is to be disposed of or used within the right-of-way.

When surcharges are used the drawings are to indicate: - surcharge material; - surcharge location; - surcharge thickness; and - cross-section including slopes.

Where excavated materials have disposal sites, the drawings are to show the disposal site design and generally are to indicate: - the area boundaries; - maximum height; - side slope angles; - setbacks from sensitive areas; - estimated capacity should be indicated on the contract drawings for each disposal

site (do not include the 10% extra allowance); - specify/label the sites for swamp material disposal closest to swamp excavations,

especially for hourly swamp excavation sites;- retaining embankment requirements; - drainage and dewatering requirements; - environmental protection; and - other information as required.

Drawings may be required for temporary haul roads, berms and other works required so that the disposal sites may be used.

209.9.1.1 Rental of Swamp Excavation Equipment, Dragline Rental of Swamp Excavation Equipment, Hydraulic Backhoe

Each area of swamp excavation is shown on the plan. Start and end chainage, maximum offset left and right and any other dimensions outlining the horizontal limits of the boundary are noted. This is labelled with the tender item name, and the OPSD number (if applicable).

When the depth of excavation exceeds 6 metres, a drawing showing the embankment construction requirement details is needed as OPSDs do not apply in this situation.

March 2012 Pg. 15 of 19 B209


The limits of excavation must be clearly documented to avoid confusion with adjacent areas that may be excavated under other tender items. This is important to avoid double payment for the same work.

In most cases, the elevation of unyielding competent soil (firm bottom) can be predicted. This elevation should be determined during detail design and given on the drawings and on the highway design cross-sections.

Each area of swamp excavation is shown on the profile. Start and end chainage are noted. The profile shows the profile of the swamp excavation, including depth or bottom elevation, along the centerline. Where the elevations for the left and / or right limits of the excavation are different from the centreline elevation these should also be indicated. The locations of any preloading or surcharges are shown.

The profile drawings must indicate if the swamp is to be excavated to a firm bottom or a specific elevation. Include one of the following notes for each swamp; - “Excavate to Firm Bottom” - “Excavate to an Elevation of _______m”.

A note is to be added to the profile drawings for each location where a dragline or hydraulic backhoe operation is to be used, indicating that the swamp material is to be excavated with equipment rental and the type of backfill required. Include the following note for each swamp; - “Excavate Swamp by Rented Equipment and Backfill with __ (state the fill

material) __”.


Each area of geotextile is shown on the plan. Start and end chainage, maximum offset left and right and any other dimensions outlining the horizontal limits are noted. This is labelled with the tender item name.

209.9.1.3 Select Subgrade Material

Each area of embankment construction using select subgrade material is shown on the plan. Start and end chainage, toe-of-slope left and right are noted. This is labelled with the tender item name and the applicable OPSD number.

Each area of embankment construction using select subgrade material is shown on the profile. Start and end chainage are noted. The profile shows the embankment, including bottom and top elevations, along the centerline.

March 2012 Pg. 16 of 19 B209



209.9.2.1 Rental of Swamp Excavation Equipment, Dragline Rental of Swamp Excavation Equipment, Hydraulic Backhoe

For each area of swamp excavation show the following information on the Quantities-Miscellaneous Sheet: - type of equipment to be used, by selecting the appropriate tender item(s) - minimum operating weight of equipment and bucket size - tender quantity (hours) based on use of the specified equipment - start and end station limits of each area of swamp excavation - locations for the placement/disposal of swamp material and the quantity, m3, of

material to be placed at the location - when the contractor is required to truck the excavated material to a location found

by the contractor off the contract, enter the following: “Contractor to remove and manage excavated material off the right-of-way” and the quantity, m3, of material is also to be shown.

Where all of the above information cannot be accommodated on the quantity sheet some may be put in a NSSP or in a table in the Contract Drawings.


Each area of Geotextile for Swamp Treatment installation is documented in one line of the Miscellaneous Quantities sheet. One column heading is the tender item. The start and end chainage are provided. The quantity in square metres is provided in the column.

Where multiple types of geotextile are required on one contract, this should be documented in the Quantities - Miscellaneous sheet for each area of installation.

Specific requirements for geotextile should be documented for each different type of geotextile specified on the Quantity sheets.

Requirements include:- Woven or non-woven; - Class of fabric; - Filtration opening size (FOS); and - Thickness of material.

209.9.2.3 Select Subgrade Material

The unit of measure (tonne, m3 (end area method) or m3 (truck box method)) for select subgrade material is documented by selecting the appropriate tender item name.

When computed in m3, the quantity of Select Subgrade Material is entered on the Quantities - Grading sheet in a separate column.

March 2012 Pg. 17 of 19 B209


When computed in tonnes, SSM is entered on the Quantities – Hot Mix and Granular sheet.


Write any required project specific requirements in a NSSP. For example; - embankment construction requirements that influence disposal areas,- excavation restrictions, - backfilling requirements, - surcharge areas and surcharge requirements, - settlement monitoring, - time constraints before pavement is placed, - disposal site requirements, - restrictions on use of excavated swamp material, and - environmental considerations.

Where alternative materials are required or allowed in embankment construction (e. g. expanded polystyrene, wood chips, bark or granular blast furnace slag) this is documented in an NSSP.

209.9.3.1 Operational Constraint for Construction Sequence

The sequence of excavation and embankment construction must be such that disposal areas that are specified will be available when the associated swamp is excavated.

A NSSP may be required to establish a mandatory construction sequence to ensure the specified disposal areas are available when the associated swamp is excavated.

209.9.3.2 Surcharges

The removal of surcharges from above the subgrade or grade, depending upon the surcharge material, and hauling and incorporating of the surcharge material into the work is have the details specified in the Contract Documents.

When surcharges are used specify: - surcharge material; - surcharge thickness; - length of time and/or the condition to be met for surcharge removal; - if surcharge is to remain in place at end of the construction contract;- how removed surcharge materials are to be used;- how payment for surcharge material removal and reuse will be handled; and - any unique requirements related to the surcharge

March 2012 Pg. 18 of 19 B209





The following information is to be provided to Bidders: - Foundation Investigation Report (Note this is not the Foundation Investigation

and Design Report.). - Soils Data sheets as part of the Contract Drawings.

Soils Data sheets will contain, when applicable: - title block (date(s) of investigation, name of firm, type of equipment used, and

disclaimers), - soils borehole logs, - soils and aggregates laboratory testing data, and - other information as required for other work.

March 2012 Pg. 19 of 19 B209

DETAIL ESTIMATING EARTH BORROW

January 2014 Page 1 of 3 B212

B212 - EARTH BORROW - OPSS.PROV 212

212.1 GENERAL

Earth materials taken from selected borrow pits and hauled to the contract site for

embankment construction or backfilling are designated as “Earth Borrow”.

The need for earth borrow occurs when the breakdown of item quantities indicates a

difference in quantities between earth material available and fill required. Smaller

differences might be eliminated by widening backslopes in cut sections or by revising

the profile grade.

With certain types of projects it will be evident in the planning stage, that insufficient

fill material will be generated by the limited excavation opportunities and that a

tender item for Earth Borrow will be required.

212.2 REFERENCES




212.3 TENDER ITEMS

Earth Borrow


Details of the work are contained in OPSS.PROV 212.




There are no standard drawings.



212.7 DESIGN

Locating borrow materials is the responsibility of the contractor, unless otherwise

stated on a NSSP.

Information on borrow sources and use of borrow materials could be included in the

Geotechnical Report, Pavement Design Report, and Soils Profile.

212.8 COMPUTATION

This item is not a Plan Quantity Payment item.


When stage construction is proposed, borrow quantities must be determined for each

separate stage, as material excavated in one stage may not necessarily be available for

fill purposes in a later stage.

In order to obtain accurate quantities for material available, fill required, disposal,

unsuitable, and borrow, both quantity calculation and quantity sheets must be

prepared for each stage of the contract.

The quantity of the required earth borrow in cubic metres is found by subtracting

material available from fill required.

212.9 DOCUMENTATION


The frost penetration depth must be specified and this is usually done on the Profile

drawings.

212.9.1.1 Quantity Sheets (Q-sheets)

The quantity is detailed on the “Quantities - Grading” sheet.


separate stage.

The item total is transferred to the Tender document.


Quantity entries are recorded to the nearest whole number metre.







- When ministry owned sources of supply are provided, the details are required.

- Any areas where frost-susceptible earth borrow material is not to be placed.

- Any areas where stockpiling of earth borrow material is not permitted.

DETAIL ESTIMATING RENTAL OF EQUIPMENT

299-1 - RENTAL OF EQUIPMENT, OPSS 127

299-1.1 GENERAL

These tender items are used when the work cannot be adequately measured by the cross section method but is to be performed by motorized equipment on a rental basis. This principle, however, should be employed only with careful consideration. The equipment rental work shall not overlap work performed and paid for under another tender item. These tender items should not be used if such work can be made part of a grading item.

Equipment rental may be applied to the following work:

a) Grading existing roadways (no hauling of earth material is required).

b) Stripping of side slopes in areas of granular lifts at locations of minor widening.

c) Minor ditches - New or restoring existing ditches. d) Hauling material. e) Reshaping and excavating shoulders.

Work which cannot be sufficiently defined or is small in quantity may be included under Services (Sundry) or Force Account and Contingencies. (See Chapter "D" of this manual.).

299-1.1.1 Tender Items

Following are the current standard tender items.

Rental of Motor Grader - Rigid Frame, 4,500 kg. Minimum Operating Weight

Rental of Motor Grader - Rigid Frame, 10,500 kg. Minimum Operating Weight

Rental of Backhoe - Telescopic Boom Carrier Mounted, Remote Control, 18,000 kg. Minimum Operating Weight

Rental of Hydraulic Backhoe - Rubber tire with Wrist Action Bucket, 0.5 m3 - 12,000 kg.

Rental of Hydraulic Backhoe - Crawler Mounted, 20,000 kg. Minimum Operating Weight

DETAIL ESTIMATING RENTAL OF EQUIPMENT

Rental of Truck - Dump, Tandem Rear Axle, Diesel or Gas, 18,000 kg. Minimum Operating Weight

299-1.1.2 Specifications

The description of the equipment rental and rental rates are contained in OPSS 127

299-1.1.3 Special Provisions

The type of work to be performed under equipment rental is to be clearly defined in the special provision provided in Chapter "E" of the manual.

299-1.2 COMPUTATION

These Items are not Plan Quantity Payment items.

299-1.2.1 Method of Calculation

The unit of measurement for rental of equipment is measured in hours (h). The type of equipment to be used and the time required to perform the work are determined in consultation with the District Office and the Regional Geotechnical Section.


The station to station and the location of work to be performed by equipment rental is itemized on the Quantities 1 or 2 sheet. The number of hours for each location is not to be shown, however, the total number of hours is to be shown at the bottom of the Quantity Sheet. This total is the tender total and is transferred to the Tender document.

Stations and hours are recorded in whole numbers.

94 05 B299-1-2

DETAIL ESTIMATING DITCH CLEANOUT


B299-2 - DITCH CLEANOUT - SSP 299F11

299-2.1 GENERAL

Construction activities frequently involve cleanout of existing earth and rock ditches.

This is done to restore the flow characteristics intended when the ditches were

originally constructed.

Ditch cleanout may be required in capital construction contracts when sediment has

collected in ditches and is impeding stormwater runoff and/or the performance of the

roadway.

Sediments, if not properly controlled, can be conveyed via runoff and channelized

flow to impact sensitive receiving waters or other environmentally sensitive areas or

features. Temporary erosion and sediment control measures are warranted on

contracts that call for grading, drainage and other work that will disturb earth

surfaces. Measures shall be employed to minimize erosion and to remove sediments

from water flowing from the construction site. Administration of temporary erosion

and sediment control measures is according to OPSS 805. Reference: CDED B805.

Stabilization of exposed soil surfaces is required after ditch cleanout operations to

prevent erosion. Administration is according to OPSS 804 and/or OPSS 803.

Reference: CDED B804 and B803.

299-2.1.1 Management of Excess Materials

Material removed from ditch cleanout may be impacted by salt from winter

maintenance operations. It is desirable to manage these materials by reuse within the

right-of-way to the greatest extent possible to reduce the generation of excess

materials that must be managed outside the right-of-way.

The manner and location for management of materials from ditch cleanout within the

contract limits and outside the right-of-way may be specified in the Contract

Documents. Management of excess materials shall otherwise be according to

OPSS 180.

299-2.2 REFERENCES

OPSS 206

OPSS 803

OPSS 804

OPSS 805



MTO Best Management Practice: Ditch Maintenance Within 30 Metres of a

Waterbody

MTO/DFO/OMNR Fisheries Protocol for the Protection of Fish and Fish Habitat on

Provincial Transportation Undertakings


Earth Ditch Cleanout

Rock Ditch Cleanout


None


The requirements for Earth Ditch Cleanout and Rock Ditch Cleanout are contained in

Standard Special Provision 299F11.


None

299-2.7 DESIGN

Ditches identified for cleanout are recommended in the Pavement Design Report or

by MTO maintenance staff.

Ditch cleanout is typically to a maximum depth of 0.5 m.

When the excavation will exceed 0.5 m or the ditch is to be excavated to a specified

geometry, geodetic control is typically used and the work carried out according to

OPSS 206 Earth Excavation, Grading. Note that excavations exceeding 0.5 m can

have fore- and backslope stability, property, and utility impacts.

Where ditch cleanout is required in the vicinity of a waterbody it shall be assessed

under the MTO/DFO/OMNR Fisheries Protocol. If the ditch is within 30 metres of a

waterbody, a MTO Notification Form 1 referring to contract documentation including



but not limited to SSP299F11, OPSS 805 and OPSS 804 as applicable shall be

submitted in accordance with the MTO/DFO/OMNR Fisheries Protocol.

At a minimum, temporary erosion and sediment control measures appropriate to the

site conditions shall be selected for placement between the ditch cleanout location(s)

and the receiving waterbody and 15 m further upgrade.

Stabilization of exposed soil surfaces upon completion of ditch cleanout may be

achieved as follows based on the site conditions:

1) On slopes 3H:1V or flatter specify a minimum thickness of 0.05 m of native

topsoil with local seed bank.

Local seed bank means locally sourced soil material excavated (top 300mm)

from a donor site in the vicinity of a project that contains seeds and propagative

materials for local species.

2) On slopes greater than 3H:1V use seed and bonded fibre matrix or seed and

biodegradable erosion control blanket, administered under OPSS 804.

3) On slopes of sensitive waterbodies or surfaces that may be subject to frequent

wetting where there is a need to re-establish cover as quickly as possible, it may

be appropriate to specify placement of sod, administered under OPSS 803.

299-2.8 COMPUTATION

299-2.8.1 Sources of Information

The main sources for information are field investigations, drainage plans, and

fisheries and geotechnical staff on the project team.


Both Earth Ditch Cleanout and Rock Ditch Cleanout tender items are PQP. Lengths

of ditch are measured in metres along the centreline of the ditch. Lengths may be

scaled from the contract drawings or measured in the field.


Both tender items shall be recorded on the Quantities - Miscellaneous Sheets (see

Chapter F). Each tender item requires a separate column. Lengths of ditch may be

subdivided into segments in consideration of differing cross-sections or cleanout

requirements. Each separate ditch segment should be entered in one line of the



Q-sheet, including chainage and offset. Enter the total length of each segment of ditch

to clean out.

When the contract drawings include plan coverage, show the location of all ditches

subject to cleanout under these tender items and all required temporary erosion and

sediment control measures to be installed. For some locations, a separate drawing

may be required to show sufficient detail. Include a note on plans to indicate exposed

soil areas to be covered by sod, seed and cover or local seed bank material upon

completion of ditch cleanout.


Stations are recorded to the nearest metre. Offsets, if required, are recorded in 0.1 m.

Quantity entries are recorded to the nearest metre.

DETAIL ESTIMATING RESTORING UNPAVED ROADWAY SURFACES

301 - RESTORING UNPAVED ROADWAY SURFACES OPSS 301

301.1 GENERAL

The above work consists of loosening the roadway surface by blading or scarifying to a depth not exceeding 150 mm in order that the surface may be restored to the specified cross-section, profile and density. The material so gained in this operation is bladed to the low areas and any surplus disposed of. Materials to be disposed of shall not require loading, hauling or moving other than by blading. Imported materials, as required, will be calculated and included in the respective tender items. The cost of restoring roadway surfaces, built and restored under the same contract, is included in the unit price for the materials concerned. The item "Restoring Roadway Surfaces" will, therefore, be set up only for reshaping of surfaces built previously under another contract. Compaction of restored surfaces, with or without the use of imported materials, will not be estimated separately. Water for compaction will be included in the price bid for the appropriate tender items containing the material requiring compaction. When the contract does not include a separate tender item for dust suppression, then payment for water will be included in the price bid for the applicable tender items requiring dust control.

When the quantities to perform the work of Restoring Roadway Surfaces is undefinable then the work will be performed by Equipment Rental, as covered in Section B299-1 of this Manual.

301.1.1 Tender Item

Restoring Roadway Surfaces

301.1.2 Specifications

Information in regard to Restoring Unpaved Roadway Surfaces is contained in OPSS 301.

301.1.3 Special Provisions

The designer should refer to Chapter "E" of this Manual to review the applicable Special Provisions.

Standard Drawings

Applicable grading construction standards are contained in the Ontario Provincial Standard Drawings Manual in the 200 series.

96 05 B301-1

DETAIL ESTIMATING RESTORING UNPAVED ROADWAY SURFACES

301.2 COMPUTATION

This is a Plan Quantity Payment item.

301.2.1 Source of Information

Recommendations from the Regional Geotechnical Section, District Offices and Bituminous Section are the main source of information for this tender item.

301.2.2 Methods of Calculation

The unit of measurement of this tender item is square metre. The areas of surfaces to be restored are calculated for each location on the calculation sheets.

The surface widths of previously completed roadways to be restored are measured horizontally and computed as follows:

a) On Earth Sub-Grade or Granular Sub-Base surfaces the measurement is to be taken as the full surface width extending from slope to slope.

b) On Granular Base Surfaces, prior to placing asphalt pavement, the pavement including paved shoulders, when applicable plus 0.50 m on each side.

On Trans-Canada Highway projects, the width of restoring the surface of existing granular base prior to paving will be taken as the pavement width plus 1.5 m on each side.

301.3 DOCUMENTATION

Restoring Roadway Surfaces is not normally indicated in the contract plans and profiles.

The calculated quantities are transferred from the calculation sheets to the Quantities-Miscellaneous sheet of the contract drawings. Entries should be made for each area (station to station) where this work is to be carried out.

The entries are totalled. This total is the tender total and is transferred to the Tender document.

Documentation Accuracy

Stations and Quantities are recorded in whole numbers.

96 05 B301-2

DETAIL ESTIMATING SURFACE TREATMENT

304 - SURFACE TREATMENTS - OPSS 304

304.1 GENERAL

For economic reasons, roadways having low traffic volumes will often be selected for double surface treatment or prime and surface treatment in place of Hot Mix paving. Primed and surface treated roads are not as strong structurally as hot mix pavements.

The decision to use surface treatment is not based entirely on traffic AADT, but on many factors such as axle loading, surface type continuity, etc.

This work is carried out either as a separate contract or under the grading contract by means of tender items or funds provided under Services (Sundry Construction). See Chapter "D" of this manual.

The preferred length of projects for surface treatment is 10 km or greater.

A follow-up surface treatment application of treated roads may take place several years after the surface treatment has been applied.

304.1.1 Types of Surface Treatments

The following applications are available depending on traffic volumes, status of road and type of road surface.

a) Single Surface Treatment.

This type of surface treatment is to be applied to either a primed road, a roadway with a previous applied surface treatment or a paved roadway.

The work consists of a single application of binder followed by a single application of Class 1, 2, 4, or 6 aggregate. See table on page B304-6 for application rates.

b) Double Surface Treatment

Double surface treatment is to be applied to either a granular base or a primed road.

The work consists of:

(a) Two alternate applications of binder and Class 2 aggregate (placed over granular base). See application rates on page B304-6.

or

05 02 B304-1


(b) An application of binder and Class 1, 2, 4, or 6 aggregate followed by an application of binder and Class 1, 2, 4, or 6 aggregate (placed over primed road.) See application rates on page B304-6.

Class 3 and 5 Aggregates are generally only used by Municipalities.

304.1.2 Restoring Roadway Surfaces

A tender item for restoring a roadway surface may be required depending on the time elapsed between grading and the priming operation.

Refer to Section B-301 of this manual for detail estimating and documentation on Restoring Roadway Surface.

304.1.3 Stockpiling of Aggregates

For economic reasons in areas where commercial aggregates are not readily available, the aggregate material required for Surface Treatment may be stockpiled under a grading contract.

The stockpiling of this material is to be paid for under the appropriate tender item. Special Provisions listed in Chapter "E" of this Manual (Materials to be Stockpiled) should be completed indicating the quantity, type of material and location of the stockpile. An allowance of 10% should be added when calculating the required amount of stockpiled aggregates.

304.1.4 Tender Items

The tender items associated with the application of surface treatments are:

a) Single Surface Treatment, specify only one type of Aggregate.

- Binder - Class 1 Aggregate- Class 2 Aggregate- Class 4 Aggregate - Class 6 Aggregate - Traffic Convoy

b) Double Surface Treatment,

- Binder - Class 1 Aggregate - Class 2 Aggregate

05 02 B304-2


- Class 4 Aggregate - Class 6 Aggregate - Traffic Convoy

When required, these item descriptions may be expanded to include - "Stockpiled", or - "from Stockpile".

A non-standard Special Provision must be written against these items to designate "Stockpiled" or "From Stockpile".


Information regarding surface treatments is contained in OPSS 304.


The designer should refer to chapter `E' of this manual to review the applicable Special Provisions.

A non-standard special provision is required to identify:

- the locations of the work when several highways are to be surface treated; - the length and width of the roadway; - the amount of Binder; - the amount and type of Aggregate to be used at individual locations; - location of stockpile and length of haul.

The Contractor is required to supply the binder.

When the Contractor must use Ministry supplied aggregate "from Stockpile", complete the general standard special provision "Schedule of Materials to be Supplied by the Owner" and identify the Class of aggregate supplied by the Ministry and required on the contract.

304.1.7 Standard Drawings

The designer must base his work on Ontario Provincial Standard Drawings. Cross section elements are illustrated in the 200 series.

304.2 COMPUTATION


Recommendations from the Regional Geotechnical Section, Regional/Area Offices and Regional Quality Assurance Section are the main source of information for these

05 02 B304-3


tender items. Traffic Convoy information may be obtained from the Regional Traffic Office.

304.2.2 Method of Calculation

a) Class 1, Class 2, Class 4, Class 6 Aggregate

The unit for these tender items is tonne (t). When a weigh scale is not available (such as on multi highway surface treatment contracts), the unit for these tender items is cubic metre (m3). Quantities are estimated on the recommended theoretical pavement width (plus 0.3 m on the inside of curves) times the length of the roadway. The application rates are shown on page B 304-6.

The density is 2.0 t/m3 for Class 2 and Class 4 aggregate.

The density is 2.6 t/m3-3.0 t/m3 for Class 6 aggregate.

Allowance (10%) should be made for loss due to stockpiling.

b) Traffic Convoy

The tender unit is by the hour. The number of hours required is to be determined in consultation with the Regional Traffic Office.

304.3 DOCUMENTATION

Contract drawings and quantity sheets are not required with the above tender items.

Tender quantities for individual tender items are transferred from the calculation sheet to the Tender Document.


Calculated quantities in kilogram, tonnes and cubic metre are recorded to the nearest whole number, and by the hour for the Traffic Convoy item.

Stations are recorded in whole number metres.

304.4 APPLICATION RATES

The specified rate application for the binder, the class of aggregate, and the specified application rate for the aggregate are determined by the Regional Geotechnical Section, Quality Assurance and/or Area Offices.

05 02 B304-4


PRIME AND SURFACE TREATMENT APPLICATION RATES

Treatment AggregateType

Primer or Binder (5) Aggregate

Grade Range,kg/m2

Typical,kg/m2

Class Range,kg/m2

Typical,kg/m2

Prime Class 4 Primer 1.90+/- 1.9 4 10-12 12

SingleSurfaceTreatment

Class 1 Class 2 (1) (6) Class 4 (2) Class 5 Class 6

CRS-2 or RS-2 HF-150SCRS-2,HF-150SCRS-2 or RS-2 HFMS-2(ON) or HFMS-2P(ON)

1.65-1.901.35-1.551.20-1.401.15-1.451.50–1.80

1.81.451.31.31.7

12456

14-1716.5-19

8-1111-1316-20

1619111317

DoubleSurfaceTreatment

Class 2 (6)

Class 3 & 1

Class 3 & 4

Class 3 & 5

Class 2 & 6

HF-150S (3) HF-150S (4)

CRS-2,RS-2 (3) CRS-2,RS-2 (4)

CRS-2,RS-2(3)CRS-2,RS-2(4)

CRS-2,RS-2 (3) CRS-2,RS-2 (4)

HFMS-2P(ON)(3)HFMS-2P(ON)(4)

1.60-1.801.45-1.65

1.60-2.101.40-2.10

1.60-1.751.05-1.20

1.80-2.001.30-1.50

1.60–1.801.50-1.70

1.651.5

1.91.8

1.651.1

1.901.35

1.651.60

22

31

34

35

26

16-1816.5-19

15-1812-15

15-186.5-8

15-1711-13.5

13.5-1815-19

1819

1714

178

1713

1616

Notes:(1) Class 2 surface treatment may cause dust problems in urban areas. (2) Do not apply to flushed surface treatments, flushed pavements or where low friction values are

a concern. (3) Initial application. (4) Second application. (5) Decrease binder rates towards the lower limit of the range when there is heavy commercial

traffic. (6) The use of Granular "A" aggregate in a Single or Double Surface Treatment is not

recommended.

05 02 B304-5

Rev. Date: 04/99 Granular Sealing B305-1

305 - GRANULAR SEALING - OPSS 305

305.1 GENERAL

Granular sealing is a method to control erosion on granular roundings.

The granular sealing is applied:

- On granular shoulder, from 100 mm inside the edge of pavement to the outside edge of rounding, or as specified.

- On paved shoulders with guide rail, from 100 mm inside the edge of the narrowed paved shoulder to the outside edge of rounding, or as specified.

- On paved shoulders without guide rail, from 100 mm inside the edge of paved shoulder to the outside edge of rounding, or as specified.

Because of environmental concerns, granular sealing must not be applied in locations where the roadway runs adjacent to or crosses waterways or marshes.

The Regional Geotechnical Section will provide input as to the areas to receive Granular Sealing.

305.1.1 Materials

Emulsified Asphalt Primer or MTO Primer or RC 30 is used at the contractor's option, unless otherwise specified.

305.1.2 Tender Item

Granular Sealing.


The requirements for granular sealing are contained in OPSS 305.


The designer should refer to Chapter "E" of this manual to review the applicable Special Provisions.



Treatment of granular sealing for erosion control is shown on the Ontario Provincial Standard Drawings in the 200 series. Typical cross-sections may also be included in the contract drawings detailing this work.

305.2 COMPUTATION

This tender item can be either:

- a Plan Quantity Payment (PQP) item with a unit of measure by the square metre;

- an actual measured item with a unit of measure by the kilogram.

When the unit of measure is by the square metre, the area to be treated is calculated by multiplying the length times the width as per applicable standards or typical sections measured horizontally. The width used in the calculation shall be kept constant if possible and, shall reflect the requirement that sealer applied beside an existing roadway wearing surface be overlapped 100 mm onto the wearing surface. The rate of application for machine spraying or hand spraying (under guide rails, sharp radii or other areas not feasible to be done by machine) is to be taken from the specification or Special Provision controlling this tender item.

When the unit of measure is by the kilogram then areas for machine spraying or hand spraying shall be determined as specified above. These areas will be multiplied by the application rates per square metre as specified in the documents.

The locations and limits of Granular Sealing may be noted, depending on the complexity of the contract, on either a typical section where fully paved shoulders are illustrated, or on a table where the locations of paved shoulders are identified.

305.3 DOCUMENTATION

When the unit of measure for this item is by the square metre, then the individual area entries are shown in square metres on the "Quantities - Miscellaneous" sheet.

When the unit of measure for this item is by the kilogram, then the individual entries are shown in kilograms on the "Quantities - Miscellaneous" sheet. Regardless of the unit of measure selected, the hand spraying and machine spraying areas are to be shown in separate columns and sub-totalled.


The combined sub-total for both columns multiplied by the appropriate conversion factor (when the unit of measure is kilogram) is the tender total and is transferred to the Form of Tender.


Quantities and Stations on the Quantity Sheet are recorded to the nearest whole number.

DETAIL ESTIMATING PATCHING MATERIAL

B307 - STOCKPILING OF PATCHING MATERIALS AND PATCHING OF ASPHALT PAVEMENT - OPSS 307

307.1 GENERAL

These tender items cover the requirements for the supply, stockpiling and placement of Hot Mix Cold Laid mixture for patching operations.

SC-800 Patching, Emulsified Asphalt Patching and Proprietary Cold Patching materials are used primarily for maintenance programs and operations.

307.2 REFERENCES - None

307.3 TENDER ITEMS

SC-800 Patching Material Emulsified Asphalt Patching Material Proprietary Cold Patching Material


Information dealing with these tender items is contained in OPSS 307.


The Designer shall refer to Chapter "E" of this Manual to review the applicable Special Provisions.

307.6 STANDARD DRAWINGS - None

307.7 DESIGN – Not Applicable

307.8 COMPUTATION

The unit of measurement for these tender items is by the tonne.

307.9 DOCUMENTATION

Quantities are documented on Miscellaneous Quantity Sheet and totalled. This total is the tender total which is transferred to the Tender documentation. Stations and quantities are recorded in whole numbers.

June 2012 Pg. 1 of 1 B307

DETAIL ESTIMATING TACK COAT

B308 - TACK COAT - OPSS.PROV 308

308.1 GENERAL

The application of tack coat is used to provide adequate bond between a pavement surface or rigid object and an overlay of bituminous pavement.


308.3 TENDER ITEM

Tack Coat


Application details for the above tender item are contained in OPSS.PROV 308. The Regional Geotechnical Section should be contacted for additional requirements such as inclusion of the optional special provision fill-in.


The designer should refer to Chapter ‘E’ of this manual to review the applicable special provisions.

308.6 STANDARD DRAWINGS – None

308.7 DESIGN

Generally the following surface areas require the application of tack coat before surfacing with bituminous pavement.

a) Curbs, curb and gutter, gutter outlets, setbacks and sidewalks.

b) Concrete base surfaces.

c) Concrete pavement surfaces.

d) Structure approach slabs.

April 2012 Page 1 of 2 B308

DETAIL ESTIMATING TACK COAT

e) Bituminous surfaces (as recommended by the Regional Geotechnical Section).

Vertical surfaces in contact with new bituminous pavement will be “joint painted” per OPSS.PROV 308. These areas are excluded from the tack coat item.

Tack coating of concrete underneath the waterproofing membrane in association with bridge deck waterproofing is included in the bridge deck waterproofing tender item. Tack coating of the protection board shall be included in the tack coat item.

308.7.1 Materials

The diluted SS-1 emulsified asphalt is supplied by the Contractor.

308.8 COMPUTATION



The main source of information for this tender item is the Regional Geotechnical Section.


Horizontal dimensions of the surfaces to be tack coated are calculated in square metres.

308.9 DOCUMENTATION

The areas to be tack coated are indicated on the “Quantities – Miscellaneous” sheet by station to station and location.


Quantities and stations on the Quantity Sheet are recorded to the nearest whole number.


DETAIL ESTIMATING ASPHALT SIDEWALKS

91 10 B311-1

311 - ASPHALT SIDEWALK OPSS 311

311.1 GENERAL

The construction of ashalt sidewalks, is controlled by the following policy:

1. New Sidewalks

The Ministry may pay 100% of the cost of a new sidewalk across a King's Highway, Freeway or Expressway at an interchange, intersection or flyover, providing all of the following conditions are met:

(a) Sidewalk must be requested by the Municipality.

(b) Sidewalk must be recommended by the Regional Planning and Design Office as being required from a delineation and/or pedestrian safety point of view.

(c) Municipality must give a commitment to construct a municipal sidewalk to join at each end of that sidewalk to be constructed by the Ministry.

(d) Sidewalk must be located within the right-of-way and cross the Provincial Highway at an interchange or intersection.

(e) The Municipality must undertake to maintain and accept liability for any sidewalk constructed under the above conditions.

2. Replacement of Sidewalks Destroyed or Damaged by MTO Construction

The Ministry will pay 100% of the cost of replacing a sidewalk damaged or destroyed by Ministry construction projects.

3. Sidewalk Ramps

The construction of sidewalk ramps should be considered and the locations discussed with the Municipality.

311.1.1 Asphalt Sidewalk

The following work is associated with the construction of asphalt sidewalk, but is not included in the above tender item for placing the sidewalk.

a) Excavation required to construct the sidewalk and granular foundation. The excavation required above the bottom of sidewalk grade is to be included in the tender item "Earth Excavation (Grading)" and/or "Rock Excavation (Grading)".


91 10 B311-2

b) Granular quantities required for foundation work are to be included in the appropriate granular item. Normally, Granular A is used for foundation material.

The basic width of a new sidewalk is 1.5 metres. However, the local municipality should be contacted for confirmation.

311.1.2 Sidewalk Resurfacing

The work included with this tender item is the resurfacing of existing asphalt or concrete sidewalks. The hot mix used for resurfacing the sidewalk is usually of the same type as applied as surface course of the highway.


- Asphalt Sidewalk - *Asphalt Driveway - *Asphalt Boulevard - Sidewalk Resurfacing

* These two items are not to be used by MTO.


The requirements for asphalt sidewalk and sidewalk resurfacing are contained in OPSS 311.


The designer should refer to Chapter `E' of this manual to review the applicable special provisions.


There are no standard drawings available for Asphalt Sidewalk and Sidewalk Resurfacing. A typical section is required to be included in the contract to illustrate the asphalt depth and width as well as detailed granular foundation dimensions.

311.2 COMPUTATION

These are Plan Quantity Payment items.


The main sources of information for the above tender items are the ETR, Cross-sections, the local Municipality and the Regional Geotechnical Section.



91 10 B311-3

The unit of measurement for, Asphalt Sidewalk and Sidewalk Resurfacing is square metre and is calculated using the horizontal design dimensions.

The asphalt quantity in tonnes is calculated as described in Section 313 of this manual under the heading computation. The tonnage is then added to the appropriate Hot Mix tender item.

The type and depth of asphalt is determined by the Regional Geotechnical Section.

The usual depth of asphalt for sidewalks is 75 mm. This depth may be increased at the request of the Municipality providing the Municipality agrees to absorb the additional costs.

Grading required for sidewalks is calculated in cubic metres. The depth of excavation is to include the concrete or asphalt thickness. The grading quantity is to be added to the tender item Earth Excavation (Grading).

The granular foundation depth is normally 100 mm for asphalt sidewalk. The granular quantity in tonnes is added to the appropriate granular tender item.

311.3 DOCUMENTATION

The granular foundation quantity is added to the roadway granular item and identified as a separate entry on the quantity sheet.

The grading quantities for asphalt sidewalk are added to the tender item Earth Excavation (Grading) and shown as a separate entry on the Quantities - Grading sheet.

The hot mix quantities for asphalt sidewalk, and sidewalk resurfacing are shown as a separate entry with the appropriate Hot Mix tender item on the hot mix quantity sheet.

Sidewalk, driveway and boulevard quantities and the depth of asphalt are itemized on a Miscellaneous Quantity Sheet by Station to Station, Location and Offset. The quantities for each tender item are totalled. This total is the tender total and is transferred to the tender document.


Stations are recorded in whole numbers. Quantity entries are recorded in whole number square metres.

DETAIL ESTIMATING ASPHALT CURB AND GUTTER SYSTEMS

91 10 B312-1-1

312-1 - ASPHALT CURB AND GUTTER SYSTEMS OPSS 312

312-1.1 GENERAL

Asphalt curb and gutter serves the same purpose as concrete curb and gutter. The construction of asphalt curb is generally intended to fulfill a temporary need.

312-1.1.1 Asphalt Curb and Gutter

Asphalt curb and gutter used in conjunction with gutter outlets and spillways are used primarily to control erosion on shoulders and slopes. As with concrete curb and gutter, consideration should be given to paving the shoulders in lieu of using curb and/or gutter. It reduces maintenance costs and improves traffic safety operations.

Types of Asphalt Curb and Gutter

Types and general use of asphalt curb, asphalt gutter and asphalt curb and gutter are illustrated in the Ontario Provincial Standard Drawings Manual in the 601 series.

(a) Gutter OPSD 601.01 Type "A"

- Applied primarily in areas where no curb is required such as a parking lot or patrol yard with minimum runoff.

- offers no interference with snow plowing. - permits cross-traffic.

(b) Curb and Gutter OPSD 601.01 Type "B"

- Used on highways with low traffic volume as an alternative to concrete gutter.

- Most often placed in areas where cross-traffic is prevalent but where a greater water carrying capacity is required.

- offers little interference with snow plowing.

(c) Curb OPSD 601.01

- Machine laid and used on major detours where guidance to traffic is required.


91 10 B312-1-2

312-1.1.2 Asphalt Gutter Outlets

Gutter outlets are designed to discharge the waterflow from curb and/or gutter.

The warrants for the use of asphalt gutter outlets and types available are identical to concrete gutter outlets as described in Section B353 in this Manual.

312-1.1.3 Asphalt Spillways

Spillways are constructed to prevent washout of the granular shoulder and slope. They are placed from the end of the gutter outlet to the edge of subgrade or depending on conditions to the bottom of earth fill slope.

The requirement for placing a spillway at the gutter outlet will depend on the type of side-slope at the gutter outlet. Rip rap treatment in the form of a spillway may also be considered.


- Asphalt Curb and Gutter - Asphalt Gutter Outlets - Asphalt Spillways


The requirements for asphalt curb and gutter, asphalt gutter outlets and asphalt spillways, are contained in OPSS 312.


The Designer should refer to Chapter `E' of this manual to review the applicable special provisions.

312-1.1.7 Standards

Applicable standards are contained in the Ontario Provincial Standard Drawings Manual in the 601 series.

312-1.2 COMPUTATION



91 10 B312-1-3


The main sources of information for the computation of these tender items are the Field Note Books, B-Plans, ETR Books, Pavement Elevations, Design Cross-Sections, the MTO Drainage Manual (Chapters C and E) and Ontario Provincial Standard Drawings Manual.


1. Asphalt Curb and Gutter

The unit of measurement for asphalt curb and/or gutter is the metre. The length is measured along the flow line of the gutter, with no deductions made for gutter outlets. The types and lengths of curb and gutter to be placed will include bullnose and transition sections, and straight and circular curb and/or gutter. The various lengths are scaled from the plan.

2. Asphalt Gutter Outlets

The unit of measurement for asphalt gutter outlets is each. The location of gutter outlets is scaled from the plan or determined from the profiles. The lengths of gutter outlets will not be deducted from the lengths of curb and gutter.

3. Asphalt Spillways

The unit of measurement for asphalt spillways is the metre. The length is taken from the cross-section and is measured along the contour flow line of the spillway from the end of the gutter outlet to the end of the spillway.

312-1.2.3 Asphalt Requirement

Asphalt required for the above tender items is the same hot mix type as used for the surface course of the roadway. The quantity is calculated in cubic metre by the end area method from the appropriate standard and converted to tonnes based on the following rates:

Hot Mix HL1 - 2.56 tonnes per cubic metre All Other Hot Mix - 2.45 tonnes per cubic metre

The calculated tonnes of hot mix are added to the appropriate Hot Mix roadway quantities.



91 10 B312-1-4

The documentation procedure for Asphalt Curb and Gutter, either straight or circular, Asphalt Gutter Outlets and Asphalt Spillways is identical to that for the Concrete Curb System and is itemized in Section B353 of this manual.

Hot Mix quantities for the above tender items are entered as separate quantities on the appropriate quantity sheet under the column for Hot Mix and totals transferred to the tender document.


Stations are recorded in whole numbers. Quantity entries are recorded in whole number metres of linear measurement.

Hot mix quantities are recorded in whole numbers in tonnes.

DETAIL ESTIMATING ASPHALT SURFACING OF GUTTER

92 11 B312-2-1

312-2 ASPHALT SURFACING OF GUTTER OPSS 312

312-2.1 GENERAL

Surfacing of existing curb and/or gutter is carried out primarily on road resurfacing contracts or when the profile is raised and the existing curb and gutter is in good condition. The Regional Geotechnical Section will determine if the existing curb and gutter system is in good enough condition to warrant surfacing.

The Project Manager should compare the economics of surfacing curb and gutter to removing and replacing the curb system with new curb and gutters.

When asphalt surfacing of gutter is carried out the existing catchbasins or manholes encountered within the curb system will be subject to either of the following treatments.

(a) Catchbasins or manholes will require adjustments and are paid under the tender item "Adjusting and Rebuilding Manholes, Catchbasins and Ditch Inlets", (see Section B407-1 of this manual for estimating and documentation).

(b) the asphalt material used for surfacing curb and gutter may be feathered out at the manhole or catchbasin location.

The application to use either of the above treatment will depend on the type of curb and gutter and on the depth of asphalt to be placed. Traffic safety, due to the depressions in the gutter makes treatment (b) undesirable. Consideration should therefore be given to treatment (a).


- Asphalt Surfacing of Gutter


The requirements for asphalt surfacing of gutter are contained in OPSS 312.


The designer should refer to Chapter `E' of this manual to review the applicable special provisions.

312-2.1.4 Standards

Applicable standards are contained in the Ontario Provincial Standard Drawings Manual in the 600 series.

DETAIL ESTIMATING ASPHALT SURFACING OF GUTTER

92 11 B312-2-2

312-2.2 COMPUTATION



The main sources of information for the computation of these tender items are the Field Note Books, B-Plans, ETR Books and the Regional Geotechnical Section.


The unit of measurement for asphalt surfacing of gutter is the metre. The lengths of existing curb and gutter to be surfaced are to be scaled along the flowline fromthe plan to the nearest metre. No deductions or allowances are to be made for existing gutter outlets or manhole and catchbasin grates. The minimum depth asphalt surfacing is indicated on the drawing "Surfacing of Existing Curb and Gutter" in the Standard Drawings Manual.

The asphalt required to surface existing gutter will be calculated in tonnes. The quantity is added to the appropriate Hot Mix tender item. Asphalt material used for surfacing curb and gutter will be the same type as used for resurfacing the roadway.


Typical sections or cross sections are required to be included into the construction plans to illustrate the depth of surfacing.

Curb and gutter to be surfaced are documented on the Miscellaneous Quantity Sheet and itemized by station to station, location and left and right designation.

The quantities are totalled. This total is the tender total that is transferred to the Tender Document.

Accuracy

Stations and quantities are recorded to the nearest whole number.

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.

December 2014 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.


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.


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


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) Not 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 1101 and 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 Additives

For East, Central and West Regions; the Regional Quality Assurance Section shall be contacted and the mandatory anti-stripping additive 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: 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



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



• 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, - 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


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.


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.



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.


The type of each hot mix used and the recommended depths (thickness) of the appropriate paving course shall be indicated on all profiles and 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.



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.


DETAIL ESTIMATING HOT MIX ASPHALT MISCELLANEOUS

B313-10 – HOT MIX ASPHALT MISCELLANEOUS – OPSS.PROV 313 313-10.1 GENERAL

The tender item Hot Mix Asphalt Miscellaneous will apply only when areas, which require placing hot mix paving, cannot be performed by a machine and requires manual placement.

Local conditions, the type and the amount of Hot Mix Asphalt Miscellaneous paving required should be taken into consideration to justify the use of this item.

313-10.2 REFERENCES – None 313-10.3 TENDER ITEM

Hot Mix Asphalt Miscellaneous 313-10.4 SPECIFICATIONS

Details of the work to be performed such as placing and compacting of Hot Mix Asphalt Miscellaneous are contained in OPSS.PROV 313.


The designer should refer to chapter 'E' of this manual to review the applicable special provision.

313-10.6 STANDARD DRAWINGS The designer should refer to the Ontario Provincial Standard Drawings pertaining to this tender item.

313-10.7 DESIGN

The work of "Hot Mix Asphalt Miscellaneous" may include the paving of the following areas. a) Ditches and side slopes



b) Raised medians and commercial entrance islands c) Channelization islands up to a maximum of 1.50 m width from face to face of

curb and gutter d) Raised medians on expressways and high volume arterials are treated the same

way as channelization islands. e) Behind the bullnose on converging and diverging lanes on secondary highways,

high volume arterials and expressways as indicated in the Engineering Standard Drawings.

f) Paved boulevards behind curb and/or curb and gutter up to a maximum of 1.50 m

in width. g) The paving of areas unsuited to mechanical paving due to utility poles, hydrants,

signs, narrow widths etc. If the total area of miscellaneous paving on a contract is 100 m² or less, a separate tender item for Hot Mix Asphalt Miscellaneous is not warranted. These small areas to be paved should be included in other appropriate hot mix items, by the use of a non-standard special provision. The Geotechnical Section should be contacted to specify an appropriate mix type.

313-10.8 COMPUTATION This is a Plan Quantity Payment item. The areas to be calculated are usually scaled from the plans. The basic unit of measurement for the above tender item is square metre.


The areas of Hot Mix Asphalt Miscellaneous are to be indicated on the contract plans using the symbol as specified in the OPSD Manual. The type of Hot Mix used for miscellaneous paving and the depth of application shall be indicated on the contract plans on a typical section.

Each area is to be identified on the "Quantities - Hot Mix and Granular" sheet as a separate line entry. The calculated areas are recorded in one column under the tender



item and totalled. This total is the tender total and is transferred to the tender document. The tonnage of the asphalt material for this work is included under the appropriate Hot Mix item.


Calculated areas are recorded in whole square metres. Calculated Hot Mix quantities in tonnes are recorded in whole numbers. Stations are recorded in whole number metres.


314 - GRANULARS - OPSS 314

INDEX

314.1 GENERAL





314.2 COMPUTATION


314.2.2 Components of Granular Items

A. Roadbed B. Backfill C. Stockpiles


1. Manual Computation 2. Electronic Computation

314.3 DOCUMENTATION


314.3.2 Contract Documents

314.1 GENERAL

Granular materials meeting the requirements of OPSS 1010 are obtained from pits and quarries, both commercial and private.

The main materials are categorized, as follows:

GRANULAR A GRANULAR B TYPE I GRANULAR B TYPE II

Rev. Date: 05/99 Granulars B314-1

GRANULAR M SELECT SUBGRADE MATERIAL (COMPACTED)

and are used in roadway construction, as indicated in the table on the following page.

The recommended depth and selection of type of granular materials to be used is the responsibility of the Regional Geotechnical Section and may be found in the Geotechnical Report and the Soils Profile.


The tender items associated with granular materials are:

GRANULAR A GRANULAR B TYPE I GRANULAR B TYPE II GRANULAR M SELECT SUBGRADE MATERIAL (COMPACTED)

When required, 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".

Refer to the CPS item master file for exact item description.


MATERIAL USUAL APPLICATIONGranular A

(Replaces Granular A, Type I and II)

- Granular base, (highways side roads; entrances; detours)

- Shouldering (highways; sideroads; entrances; detours)

- Bedding for sidewalk (concrete or asphalt)

- Frost heave treatment

- Gabions Granular B Type I

(Replaces Granulars B, C & D)

- Granular sub-base (highways; sideroads; entrances; detours)

- Bedding and backfill to: Sewers, MH's and CB's Culverts Subdrains Structures Frost Heaves

Granular B Type II

(Alternative to Granular B Type I: must be specifically recommended by Regional

Geotechnical Section)

- Granular sub-base (highways; sideroads; entrances; detours)

- Bedding and backfill to: Sewers, MH's and CB's Culverts Subdrains Structures Frost Heaves Gabions

Granular M

(Replaces 16 mm Crushed, Type A and Type B)

- Shoulder Maintenance

- Gravel Road Maintenance

- Surface Course (Gravel Roads)

- Roadway Restoration (fine grading prior to paving) Select Subgrade Material

(Compacted) - Embankment construction where fill required & local materials

are unsuitable or insufficient.


Details of the work of placing granular materials on roadbeds are contained in OPSS 314. Use of granular materials other than on roadbeds are covered by their respective Specifications.


The designer should investigate to determine whether any of the Special Provisions listed should be included in the contract documents.

A standard special provision is in place that allows up to 30% Reclaimed Asphalt Pavement by mass to be blended with Granular A, Granular B, Type I and Granular M.


If the granular quantity will be supplied by the Ministry from an existing stockpile then the Standard Special Provision (Schedule of Materials to be Supplied by the Ministry) has to be included with the contract.


Standard roadway cross section configurations illustrating the placing of granular materials are to be found in Ontario Provincial Standard Drawings Manual - Series 200.

314.2 COMPUTATION

These items are measured items.

Quantities can be established by careful study of all reports (especially the recommendations of the Regional Geotechnical Section) and by accurate computation of the various components of granular material.

Granular on shoulders of resurfacing contracts are commonly overrun. It is important that a careful assessment is made of existing shoulder 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, then the shoulder conditions should be reviewed again just prior to award of the contract and the estimated quantities adjusted if required.

The quantity of Select Subgrade Material (Compacted) required in m3 or tonnes is found by subtracting material available from fill required.


The main sources of information for the computation of granular quantities are the Geotechnical Report and the Soils Profile.

The crossfall of granular courses and shouldering is governed by Ontario Provincial Standard Drawings.

The depths of granular courses are determined by the Regional Geotechnical Section.

The roadway configuration is governed by the Design Criteria.

314.2.2 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, reduces frost action and provides a smooth riding surface for paving.

b) Granular Sub-base

Granular Sub-base is normally a non-processed material obtained from local gravel or sand pits and is placed on 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

Granular for structures, sidewalks and frost heaves is computed in accordance with the requirements set out in their respective sections of this Chapter.

C. Stockpiles

Granular materials may be stockpiled at MTO patrol yards and construction sites for future use. The amount of granular material to be stockpiled, or available for use from stockpile, is based on information obtained from the Regional Maintenance Office and the Regional Geotechnical Section.


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.

To compute quantities, the first step is to compute the volume of compacted material required. The designer computes cross section end areas at appropriate intervals taking into account the changes in depth, crossfall, etc. The end area, computed to an accuracy of 0.01 m5, is multiplied by the distance between cross sections to obtain the volume of compacted material in cubic metres.


If the unit of measurement is the tonne, the volume of compacted material is multiplied by the appropriate conversion factor to obtain tonnes. The Regional Geotechnical Section should always be requested to confirm the conversion factors for each contract. Standard conversion factors are as follows:

Granular A or 2.4 t/m;Granular M Multiply volume (m;) of compacted

granular by 2.4 to obtain tonnes(t).

Granular B, Type I or 2.0 t/m;Granular B, Type II Multiply volume (m;) of compacted

granular by 2.0 to obtain tonnes(t).

Select Subgrade Material (Compacted)

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 314. These methods measure the volume of uncompacted material. To establish the volume of uncompacted material required the designer increases volume of compacted material by a factor of 15%.

For various reasons, such as traffic maintenance, loss of granular, etc., certain percentages and allowances are added to several major items to ensure that estimated quantities are compatible with "as-constructed" quantities. These percentages and allowances are found in Appendix A to Chapter B.

Computation can be either Manual or Electronic.

1. Manual Computation

(a) Cross Sections

The granular end area is calculated using cross sections and is multiplied by the distance between cross sections to obtain the volume of compacted granular material in cubic metres, which is then: (a) multiplied by the appropriate conversion factor to obtain tonnes

or: (b) increased by a volume adjustment factor (15%) to obtain cubic metres of uncompacted material.

(b) Forms

Granular quantities are computed on Summary Quantity Sheets and


then transferred to the Complementary Summary Sheet for Tender Estimate and to the Quantities - Hot Mix and Granulars sheet.

2. Electronic Computation

Programs for volume calculations are accessible through remote terminals. The designer must be familiar with program applications and the operation of a remote terminal to take advantage of the programs and program abstracts. A complete list of programs is contained in the Computer System and Program Inventory. Specific program user documentation can be obtained for each of the listed programs.

314.3 DOCUMENTATION


Profiles

"Profile Grade" is preferred for identifying grade control. The total depth of granular material is to be identified on the profile sheet as follows.

500 mm

Subgrade


When it is necessary to show "top of pavement" for grade control, the total depth of granular is to be shown on the profile sheets using either of the following methods.

including pavement depth excluding pavement depth

The depths should appear at every location where the total depth changes. When the depths are consistent throughout the contract, it should appear at least once on each profile sheet.

The depths of granular base and subbase are to be shown on the typical detailed cross-sections. When standard drawings are used to indicate granular base requirements, then the depths are to be shown in a tabular format in the contract drawings.

The granular base and sub-base quantities are recorded in the quantity blocks of the construction profile drawings, at 350 m intervals. The estimated quantities for the following locations are shown separately on their respective profiles and at 350 m intervals, where applicable:

Service Roads Side Roads DetoursRamps Quantity Sheets

Roadbed granular quantities are broken down into the following components:

Main Highway Service Roads Side Roads Ramps


DetoursCommercial Entrances Private Entrances Frost Heaves

These quantities are included as separate entries on the appropriate Quantity sheets.

The quantities shown on the profile drawings are totalled for each of the components and the total entered on the quantity sheet.

Other granular components to be entered on the granular quantity sheet are as follows:

Backfill to Structures (including frost tapers) Backfill to Concrete and Timber Culverts Granular over Extruded Expanded Polystyrene Foundation for Sidewalk Frost Heaves

When granular backfills are included with roadbed granular quantities, the quantity for each structure, culvert, frost heave etc., is first entered on the appropriate quantity sheet, and the total transferred to the main granular quantity sheet.

Backfill to Structures

Each structure requires a separate entry on the granular quantity sheet, showing the quantity of granular backfill, including frost tapers (see Chapter 'F').

Backfill to Gabions, Concrete and Timber Culverts

Each culvert location requires a separate entry on the granular quantity sheet, showing the quantity of granular backfill, including frost tapers.

Granular over Extruded Expanded Polystyrene

Where the placement of extruded expanded polystyrene requires backfilling with granular material (in addition to roadbed granular), each frost heave location requires a separate entry on the granular quantity sheet, showing the quantity of granular backfill.

Foundation for Sidewalk

The total amount of granular material required for sidewalk foundation is shown as a single-line entry on the main granular quantity sheet.


Trench Reinstatement

Where the existing driving lanes are to be cut for the installation of pipes etc., then the affected roadway must be reinstated with appropriate granular depths and types as detailed in the project and payable under the roadway granular items. This work is further detailed in applicable subchapters of Chapter "B".


The tender totals for each of the granular items listed in this Section are transferred to the Tender documentation.

If the unit of measurement is 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) then this information is entered on the appropriate form in CPS, (Material Supplied by MTO). (See Chapter 'C' of this manual). The designer will choose a general granular item description (ie: granular "B", Type I).

If all of the granular material will be supplied by the Ministry, from an existing stockpile(s), then this information is entered on the appropriate form in CPS, (Material Supplied by MTO) and the designer should use a "... from Stockpile" item. (ie: Granular "B", Type I, from stockpile.)

Select Subgrade Material (Compacted) is entered on the same sheet in its own column(s) separate from the others. When computed in tonnes, Select Subgrade Material (Compacted) is entered on the Quantities - 1 sheet.


DETAIL ESTIMATING EXTRUDED EXPANDED POLYSTYRENE TREATMENT

May 2008 Pg. 1 of 3 B316

B316 - EXTRUDED EXPANDED POLYSTYRENE TREATMENT - OPSS 316

316.1 GENERAL

Frost heaving is caused by freezing temperatures acting on frost susceptible soil and free water below subgrade. The combination of these factors results in the formation of frost lenses which by expanding upward may cause substantial and costly damage in the pavement structure. Frost heave damage is particularly severe on roads in the northern part of the Province.

The placing of extruded expanded polystyrene sheets over frost susceptible soil prevents the penetration of frost beyond a predetermined depth. When it is decided to treat a frost heave without excavating, polystyrene is placed right on the surface of the existing pavement and covered with granular.

While polystyrene may not completely correct the frost heave problem, it should provide an improved ride as well as reduce the incidence of differential icing.

To reduce the effects of frost heaving in the area of the shoulder, the insulation is placed beyond the pavement width on to the shoulder.

316.2 REFERENCES – None

316.3 TENDER ITEM

Extruded Expanded Polystyrene Treatment


The requirements for Extruded Expanded Polystyrene Treatment are contained in OPSS 316.


The Designer shall refer to Chapter "E" of this Manual to review the applicable Special Provisions.


Standard drawings giving details of Polystyrene Treatment are contained in the OPSD 500 series.

316.7 DESIGN

The designer shall specify the following in the Contract Documents:

- Grade and compressive strength of the insulation


May 2008 Pg. 2 of 3 B316

- Excavation limits - Insulation thickness and area to be treated - Minimum depth of cover of granular base or subbase material to be placed over the extruded expanded polystyrene to allow for construction traffic

Typical treatments are 25 mm in Southern Ontario and 40 mm in Northern Ontario. Increasing the thickness of insulation may result in an increased risk of differential icing.

Due to differential icing concerns with extruded expanded polystyrene frost heave treatments, the designer should consider limiting this type of treatment to tangent sections avoiding curves, crests of hills, and intersections. Regional Geotechnical section should be consulted for alternative treatment recommendations.


The Regional Geotechnical Section will recommend locations where Extruded Expanded Polystyrene for frost heave treatment is to be placed. The type of polystyrene as well as the depth of granular cover will also be directed by the Regional Geotechnical Section.

316.8 COMPUTATION



The unit for this tender item is square metre.

The area to be treated is based on the total length and width, measured horizontally, as per applicable standard.

316.9 DOCUMENTATION

All locations of extruded expanded polystyrene treatments are to be indicated on the contract drawings by stations.

The depth to the bottom of polystyrene below profile grade should be indicated by a note on the contract drawings.

The neat calculated quantities are transferred from the calculation sheets to the Quantities - Miscellaneous Sheet. Separate columns with the applicable standard number are required for individual polystyrene thicknesses. Quantity entries are made for each area (station to station) to be treated. Entries in each column are totalled. All column totals are combined to one total. This total is the tender total and is transferred to the tender documentation.


May 2008 Pg. 3 of 3 B316

The following tender items may be required with the placing of Extruded Expanded Polystyrene Treatment.

(a) Earth Excavation (Grading) (b) Granulars (c) Hot Mix or other pavement materials (d) Removal of Asphalt Pavement

The computation and documentation procedure of these tender items can be found in the appropriate sections in Chapter "B" of this manual.


Stations are recorded in whole numbers. Quantities are recorded to the nearest whole number.

DETAIL ESTIMATING OPEN GRADED DRAINAGE LAYER


B320 – OPEN GRADED DRAINAGE LAYER - OPSS 320

320.1 GENERAL

Open Graded Drainage Layer is a highly permeable layer which is covered by a

concrete pavement, concrete base or a hot mix asphalt pavement, and overlies a

granular base course.

The design of all composite and concrete pavements should utilize an OGDL.

OGDLs should be reviewed for use on all major arterial and expressway projects with

composite and concrete pavements and may be considered for deep strength and full

depth flexible pavements.

Reclaimed asphalt pavement or reclaimed Portland cement concrete are not to be used

as aggregate for OGDL.

The compacted thickness of the OGDL should be 100 mm. A minimum allowable

thickness (75 mm) for OGDL should be indicated on the contract drawings. The unit

weight of OGDL is 1.7 t/m³. The OGDL is assigned the same structural value as a

granular base.

OGDL must be drained by an edgedrain collector system, such as a conventional

subdrain backfilled with clear stone or OGDL aggregate, wrapped in geotextile,

which is in direct contact with the OGDL. The drainage system for OGDL should be

placed prior to shoulder paving.


320.3 TENDER ITEM

Open Graded Drainage Layer


The requirements for the above tender item are contained in OPSS 320. The designer

should refer to Appendix A of OPSS 320 to review the applicable designer

considerations.

DETAIL ESTIMATING OPEN GRADED DRAINAGE LAYER



The designer should refer to Chapter “E” of this Manual to review the applicable

Special Provisions.


Applicable standard drawings are illustrated in the Ontario Provincial Standard

Manual in the 200 series.

320.7 DESIGN – None

320.8 COMPUTATION


The main source of information for the above tender item is in the Pavement Design

Report and Rehabilitation Manual and the Geotechnical Section and Soils and

Aggregates Section may be contacted for specific information regarding geotextiles

and their applications.


The unit of measurement for Open Graded Drainage Layer is by the square metre.

320.9 DOCUMENTATION

The location of each area is indicated on any Quantities - Hot Mix and Granular sheet.


Summarized areas are recorded in whole metres. Stations are recorded to the nearest

whole metre.

DETAIL ESTIMATING RECLAMATION OF BITUMINOUS PAVEMENT

B330 - IN PLACE FULL DEPTH RECLAMATION OF BITUMINOUS PAVEMENT AND UNDERLYING GRANULAR - OPSS 330

330.1 GENERAL

The work of in-place full depth reclamation consists of pulverizing the existing pavement, mixing the processed material with the underlying granular base, shaping and compacting the material to the final grades specified in the contract.

The processed depth shall be such that the blended material shall contain a maximum of 50% by mass of asphalt coated aggregate.

In locations where the bituminous pavement depth is equal to or greater than 150 mm, the total maximum processing depth shall be 300 mm, which includes the portion of granular base. This process thoroughly mixes the individual pavement layers into a relatively homogeneous mixture that is compacted as granular base. An appropriate pavement surface can then be applied.

Appearance and performance for the in-place processed material is similar to conventional granular base course material. The operation of full depth reclamation shall ensure that all of the mixed material passes the 26.5 mm sieve and not more than 75% passes the 4.75 mm sieve.


330.3 TENDER ITEM

In-Place Full Depth Reclamation of Bituminous Pavement and Underlying Granular


The requirements for in-place full depth reclamation of bituminous pavement and underlying granular are contained in OPSS 330.


The designer should refer to Chapter 'E' of this manual to review the applicable special provisions.

February 2012 Pg. 1 of 4 B330



There are no Ministry standard drawings directly applicable to this type of work however the 200 series OPSD's may be used to determine roadway crossfalls, etc.

330.7 DESIGN

This item is used when the existing pavement or portion of existing pavement depth is not required or suitable for recycling purposes, as well as achieving current material management procedures.

This item may also be used in conjunction with reclaiming existing pavement required for use in recycling. In this case, the depth of existing pavement to be reclaimed to a partial depth must be specified and the residual depth will be in-place processed to its full depth.

Cold mix widening and asphalt curb and gutter may be included and reclaimed with the underlying granular to the widths specified in the contract.

330.8 COMPUTATION


This is a variation item.


The source of information for the above tender item is the Regional Geotechnical Section, Pavement Design Report, soils borings and asphalt pavement core logs, and original cross sections.


The unit of measurement for new pavement, including the existing partially paved and fully paved shoulders, being in-place processed is the area in square metres based on horizontal measurements.



330.9 DOCUMENTATION

The station to station limits and offsets for this work are to be shown on the quantity sheets together with the appropriate areas in square metres.

In complicated layout locations the areas may be symbolized on the detailed drawings.

A typical section is required indicating the road widths to be in place processed. On projects with no new full or partially paved shoulders, the roadway widths to be processed should be such that the minimum width is equal to the new pavement width or as specified by the Regional Geotechnical Section.

On projects with existing full or partially paved shoulders, or where full or partially paved shoulders are being introduced, the roadway widths to be processed should be such that the minimum width is equal to the new pavement width including partially paved and fully paved shoulder, or as specified by the Regional Geotechnical Section.

The existing pavement depth must also be included in the documents in the form of soils borings for bidder information, in order to determine the processing depths. In the absence of available soils borings, pavement cores, or ground penetrating radar graphs, a table must be included in the drawings denoting the various pavement depths throughout the work area. This table may also be used to illustrate road widths to be processed. When reclaiming asphalt pavement partial depth is required, then only the residual pavement depth to be in-place processed to its full depth will be specified.

The existing asphalt pavement may be reclaimed full depth in lieu of in place full depth reclamation at identified locations in the contract. This is identified by notes on the q-sheet

At the identified option locations, the existing asphalt pavement shall be reinstated with Granular ‘A’ at the Contractor's expense. Reinstatement shall not be required within excavation locations.

Following full depth reclaiming of the existing asphalt pavement, the roadway granular and reinstated shoulders shall be restored according to the requirements of OPSS 301.

Payment and measurement for reclaiming asphalt pavement full depth in lieu of in place full depth reclamation and restoring of shoulders shall be made at the bid price for In Place Full Depth Reclamation of Bituminous Pavement and Underlying Granular.




Station locations are required to the nearest metre accuracy, and offsets to the nearest 0.1 metre.

Areas are calculated to the nearest whole metre.


DETAIL ESTIMATING FULL-DEPTH RECLAMATION WITH EXPANDED ASPHALT STABILIZATION

March 2015 Page 1 of 5 B331

B331 - FULL-DEPTH RECLAMATION

WITH EXPANDED ASPHALT STABILIZATION - OPSS 331

331.1 GENERAL

The work of Full-Depth Reclamation with Expanded Asphalt Stabilization consists of

in-place full-depth reclamation of the existing hot mix asphalt (HMA) and underlying

granular base. The reclaimed material is shaped, compacted and then stabilized in-

place by the addition of expanded asphalt. The stabilized material is then graded to

the required profile and compacted. Following a minimum three-day curing period,

the stabilized base is overlaid with HMA.

Full-Depth Reclamation with Expanded Asphalt Stabilization should be considered

for roads that are severely cracked and structurally inadequate.


331.3 TENDER ITEM

Full-Depth Reclamation with Expanded Asphalt Stabilization


Details of the work are contained in OPSS 331.


The designer should refer to Chapter "E" of the CDED Manual to review the

applicable special provisions.


There are no Ontario Provincial Standard Drawings directly applicable to this type of

work.



331.7 DESIGN

331.7.1 Geotechnical Design Considerations

The processing depth should target approximately 50% by mass of asphalt coated

particles. The extent that the existing granular material contains asphalt coated

particles should be considered when determining the processing depth. Where project

conditions will result in a blended material significantly greater than 50% by mass of

asphalt coated particles, the designer should reduce adjust the minimum amount of

expanded asphalt to be added.

The amount of expanded asphalt to be added (design rate) is calculated using the

following formula:

Design rate of expanded asphalt = 0.04 x uncoated aggregate particles (% by mass) +

0.015 x asphalt coated particles (% by mass)

For example, the design rate for a mix with 50% uncoated particles and 50% asphalt

coated particles is 0.04 x 50% + 0.015 x 50% = 2.75%.

Typical reclamation equipment has a total maximum processing depth of 300 mm. A

maximum of 50% of the total maximum processing depth may be existing asphalt.

This means that, in locations where the bituminous pavement depth is greater than

150 mm, milling of the existing asphalt pavement to a thickness of 150 mm or less is

required prior to in-place full-depth reclamation. Alternatively, larger pavement

thicknesses may be more suited to cold in-place recycling (CIR) or cold in-place

recycling with expanded asphalt (CIREAM).

Refer to CDED B510-5 for documentation requirements for milling (asphalt

pavement removal, partial-depth).

For projects with variation in existing asphalt pavement thicknesses, different

pulverizing depths should be considered by clustering the pavement into segments of

similar asphalt pavement thickness, and the design rate of expanded asphalt

calculated for each segment accordingly.

Full-Depth Reclamation with Expanded Asphalt Stabilization is meant to be a two-

step process so that road profile and cross-fall can be corrected in the first pass, i.e.

pulverizing and reshaping the road profile. In the second pass, expanded asphalt is

added to stabilize the granular base and reclaimed material. A one step process using

recycling train similar to CIR or CIREAM process is available and is commonly used,

however it allows only minor cross-fall correction (<0.5%).

The widths required for in-place processing are often wider than the widths required

for stabilization with expanded asphalt. The Geotechnical section may recommend

and designers should consider processing without stabilization existing tapers or



paved shoulders, or where tapers or paved shoulders are being introduced. In some

cases, granular shoulders are also processed without stabilization. Full width

processing will ensure similar performance and drainage of the granular material.

Following the in-place processing, expanded asphalt stabilization is typically only

performed for full-lane pavement widths. Any required grading should be carried out

as part of the in-place processing operation and not during the expanded asphalt

stabilization process.

Cold mix widening, full-depth curve widening, and asphalt curb and gutter may be

processed with the underlying granular.

The stabilized layer will gain strength over time and will perform similar to an asphalt

binder layer, and one layer of hot mix overlying as wearing course may be sufficient,

depending on traffic loading and design parameters To date, surface treatment and

micro-surfacing have not been used as the wearing surface.

Heavy traffic is not recommended on the processed surface before it has cured and

been sealed with a wearing course. The wearing surface must be placed during the

same construction season.

The designer should be aware that the length of the recycling operation may affect

traffic management. A typical recycling train may extend up to 80m long.

331.7.2 Pre-Engineering Investigation

This section describes procedures and tests to be carried out during pre-engineering

investigations on potential Full-Depth Reclamation with Expanded Asphalt

Stabilization projects.

Adequate pre-engineering must be carried out to establish existing pavement

thicknesses and composition. Ground Penetrating Radar (GPR) is a useful method of

providing more frequent measurement for the thicknesses of the asphalt and the

underlying granular layers.

This information is required for the designer to determine the processing depth, and

the blend proportion of uncoated and asphalt coated particles, and to determine

whether pre-milling is required.

Field investigation is required to determine the pavement condition and distress

manifestations. The borehole layout and drilling protocol should follow the

applicable regional geotechnical investigation guideline.



331.7.3 Other Design Considerations

The work requires the use of a pilot vehicle as part of the process. The regional

traffic section should be consulted regarding the deletion of the pilot vehicle

requirement if the work is on a freeway.

A pre-engineering mix design is recommended during the pre-engineering

investigation stage to confirm the in-situ materials are suitable for stabilization, and to

determine whether corrective aggregate or additive would be required for the mix to

meet the minimum tensile strength requirement.


The existing pavement depth must be included in the documents in the form of soils

borings, pavement cores, or ground penetrating radar graphs. In the absence of soils

borings, pavement cores, or ground penetrating radar graphs, a table shall be included

in the drawings denoting the existing pavement depths throughout the work area.

331.8 COMPUTATION


Requirements are as recommended in the Pavement Design Report or by the Regional

Geotechnical Section.


Full-Depth Reclamation with Expanded Asphalt Stabilization

This is a plan quantity payment item. Areas in square metres may be measured or

scaled from plans.

331.9 DOCUMENTATION


In complicated layout locations, the areas may be symbolized on the contract

drawings. Drawing details may be required, for example where the limits of

reclamation (in-place processing) and stabilization do not coincide.

Typical sections are required indicating the road widths and depths to be in-place

processed and the widths and depths of expanded asphalt stabilization. Staged typical

sections may be required to fully detail the work, for example when the addition of

granular is required to correct crossfall and/or superelevation.



331.9.2 Q-Sheets

The station to station limits and offsets for this work is to be shown on the ‘Quantities

– Hot mix and Granular’ sheets together with the corresponding areas in square

metres. A separate line entry should be initiated in any location where the

stabilization depth changes.


Station locations are required to the nearest metre accuracy, and offsets to the nearest

0.1 metre. Areas are calculated to the nearest whole square metre.

DETAIL ESTIMATING HOT IN-PLACE RECYCLING


B332 - HOT IN-PLACE RECYCLING - OPSS 332

332.1 GENERAL

Use of Hot In-Place Recycled Mix (HIR) is recommended by the Regional

Geotechnical Section on a work project specific basis.

The HIR process involves heating and partial depth hot milling the existing asphalt

pavement; sizing; mixing with beneficiating hot mix asphalt (HMA) or rejuvenating

agent or both; relaying; and compacting the recycled hot bituminous mixture in-place

in one single operation.

HIR is limited to resurface pavements exhibiting only surficial distresses. HIR should

be considered for roads with the following distress manifestations:

- very slight to moderate ravelling / coarse aggregate loss, segregation, very slight

to moderate flushing, and/or distortions

- few to frequent very slight to moderate non-working cracks

- for 2 lane highways up to 1.0% correction in crossfall can be achieved across a

single lane width using HIR, provided there are no bridge clearance or grade raise

restrictions

- for multi-lane highways correction of crossfall with HIR is not recommended

HIR is not suitable for pavements exhibiting structural distresses, i.e. alligator

cracking, lack of structural capacity, working cracks, severe distortions, and/or

instability rutting. HIR is not suitable for pavements exhibiting severe or very severe

ravelling / coarse aggregate loss due to stripping.

HIR is not permitted for use on bridge decks; therefore, if the contract contains

multiple bridges that require paving, the designer should consider whether stopping

and starting the HIR process at each bridge is acceptable for the contract.

HIR is recommended only for existing flexible pavements, excluding SMA, with a

minimum asphalt pavement thickness of 70 mm. The specified HIR lift thickness is

40 mm to a maximum of 50 mm (including any beneficiating HMA). The measured

lift thickness is the actual lift thickness of the HIR placed and may or may not be

equal to the hot milling depth. A minimum of 25 mm of existing asphalt pavement

should be maintained below the HIR.

The HIR process shall not be used to recycle SMA or composite pavements.



HIR must be placed in warm, dry weather; and therefore, HIR contracts should be

tendered such that the HIR work can be carried out between May 15th

and

October 15th

, inclusive.

The designer should note that HIR equipment may be restricted to a specific

processing width. The equipment is usually able to process a width of up to 4.0 m.

This could restrict the use of HIR with partially paved shoulders. However, the

placement width is similar to that of a conventional paver, and partially paved

shoulders that cannot be removed along with the lane, due to the restricted processing

width, could be removed conventionally ahead of the HIR operation to allow the new

partially paved shoulder to be placed in conjunction with the lane. Partially paved

shoulders that cannot be accommodated as part of the lane placement width and fully

paved shoulders, if these are to be HIR, require a separate pass of the HIR equipment.

HIR is usually considered for projects at least 20 lane-kilometres, including fully

paved shoulders. Partially paved shoulders and pavement widening can be retrofitted

using this process. Advance grading and compaction of the shoulders is required as

well as beneficiating HMA to make up the extra being placed on the shoulders or in

pavement widening. Refer to CDED B206-3 for design and documentation

requirements for excavation for pavement widening.

A properly designed and constructed HIR resurfacing has a minimum life expectancy

of approximately 9-10 years on a non-freeway and 8-9 years on a freeway.

Until sufficient cost data is available in the MTO HiCo database, when estimating the

cost of the HIR item, it is recommended to use a value 10% lower than the equivalent

HMA item (i.e., if specifying 40 mm of HIR that must meet Superpave 12.5FC 1

requirements use a unit cost 10% lower than that of the 40 mm of Superpave

12.5FC 1 square metre item).

332.2 REFERENCES

CDED B206-3, Excavation for Pavement Widening

CDED B308, Tack Coat

CDED B313, Hot Mix Asphalt

CDED B510, Removal

332.3 TENDER ITEMS

Hot In-Place Recycled Mix




The requirements for Hot In-Place Recycling are contained in OPSS 332.


Refer to Chapter E of this manual to review the applicable standard special

provisions.

332.6 STANDARD DRAWINGS - none

332.7 DESIGN

332.7.1 Information to be provided to Bidders

Asphalt core test results and analysis (see Pre-Engineering Section 332.7.3)

Geotechnical borehole data

ARAN Pavement Condition Report (in one direction, for the lane on which the

ARAN survey was conducted). The ARAN Pavement Condition Report should

include:

o Average International Roughness Index (IRI)

o Average rut depth

o Average crossfall

o Measurements of longitudinal, transverse, and alligator cracking

Ground Penetrating Radar (GPR), if available

Estimated quantities of:

o Crack sealant in linear metres

o Cold mix in square metres, and

o Spray patch in square metres, if available.

When the work includes pavement crossfall and/or superelevation correction, cross

section templates for the areas to be corrected shall be provided.


If a pavement crossfall correction > 1.0% is required at only a few localized areas, it

should be adjusted by patching or milling methods instead of during the HIR

operation. Generally, milling should be kept to a minimum to avoid the existing

binder course pavement materials being hot milled and added to the HIR mix, since

the existing binder course may not always be of the same quality as the existing

surface course, and for this reason, HIR is not recommended when crossfall correction

is required at more than a few locations.



Tack coat is required prior to HMA paving of HIR surfaces. Refer to CDED B308 for

design and documentation requirements for tack coat.

HIR of pavement with crack sealant and/or surface maintenance treatments may result

in excess smoke generation. The following guidelines are suggested for addressing

sealed and treated pavements:

- generally, crack sealant and cold mix patches should be removed prior to HIR. A

small amount of crack sealant may not affect the HIR. The Regional Geotechnical

Section should provide removal recommendations.

- localized surficial maintenance treatments, such as chip seal and spray patches,

greater than 4 m² in area should be removed prior to HIR.

In urban areas, the designer should be aware of appurtenance and adjustment

requirements, curb heights, and accessibility concerns to accommodate the HIR

equipment train and the requirement for traffic detours. At intersections, the main

lanes and turn lanes of significant length (greater than 300 m) should be HIR.

Different treatments (i.e., removal and replace with acceptable surface course HMA)

may be applied to shorter turn tapers, irregularly shaped pavement areas, entrances,

etc.

The designer should be aware that the length of the HIR operation may affect traffic

management. A 1 kilometre rolling closure is typical for the HIR operation.

While HIR should be limited to pavements with only surficial distresses, if any full

depth repairs are required for frost heave and/or distortion corrections, these should be

repaired with HMA prior to HIR. To avoid having a new pavement with a patched

appearance, HIR through these repairs after they are completed, unless a repair is

greater than 100 m long, in which case these large repairs should be skipped during

the HIR operation. Full depth repairs are to be managed elsewhere in the contract.

For design purposes, HIR should be compared to the following conventional

technique to address non-structural surficial distresses:

1. 50 mm HIR vs. mill 30 mm, and place 50 mm surface course

2. 40 mm HIR vs. place 40 mm surface course




332.7.3.1 General

This section describes procedures and tests to be carried out during pre-engineering

contract investigations on potential Ministry HIR projects.

It is recommended that adequate pre-engineering be carried out to establish existing

pavement thicknesses and composition. Ground Penetrating Radar (GPR) is a useful

method of providing more frequent measurement of the asphalt thickness during the

pavement investigation phase. Additional investigation should be carried out where

pavement composition changes, such as patched areas.

This information is required for the designer to determine whether the existing

pavement, on potential projects, meets the minimum thickness requirements, if HIR

can be used to meet the acceptance criteria, and to assist the designer in selecting the

thickness of HIR.

A field investigation is required to determine the existing pavement condition,

crossfall, IRI, distress manifestations, and the presence of crack sealant and/or

patches.

332.7.3.2 Selection of Coring Locations

1. A minimum of one sampling location per kilometre plus a minimum of one

sampling location wherever the existing surface course is known or suspected of

having mixes which are different or have significantly differing properties (i.e. a

separate core should be taken for patches that will be incorporated into the HIR

mix).

2. It is recommended that a minimum of five 150 mm cores be taken at each

sampling location in order to obtain enough material to complete the core testing

requirements. Alternatively, more than five smaller cores or a slab of surface

course may be taken as long as an equivalent amount of material is obtained at

each core location.

3. Cores shall be taken not less than 0.5 m from the edges of the pavement of the

main lanes and in areas representative of the overall pavement condition.

Sampling locations should be random.

4. Cores should extend to a minimum depth of one lift of HMA below the

anticipated HIR depth.

5. Where additional asphalt pavement is required for testing purposes, the additional

material shall be obtained from adjacent cores taken at the same locations.



6. Testing of cores should be conducted to determine the requirements of core

testing as listed below.

332.7.3.3 Requirements of Core Testing

For each asphalt pavement core the following in-situ quantities should be provided for

the depth of the existing asphalt pavement which is to be HIR:

- existing lift thicknesses (LS-294),

- existing aggregate gradation and AC content (LS-282, LS-291, or LS-292),

- actual recovered asphalt cement (RAC) performance grade (LS-284, AASHTO

M 320, and AASHTO R 29),

- mass per cubic metre (AASHTO T 166, T 312, LS-264), and

- air voids (LS-265).

The asphalt core test results documentation shall include the location and date of

coring.

332.7.3.4 Analysis of Core Data

The following information is given for estimating purposes only.

HIR can be considered a suitable resurfacing treatment for a project where the tested

cores meet the following guidelines:

1. The existing aggregate gradation should meet the gradation requirements of a

Superpave 12.5, Superpave 12.5FC 1, Superpave 12.5FC 2, or be close enough

that a reasonable amount of beneficiating HMA could be added to meet these

requirements.

2. The RAC performance grade from the extracted AC of the existing asphalt

pavement can achieve the target performance grade using the blending

calculations in AASHTO M 323 for rejuvenator products and new PGAC added

to a beneficiating HMA. Consult with the Bituminous Section as required.

3. Average in-situ air voids of:

> 4.5% beneficiating HMA is normally not required,

≤ 4.5% and > 2.0% beneficiating HMA may be required, and

≤ 2.0% expect beneficiating HMA to be required.



Generally in-situ air voids are between 2.0 and 2.5% for asphalt pavements 10 to

15 years old.

4. The existing pavement conditions should not vary greatly from one core to the

next. As a guideline, the existing pavement properties in each lot (approximately

5 km) should be within 1 Standard Deviation (both on +/- sides) of the specified

tolerances for AC content, gradation (payment sieve sizes), etc. (cores taken in

patches should be excluded).

For example, consider the following as the first lot of core test results:

Sample

Station

DLS 4.75 mm 75 µm Air

Voids

Lift

Thickness

AC

Content

RAC Performance

Grade

XX -YY

1+000 85.2 54.1 6.0 1.1 57.6 5.26 63.1 -25.1

2+000 82.7 49.0 5.4 2.5 39.0 5.00 65.5 -25.5

3+000 77.1 40.5 5.3 1.4 50.0 3.66 55.2 -14.9

4+000 83.2 52.8 5.3 2.6 38.7 5.08 64.2 -30.8

5+000 84.8 47.8 5.0 1.3 31.9 4.81 72.9 -17.5

Average 82.6 48.8 5.4 1.8 43.4 4.76 64.2 -22.8

Standard

Deviation

3.25 5.34 0.37 0.71 10.23 0.637 6.32 6.46

Specified

Tolerances

40 to 95 40 to 65 2 to 13 2.0 to 5.5 Design

Thickness - 10

ACspec - 0.2 to

ACspec + 0.5

≥ XX - 3 ≤ -YY +6

In this example the first lot’s existing pavement conditions can meet the specified

tolerances for HIR as explained below:

The DLS sieve’s lot average gradation is 82.6 which is within the 40-95 specified.

The 4.75 mm sieve’s average gradation is 48.8 which is within the 40-65

specified. The 75 µm sieve’s average gradation is 5.4 which is within the 2-13

specified.

The air voids lot average is 1.8% which does NOT meet the 2.0-5.5 specified,

BUT the average is within 1 standard deviation of the specified tolerances

(1.8 + 0.71 = 2.51). Therefore, the air voids are close enough for the HIR process

with beneficiating HMA to bring them back within the specified tolerances.

The lift thickness lot average is 43.4 mm which would indicate a 40 mm HIR

design lift thickness would be appropriate. Individual results should be more than

the design thickness - 10 mm (40 - 10 = 30 mm). One or two results below the

minimum may still be acceptable with the use of beneficiating HMA. In this

example, the lowest value was 31.9 mm, which is still above the minimum

30 mm; however, if the design thickness was 50 mm, then over half the lot

(3 cores) would be below the minimum 40 mm, and if 50 mm is required, a grade



raise with beneficiating HMA or another strategy other than HIR should be

considered.

The AC content lot average is 4.76%, if the AC specified was 4.2 then the lower

limit would be 4.0 and the upper limit would be 4.7 and this AC content would

NOT be within the specified tolerances, BUT the average is within 1 standard

deviation (4.76 - 0.637 = 4.123). Therefore, the AC content is close enough for

the HIR process with rejuvenating agent or beneficiating HMA to bring it back

within the specified tolerances.

The RAC performance grade lot average is 64.2-22.8, if the RAC performance

grade specified was 58-28 then the specified tolerances for the high temperature

would be ≥ XX-3 (58 - 3 = 55) and for the low temperature ≤ -YY+6

(-28 + 6 = -22). Since the high temperature grade (64.2) is higher than the

specified 58 it is already acceptable as is. The low temperature grade (-22.8) is

less than the specified -28, BUT greater than the tolerance of -22 and the average

is within 1 standard deviation of the specified low temperature

(-22.8 - 6.46 = -29.3). Therefore, the RAC performance grade is close enough for

the HIR process with rejuvenating agent or beneficiating HMA to bring it back

within the specified acceptance criteria.

Each lot’s average existing pavement properties should be checked, as shown

above, to be within 1 standard deviation of the specified tolerances.

When the RAC performance grade of the existing pavement is close to the required

performance grade, only small quantities (if any) of rejuvenating agent will be

required. The quantity of rejuvenating agent added to the mix decreases the existing

air voids proportionally; therefore, the lower the RAC performance grade and air

voids in the existing pavement, the more likely beneficiating HMA will be required to

get the HIR mix to meet the contract specifications.

332.8 COMPUTATION


Project requirements with respect to patch or sealant removal, mix requirements, HIR

depths, asphalt core analysis, and treatment of shoulders are recommended in the

Pavement Design Report.




Hot In-Place Recycled Mix is a Plan Quantity Payment item.

The unit of measurement for HIR is square metres. The computed square metre

quantity is the product of the lengths and widths of paving. Base plans, previous

contracts, survey data, or other suitable information may be used to calculate

quantities.

The item includes the following work: completing the HIR mix design(s) and the

supply of rejuvenating agent and/or beneficiating HMA as required for the HIR mix.

No quantity calculations are required by the designer for the rejuvenating agent and

beneficiating HMA materials.

332.9 DOCUMENTATION


Paving limits and the thickness of HIR courses, including for shoulders, shall be

clearly indicated on the plans and typical sections, as applicable.

Partial depth asphalt removal and HMA thicknesses shall be noted on the drawings

for all areas considered inaccessible or impractical for HIR, such as private and

commercial entrances, side roads, tapers, ramps, channelization, shoulders, and

miscellaneous areas to be paved. Refer to CDED B510 and B313 for the design and

documentation requirements for partial depth asphalt removal and HMA, respectively.

Lane and paved shoulder widths shall be indicated on the plans and typical sections.

When pavement widening is required, the existing lane, new lane, and paved shoulder

widths shall be indicated. A detail of the widening may be required.

Where crossfall and superelevation are being corrected, the surface course crossfall

and superelevation shall be shown on the typical sections. A note should be added to

the typical sections stating that crossfall corrections are to be done with the HIR

operation.

Where the crossfall and superelevation is being maintained, the crossfall shall be

shown as “1.5% – 3.0%” on tangent typical sections and “Existing Superelevation” on

superelevation typical sections.


June 2015 Page 10 of 10 B332

332.9.2 Q-Sheets

The Quantities-Miscellaneous breakdown sheet shall be used to record quantities.

Each area quantity of HIR is shown on one row. For each area, indicate the start and

end chainage in the location column.

Areas that may be inaccessible to the HIR equipment are still included in the HIR

quantity. In inaccessible areas, the specification requires removal of the existing

pavement and replacement with hot mix, and work is paid for under the HIR item.


Calculated HIR quantities in square metres are recorded to the nearest whole number.


332.9.4 Non-Standard Special Provisions

The following non-standard special provisions shall be included with the Contract

Documents:

BITU0008

BITU0009

Detail Estimating Cold In-Place Recycling

June 2010 Pg. 1 of 6 B333

B333 - COLD IN-PLACE RECYCLING - OPSS 333

333.1 GENERAL

Use of Cold In-Place Recycled Mix (CIR) is recommended by the Regional Geotechnical Section on a work-project specific basis.

The CIR process involves partial depth milling of the existing asphalt pavement, sizing, mixing with emulsified asphalt and water (if required), relaying and compacting the recycled cold bituminous mixture in-place in one single operation.

CIR can rehabilitate pavement exhibiting age, thermal, fatigue and reflective cracking. CIR should be considered for roads that are severely cracked but structurally sound. It is not limited to pavements exhibiting surficial distresses. The existing pavement thickness should be at least 100 mm.

CIR helps to retard reflection cracking and localized roughness.

CIR is not suitable for pavements with extensive base or subbase problems, or pavements of insufficient strength.

CIR process is more appropriate for roads with moderate traffic volumes (AADT < 15,000/2 lanes). Heavy traffic is not recommended on CIR mix before it has cured and been sealed with a wearing course.

CIR treatment depths typically range from 75 mm to 125 mm. The depth of CIR treatment shall be selected to minimize disturbance of the underlying granular base. A minimum of 25 mm of existing pavement should be maintained below the CIR.

Pavements that contain asbestos, geogrid, glasgrid, or layers with rich asphalt content, high recovered penetration, or fine mixes such as HL2 may not be suitable candidates for CIR.

It must be placed in warm, dry weather and therefore is limited to the summer months for construction.

CIR is not suitable for structurally deficient pavements, i.e. lack of structural capacity, severe distortions and / or instability rutting.

Pavements that have the following maintenance treatments may be considered since they have no detrimental effects on the CIR mix design.

- cold mix patching - spray patching


June 2010 Pg. 2 of 6 B333

- chip seal The benefits of CIR mix are:

- The mix is flexible with high air voids, so reflection cracking is notably reduced

- 100 % of the material is reclaimed - Traffic is allowed back on within one hour of its placement

333.2 REFERENCES

CDED Section B301, Restoring Unpaved Roadway Surfaces CDED Section B308, Tack Coat

CDED Section B313, Hot Mix Asphalt

333.3 TENDER ITEMS

Cold In-Place Recycled Mix


Application details of the above tender item are found in SSP333S03 which deletes and replaces OPSS 333 in its entirety.


Refer to Chapter E of this manual to review the applicable standard special provisions.


333.7 DESIGN


The cold mix is susceptible to moisture intrusion and abrasion. It requires that a separate wearing surface such as hot mix overlay, surface treatment, or micro-surfacing be placed to seal the CIR mix. The wearing surface must be placed during the same construction season. To date, surface treatment and micro-surfacing have not been used as the separate wearing surface.


June 2010 Pg. 3 of 6 B333

Pavement widening using CIR is not recommended. However when it is specified, the contract document shall include a non standard special provision requiring the contractor to prepare the widening surface according to OPSS 313 Preparation of Foundation and Existing Pavement (OPSS 313.07.03).

If pavement cross-fall correction > 1-2% is required, it should be adjusted by patching or milling methods instead of during the CIR operation. Milling should be kept to a minimum since removal of the pavement surface could affect the quantity and quality of CIR.

A tack coat is required prior to Hot Mix Asphalt (HMA) paving over all areas of CIR. Use the tender item ‘Tack Coat’. The Tack Coat rate of application for cold in-place recycled surfaces is specified in OPSS 308. Reference is made to CDED Section B308, Tack Coat, for administration of this tender item.

When sealed transverse cracks are spaced at a frequency of less than 10 m and/or extensively sealed longitudinal cracks exist, all cracks must be identified in the contract for sealant removal prior to CIR. Estimation of crack sealant quantity to be removed should be included in Pavement Design Report.

In urban areas, the designer should be aware of appurtenance and adjustment requirements, curb heights, and accessibility concerns to accommodate the CIR equipment train and the requirement for traffic detours. At intersections, the main lanes and turn lanes of significant length (greater than 300 m) should be CIR. Different treatments (ie, remove and replace with acceptable binder course HMA) may be applied to shorter turn tapers, entrances, etc.

CIR should be considered for daylight operations only due to traffic control and safety concerns.

The designer should be aware that the length of the CIR paving operation may affect traffic management.

Any full depth repairs required for frost heave and distortion corrections should be repaired prior to CIR. Full depth repairs are to be managed elsewhere in the contract.

A tender item for restoring a roadway surface prior to covering the CIR with wearing course may be required. Refer to Section B301 of this manual for detailing estimating and documentation on Restoring Unpaved Roadway Surfaces.

For design purposes CIR with an overlay should be compared to the following conventional technique to address nonstructural surficial distresses:


June 2010 Pg. 4 of 6 B333

40 mm Superpave 12.5 over 100 mm CIR Vs.

Full depth reclamation, (FDR), 40 mm Superpave 12.5 over two 50 mm lifts of Superpave 19.0


General:

This section describes procedures and tests to be carried out during pre-engineering contract investigations on potential Ministry CIR projects.

It is recommended that adequate pre-engineering be carried out to establish existing pavement thicknesses and composition. Ground Penetrating Radar (GPR) is a useful method of providing more frequent measurement of the asphalt thickness during pavement investigation phase. Additional investigation should be carried out where pavement composition changes, such as patched areas.

This information is required for the designer to determine whether the existing pavement on potential projects meets the minimum thickness requirement in addition to assisting the designer in selecting a depth of CIR.

Field investigation is required to determine the present pavement condition and distress manifestations. Estimating of quantity of sealant to be removed should be included in Pavement Design Report.

Selection of Coring Locations:

1. A minimum of one core location per kilometre. 2. Cores shall be taken not less than 0.5 m from the edges of the pavement of

the main lanes and in areas representative of the overall pavement condition. Core location should be random.

3. Cores should extend to the bottom of the lower hot mix lift. 4. Testing on cores should be conducted to determine stripping potential,

existing asphalt cement content, recovered penetration and mix design requirements for optimum emulsified asphalt and moisture required.

This information does not relieve the Contractor from obtaining cores to determine emulsion quantities and compaction for the CIR material.


The CIR specification requires the use of a pilot vehicle as part of the process. The regional traffic section should be consulted regarding the deletion of the pilot vehicle requirement if it is on a freeway. The pilot vehicle requirement can be deleted by modifying special provision SSP333S03.


June 2010 Pg. 5 of 6 B333

333.8 COMPUTATION


All paving requirements of a project with respect to sealant removal, hot mix requirements, CIR depths, asphalt core analysis and test results including treatment of shoulders as recommended by the Regional Geotechnical Section are stated in the Pavement Design Report.


Cold In-Place Recycling Mix is a Plan Quantity Payment item.

The unit of measurement for CIR is square metres.

The Contractor is responsible for the CIR mix design and will supply emulsified asphalt on all contracts for the CIR mix. No quantity calculations are required by the designer for this material.

The estimated bulk relative density of CIR is 2.20 t/m3.

333.9 DOCUMENTATION

It is necessary to ensure that this information is indicated for all CIR to be carried out on a project.. It must include the depths of CIR and the hot mix overlays for the roadway, private and commercial entrances, side roads, tapers, interchange ramps, pavement widening, paved shoulders, partial paved shoulders, and any other miscellaneous areas to be paved.

The designer is to specify the hot mix required to be used in areas inaccessible to the CIR equipment.


1. For the item Cold In-Place Recycled Mix, typical cross sections which show normal sectional requirements are to be included. Include on sections the required depth of cold in-place recycling. The drawings are the only place where this information is available to the Contractor.

2. The thickness of CIR is indicated in the column heading on the Miscellaneous Quantity sheet.

3. Each area quantity of CIR is shown on one row of the Miscellaneous Quantity Sheet. For each area, indicate both start and end chainage in the location and position column. Width of pavement or offsets left and right


June 2010 Pg. 6 of 6 B333

are provided in the comments column. Note that no quantity column is required for emulsion.

4. For each interval indicated by start and end chainage on the Quantity Sheet, indicate in the Comments column the estimated quantity of crack sealant which is to be removed in linear metres. These removals are included for payment under the CIR tender item.

5. For areas inaccessible to the CIR equipment, hot mix is required. These areas are identified and quantified (square metre) in the comments column of the Miscellaneous Quantity Sheet and paid for under the appropriate hot mix item (refer to B-313).


Calculated CIR quantity in square metres is recorded to the nearest whole number. Crack sealant removal quantities in linear metres are recorded to the nearest whole number. Stations are recorded in whole number metres.

Detail Estimating Cold In-Place Recycling with Expanded Asphalt �

B335 - COLD IN-PLACE RECYCLING WITH EXPANDED ASPHALT – OPSS 335

335.1 GENERAL

Use of Cold In-Place Recycled Expanded Asphalt Mix (CIREAM) is recommended by the Regional Geotechnical Section on a work-project specific basis.

The CIREAM process involves partial depth milling of the existing asphalt pavement, sizing, mixing with expanded (foam) asphalt, re-laying and compacting the recycled cold bituminous mixture in-place in one single operation.

CIREAM can rehabilitate pavement exhibiting age, thermal, fatigue and reflective cracking. CIREAM should be considered for roads that are severely cracked but structurally sound. It is not limited to pavements exhibiting surficial distresses. The existing pavement thickness should be at least 100 mm.

CIREAM helps to retard reflection cracking and localized roughness.

CIREAM is not suitable for pavements with extensive base or subbase problems, or pavements of insufficient strength.

CIREAM is more appropriate for roads with moderate traffic volumes (AADT < 15,000 / 2 lanes). Heavy traffic is not recommended on CIREAM mix before it has cured and been sealed with a wearing course.

CIREAM treatment depths range from 75 mm to 125 mm. The depth of CIREAM treatment is selected to minimize disturbance of the underlying granular base. A minimum of 25 mm of existing pavement should be maintained below the CIREAM.

Pavements that contain asbestos, geogrid, glasgrid, or layers with rich asphalt content, high recovered penetration, or fine mixes such as HL 2 may not be suitable candidates for CIREAM.

CIREAM is not suitable for structurally deficient pavements, ie, lack of structural capacity, severe distortions and / or instability rutting.

Pavements that have the following maintenance treatments may be considered since they have no detrimental effects on the CIREAM mix design.

- Cold mix patching - Spray patching - Chip seal

June 2010 Pg. 1 of 6 B335


The benefits of CIREAM are:- The mix is flexible with high air voids, so reflection cracking is notably

reduced- The mix curing time is significantly shorter than CIR - 100% of the material is reclaimed - Traffic is allowed back on within one hour of its placement

335.2 REFERENCES

CDED Section B301, Restoring Unpaved Roadway Surfaces CDED Section B308, Tack Coat

CDED Section B313, Hot Mix Asphalt

335.3 TENDER ITEMS

Cold In-Place Recycled Expanded Asphalt Mix


Application details for the above tender item are found in SSP335S03 which deletes and replaces OPSS 335 in its entirety.


Refer to Chapter E of this manual to review the applicable standard special provisions. �


335.7 DESIGN


The cold mix is susceptible to moisture intrusion and abrasion. It requires that a separate wearing surface such as hot mix overlay, surface treatment, or micro-surfacing be placed to seal the CIREAM. The wearing surface must be placed during the same construction season. To date, surface treatment and micro-surfacing have not been used as the separate wearing surface.

June 2010 Pg. 2 of 6 B335


Pavement widening using CIREAM is not recommended. However when it is specified, the contract document shall include a non standard special provision requiring the contractor to prepare the widening surface according to OPSS 313 Preparation of Foundation and Existing Pavement (OPSS 313.07.03).

If pavement cross-fall correction > 1-2% is required, it should be adjusted by patching or milling methods instead of during the CIREAM operation. Milling should be kept to a minimum since removal of the pavement surface could affect the quantity and quality of CIREAM.

A tack coat is required prior to Hot Mix Asphalt (HMA) paving over all areas of CIREAM. The Tack Coat rate of application that corresponds to cold in-place recycled surfaces shall be used. Reference is made to CDED Section B308, Tack Coat, for administration of this tender item.

When sealed transverse cracks are spaced at a frequency of less than 10 m and/or extensively sealed longitudinal cracks exist, all cracks must be identified in the contract for complete sealant removal prior to CIREAM due to the problems experienced on some past Cold In-Place Recycling (CIR) contracts with aggregate located above CIR sealant pieces popping off. Estimation of quantity to be removed should be included in Pavement Design Report.

In urban areas, the designer should be aware of appurtenance adjustment requirements, curb heights, and accessibility concerns to accommodate the CIREAM equipment train and the requirement for traffic detours. At intersections, the main lanes and turn lanes of significant length (greater than 300 m) should be CIREAM. Different treatments (ie, remove and replace with acceptable binder course HMA) may be applied to shorter turn tapers, entrances, etc.

CIREAM should be considered for daylight operations only due to traffic control requirements and safety concerns.

The designer should be aware that the length of the CIREAM paving operation may affect traffic management.

Any full depth repairs required for frost heave and distortion corrections should be repaired prior to CIREAM. Full depth repairs are to be managed elsewhere in the contract.

A tender item for restoring a roadway surface prior to covering the CIREAM with wearing course may be required. Refer to Section B301 of this manual for detail estimating and documentation on Restoring Roadway Surfaces.

For design purposes, CIREAM with an overlay should be compared to the following conventional technique to address nonstructural surficial distresses:

June 2010 Pg. 3 of 6 B335


40 mm Superpave 12.5 over 100 mm CIREAM Vs.

Full depth reclamation, (FDR), 40 mm Superpave 12.5 over two 50 mm lifts of Superpave 19.0


General:

This section describes procedures and tests to be carried out during pre-engineering contract investigations on potential Ministry CIREAM projects.

It is recommended that adequate pre-engineering be carried out to establish existing pavement thicknesses and composition. Ground Penetrating Radar (GPR) is a useful method of providing more frequent measurement of the asphalt thickness during pavement investigation phase. Additional investigation should be carried out where pavement composition changes, such as patched areas.

This information is required for the designer to determine whether the existing pavement on potential projects meets the minimum thickness requirement in addition to assisting the designer in selecting a depth of CIREAM.

Field investigation is required to determine the present pavement condition and distress manifestations. Estimating of quantity of sealant to be removed should be included in Pavement Design Report.

Selection of Coring Locations:

1. A minimum of one core location per kilometer.

2. Cores shall be taken not less than 0.5 m from the edges of the pavement of the main lanes and in areas representative of the overall pavement condition. Core location should be random.

3. Cores should extend to the bottom of the lower hot mix lift.

4. Testing on cores should be conducted to determine stripping potential, existing asphalt cement content, recovered penetration and mix design requirements for optimum expanded asphalt required.

The information does not relieve the Contractor from obtaining cores to determine expanded asphalt quantities and compaction for the CIREAM material.


June 2010 Pg. 4 of 6 B335


The CIREAM specification requires the use of a pilot vehicle as part of the process. The regional traffic section should be consulted regarding the deletion of the pilot vehicle requirement if it is on a freeway. The pilot vehicle requirement can be deleted by modifying special provision SSP335S03.

335.8 COMPUTATION


All paving requirements of a project with respect to sealant removal, hot mix requirements, CIREAM depths, asphalt core analysis and test results including treatment of shoulders as recommended by the Regional Geotechnical Section are stated in the Pavement Design Report.


Cold In-Place Recycled Expanded Asphalt Mix is a Plan Quantity Payment item.

The unit of measurement for CIREAM is square meters.

The Contractor is responsible for the CIREAM mix design and will supply asphalt cement, as required, on all contracts for the CIREAM. No quantity calculations are required by the designer for this material.

The estimated bulk relative density of CIREAM is 2.20 t/m3.

335.9 DOCUMENTATION

It is necessary to ensure that this information is indicated for all CIREAM to be carried out on a project. It must include the depths of CIREAM and the hot mix overlays for the roadway, private and commercial entrances, side roads, tapers, interchange ramps, pavement widening, paved shoulders, partial paved shoulders, and any other miscellaneous areas to be paved.


1. For the item CIREAM, typical cross sections which show normal sectional requirements are to be included. Include on sections the required processing depth of CIREAM. The drawings are the only place where this information is available to the Contractor.

2. The thickness of CIREAM is indicated in the column heading on the Miscellaneous Quantity sheet.

June 2010 Pg. 5 of 6 B335


3. Each area quantity of CIREAM is shown on one row of the Miscellaneous Quantity Sheet. For each area, indicate both start and end chainage in the location and position column. Width of pavement or offsets left and right are provided in the comments column.

4. For each interval indicated by start and end chainage on the Quantity Sheet, indicate in the Comments column the estimated quantity of crack sealant which is to be removed in linear metres. These removals are included for payment under the CIREAM tender item.

5. For areas inaccessible to the CIREAM equipment, hot mix is required. These areas are identified and quantified (square metre) in the comments column of the Miscellaneous Quantity Sheet and paid for under the appropriate hot mix item (refer to CDED B313).


Calculated CIREAM quantity in square metres is recorded to the nearest whole number. Crack Sealant removal quantities in linear metres are recorded to the nearest whole number. Stations are recorded in whole number metres.

June 2010 Pg. 6 of 6 B335

DETAIL ESTIMATING MICRO-SURFACING


MICRO-SURFACING - OPSS 336

336.1 GENERAL

Micro-surfacing is recommended by the Regional Geotechnical Section on a work project specific basis. It is generally used as a preventive maintenance treatment or surface seal for an existing pavement with an asphaltic concrete surface. Micro-surfacing provides a skid resistant durable surface, reduces the permeability of the asphalt surface and may also be used to fill ruts. Micro-surfacing does not prevent working cracks from reflecting.

336.1.1 Definitions

1. Micro-surfacing

Means a pavement surfacing composed of polymer-modified asphalt emulsion, high quality aggregate, mineral filler, and water.

2. Polymer Modified Emulsion

The emulsion is a proprietary product that keeps the asphalt droplets in a stable suspension and permits breaking at the proper time. The residual asphalt content varies from 5.5 to 9.5 percent of the dry weight of aggregate. Polymers are added to improve its temperature susceptibility.

3. Mineral Filler

Portland cement is used as mineral filler for micro-surfacing. Its main purpose is to speed up or slow down the rate at which the system breaks and sets.

336.2 REFERENCES

Project-specific Pavement Design Report

336.3 TENDER ITEMS

The following tender items are used:

Micro-Surfacing - Type II Micro-Surfacing – Type III Modified Micro-Surfacing - Type III




Details of the work are contained in OPSS 336.


The designer should refer to Chapter "E" of the CDED Manual to review the special provisions applicable to these tender items. Designer options for micro-surfacing are contained in special provision 336F01. The designer includes options that are applicable, based on recommendations from the Regional Geotechnical Section.


There are no Ontario Provincial Standard Drawings directly applicable to this type of work.

336.7 DESIGN


336.7.1.1 Placement:

Micro-surfacing is primarily used to address surface defects such as ravelling and flushing. Micro-surfacing can also be used to correct low surface friction caused by polishing of aggregate. In addition, micro-surfacing can be used to fill ruts that have stabilized.

Micro-surfacing is not suitable for pavements exhibiting structural distresses, i.e. alligator cracking, lack of structural capacity, working cracks, severe distortions and/or instability rutting.

Micro-surfacing is not dependent on traffic volumes and can be used on all classes of roadways including freeways.

When deciding if micro-surfacing is an acceptable and cost effective treatment the life-cycle costing of various appropriate treatments should be reviewed using 7 to 10 years as the expected service life, depending on the existing pavement condition. Costs will vary depending on the location and size of the project.

Micro-surfacing, like other thin treatments and overlays, offers no long term resistance to the development of reflective cracks.

The slurry is sensitive to weather conditions and must be placed during warm dry



weather. Operational constraints are provided in OPSS 336 that require an atmospheric temperature of at least 10o C, no fog or rain, and no forecast of temperatures below 0o C within 24 hours of the time of application. In addition, micro-surfacing shall commence no earlier than May 15th and shall be completed no later than September 30th.

Partially paved shoulders (0.5 m) should be micro-surfaced. Micro-surfacing of fully paved shoulders is left to the discretion of the designer. In some cases, micro-surfacing from the inside of the white edge line to the inside of the white edge line is performed to eliminate the cost of line painting.

Typically, continuous placement is specified for Ministry micro-surfacing work. Continuous placement reduces the number of joints, improves overall ride quality, and typically increases operating speed of the micro-surfacing. Non-continuous placement by an individual truck mounted box should be considered for work on lower volume facilities, intersection work, or maintenance patching. Non-continuous placement is specified through a special provision fill-in deleting the requirement in OPSS 336 for continuous placement. Micro-surfacing contracts often involve re-grading of the shoulder with granular materials. Since, micro-surfacing operations often result in traffic travelling on the gravel portion of the shoulder during construction, designers should consider requiring the contractor to perform shoulder grading prior to micro-surfacing to facilitate traffic movement.

Any localized pavement failures, such as potholes (300 mm2), etc., must be repaired using standard repair procedures prior to any micro-surfacing application.

Typically, a double application (i.e. scratch and surface coats) micro-surfacing is specified to address severe surface defects. The micro-surfacing application is specified through a special provision fill-in.

336.7.1.2 Material Requirements

Aggregates

The gradation and quality requirements of the aggregates are dependent on the type of Micro-surfacing specified and are provided in OPSS 336.

Emulsion

Micro-surfacing requires a polymer modified quick set cationic CSS-1H emulsion. The emulsifier used to produce the emulsion is a proprietary product. The manufacturer/contractor is usually licensed by the manufacturer of the emulsifier to produce the emulsion and place the micro-surfacing.



Polymer Modifier

A minimum of 3 % polymer modifier by mass of asphalt residue is required.

Mineral Filler (Cement)

The mineral filler, which is required to complete the chemical reaction in the mix, is a Portland Cement type GU.

336.7.1.3 Scratch Coat to fill rut:

The scratch coat mixture should be spread to fill minor cracks and shallow potholes and leave a uniform surface. The application rate for the scratch course and rut filling application will vary depending on surface irregularities and the depth of rutting. If rut filling is required, a quantitative estimate of the amount of rutting or a copy of the ARAN rut survey should be provided to help determine quantities. The surface coat is placed over the scratch coat in a fairly consistent thickness of 9 - 12 mm.

Use of a rut box should be specified when there is rutting over 50 % of the project that is an average of 10 mm or greater in depth, in one wheel path. Micro-surfacing should not be used for ruts greater than 50 mm in depth.

If the depth of rutting exceeds 13 mm, a rut box must be used to fill the ruts prior to apply a scratch and surface coat. The maximum depth of rut that can be filled with the rut box is 25 mm per pass. The minimum width of a rut filling application is 1.5 m. The requirement to use a rut box is specified through a special provision fill-in.

336.7.1.4 Crack Sealant:

Crack sealant is typically removed prior to micro-surfacing as required by OPSS 336. Crack sealant that shows signs of deterioration or debonding and crack sealant that has been in place less than 1 year can interfere with the micro-surfacing operations. The requirement to leave crack sealant in place prior to micro-surfacing should be based on the recommendation of the pavement design report or Regional Geotechnical Section. Crack sealing should not be performed prior to micro-surfacing. The option to leave crack sealant in place prior to micro-surfacing is specified through a fill-in to the micro-surfacing special provision.

336.7.1.5 Pavement Marking:

Micro-surfacing does not adhere well to thermoplastic pavement markings, stop blocks and turning arrows. Durable pavement markings are required to be



removed prior to micro-surfacing as specified in OPSS 336. Durable pavement markings should only be left in place based on the recommendation of the pavement design report or Regional Geotechnical Section. The Regional Traffic Section should also be consulted about impacts to traffic created by removing pavement markings during construction. The option to leave durable pavement markings in place prior to micro-surfacing is specified through a fill-in to the micro-surfacing special provision.

336.7.1.6 Tack Coating:

Tack coating of existing pavement surfaces is typically required. New pavements or flushed pavements to be micro-surfaced may not require tack coating. When a thick scratch coat micro-surfacing is anticipated, tack coating may not be required. Tack coating should be as recommended in the Pavement Design Report or by the Regional Geotechnical Section. Tack coating is required as part of the micro-surfacing item and therefore an item for tack coat is not required. When tack coating is not required it should be specified through a fill-in portion of the micro-surfacing special provision.

336.7.1.7 Different types of Micro-surfacing:

Typically, the different micro-surfacing types are used for the following applications as recommended in the Pavement Design Report or by the Regional Geotechnical Section. Type II micro-surfacing with Superpave 12.5 quality aggregate is used on local residential streets and low volume arterial and collectors. Type II micro-surfacing with Superpave 12.5 FC1 quality aggregate is used on higher volume arterials and collectors. The aggregate requirements provided in the surface course directive provide direction on aggregate to specify for Type II micro-surfacing. Pavements with AADT greater than 2500 per lane require a Superpave 12.5 FC1 quality aggregate. Type III micro-surfacing is used on freeways and other high speed, high volume roads. Type III Modified micro-surfacing is used in lieu of Type III micro-surfacing to reduce traffic generated noise. Type III Modified and Type III micro-surfacing both require Superpave 12.5 FC1 quality aggregate.

Where Type II micro-surfacing is required, the designer must specify the aggregate requirements as either Superpave 12.5 FC1 quality aggregate or Superpave 12.5 quality aggregate. The default requirements of OPSS 336 specify Type II Micro-surfacing shall meet the requirements of a high traffic volume application (i.e. Superpave 12.5 FC1 aggregates). Where Type II micro-surfacing with Superpave 12.5 quality aggregate is required on a project, the aggregate requirements of OPSS 336 must be changed through a fill-in portion of the micro-surfacing special provision.

Some Type II micro-surfacing and all Type III and Type III Modified micro-surfacing require aggregates that meet Superpave 12.5 FC1 quality requirements. In Southern Ontario, the aggregates meeting Superpave 12.5 FC1 quality should



come from a source listed on the DSM list as required in OPSS 336. In Northern Ontario, the requirement for Superpave 12.5 FC1 quality aggregates to come from the DSM should be reviewed based on if the highway is designated as a Superpave 12.5 FC1 or Superpave 12.5 Modified pavement. If it is determined, that the aggregate does not need to come from the DSM, the aggregate can also be obtained from a quarry consisting of 100 percent siliceous aggregate determined according to LS-609. If aggregates are not required to come from the DSM, a fill-in portion of the micro-surfacing special provision should be used. Aggregate requirements should be as recommended in the Pavement Design Report or by the Regional Geotechnical Section and should be specified through a fill-in portion of the micro-surfacing special provision.


The micro-surfacing specification requires the use of a pilot vehicle as part of the micro-surfacing process. There may be highway sections such as a freeway, where the regional traffic section should be consulted regarding the deletion of the pilot vehicle requirement. The pilot vehicle requirement can be deleted through a special provision fill in.

The contractor must be on the list of pre-qualified contractors, having satisfied Ministry competency requirements in order to bid on micro-surfacing contracts.

336.8 COMPUTATION


All paving requirements of a project with respect to micro-surfacing as recommended by the Regional Geotechnical Section are stated in the Pavement Design Report.


Micro-surfacing tender items are all Plan Quantity Payment items, as may be revised by Adjusted Plan Quantity of the horizontal areas (square metres).

In the case where two lifts are required the total area in square metres (m2 )would remain the same. The unit price would be based on a two lift thickness.

336.9 DOCUMENTATION

Contract drawings are not required with the above tender items.

Each area of microsurfacing is documented on one line of the Quantities



Miscellaneous sheet. The start and end chainages of each area are provided. The width of microsurfacing is delineated by providing both the left and right offsets of the edge of microsurfacing. The edges would typically correspond to the edges of pavement. The area is typically the width of pavement multiplied by the length of pavement that is to receive microsurfacing.

One or more columns is/are headed by the tender item name(s). The area of microsurfacing (m2) is entered in the line, corresponding to each area of microsurfacing, in the appropriate column that corresponds to the appropriate tender item name.

If rut filling is required, information on rut depths should be provided such as a copy of ARAN data on typical rut depths. ARAN data may be either included in the Quantities Miscellaneous sheet, via Non-standard special provision or by information to bidders.


Calculated areas in square metres are recorded to the nearest whole number.

DETAIL ESTIMATING SLURRY SEAL

November 2013 Page 1 of 4 B337

B337 - SLURRY SEAL - OPSS 337

337.1 GENERAL

Slurry seal is a homogeneous mixture of emulsified asphalt, fine aggregate, water,

mineral filler (Portland cement) and, if required, additive, that is applied in a cold fluid

state as a pavement preservation treatment on an existing road surface that is in fair to

good condition. It seals road surfaces providing protection from water penetration and it

limits further oxidation of existing pavements. It is used to fill surface voids and can

correct moderate ravelling and loss of matrix. Slurry seal does not increase the structural

strength of a road surface, it is not intended to improve friction, it cannot correct

cracking, and it does not correct deformations, such as rutting.

337.2 REFERENCES

Pavement Design Report or Memorandum

337.3 TENDER ITEMS

Slurry Seal - Type I

Slurry Seal - Type II

Slurry Seal - Type III


The requirements for the above tender items are contained in OPSS 337.


The designer should refer to Chapter 'E' of this manual to review the applicable special

provisions.


At present there are no standard drawings associated with these tender items.



337.7 DESIGN


337.7.1.1 Placement:

There are three types of slurry seal. Typically, the type used is recommended in the

Pavement Design Report or by the Regional Geotechnical Section. The most commonly

used is Type II, which is a medium gradation mix. If a road surface has distresses of a

higher severity and/or density Type III would be used because its coarser gradation

permits thicker placement. Also, Type III may be chosen over Type II for road surfaces

that carry heavier traffic (i.e. logging trucks). Type I is a fine gradation mix that is used

for light-wear surfaces, such as parking lots, and is not expected to be used by MTO.

Slurry seal is not typically used in Southern Ontario.

Slurry seal cannot treat rutting. If it is desired to correct rutting (i.e. rutting greater than

13 mm) micro-surfacing should be selected as the treatment type as it can correct rutting

up to 50 mm.

Slurry seal is typically only used for roadways with an AADT less than 5000, less than

10% commercial vehicles, and posted speed of 80 km/hr or less. In addition, if there are

concerns regarding any of the following: friction, percentage of commercial trucks, and

operating speed then slurry seal should not be used, and micro-surfacing should be the

preferred treatment.

A detailed pavement condition investigation should be carried out to determine the

appropriateness of specifying slurry seal.

All surface preparation, material application including handwork, joints, protection while

curing, appurtenance protection, clean up and provision for a trial area are included with

the tender items for slurry seal.

Traffic must be prohibited from the finished surface for a period of up to four hours to

permit the slurry seal to cure. This may necessitate a separate pay item for traffic convoy.

For higher volume roadways, requiring a faster opening time, curing time can be reduced

to as low as 1 hour. However, reducing the curing time may also reduce the number of

bidders for a contract. The Regional Geotechnical and Traffic Sections should be

consulted on this matter. A reduction to the time specified in OPSS 337 shall be specified

in SSP 337F01.

Partially paved shoulders (0.5 m) should be slurry sealed. Slurry sealing of fully paved

shoulders is left to the discretion of the designer. In some cases, slurry sealing from the

inside of the white edge line to the inside of the white edge line is performed to eliminate

the cost of line painting. If there is a paving joint on the shoulder side of the white line, it

should be slurry sealed.



The slurry is sensitive to weather conditions and must be placed during warm dry

weather. Operational constraints are provided in OPSS 337 that require an atmospheric

temperature of at least 10 °C, no fog or rain, and no forecast of temperatures below 0 °C

within 24 hours of the time of application. In addition, slurry sealing shall commence no

earlier than May 15th

and shall be completed no later than September 30th

.

337.7.1.2 Material Requirements

Aggregates

The gradation and quality requirements of the aggregates are dependent on the type of

slurry seal specified and are provided in OPSS 337.

Mineral Filler (Cement)

The mineral filler, which is required to complete the chemical reaction in the mix, is a

Portland Cement type GU, according to OPSS 1301.

337.7.1.3 Crack Sealant:

Crack sealant is not typically removed prior to slurry sealing. Only loose, isolated crack

sealant should be removed prior to slurry sealing. Crack sealing should not be performed

prior to slurry sealing. Pavements with significant amounts of loose crack sealant are not

candidates for slurry seal

337.7.1.4 Pavement Marking:

Slurry seal does not adhere well to thermoplastic pavement markings, stop blocks and

turning arrows. Durable pavement markings are required to be removed prior to slurry

seal application as specified in OPSS 337. Durable pavement markings should only be

left in place based on the recommendation of the pavement design report or Regional

Geotechnical Section. The Regional Traffic Section should also be consulted about

impacts to traffic created by removing pavement markings during construction. The

option to leave durable pavement markings in place prior to slurry sealing is specified in

SSP 337F01.

337.7.1.5 Tack Coating:

Tack coat should not be used for slurry seal.

337.8 COMPUTATION

Slurry Seal items are Plan Quantity Payment items.




The main source of information for the above tender items is the recommendations of the

Regional Geotechnical Section, typically found in a Pavement Design Report or

Memorandum.


The unit of measure is square metres, and the quantity is calculated as the plan area of the

pavement surface(s) to be slurry sealed.

337.9 DOCUMENTATION

Each area is entered as a separate line entry under the appropriate column heading on a

"Quantities - Miscellaneous" sheet.

Where multiple pavement sections are to be slurry sealed, the location of each section is

detailed on a separate row on the “Quantities – Miscellaneous” sheet.

Each column is totalled and transferred to the tender document.


Station and quantity entries are recorded to the nearest whole number.

DETAIL ESTIMATING ROUTING & SEALING CRACKS IN ASPHALT

08 02 B341-1

B341 - ROUTING AND SEALING AND/OR SEALING CRACKS IN ASPHALT PAVEMENT - OPSS 341

341.1 GENERAL

This work serves as a preventative maintenance measure whereby cracks in the existing surface course of asphalt pavements which are up to 15 mm in average width or greater than 15 and less than or equal to 30 mm in average width are respectively, routed and cleaned or cleaned without routing. All of the cleaned routs or unrouted cracks are then sealed with a hot-poured rubberized asphalt sealant, thereby preventing the entry of water and/or debris thereby mitigating any further damage to the pavement and underlying base structure.

Undertaking this operation, in a timely manner, will add years to the life of the pavement.


341.3 TENDER ITEMS

Routing and Sealing Cracks in Asphalt Pavement Sealing Cracks in Asphalt Pavement


The requirements for routing and sealing cracks and/or sealing cracks without routing in asphaltic concrete pavement surfaces are detailed in OPSS 341.


The designer should refer to Chapter 'E' of this Manual to review the applicable Special Provisions.


Routing and sealing cracks and/or sealing cracks without routing in asphalt pavement is identified on the appropriate 500 series OPSD's.

341.7 DESIGN

All information pertaining to the extent of work under the tender item(s) is recommended by the Designer and approved by the Regional Geotechnical section.

The selection of the appropriate treatment is based on the average width of the crack. For cracks where the average width is:

DETAIL ESTIMATING ROUTING & SEALING CRACKS IN ASPHALT

08 02 B341-2

i) Less than or equal to 15mm, the remedial measure may be to rout, clean and seal the crack; ii) Greater than 15mm but less than or equal to 30mm, the remedial measure may be to clean and seal the crack without routing.

If the depths or widths of the cracks are excessive and it is determined that excessive sealant is required, then this situation will have to be addressed by the appropriate Regional Geotechnical Section’s (i.e.) interim remedial measures, in order to avoid claims for payment of the excessive sealant quantities. On projects where the depths of cracks are excessive and particularly when their average widths are greater than 30 mm, then recommendations for remedial measures should be determined and detailed by the Designer, for review by the Regional Geotechnical Section, and documented in a non - standard special provision along with a drawing detailing the treatment.

341.8 COMPUTATION

These items are not administered under Plan Quantity status due to their variable nature.


The unit of measure for these tender items is linear metres of cracks treated.

341.9 DOCUMENTATION

The location of each crack treatment is documented by the appropriate station to station limits, together with the lengths of both longitudinal and transverse cracks (i.e. usually estimated by the applicable Regional Geotechnical and/or Operational Services Sections from detailed evaluations of representative sections) and their appropriate treatments within those limits, and are to be shown on the Quantities - Miscellaneous sheets.

The individual entries are totalled and become the tender quantity for the appropriate tender item.


The lengths of cracks to be treated in each area are to be shown in metres.

Quantities and stations are to be shown in whole numbers.

350 - CONCRETE BASE AND CONCRETEPAVEMENT - OPSS 350

350.1 GENERAL

The selection of the pavement design types is the responsibility of the Regions. Approval of certain designs, including all rigid pavement designs, however, will still be required by the Director of Construction and Operations.

A Pavement Advisory Committee has been established at Downsview to initiate when necessary, the development of policies, standards and procedures with respect to pavement structures; provide technical assistance to the Heads of the Regional Geotechnical Sections and, with the agreement of the Regional Director, submit Pavement Selection Reports containing the recommended pavement design to the Director of Construction and Operations for approval.

The Heads of each Regional Geotechnical Section will be invited to attend the Pavement Advisory Committee meetings for each project under consideration from their Region. If unable to attend, the Secretary will assist in processing the Reports through the Pavement Advisory Committee during their scheduled meetings.

The unit price for Concrete Base and Concrete Pavement includes the forming, placing, finishing, texturing, & curing of the material, the placing of tie bars, load transfer devices and the cutting, preparing and sealing of joints.

A price adjustment will be based on the average of pay factors for strength and thickness.

Where the road surface to receive concrete pavement or concrete base has been prepared under a previous contract, the tender item “Restoring Roadway Surfaces” is added as a separate tender item.

Tender Items

1. Concrete Base 2. Concrete Pavement


Information for the above tender items is indicated in OPSS 350.


The designer should refer to Chapter AE@ of this Manual to review the applicable Special Provisions.

Rev. Date: 04/99 Concrete Base and Concrete Pavement B350-1


Standard drawings applicable to the construction of Concrete Base or Concrete Pavement are contained in the OPSD 200, and 500, series.

350.2 COMPUTATION



It is important that the Pavement Selection Report for any project be submitted for approval at the time of preparation of the Preliminary Design Report after approval of the Design Criteria. To facilitate the processing and approval of any design with special features or one which has not been used before by the Ministry, a full explanation of the non-standard elements should accompany the Report.

The thickness of the Concrete Base and Concrete Pavement is established by the Regional Geotechnical Section.


The unit of measurement for Concrete Base and Concrete Pavement is the square metre.

The areas of proposed work are calculated from design drawings and typical sections (including all tapers-ramps-radii, etc.,) and shown on the calculation sheets. The summarized quantities are transferred from the calculation sheet to the Quantities-Miscellaneous Sheet.

Lengths are to be calculated, on appropriate quantity calculation sheets, from design drawings, typical sections and/or cross sections.

Individual lengths are to be calculated to 2 decimal places along the longitude axis of the load transfer device, (placed on a skew), from edge of concrete pavement to edge of concrete pavement.

The summarized quantities are transferred to the Quantities Miscellaneous Sheet.

350.3 DOCUMENTATION

Concrete Pavement and Concrete Base are to be detailed on any Quantities-Miscellaneous sheets. Concrete Pavements of different depths are to be detailed


in separate columns and combined into one tender item. Concrete Base of different depths are to be detailed in separate columns and combined into one tender item.


Summarized Concrete quantities are recorded in whole number square metres.

Stations are recorded in whole numbers, and may be recorded to 0.1 m where necessary.


DETAIL ESTIMATING SIDEWALKS

01 05 B351-1

351- CONCRETE IN SIDEWALK - OPSS 351

351.1 GENERAL

The construction of concrete sidewalks, is controlled by the following policy:

1. New Sidewalks

The Ministry may pay 100% of the cost of a new sidewalk across a King'sHighway, Freeway or Expressway at an interchange, intersection or flyover,providing all of the following conditions are met:

(a) Sidewalk must be requested by the Municipality.

(b) Sidewalk must be recommended by the Regional Planning and DesignOffice as being required from a delineation and/or pedestrian safety point of view.

(c) Municipality must give a commitment to construct a municipal sidewalk to join at each end of that sidewalk to be constructed by the Ministry.

(d) Sidewalk must be located within the right-of-way and cross the Provincial Highway at an interchange or intersection.

(e) The Municipality must undertake to maintain and accept liability for any sidewalk constructed under the above conditions.

2. Replacement of Sidewalks Destroyed or Damaged by MTO Construction

The Ministry will pay 100% of the cost of replacing a sidewalk damaged ordestroyed by Ministry construction projects.

3. Sidewalk Ramps

The construction of sidewalk ramps should be considered and the locations discussed with the Municipality.

351.1.1 Concrete Sidewalk

The following work is associated with the construction of concrete sidewalk, but is not included in the above tender item for placing the sidewalk.


01 05 B351-2

a) Excavation required to construct the sidewalk and granular foundation. The excavation required above the bottom of sidewalk grade is to be included in the tender item "Earth Excavation (Grading)" and/or "Rock Excavation (Grading)".

b) Granular quantities required for foundation work are to be included in the appropriate granular item. Normally, Granular A is used for foundation material.

The basic width of a new sidewalk is 1.5 metres. However, the local municipality should be contacted for confirmation.

351.1.2 Tender Item

Concrete In Sidewalk.


The requirements for concrete in sidewalk are contained in OPSS 351.




Applicable standards for concrete in sidewalks are illustrated in the Ontario Provincial Standards Drawings Manual in the 300 Series.

351.2 COMPUTATION

This is Plan Quantity Payment item.


The main sources of information for the above tender item are the B-Plans, Cross-sections, the local Municipality and the Regional Geotechnical Section.


The unit of measurement for Concrete in Sidewalk is the square metre and is calculated using the horizontal design dimensions.

The type and depth of concrete is determined by the Regional Geotechnical Section.


01 05 B351-3

The usual depth of concrete for sidewalks is 125 mm and 150 mm across driveways. This value may be increased at the request of the Municipality providing the Municipality agrees to absorb the additional costs.

Grading required for sidewalks is calculated in cubic metres. The depth of excavation is to include the concrete thickness. The grading quantity is to be added to the tender itemEarth Excavation (Grading).

The granular foundation depth is normally 100 mm for concrete sidewalk. The granular quantity in tonnes is added to the appropriate granular tender item.

351.3 DOCUMENTATION

The location for placing sidewalks is to be indicated on the construction plans of the contract drawings. Concrete sidewalks and sidewalk ramps require the indication of the appropriate standard drawing number on the plans. The width of sidewalk is indicated on the plans.

Quantities for earth excavation, granular and concrete sidewalk constructed at the expense of a Municipality are to be clearly defined by Station to Station on the appropriate Quantity Sheet.

The granular foundation quantity is added to the roadway granular item and identified as a separate entry on the quantity sheet showing the depth of granular on the same line.

The grading quantities for concrete sidewalk are added to the tender item Earth Excavation (Grading) and shown as a separate entry on the Quantities - Grading sheet.

Sidewalk, driveway and boulevard quantities and the depth of concrete are itemized on a Miscellaneous Quantity Sheet by Station to Station, Location and Offset. The quantities for each tender item are totalled. This total is the tender total and is transferred to the tender documentation.


Stations are recorded in whole numbers. Quantity entries are recorded in whole number square metres.

DETAIL ESTIMATING TACTILE WALKING SURFACE INDICATORS FOR CONCRETE SIDEWALK RAMPS


B351-2 – TACTILE WALKING SURFACE INDICATORS FOR CONCRETE SIDEWALK RAMPS

351-2.1 GENERAL

Construction of new or replacement sidewalks and/or curbs adjacent to controlled

pedestrian crossings where the concrete is placed adjacent to the pedestrian crossing

require Tactile Walking Surface Indicator Plates to be in compliance with Ontario

Regulation 413/12.

351-2.2 REFERENCES

Provincial Engineering Memorandum, Design and Contract Standards Office

#2014-01

Ontario Regulation 413/12


Tactile Walking Surface Indicator Plates for Concrete Sidewalk Ramps


The requirements for Tactile Walking Surface Indicator Plates for Concrete Sidewalk

Ramps are contained in SP 351S04.


Refer to Chapter 'E' of this Manual to review the applicable standard special

provisions.


Applicable Standard Drawings are contained in the 310 series of the Ministry of

Transportation of Ontario Drawings (MTOD).



351-2.7 DESIGN

Tactile Walking Surface Indicator Plates for Concrete Sidewalk Ramps shall only be

included adjacent to controlled pedestrian crossings within provincial highway right-

of-ways when:

- new sidewalk and/or curb is required at a new intersection,

- an existing intersection is being reconstructed or widened which impacts the

existing curb ramps,

- the existing sidewalk and/or curb requires replacement due to condition, or

- the existing sidewalk and/or curb must be removed and replaced due to new

traffic signal installation or other work.

In all other cases, existing curb ramps in accordance with OPSD 310.030 in each

quadrant of an intersection may remain in place and should not be retrofitted with

tactile walking surface indicator plates.

351-2.8 COMPUTATION

Quantities are computed for each set of tactile walking surface indicator plates

installed at each concrete sidewalk ramp.

Quantities for excavation, granular, and concrete at each concrete sidewalk ramp shall

be paid under the applicable tender items.


Tactile Walking Surface Indicator Plates for Concrete Sidewalk Ramps locations are

depicted on the contract drawings with the appropriate MTOD number shown. The

applicable Standard Drawings shall be included in the contract.

Tactile Walking Surface Indicator Plates for Concrete Sidewalk Ramps quantities are

computed and entered on the “Quantities-Miscellaneous" sheets under the appropriate

column heading, showing station and location, left or right of centreline. Total each

column and transfer the tender totals to the tender document.

A set of two Tactile Walking Surface Indicator Plates for Concrete Sidewalk Ramps

at each ramp location is counted as a quantity of 1.



Payment for concrete at each concrete sidewalk ramp shall be paid under the tender

items for Concrete Sidewalk as specified in OPSS 351 and Concrete Curb and Gutter

as specified in OPSS 352.


Station and quantity entries are recorded to the nearest whole metre.

Spot checking required.

DETAIL ESTIMATING CONCRETE STEPS

01 05 B-352-1

352 - CONCRETE STEPS - OPSS 352

352.1 GENERAL

The item Concrete Steps covers the work of excavation, supplying and placing all materials, including reinforcing steel, pedestrian railing, joint filler (if required) and the construction of the concrete steps. Concrete steps may be designed with or without concrete footings, depending on the length of the steps and whether or not settlement of the steps is anticipated.

352.1.1 Tender Item

Concrete Steps

352.1.2 Specification

The requirements for concrete steps are contained in OPSS 352.


The Designer should refer to Chapter `E' of this manual to review the applicable special provisions.


Applicable standards for concrete steps are contained in the Ontario Provincial Standard Drawings Manual in the 500 series. Should the design requirements fall outside of these standards, the Regional Planning and Design Section will design the steps with assistance from the Regional Structural Section.

352.2 COMPUTATION

This is not a Plan Quantity Payment item.


The main sources of information for the computation of this tender item are the B-Plans, ETR Books, Cross Sections and the local Municipality, if applicable.


The unit of measurement for concrete steps is each. A count will be made of the number of concrete steps installed.

DETAIL ESTIMATING CONCRETE STEPS

01 05 B-352-2

352.3 DOCUMENTATION

The location of concrete steps is identified on the contract drawings using the appropriate standard drawing number.

The placing of steps is recorded on the Quantities 1 or 2 Sheet by Station and Location.

The length and width of the step is identified in the tender item column heading. Typical drawings should be included where deemed necessary.

Rev. Date: 08/99 Concrete Curb and Gutter, Systems B353-1

353 - CONCRETE CURB AND GUTTER, SYSTEMS - OPSS 353

353.1 GENERAL

The prime function of curb and gutter and concrete gutter outlets in the design of paved roads, is to facilitate the channelling of storm water, thus preventing the erosion of shoulders and slopes. In addition, curb and gutter is used to provide traffic guidance and control.

353.1.1 Reference Publication

The design of pavement drainage is discussed in Chapter 'E' of the MTO Drainage Manual.

353.2 CONCRETE CURB AND GUTTER 353.2.1 General

When curb or curb and gutter is selected, drainage by gutter outlets and spillways is preferred to drainage by catchbasins due to the expense of the catchbasins and sewers.

An economical alternative for curb and gutter, to reduce shoulder and slope erosion, is the paving of shoulders. It reduces maintenance costs and improves traffic safety operations.

Due to distinctive needs and variables involved in the design of each project, it is difficult to formulate hard and fast rules concerning the use of curb and gutter. The following guidelines should be applied.

Gradients greater than 5% - treatment advisable, local investigation

imperative. Gradients 3% to 5% - investigation required in order to ensure

against erosion damage. Treatment should be based on superelevation, pavement width and local needs.

Gradients less than 3% - generally no action is required for erosion

control. A. Intersections at Grade

Where shoulder gravel spillage is attributed to, or is anticipated to be caused by turning maneuvers, treatment as shown in Figure 'A' or Figure 'B' may be applied for the appropriate quadrants. Figure 'C' shows the treatment of paved shoulder and delineators without curbing as an alternative. Each type can be applied with and without tapers or deceleration lanes. The policy on right turn lanes and tapers are outlined in the GEOMETRIC DESIGN STANDARDS FOR ONTARIO HIGHWAYS Manual.

B. Interchanges

At interchange areas open ditch drainage should always warrant prime consideration. Curb and gutter should only be considered when and where property or other constraints make such construction more economical than drainage by open ditch.

Where positive guidance is necessary, acceptable delineation can be accomplished by the use of curbs and delineators. Otherwise the delineation is attained with zone painting.

C. Structure Approaches

The use of curb and/or gutter at structure approaches will depend on the type of structure, location and the x-section of the approach highway. The use and type of curbing as well as termination length should be in accordance with standards contained in the Ontario Provincial Standard Drawings Manual.

Paved shoulders should be used wherever practical. When no curb and gutter is placed on the adjacent roadway a minimum length of 10.0 m of curb and gutter is required adjacent to the barrier wall of the structure to eliminate erosion at the abutments and provide for a safe curb termination.

On grades up to 0.5% the use of curb and gutter should be minimized. Some means of controlling drainage in order to avoid erosion at structures is essential.



D. Bullnose Islands and Raised Medians

Bullnose areas should consist of pavement markings only, unless substantial grade differentials, subsequent drainage needs and/or traffic guidance require the use of curb and/or curb and gutter.

Curb and/or curb and gutter applications should meet the following requirements:

1) At bullnoses, for a minimum distance of 8.0 m from the bullnose or to a point

where the edges of the pavement are at least 3.0 m apart (4.5 m on expressways), whichever provides the greater distance.

2) Intervals of 60.0 m or less, formed between sections of curb or curb and

gutter, are to be closed by providing a suitable curb type in between.

3) Regardless of gradients or curvature, all raised medians and permanent constructed channelization islands are to be bounded by curb and gutter.

E. Types of Concrete Curb and/or Gutter

Types and general use of concrete curb and concrete curb and gutter are illustrated in the Ontario Provincial Standard Drawings Manual in the 600 series.

(a) OPSD 600.02

Permits emergency off-pavement parking and gives guidance to traffic at channelization islands.

(b) OPSD 600.01

Applies in cases when: - off-pavement parking is undesirable or prohibited. - protection for pedestrians on adjacent sidewalk is needed. - more positive guidance of traffic is required due to dangerous

obstructions in the vicinity of the pavement. - traffic lights and sign standards require protection.

(c) OPSD 600.05

Basically a replacement for OPSD 600.01, distinctive in that it has a lesser breadth and drainage capacity.

(d) OPSD 600.03

- has the greatest water-carrying capacity of the types listed. - permits traffic to cross the curb for entry to private property or for

off-pavement parking. - offers the least interference with snowplowing.


(e) OPSD 600.08 AND OPSD 600.09

These are barrier and mountable curbs respectively. - used where gutters are not required. - most often placed on commercial entrance islands.

(f) OPSD 600.04

Used in conjunction with OPSD 600.05 along the superelevated edge of pavement.

(g) OPSD 600.02

Used in conjunction with curb and gutter section as shown in OPSD 600.02 along the superelevated edge of pavement.

(h) OPSD 600.01

Used in conjunction with curb and gutter section as shown in OPSD 600.01 along the superelevated edge of pavement.

(i) OPSD 600.11

Used as a barrier curb only, along the superelevated edge of pavement.

(j) OPSD 600.03 Used in conjunction with OPSD 600.03 along the superelevated edge of pavement.

(k) OPSD 600.10

Basically a replacement for OPSD-600.03. Usually used in urban areas.

F. Transition Sections

In order to achieve a smooth transition of varying types of curb and/or curb and gutter, a transition section is employed. The length is noted on the curb and gutter Standard Drawings.

353.2.2 Tender Item

Concrete Curb and Gutter 353.2.3 Specification




The Designer should refer to Chapter 'E' of this manual to review the applicable Special Provisions.


Applicable standards drawings are illustrated in the Ontario Provincial Standard Drawings Manual in the 600 series.

353.2.6 Computation

These are Plan Quantity Payment items. 353.2.7 Source of Information

The main source of information for the computation of these tender items are Field Note Books, B-Plans, ETR Books, Pavement Elevations, Design Cross-Sections, the MTO Drainage Manual and Ontario Provincial Standard Drawings Manuals.


The unit of measurement for concrete curb and gutter is the metre. The length is measured along the flow line of the gutter, with no deductions made for gutter outlets and frames and grates. The types and lengths of curb and gutter to be placed will include bullnose, transition sections, termination sections, straight and circular curb and/or curb and gutter. The various lengths are scaled from the plan.

353.2.9 Documentation

Straight and Circular Construction

Curb and/or curb and gutter to be installed on tangent and curves with radii of 15.0 m and greater are documented as straight. Curves with radii of less than 15.0 m are documented as circular.

Drawings

Curb and/or curb and gutter is shown on the construction plans by the appropriate symbol and the appropriate OPSD No. eg (600.01). Where the curb and gutter changes from one type to another the transition midpoint is identified by station.

Termination sections are specified on the drawings by the OPSD Standard


number.

Quantity Sheet

The Miscellaneous Quantity Sheet is utilized to record the Station to Station and left or right location of curbing. Straight and circular sections are documented separately with the column heading identifying the type.

Curb termination lengths are included with either the straight or circular sections. The quantities in each column are sub-totalled. These sub-totals are combined into one total which is the tender total. The tender total is transferred to the tender documentation.

Documentation Accuracy


353.3 CONCRETE GUTTER OUTLETS 353.3.1 General

Gutter outlets are designed to discharge the water flow from concrete curb and gutter.

Two types of gutter outlets are used:

a) 45 concrete gutter outlets on a downgrade or at the end of a run of curb

and gutter.

b) 90 concrete gutter outlets in a sag where drainage is fed from both directions.

The spacing of 45 outlets is usually kept within 100 m� on steep grades and should not exceed 150 m on grades which are fairly flat.

353.3.2 Tender Item

Concrete Gutter Outlets 353.3.3 Specification

The requirements for concrete gutter outlets are contained in OPSS 353.



The Designer should refer to Chapter 'E' of this manual to review the applicable special provisions.


Applicable standard drawings are illustrated in the Ontario Provincial Standard Drawings Manual in the 600 series.

353.3.6 Computation 353.3.7 Source of Information

The main source of information for the computation of this tender item are the Field Note Books, B-Plans, Pavement Elevations, MTO Drainage Manual, (Chapter E), ETR Books, Design Cross-Sections and the Ontario Provincial Standard Drawing Manual.


The unit of measurement for concrete gutter outlets is each. The location of gutter outlets is determined from the plan and profiles.

353.3.9 Documentation

Drawings

Gutter outlets are indicated on the construction plans of the contract drawings. The appropriate symbol and type is identified. Quantity Sheet

Gutter outlets are itemized on the Miscellaneous Quantity Sheet by Station and left or right location.

The column heading will identify the OPSD number.

Separate columns are required for each OPSD. The quantities in each column are sub-totalled. These subtotals are combined into one total which is the tender total. This tender total is transferred to the tender documentation.

DETAIL ESTIMATING INTERLOCKING CONCRETE PAVERS

B355 - INTERLOCKING CONCRETE PAVERS - OPSS 355

355.1 GENERAL

Interlocking concrete pavers are used in the construction of pedestrian and vehicular traffic locations in lieu of concrete and/or asphalt pavement. Manual or mechanical installation of pavers on granular base or subbase, concrete or asphalt base, overlain with bedding sand, finished with joint sand is used in vehicular traffic areas and non-vehicular traffic areas.

The structural behaviour of interlocking concrete pavers is similar to an equivalent thickness of asphalt.

Current principle pavement applications include residential, urban, rural roads, bus terminals, bus routes, car park lanes, commercial and private entrances, bike paths, crosswalks and parking and service lots.

Application is to be restricted to facilities where traffic speeds do not exceed 70 km/h. A herringbone pattern at 45 degrees to the vehicular traffic direction is recommended for roadway pavements. They are also used in non vehicular areas such as sidewalks, boulevards, medians and streetscape applications. When the application is subject to pedestrian use, only a minimum 60 mm thick paver is recommended, otherwise 80 to 100 mm thick pavers shall be specified.

All grading, subsurface drainage, granular subbase, base, bedding, joint sand and edge restraints are included in the unit price.

355.2 REFERENCES

Related technical publications for designers’ use are available from the Interlocking Concrete Pavement Institute (ICPI) at www.icpi.org.

355.3 TENDER ITEM

Interlocking Concrete Pavers.


The requirements for interlocking concrete pavers are contained in OPSS 355.

November 2011 Pg. 1 of 3 B355





Applicable standard drawings are illustrated in the Ontario Provincial Standard Drawing Manual in the 500 series.

355.7 DESIGN

Edge restraints are typically precast concrete cut stone or concrete and walls, which are both required to be installed at the base or subbase.

Subsurface drainage of the bedding sand is achieved by selecting proper aggregate gradation. Subsurface drainage is achieved by installing pipe subdrain at the base/subbase, under separate tender items.

The designer may require a surface sealer to protect the paver surface from staining, fading and to intensify colour. A reduction in frictional resistance may result with the use of a surface sealer. See ICPI Specifications, Technical Specification 5, for further details.

Various typical laying patterns are available in many forms and designs. Selection is the responsibility of the designer.

355.8 COMPUTATION


This is a variation item.


All interlocking paver requirements with respect to paver types and depths are to be recommended by the Regional Geotechnical Section, as stated in the Pavement Design Report.




The unit of measurement for interlocking concrete pavers is the square metre.

The areas of proposed work are calculated from design drawings and typical sections and shown on the calculation sheets.

355.9 DOCUMENTATION

Interlocking concrete pavers are detailed on the Quantities - Miscellaneous sheet in separate columns for each different type of installation. The columns are totalled and totals combined into the tender quantity. Different types of Interlocking Concrete Pavers, including variations in size, shape, colour, thickness, texture and pattern are identified by column heading. Alternatively, designers may place some of this specific information in a NSSP, if necessary, for clarification of presentation. Lateral limits or offsets (left and right) of the edges of each installation are provided in the reference column of the Quantities – Miscellaneous sheet.

The designer may consider including a sketch showing the layout patterns of Interlocking Concrete Pavers as it may prove difficult to describe some layouts.

If a Surface Sealer is required, it may be specified in a NSSP.

Each area of Interlocking Concrete Pavers is to be identified on the Contract Drawings, showing start and end chainage and width of installation, along with the applicable OPSD number. Where edge restraint is provided under the Interlocking Concrete Pavers tender item, it shall be labelled ‘Edge Restraint’. The type and depth of base and sub-base shall also be noted.


Column totals on the Quantities – Miscellaneous sheet of Interlocking Concrete Paver quantities are rounded to the nearest whole number.


360 - FULL DEPTH REPAIR OF CONCRETEPAVEMENT OR CONCRETE BASE

- OPSS 360

360.1 GENERAL

Full depth concrete placement or concrete base slab repairs are typically used to repair severe distress associated with slab cracking (transverse or longitudinal), joint spalling when the spalling extends 75 mm below the surface of the slab, D-cracking corner breaks and joint faulting.

Investigation of surface and/or full depth defects in the existing concrete pavement structure should be carried out prior to the design. Estimated quantities for repair areas are to be provided for bidding purposes with adjustments made in the field, as required.

Existing pavement details and areas to be repaired are to be shown on the contract drawings. Consideration for combining repair areas should be given, where the frequency and spacing of repair areas may impact on performance.

It should be indicated in the contract when transverse expansion joints are not to replace existing expansion joints. (Tie bar and dowel bar requirements are shown on the OPSD drawings.)

360.1.1 Tender Item

Full Depth Concrete Slab Repair.


Information in regard to Full Depth Concrete Slab Repair is contained in OPSS 360.




Standard drawings giving details of Full Depth Concrete Slab Repair are contained in the OPSD 500 series.

360.2 COMPUTATION


The main source of information for the above tender item is field note books, plans,

Rev. Date: 01/99 Full Depth Repair of Concrete Pavement or Concrete Base B360-1

profiles, standard cross sections, Pavement Design Report and the Regional Geotechnical Section.

Thicknesses of existing concrete pavement and concrete base are established/confirmed by the Regional Geotechnical Section.


The unit of measurement for Full Depth Repair of Concrete Pavement or Concrete Base is the surface area of the concrete repair placed in square metres.


360.3 DOCUMENTATION

The location of each repair area is indicated on the contract plans by station and is detailed on any Quantities - Miscellaneous sheet.


Summarized concrete quantity repair areas are recorded in whole number square metres.

Rev. Date: 01/99 Full Depth Repair of Concrete Pavement or Concrete Base B360-2

362 - FAST TRACK FULL DEPTH REPAIRSTO CONCRETE PAVEMENT - OPSS 362

362.1 GENERAL

This item covers the requirements for full depth concrete pavement repairs where early opening to traffic is essential.

A preconstruction meeting is required to ensure removal, placement, curing and contingency plans are in place to accommodate early opening to traffic.

There is a requirement for certified testing staff during concrete placement and curing to verify concrete strength prior to opening.

Investigation of the existing concrete pavement structure should be carried out prior to the design and estimated quantities of repair areas are to be provided for bidding purposes, with adjustments made in the field, as required. Existing pavement details are to be shown on the contract drawings. Tie bar and dowel bar requirements are shown on OPSD drawings.

Consideration should be given to specifying a trial repair area away from traffic to verify the performance of the concrete mix and the contractor's operations, as fast track repairs require specially designed concrete mixes.

362.1.1 Tender Item

Fast Track Full Depth Repairs to Concrete Pavement.


Information in regard to the above tender item is contained in OPSS 362.


The designer should refer to Chapter 'E' of this manual to review any applicable special provisions.


Presently there are no standard drawings of Fast Track Full Depth Repairs to Concrete Pavement at this time, however, associated drawings are contained in the 500 series.

Rev. Date: 01/99 Fast Track Full Depth Repairs to Concrete Pavement B362-1

362.2 COMPUTATION


The main source of information for the above tender item is field note books, plans, profiles, standard cross sections, Pavement Design Report and the Regional Geotechnical Section.

Thicknesses of existing concrete pavement and concrete base are established and confirmed by the Regional Geotechnical Section.


The unit of measurement for Fast Track Full Depth Repairs to Concrete Pavement is the square metre.

362.3 DOCUMENTATION

The location of each repair area is indicated on the contract plans by station and detailed on any Quantities - Miscellaneous sheet.


Concrete quantity entries are recorded in 0.1 m2.

Summarized concrete quantity repair areas are recorded in whole number square metres.

Rev. Date: 01/99 Fast Track Full Depth Repairs to Concrete Pavement B362-2

DETAIL ESTIMATING REPAIRING RIGID PAVEMENT WITH PRECAST CONCRETE SLABS

May 2008 Pg. 1 of 3 B363

B363 - REPAIRING RIGID PAVEMENT WITH PRECAST CONCRETE SLABS - OPSS 363

363.1 GENERAL

Repairing rigid pavement with precast concrete slabs is recommended by the Regional Geotechnical Section on a work project specific basis. It is generally used as a repair when traffic impacts require an overnight or short duration repair method for rigid pavement. The repair of rigid pavement with precast concrete slabs is based on using either the Fort Miller Super-Slab® Method or the Michigan Method. The work may involve both continuous and intermittent slab repairs.

363.1.1 Definitions

Continuous Precast Concrete Slab Repair means the continuous replacement of multiple consecutive slabs of concrete pavement with inter-connecting precast concrete slabs.

Intermittent Precast Concrete Pavement Slab Repair means a 2 to 4.5 m long repair carried out using a single precast slab.


363.3 TENDER ITEM

Precast Concrete Slab Repair


The requirements for repairing rigid pavements with precast concrete slabs are found in OPSS 363.


The designer should refer to Chapter "E" of the CDED Manual to review the special provisions applicable to this tender item.

The contract documents must include: - the operational constraints for opening lanes to traffic. - the location of the QA laboratory for sample delivery.


There are no Ontario Provincial Standard Drawings directly applicable to this type of work.


May 2008 Pg. 2 of 3 B363

363.7 DESIGN

Precast concrete slab repairs are typically used in areas where overnight or short duration repairs are required. All precast concrete slab repair requirements of a project as recommended by the Regional Geotechncial Section are stated in the Pavement Design Report.

Precast concrete slab repairs can be performed through either intermittent or continuous slab repairs.

Typically 3 to 4 hours is required for proprietary concrete repair material and bedding grout, where applicable, to reach the minimum strength requirements. These times can be longer in cold weather.

363.7.1 Material Requirements

Precast Concrete Slabs

The quality of precast concrete slabs is provided in OPSS 363.

Tie Bars and Dowel Bars

The quality of tie bars is provided in OPSS 1442 and the quality of dowel bars is provided in OPSS 1441.

Flowable Fill – Michigan Method

The flowable fill shall meet the quality requirements provided in OPSS 363. The flowable fill shall consist of a mixture of Portland cement, coarse and fine aggregate, fly ash, and water, and may contain air entraining admixture and/or granulated blast furnace slag.

Bedding Grout – Fort Miller Super-Slab® Method

The bedding grout shall meet the quality requirements of OPSS 363. Bedding grout shall be a mixture of cement, water, and plasticizing admixture.

Proprietary Concrete Repair Material

The proprietary concrete repair material (PCRM) shall be suitable for the application and have a minimum compressive strength of 30 MPa at 28 Days. The PCRM for use in the Fort Miller Super-Slab® Method shall be capable of being pumped into the inverted dovetail slots.


May 2008 Pg. 3 of 3 B363

363.8 COMPUTATION



The unit of measure for precast concrete slab repairs is square metres.

363.9 DOCUMENTATION

Contract drawings and quantity sheets are required with the above tender item.

Tender quantities for precast concrete slab repair are transferred from the quantity sheet to the tender document.

The designer should provide pavement and base thickness and condition information from the pre-engineering investigations.


Calculated areas in square metres are recorded to the nearest 0.1 m2.

364 - PARTIAL DEPTH REPAIRS INCONCRETE PAVEMENT - OPSS 364

364.1 GENERAL

The work of partial depth repairs in concrete pavement covers spalling, scaling and other surface defects that are limited to a maximum depth of 1/3 the thickness of the existing concrete slab.

Spalls or other defects which extend below 1/3 the thickness of the slab or intersect dowel bars should not be repaired using this method. If in doubt, designers are recommended to use the full depth repair method.

Investigation of surface defects in the existing concrete pavement structure should be carried out prior to the design. Estimated quantities to repair areas are to be provided for bidding purposes with adjustments made in the field, as required.

Consideration for combining repair areas should be given, where the frequency and spacing of repair areas may impact on performance. Designers may specify milling machines if the areas to be patched are large.

Normal concrete accelerated concrete, polymer concrete, epoxy concrete or quick set materials may be specified, per manufacturer's instructions.

Existing shoulders are to be repaired and restored with similar shoulder material.


Partial Depth Repairs in Concrete Pavement.


The requirements for Partial Depth Repairs in Concrete Pavement are contained in OPSS 364.


The designer should refer to Chapter 'E' of this manual to review applicable special provisions.


Applicable standards for Partial Depth Repairs in Concrete Pavement are illustrated in the Ontario Provincial Standard Drawings Manual in the 500 series.

Rev. Date: 01/99 Partial Depth Repairs in Concrete Pavement B364-1

Rev. Date: 01/99 Partial Depth Repairs in Concrete Pavement B364-2

364.2 COMPUTATION


The main source of information for the above tender item is found in field note books, plans, profiles, standard cross sections and the Pavement Design Report in consultation with the Regional Geotechnical Section.


The unit of measurement for Partial Depth Repairs in Concrete Pavement is the square metre.


364.3 DOCUMENTATION

The location of each repair area is detailed on any Quantities - Miscellaneous sheet.


Summarized repair area quantities are recorded in whole number square metres.

DETAIL ESTIMATING CROSS-STITCHING

May 2009 Pg. 1 of 3 B365

B365 - CROSS-STITCHING LONGITUDINAL CRACKS IN CONCRETE PAVEMENTAND CONCRETE BASE - OPSS 365

365.1 GENERAL

Cross-stitching is a method used to tie across longitudinal cracks in concrete pavement. It uses deformed epoxy-coated tie bars that are epoxied into holes drilled at an angle across the crack (see OPSD 560.025). Cross-stitching can apply to longitudinal cracks where the concrete is in reasonably good condition. Cross-Stitching is used to tie the longitudinal cracks in concrete pavement to restrict movement and prevent further widening of the crack. It is not used for transverse cracks in concrete pavement because transverse cracks serve as a joint by allowing movement to relieve concrete contraction and expansion stresses. The advantage of cross-stitching is to maintain aggregate interlock and provide added reinforcement to cracks, and the tie bars restrict relative horizontal and vertical movement of the concrete slab or widening of the crack.

365.1.1 Dimension and location of Drilling Holes

The tie bar length, drilling angle and drilling depth depends on slab thickness as shown in OPSD 560.025. The horizontal distance from crack to the drilling hole also depends on the slab thickness.


365.3 TENDER ITEM

The tender item is “Cross-stitching longitudinal cracks in concrete pavement and concrete base”.

The designer should always use the tender item “Resealing of Joints and Sealing or Resealing of Cracks in Concrete Pavement”, as administered by OPSS 369 and CDED B369 for all cracks repaired with Cross-stitching.




Refer to Chapter E to review standard special provisions that may be required for inclusion in the contract.


May 2009 Pg. 2 of 3 B365


Applicable standard drawings are contained in the 500 series of the Ontario Provincial Standard Drawings (OPSD) Manual.

365.7 DESIGN

Premature failure of concrete pavement with longitudinal cracks that are along the wheelpath or mid-slab should be tied with cross-stitching to prevent further widening of the cracks and to help preserve aggregate interlock. Cross-stitch tie bars are installed alternately on each side of the crack so that the concrete slab is fully tied together.

Upon completion of the cross-stitching, the longitudinal crack shall also be sealed as specified in OPSS 369, Sealing or Resealing of Joints and Cracks in Concrete Pavement and Concrete Base. See CDED B369 for details.

Cross-stitching is done on the recommendation of the Regional Geotechnical Section. Often a representative of the Regional Geotechnical Section will be present when locations for cross-stitching are identified or verified by the Contract Administrator.

365.8 COMPUTATION

“Cross-stitching longitudinal cracks in concrete pavement and concrete base” is not a PQP item.

“Cross-stitching longitudinal cracks in concrete pavement and concrete base” is a variation tender item based on variable slab thicknesses, T, rounded to the nearest 10mm.


The main source of information for the above tender item is in field note books, plans, profiles, standard cross sections, Pavement Design Reports and the Regional Geotechnical Section. Contractors are required to contact the Contract Administrator to verify the number of Cross-stitching bars that are to be installed.


The unit of measurement for cross-stitching longitudinal cracks in Concrete Pavement is “each”, based on the number of bars installed. The number of bars is


May 2009 Pg. 3 of 3 B365

determined based on the length of cracks and the cross-stitching spacing interval. Consideration is also given to the required distance from any transverse joint, longitudinal joint or edge of concrete pavement.

365.9 DOCUMENTATION

The location of each repair area is indicated on the Quantities - Miscellaneous sheet. Each line in the Quantities - Miscellaneous sheet shall represent a grouping of cross-stitching bars. The start and end chainage shall be provided to identify the area covered by each grouping. The length of each grouping typically represents the repair of one cracked slab. However, the length may be up to 100m, at the designer’s discretion, provided that the slab thickness, T, remains constant throughout. Where appropriate, groupings of cross-stitching bars may be further subdivided as left or right of the road centreline, and indicated as such.

Column heading(s) in the Quantities - Miscellaneous sheet shall have the tender item title: “Cross-stitching longitudinal cracks in concrete pavement and concrete base”. Each differing slab thickness shall be entered in a different column, with the slab thickness “T = (number) mm” provided after the tender item name and rounded to the nearest 10mm. The estimated number of cross-stitching tie bars to be installed in one grouping shall be entered in the appropriate row and in the appropriate column.

The contract drawings shall show areas “cross-stitching”. Individual cracks may be illustrated provided that their locations are known to a reasonable accuracy. The applicable slab thickness “T”, rounded to the nearest 10mm, shall be noted for each area. Each separate area of cross-stitching shall have only one slab thickness, with variation not greater than +/-10mm.


The cross-stitching shall be documented on the number of “Cross-stitching longitudinal cracks in concrete pavement and concrete base” bars installed.

DETAIL ESTIMATING SEALING OR RESEALING OF JOINTS AND CRACKS IN CONCRETE PAVEMENT AND CONCRETE BASE


B369 - SEALING OR RESEALING OF JOINTSAND CRACKS IN CONCRETE PAVEMENT AND CONCRETE BASE

- OPSS 369

369.1 GENERAL

The work of sawing, cleaning and sealing or resealing of joints and working cracks in existing concrete pavement and concrete base to prevent the infiltration of surface water and incompressible materials is covered under the tender item: ‘Resealing of Joints and Sealing or Resealing of Cracks in Concrete Pavement and Concrete Base’. Resealing of joints includes removal of existing sealant and no sealants shall be installed until all grinding or milling has been completed. Joints in concrete base do not need to be sealed, but any cracks in concrete base should be sealed.

The need for crack sealing is usually initiated by the Regional Geotechnical Design Section and recommendations are typically contained within the Regional Geotechnical Design Report.

When concrete pavement is placed according to OPSS 350, all joints and sealing are paid for as part of the work of placing new concrete pavement.


369.3 TENDER ITEM

Resealing of Joints and Sealing or Resealing of Cracks in Concrete Pavement and Concrete Base.




There are no special provisions for this tender item.


Applicable standard drawings are illustrated in the Ontario Provincial Standard



Drawings Manual in the 500 series.

369.7 DESIGN

The specification is appropriate for use on cracks and joints up to 25 mm in width. For widths greater than 25 mm, the designer should consider alternative remedial treatment such as full depth repair, using other tender items.

This tender item may be used for two cases:

1/ Composite pavement (asphalt over concrete). The quantity of crack lengths (m) in the underlying concrete are estimated in the Pavement Design Report. Actual cracks to repair are identified during construction after asphalt is removed.

2/ Concrete pavement. An accurate quantity (m) of crack lengths may be estimated during a field visit by geotechnical staff and reported in the Pavement Design Report.

The designer should estimate tender quantities for resealing of cracks and joints and sealing of cracks required under this item. The tender quantity should not include the sealing of joints in new concrete pavement. (reference: CDED B350)

A pavement condition survey is recommended to estimate the extent of the joint and crack sealing or resealing required.

The ministry now only specifies hot pour liquid sealant.

369.8 COMPUTATION

This is a PQP item.


The main source of information for this tender item is field note books, standard cross sections, Pavement Design Reports and the Regional Geotechnical Section.


The unit of measurement for “Resealing of Joints and Sealing or Resealing of Cracks in Concrete Pavement and Concrete Base” is made in linear metres.



369.9 DOCUMENTATION

The location of each repair area is indicated on the Quantities – Miscellaneous sheet. Note the start and end chainage of each area of repair in one line. A single column is titled with the tender item name. The quantity of crack length of repair for each area is entered in this column in the corresponding line.

The length of repair area may be 350m or other suitable interval.


Summarized repair lengths are recorded to the nearest whole number of metres.

DETAIL ESTIMATING RUMBLE STRIPS IN ASPHALT


B399-1 –RUMBLE STRIPS IN ASPHALT

399-1.1 GENERAL

A rumble strip is a grooved formation that is installed into the asphalt paved surface.

The intent of shoulder rumble strips (SRS) and centreline rumble strips (CRS) is to

provide an audible and tactile warning to drivers that they are departing from the

roadway. This audible and tactile warning is generated by the vehicle tires passing

over the rumble strips.

399-1.2 REFERENCES

Ministry Directive, PLNG-B-004, Highway Shoulder Rumble Strip Application and

Installation Policy

MTO Memorandum, Highway Design Bulletin 2010-002, Centreline Rumble Strip

Application and Installation Policy

MTO Bikeway Design Manual (2014)

399-1.3 Tender Items

Centreline Rumble Strips - Asphalt

Shoulder Rumble Strips - Asphalt

Shoulder Rumble Strips for Bicycle Buffer Zones - Asphalt


There is no Ontario Provincial Standard construction specification for these tender

items.


The requirements for SRS and CRS are contained in SSP 399S41. Refer to Chapter E

of this manual to review the applicable standard special provisions.


Applicable standard drawings are contained in the 500 series of the Ministry of

Transportation of Ontario Drawings (MTOD).



399-1.7 DESIGN

Design considerations for SRS are found in Ministry Directive, PLNG-B-004,

Highway Shoulder Rumble Strip Application and Installation Policy.

Design considerations for CRS are found in MTO Memorandum, Highway Design

Bulletin 2010-002, Centreline Rumble Strip Application and Installation Policy

Design considerations for SRS in bicycle buffer zones are found in the MTO

Bikeway Design Manual (2014).

399-1.8 COMPUTATION

These are Plan Quantity items.

Quantities are computed in metres, and measured horizontally from end to end along

the centreline of the installation. Gaps in the rumble strip installation are not included

in the measured length. Gaps include, but are not limited to: entrance and intersection

locations; entrance and exit terminal locations; and right turn lane and taper locations.

The standard gaps (i.e. 3.6 m) provided in SRS installations within bicycle buffer

zones are included in the measured length.

Example:

SRS are installed on both sides of a 2 km section of a two-lane undivided highway.

There are four entrances and one side street on the left side of the highway while

there are three entrances and one side street on the right side of the highway.

SRS (left) = 2000 – (4x60 + 4x30 +1x60 + 1x30) = 1550 m

SRS (right) = 2000 – (3x60 + 3x30 + 1x60 + 1x30) = 1640 m

SRS (total) = 1550 m + 1640 m = 3190 m


Locations for rumble strip installation are determined in accordance with the

directives, policies, and guidelines listed in Section 399-1.2.


SRS quantities and locations are indicated on the “Quantities-Miscellaneous" sheets

under the appropriate column heading, showing station to station limits and location,



left or right of centreline, Include the applicable MTOD number in the column

heading.

CRS quantities and locations are indicated on the “Quantities-Miscellaneous" sheets

under the appropriate column heading, showing station to station and location along

centreline. Include the applicable MTOD number in the column heading.

For SRS in bicycle buffer zones, additional quantities for the outer pavement marking

edge line beyond the SRS will need to be calculated and included under the

appropriate pavement marking item.



DETAIL ESTIMATING RECLAIM ASPHALT PAVEMENT

01 05 B399-2-1

399-2 - RECLAIM ASPHALT PAVEMENT

INDEX

399-2.1 GENERAL


399-2.1.2 Traffic Warrant

399-2.1.3 Reference Publication

399-2.1.4 Warrant for Reclaiming Asphalt Pavement - Partial Depth

399-2.1.5 Warrant for Reclaiming Asphalt Pavement - Full Depth

399-2.1.6 Reclaimed Material

399-2.1.7 Contaminated Existing Pavement

399-2.1.8 Design Alternatives



399-2.1.11 Standard Drawings

399-2.2 COMPUTATION



399-2.2.3 Loss Allowance for Reclaimed Asphalt Pavement




01 01 B399-2-2

399-2 RECLAIM ASPHALT PAVEMENT

399-2.1 GENERAL

Reclaimed Asphalt Pavement (RAP): means removed asphaltic concrete material, consisting of aggregates and asphalt cement, which is processed for and used in asphaltic concrete.

Reclaiming asphalt pavement to its full depth applies when the total thickness of asphalt pavement is to be removed and the material is re-used in recycled hot mix.

Reclaiming asphalt pavement to a partial depth applies when the top portion of the asphalt pavement is to be removed by cold milling or cold planing and the material is re-used in recycled hot mix.


The following items are associated with reclaiming asphalt pavement.

Reclaim Asphalt Pavement - Full Depth. Reclaim Asphalt Pavement - Partial Depth Reclaim Asphalt Pavement, Full Depth over Concrete

Non - PQP item Reclaim Asphalt Pavement - Partial Depth

PQP item Reclaim Asphalt Pavement - Full Depth Reclaim Asphalt Pavement, Full Depth over Concrete

399-2.1.2 Traffic Warrant

Recycled Hot Mix may be used in any paving course except in surface courses carrying in excess of 5000 AADT/2 Lanes.

399-2.1.3 Reference Publication

1. A comprehensive write-up on Hot Mix Recycling information is contained in the publication prepared by the MTO Pavement and Foundation Design Section entitled "TASK FORCE REPORT II ON HOT MIX RECYCLING", May 1981.

2. Conventional hot mix paving is covered in this manual in Section B313-1 - Hot Mix.


01 01 B399-2-3

399-2.1.4 Warrants for Reclaiming Asphalt Pavement - Partial Depth

(a) Existing asphalt pavement depth of 65 mm or more which is not badly distorted or cracked.

(b) When a minimum thickness of 40 mm can be left in place.

399-2.1.5 Warrants for Reclaiming Asphalt Pavement - Full Depth

(a) When deep cracks in the existing asphalt pavement are present which would reflect through the overlay.

(b) Broken pavement, heavy distortions and/or wheel rutting of the existing asphalt.

(c) Thin pavement which is badly distorted.

399-2.1.6 Surplus Reclaimed Material

It is advisable to achieve a balance between the reclaimed asphalt pavement available and the recycled hot mix required. If surplus reclaimed material is available, then the following steps should be taken:

a) Reduce the amount of reclaimed asphalt pavement.

b) Stockpile the material for use on a future contract. (To be confirmed by Regional Geotechnical Section.)

c) Excess amount to become the property of the contractor for use as recycled material elsewhere at this discretion.

d) Milled or crushed material may be used as Granular 'A' for roadway construction, when the surplus amount is small and a proper placement area is available.

399-2.1.7 Contaminated Existing Pavement

Existing Asphalt waterproofing material from bridge decks is not to be included with the reclaimed material. This material is not acceptable for recycling.

399-2.1.8 Design Alternatives

The following main design alternatives should be considered for any construction project requiring hot mix paving.


01 01 B399-2-4

- Conventional paving;

- paving with conventional and/or recycled hot mix;

- full depth removal and paving with conventional and/or recycled hot mix;

- partial depth removal and paving with conventional and/or recycled hot mix;

- any combination of the above.

Reclaiming and recycling of asphalt pavement should be considered for all projects. It is preferable that salvageable asphalt pavement be utilized on that particular contract rather than stockpiling it for future work.

The design alternative chosen should be the most economical or cost effective.


There is no Ministry construction specification for these tender items.

399-2.1.10 Special Provision

The work of reclaiming asphalt pavement is governed by special provision. The designer should refer to Chapter 'E' of this manual to review the applicable special provisions. Options regarding surplus material are noted on the special provisions. The average reclaiming depth for the tender item "Reclaiming Asphalt Pavement-Partial Depth" is to be recorded in the appropriate standard special provision.

399-2.1.11 Standard Drawings

There are no Ministry standard drawings directly applicable to this type of work.

Granular construction standard drawings in the 200 series should be referenced for roadway restoration.


01 01 B399-2-5

399-2.2 COMPUTATION


Source of information for the above tender items are the Regional Geotechnical Section, Pavement Design Report, the original cross-section data, soil borings and asphalt pavement core logs.


The quantity of partial depth reclaimed asphalt is initially calculated in cubic metres by establishing the volume to be removed. This volume is converted to tonnes. The conversion factor is determined by the Regional Geotechnical Section on a Project specific basis as this will vary depending on the composition of the existing asphalt pavement.

The quantity of full depth reclaimed asphalt is calculated and documented in square metres.

Where excavation is required in areas of full depth reclaiming of asphalt pavement, the volume of the reclaimed asphalt pavement overlying the excavation will be included in the excavation quantity for payment purposes.

399-2.2.3 Loss Allowance for Reclaimed Asphalt Pavement

a) Partial Depth Reclaiming Projects A loss allowance factor of 10% should be included in the design

calculations. This factor includes transportation, stockpile, moisture and hot mix production loss.

e.g. Reclaimed Material Available for Recycling - 1000 t 10% loss - 100 t Material to be Milled - 1100 t

b) Full Depth Reclaiming Projects No loss allowance factor is applied. Any volume losses due to

transportation, stockpiling and hot mix production are assumed balanced by granular pickup during the full depth removal operation.


Reclaiming asphalt pavement is identified on the removal drawings by using the pavement removal symbol.


01 01 B399-2-6

Documentation of reclaimed asphalt pavement is complicated by requiring that some locations have full depth reclaiming or removal in square metres, whereas others have partial depth reclaiming by the tonne. It is important that the quantity sheets show sufficient detail by station to station and offset to clearly define the reclaiming and removal areas. This also applies to removal drawings, which should be labelled appropriately when the pavement removal symbol is used.

When a portion of a roadway cross section requires reclaiming asphalt pavement, a typical section should be included in the contract drawings to identify the location and extent of reclaiming.

The limits of reclaiming on side roads, entrances etc. must be specified on either the plan or the quantity sheet.

Quantities for reclaiming Asphalt Pavement - Partial Depth are documented on the Quantities -1 or -2 sheet. The average reclaiming depth is documented on the applicable standard special provision.

Quantities for Reclaiming Asphalt Pavement - Full Depth are documented on any miscellaneous Quantity Sheet. Existing asphalt pavement depths are usually available to the contractor through the soils information bore hole data. If these are not available the depth should be obtained from the Regional Geotechnical Section and the average depth documented on the quantity sheet. The station to station and location is specified on the quantity sheet. In complicated configurations the offsets are recorded. Quantities for each tender item are totalled. These totals are the tender totals and are transferred to the tender document.


Quantity entries are recorded in whole numbers.


Spot checking is required.

DETAIL ESTIMATING PIPE SUBDRAINS

June 2009 Pg. 1 of 6 B405

405 - PIPE SUBDRAINS - OPSS 405

405.1 GENERAL

Subdrains are small diameter pipes, perforated or non-perforated, which are placed for the purpose of collecting sub-surface water and conveying it to a proper outlet.

Guidelines on the engineering principles and practices for the detail design of sub-drainage are contained in MTO Drainage Management Manual 1997 Edition.

405.1.1 Types and Sizes of Subdrains

Subdrain pipes are produced from the following materials � corrugated steel (CSP) � plastic (polyethylene and polyvinyl chloride)

Perforations are either small holes (CSP) or small slots (plastic pipes).

Perforated plastic subdrain pipes may be factory-wrapped with geotextile of a specific type.

Perforated plastic pipe subdrains are also available from the manufacturer without geotextile wrapping.

Subdrains are produced in 100 and 150 mm diameters.

405.2 REFERENCES

MTO Drainage Management Manual (1997) Geotechnical Design Report – project specific

405.3 TENDER ITEMS

Pipe Subdrains Closed-Circuit Television Inspection

The “Pipe Subdrains” tender item may contain a number of components of highway subdrains and field subdrains with differing requirements, depending on the applicable variables.


June 2009 Pg. 2 of 6 B405

“Closed-Circuit Television Inspection” is not required for new construction less than 1000 metres.


Details of the construction of pipe subdrains are contained in OPSS 405.


The designer should refer to Standard Special Provisions of the CDED Manual to review the special provisions applicable to these tender items.


Details of subdrain installation are contained in the 200 series for grading, 800 series for sewers, and 3000 series for bridge structures of the OPSD manual.

405.7 DESIGN

405.7.1 Pipe Selection

Unless otherwise specified there is no restriction as to pipe material and type of installation to be used on a contract. The specification gives the Contractor the option of pipe material.

When significant subdrainage flow is expected (e.g. high water table) 150 mm pipe plastic subdrains are recommended. Otherwise 100 mm pipe plastic subdrains are used. The minimum CSP subdrain size manufactured is 150 mm and these are placed only when recommended by the Regional Geotechnical Section.

Subdrain trenches shall be designed to allow the pipe subdrain to sit on a minimum of 50 mm pipe bedding as specified in the specification.

The recommended pipe size, geotextile type (class, Filtration Opening Size) wrap, and embedment material for subdrain trench shall be determined by the Regional Geotechnical Section.

Clear stone (19mm) should be specified unless the pavement consists of Open Graded Drainage Layer, then open graded drainage layer aggregate shall be considered as subdrain and outlet embedment. Usually 19 mm clear stone should be specified for


June 2009 Pg. 3 of 6 B405

subdrain embedment, unless the construction of the road involves OGDL. Not all road structure consists of OGDL, but when the road structure has OGDL, then the designer can specify OGDL aggregate to replace 19 mm clear stone for the subdrain embedment (one less item for the contract).

The subdrain trench and outlet shall be wrapped with geotextile unless otherwise specified by the Regional Geotechnical Section.

Outlets

Outlets are 2.5 m long, fitted with rodent gates, which are placed at the end of outlet pipes, regardless of the subdrain material.

405.7.2 Types of Installations

Perforated subdrains are commonly installed at the following locations:

� as collector drains in the roadbed at the outer edges of the granular sub-base, or at the edges of pavement;

� as collector drains alongside edges of pavement in retrofit situations.

� as collector drains behind structures or retaining walls, in the lower part of the granular embedment;

� as collector drains in sewer trenches which are backfilled with granular material. This is usually accomplished by placing a 6 m section of perforated subdrain alongside the downstream end of a sewer pipe, which outlets into a drainage structure. This applies to the main sewer run. It may apply to branch sewers, if the main sewer is backfilled with native material. It however does not apply to short lateral sewer connections.

� as interceptor drains in the roadbed or in interceptor ditches;

� as drawdown drains in the roadbed or in side ditches;

� as field subdrains when restoring field drainage disturbed by highway construction. These drains may be ploughed-in.

Non-perforated subdrains are used in conjunction with perforated subdrains in the following locations:

� generally, to carry water collected by perforated subdrain to an outlet;


June 2009 Pg. 4 of 6 B405

� as outlets in continuous installations of roadbed subdrains or bridge structure subdrains;

� to connect perforated subdrain systems in roadbeds outletting into a drainage structure.

� as outlets with rodent gates at the termination of outlet pipes;

� in the vicinity of large trees, within 5 m of the trunk.

405.7.3 Trench Reinstatement

Where existing driving lanes must be cut to allow the construction of subdrains, the affected roadbed must be rebuilt to acceptable standards to maintain the continuity of the pavement. This is particularly important where there is to be no resurfacing of the highway. Trench reinstatement is not often done. When done, it is to address a subgrade drainage problem, independently of other work. Most work involving pipe subdrains involves some grading.

405.8 COMPUTATION

“Pipe Subdrains” is a Plan Quantity Payment item. “Closed-Circuit Television Inspection” is not a Plan Quantity Payment item.


The main sources of information for the computation of the “Pipe Subdrains” tender item are field note books, plans, contour plans, profiles, standard cross-sections and the Pavement Design Report.


For the “Pipe Subdrains” tender item, each combination of pipe diameter, pipe material, excavation and backfill requires individual length calculation. These lengths are calculated/measured from plans, horizontally, from end to end of the pipe, including outlets; or from end of pipe to the centre of the adjacent drainage structure to which the pipe is connected. The unit of measurement is the metre.

The “Closed-Circuit Television Inspection” tender item is measured based on the linear metres of subdrains, outlet pipes and outlets that are inspected by Closed-Circuit


June 2009 Pg. 5 of 6 B405

Television (CCTV) Inspection. CCTV Inspection shall be based on random sampling to include 5% of the entire length of the subdrain system and 100% of all outlet pipes.

405.9 DOCUMENTATION

405.9.1 Pipe Subdrains

Drawings

Subdrains, including the direction of flow, are to be symbolized on the contract drawings in accordance with the appropriate 100 series drawing of the OPSD Manual and MTO Drawings. Include grade and show alignment of the trench excavation.

A typical section is usually provided due to the number of variables involved. Subdrains on a typical section shall be labelled "Pipe Subdrain" not CSP subdrain or plastic subdrain unless these are specifically required. Include the following details on the typical section, as applicable:

� Pipe diameter, metal thickness, corrugation profile, and coating requirements of corrugated steel pipe.

� Pipe diameter, type, and stiffness requirements of polyethylene and polyvinyl chloride pipe products.

� Wrapping of the subdrain pipe with a knitted sock geotextile � The width (cross-section) of trench excavation.� Bedding depth � Type, Class, Filtration Opening Size (FOS) and installation details of geotextile

trench wrap, if required. � Open graded drainage layer aggregate or clear stone type for embedment of

subdrain and outlet pipes.

Where “Trench Reinstatement” is used, a typical section, labelled as "trench reinstatement", must be shown on the contract plans. The drawing should show cross-section dimensions and refer to the applicable standard drawings for bedding and backfill up to subgrade. Above subgrade, the drawing should specify the types and depths of granular and pavement courses necessary to achieve roadbed integrity.

Quantity Sheets

Each length of pipe subdrain is entered in one line in the Quantities Miscellaneous sheet. Start and end chainages are provided. The offset, left or right, is stated in the location and position column.

Pipe Subdrains is a variation tender item that has a number of variables, as shown in the bullet list above. Multiple combinations of variables apply to each pipe subdrain


June 2009 Pg. 6 of 6 B405

installation. Such variables may be addressed in the ‘typical sections’. Column headings in the Quantities Miscellaneous sheet will address these variables. Each column will include the title: ‘pipe subdrains’ followed by the applicable variations. Each length of pipe subdrain is entered in the column with the appropriate column heading. If there are too many different combinations of variables to be accommodated within the typical section(s) or Quantities Miscellaneous sheet, a Non-standard Special Provision may be required to address one or more of the variables.

Non-Standard Special Provisions

A non-standard special provision is required if pipe bedding is not required.

When trench reinstatement is provided, a non-standard special provision may be required to modify OPSS 405.10.01 to clarify that payment of all excavation and granular backfill is included in the Pipe Subdrains tender item. Where pavement is removed and/or the excavation area is subsequently repaved, any pavement cutting, removal and paving should be done using appropriate tender items.

405.9.2 Closed Circuit Television Inspection

Quantity Sheets

The Quantities Miscellaneous sheet is used to document CCTV Inspection. One column has the title “Closed Circuit Television Inspection”. The estimated total quantity of Closed Circuit Television Inspection (m) is entered in one line of the Quantities Miscellaneous sheet. If there is a need to allocate where locations of CCTV Inspection are to occur, multiple lines in the Quantities Miscellaneous sheet may be used, each with the appropriate start and end chainage.

Entry Accuracy

Stations are recorded in whole number metres. Offsets are shown to 0.1 m accuracy, as required.

407-1 - MAINTENANCE HOLES, CATCHBASINS AND DITCH INLETS

- MTC FORM 407

INDEX

407-1.1 GENERAL

Tender Items SpecificationsSpecial Provisions Standard Drawings

407-1.1.1 Frame and Grate Selection

407-1.1.2 Selection of Structure

407-1.2 COMPUTATION




407-1.4 BREAKING INTO MAINTENANCE HOLES, CATCH BASINS AND DITCH INLETS, CONCRETE CULVERTS & SEWERS

407-1.4.1 GENERAL

Tender Items SpecificationSpecial Provisions

407-1.4.2 COMPUTATION



407-1.4.5 DOCUMENTATION

407-1.5 ADJUSTING MAINTENANCE HOLES, CATCH BASINS AND DITCH INLETS

407-1.5.1 GENERAL

Tender Items SpecificationsSpecial Provisions Standard Drawings

Rev. Date: 09/99 Maintenance Holes, Catch Basins and Ditch Inlets B407-1-1





407-1.1 GENERAL

Maintenance holes, catch basins and ditch inlets are structures of varying design characteristics employed in the drainage system of roads and highways in order to intercept surface water runoff and also provide access to sewer pipes and junctions for maintenance purposes.

For the purpose of these guidelines the term "structures" is used when reference is made to maintenance holes, catch basins and ditch inlets collectively.

Maintenance Holes

A maintenance hole is any structure large enough to allow entry for maintenance purposes, usually 1200 mm diameter minimum. Maintenance holes may be catch basins and/or access structures by function, depending on whether a grate or solid cover is placed on the top.

Maintenance holes are placed at intermediate locations in a sewer run.

Catch Basins

Generally, all structures which are designed to allow water to enter into through a grate, are catch basins.

Specifically, a catch basin is a small structure, usually 600 mm x 600 mm in opening size which is designed to be placed at the beginning of a sewer run in the gutter line. The small size of the catch basin does not allow entry for maintenance purposes.

Ditch Inlets

Ditch inlets are specifically designed to be placed in ditches to intercept ditch flow. They may be non-accessible small size (600 mm x 600 mm) or any of the accessible larger sizes.

Ditch inlets are designed to be placed either in the bottom of a ditch, or to fit into the ditch slopes.

Spacing

The spacing of structures is dependent on two requirements:


- hydrological (i.e. inlet capacities, outlet locations, etc.) - maintenance

The maximum spacing based on maintenance requirements are:

a) 30 m between a 600 mm x 600 mm catch basin or ditch inlet at the beginning of a sewer run and the next downstream structure.

b) 150 m between any two consecutive structures in a sewer run other than under a) above.

Inlet spacing based on hydraulic requirements are detailed in the Drainage Design Manual. Usually the maintenance requirements govern the maximum structure spacing.

Where it is necessary to remove pavement in order to construct the above structures, the necessary removals will be included in the maintenance hole item, except if there is overlap of removals for grading purposes. Removal of curb & gutter is always a separate tender item.

Designs will be based on precast concrete catch basin and maintenance hole standards. Form 407 gives the contractor the option to build poured-in-place units.

When Corrugated Steel Pipe (CSP) sewers are called for in the contract, Form 407 also provides the option to the contractor to construct CSP catch basins and maintenance holes.

Tender Items

Tender items for maintenance holes, catch basins and ditch inlets are all inclusive, with the exception of rock excavation and the installation of frames and grates if they form part of the curb & gutter system - OPSS 353.

Item Descriptions

Each size requires a separate tender item as follows:

600 mm x 600 mm Maintenance Holes, Catch Basins and Ditch Inlets 600 mm x 1200 mm Maintenance Holes, Catch Basins and Ditch Inlets 600 mm x 1450 mm Maintenance Holes, Catch Basins and Ditch Inlets 1200 mm Maintenance Holes, Catch Basins and Ditch Inlets 1200 mm Maintenance Holes, Catch Basins and Ditch Inlets, Over 4 m 1500 mm Maintenance Holes, Catch Basins and Ditch Inlets 1500 mm Maintenance Holes, Catch Basins and Ditch Inlets, Over 4 m 1800 mm Maintenance Holes, Catch Basins and Ditch Inlets 1800 mm Maintenance Holes, Catch Basins and Ditch Inlets, Over 4 m 2400 mm Maintenance Holes, Catch Basins and Ditch Inlets 2400 mm Maintenance Holes, Catch Basins and Ditch Inlets, Over 4 m 3000 mm Maintenance Holes, Catch Basins and Ditch Inlets 3000 mm Maintenance Holes, Catch Basins and Ditch Inlets, Over 4 m


3600 mm Maintenance Holes, Catch Basins and Ditch Inlets 3600 mm Maintenance Holes, Catch Basins and Ditch Inlets, Over 4 m

When large diameter sewers are required. the designer may wish to specify maintenance hole tees instead of standard maintenance holes. In this case the tee sections will be part of the sewer, whereas the riser sections will be part of the maintenance hole items with the appropriate diameter. This requires a special provision.

Rock excavation for maintenance holes will be part of the item Rock Excavation for Sewers, Maintenance Holes, Catch Basins and Ditch Inlets. (See Section B407-2)

Specifications

All information regarding the construction of maintenance holes, catch basins and ditch inlets is indicated in MTC Form 407.

Information regarding the installation of frames and grates, if part of the construction of curbs and gutters, is indicated in OPSS 353.

Special Provisions

The designer should refer to Chapter "E" of this manual to review the applicable Special Provisions.

Standard Drawings

The standard drawings applicable to the construction of maintenance holes, catch basins and ditch inlets are contained in the Ontario Provincial Standard Drawings Manual (OPSD). Only precast maintenance holes, catch basins and ditch inlet standard drawings and their CSP options are referenced in the contract.


INFORMATION REGARDING MAINTENANCE HOLES, CATCH BASINS AND DITCH INLETS

StructureSize(mm)

Type of Structure

PrecastConcret

e(OPSD)

Corrugated

Steel(OPSD)

Maximum

Structure

Depth(mm)

Maximum Sewer Dia.(Straight)

(mm)

Maximum Sewer Dia. (Rt. Angle)

(mm)

Sump Depth(mm)

Benching

TwinInlets

Other Std'sUsed in

Conjunction

600 x 600 C.B. 705.010 N/A 4.0 525 525 600 NO NO600 x 600 D.I. 705.030 N/A 4.0 525 525 600 NO NO

600 x 1200

D.I. 705.040 N/A 4.0 600ww375nw

600ww375nw

600 NO NO

600 x 1450

TWININLET

C.B.

705.020 N/A 4.0 600ww375nw

600ww375nw

600 NO YES

1200 x 1200

D.I.Type A

702.040 N/A 3.6 600 600 300 YES NO

700 DIA. C.B. N/A 709.030 4.0 2 STD SIZES< 700

2 STD SIZES< 700

600 YES NO

1000DIA.

C.B. N/A 709.030 4.0 2 STD SIZES < 1000

2 STD SIZES< 1000

600 YES NO

1200DIA.

M.H. 701.010 709.010709.020

4.0 P.C. - See 701.021CSP-2

STD SIZE < 1200

P.C. - See 701.021CSP - 2

STD SIZE < 1200

300 YES NO

1500DIA.

M.H.TWIN

OPTION

701.011 N/A 10.0 SEE701.021

SEE701.021

300 YES YES 701.021701.040703.010

1800DIA.

M.H.TWIN

OPTION

701.012 N/A 10.0 SEE701.021

SEE701.021

300 YES YES 701.021701.050703.020

2400DIA.

M.H.TWIN

OPTION

701.013 N/A 10.0 SEE701.021

SEE701.021

300 YES YES 701.021701.060703.030

3000DIA.

M.H.TWIN

OPTION

701.014 N/A 10.0 SEE701.021

SEE701.021

300 YES YES 701.021701.070703.040

3600DIA.

M.H.TWIN

OPTION

701.015 N/A 10.0 SEE701.021

SEE701.021

300 YES YES 701.021701.070703.050

Remarks: Caps, grates, tees, ladder rungs, safety grates, connections, supports and adjustment units apply as required (see OPSD's). Where depths exceed 4.0 m CSP Maintenance Holes cannot be specified. CSP's to be specified as alternatives only when all pipes at structures are CSP pipes. All references to "Conc" and "CSP" in above chart refer to structures only, not CSP's.


TABLE 407-1

MAXIMUM PIPE SIZES FOR PRECAST MAINTENANCE HOLES (mm)

CIRCULAR PRECAST MAINTENANCE HOLES

MAINTENANCE HOLE INSIDE DIAMETER

MAXIMUM CONCRETE PIPE SIZE FOR STRAIGHT

THROUGH INSTALLATION

MAXIMUM CONCRETE PIPE SIZE FOR RIGHT ANGLE

INSTALLATION1200 600 4501500 825 6001800 1050 8252400 1500 10503000 1950 15003600 2400 2100

RECTANGULAR PRECAST MAINTENANCE HOLES

CIRCULARPRECAST SIZE

DIAMETER

EQUIVALENTRECTANGULAR

SIZE

MAXIMUM CONCRETE PIPE SIZE FOR

STRAIGHT THROUGH INSTALLATION

MAXIMUM CONCRETE PIPE SIZE FOR

RIGHT ANGLE INSTALLATION

1200 1200 x 1200 900 450 & 450 1500 1500 x 1800 1050 & 1350 600 & 750 1800 1650 x 2400 1200 & 1800 750 & 1200 1800 1650 x 3000 1200 & 2400 750 & 1500 2400 2400 x 2400 1800 & 1800 1200 & 1200

-- 2400 x 3000 1800 & 2400 1200 & 1500 -- 2400 x 3800 1800 & 3000 1200 & 1950 -- 3000 x 3800 2400 & 3000 1500 & 1950

3000 -- -- --3600 -- -- --

TABLE 407-2

407-1.1.1 Frame and Grate Selection

The selection of frames and grates depends on the location of the inlet and the size of opening required. Both aspects are adequately covered in the Drainage Design Manual.

407-1.1.2 Selection of Structure

The selection of the type and size of structure is dependent on the type and number of grates required, on the size of the sewer pipes entering and leaving the structure, on the angle at which the pipes meet at the structure and on whether or not access is required for maintenance purposes. Tables 407-1 and 407-2 are a guide to the selection of maintenance holes.


407-1.2 COMPUTATION

These items are Plan Quantity Payment items.


The main sources of information for the computation of the above items are:

a) Ontario Provincial Standard Drawings for the type and size of structure and for frames and grates;

b) Storm Sewer Design for the type, size, spacing and locations of the structures;

c) Regional Geotechnical Section to determine the presence of rock on the contract;

d) Photogrammetric Drainage Information.


The unit of measurement for the drainage structures is "each".

The number of drainage structures is dependent on the hydraulic design (i.e. run-off, inlet capacity, allowable spread, pavement design, etc.), sewer alignment and maximum spacing for clean out purposes. The depths of structures have to be determined in order to separate the tender items of certain sizes into those less than and those over 4 m depth.

The depth of structure is the difference between the top of grate elevation at the centre of the grate and the elevation of the inside bottom of the structure at the centre (sump or flow line).

Maintenance holes, catch basins and ditch inlets are to be designed with a minimum sump depth of 300 mm.

Where precast structures are not feasible, special design structures may be required. Each special design structure will be a separate item, by each, with concrete volumes and steel quantities detailed separately.

Maintenance holes exceeding the depth of 5.0 m require installation of safety gratings.

All items require 100% checking.


Details of all structures are to be documented on the "Quantities - Drainage, Maintenance Holes, Catch Basins and Ditch Inlets" sheet.

Tender totals, are to be transferred to the tender document.


All applicable standard drawing numbers, including the numbers for optional CSP application, frames and grates, ladder rungs and safety grates, are to be listed by number and revision number. Cast-in-place standard drawing numbers are not to be listed.

Precast concrete ditch inlet maintenance holes OPSD 702.040 and 702.050 are alternatives to other standard precast maintenance holes.

Offsets are determined from centre line (or control line) to the centre of the grate or cover. Offsets are recorded to 0.01 m accuracy.


Special design structures are separate tender items by "each". They require design drawings for inclusion in the contract and listing on the quantity sheet including separate columns for concrete volumes and reinforcing steel tonnage.

Rock excavation for Sewers, Maintenance Holes, Catch Basins and Ditch Inlets may be summarized on either the Maintenance Holes Quantity Sheet or the Sewers Quantity Sheet before transferring to the tender document.

407-1.4 BREAKING INTO MAINTENANCE HOLES, CATCH BASINS, DITCH INLETS, CULVERTS & SEWERS - MTC FORM 407

407-1.4.1 GENERAL

This item consists of providing whatever size openings are necessary in the walls of the above existing structures, rigid or flexible, in order to install and secure the required pipe connection. This includes all rigid pipes, flexible pipes and subdrains.

Tender Item

Breaking into Maintenance Holes, Catch Basins, Ditch Inlets, Culverts and Sewers.

Specification

All information regarding the above item is indicated in MTC Form 407.

Special Provisions

The designer should refer to Chapter E of this Manual to review the applicable Special Provisions.




The main source of information for the computation of this item are the field note books, Plans, Contour Plans and the sewer drawings.



The unit of measurement for this item is "each", based on the number of pipe connections required regardless of size and type and distance from any adjacent openings. It is possible to have more than one opening at any given structure. 100% checking is required for this item.


Any of the above types of structures which are affected by this item are to be indicated on the contract drawing sewer profile sheets. Entries are required on the Quantities - Drainage, Maintenance Hole, Catch Basin and Ditch Inlets sheet for each location where "Breaking Into" is required and the number of openings required is to be listed under a separate column. Usually these structures are numbered sequentially as an integral part of the drainage design.

Breaking into culverts and sewers will be listed on the appropriate Quantity Sheet (Quantities - Culverts or Quantities - Sewers) by station and location. The totals will be transferred to the maintenance hole quantity sheet and summarized for a combined tender total.

The tender total is then transferred to the tender document.

407-1.5 ADJUSTING AND REBUILDING MAINTENANCE HOLES, CATCH BASINS AND DITCH INLETS - MTC FORM 407

407-1.5.1 GENERAL

Work to be carried out under this item consists of changing the elevation of any of the above structures by either raising or lowering the top of the existing structure according to the design requirements of the contract regardless of type or size. This item also includes all necessary excavation and backfill required to adjust or rebuild the existing structure.

Removal of bituminous or concrete pavement is also part of the item, unless the project includes separate removal items which cover such work in the same location as the adjustment. Removal of curb & gutter will always be a separate item.

The existing frame and grate is to be salvaged and reused if suitable. When the existing frames and grates are not to be reused, due to their condition or type, disposal instructions are to be set out in a special provision (e.g. delivery to MTO yard or disposal arranged for by contractor).

Tender Item

Adjusting and Rebuilding Maintenance Holes, Catch Basins and Ditch Inlets.

This tender item will be used regardless of the amount of change in elevation, type or size of drainage structure.


Specifications

All information regarding the item is indicated in MTC Form 407.

Special Provisions

The designer should refer to Chapter "E" of this manual to review the applicable special provisions.

Standard Drawings

The standard drawings applicable to this tender item are contained in the Ontario Provincial Standard Drawings Manual (Frames and Grates and Adjustment Units).




The main source of information for the computation of this item are the field note books, B-Plans, Contour Plans and the drainage design.


The unit of measurement is "each". When existing maintenance holes are to be adjusted more than once (because of staging, etc.) only one adjustment will be considered for payment.

The adjustment of a double inlet maintenance hole or catch basin is considered one adjustment, requiring two frames and grates or covers, new or existing.

New maintenance holes or catch basins, which have to be partially built and later adjusted under the same contract, are not considered under this tender item.

100% checking is required for this item.


All types of existing structures affected by this item will be numbered and listed on the Quantities - Maintenance Holes ... sheet by station and location, showing type (straight or domed), existing top of grate and new top of grate elevations. Also the type of frame and grate to be placed will be shown.

When an existing structure requires more than one adjustment either due to staging or other construction requirements, interim top of grate elevation(s) and interim type(s) of grate must be shown in addition to the final elevation and type. The item column will reflect one adjustment only, regardless of the number of interim adjustments.


When new frames and grates are required, the standard number is required in the "grate" column. When the existing frames and grates are to be re-used, the word "existing" is to be written in the same column. For double inlet maintenance holes and catch basins, the grate column should show (2) behind the type.

Stage construction of new maintenance holes, catch basins and ditch inlets are not considered to be adjustments for payment purposes.

If temporary covers are required they should also be indicated on the quantity sheet along with the final frame and grate to be used.

Stations are recorded in whole number metres. Offsets are recorded to 0.1 m accuracy.

The tender total is the number of structures to be adjusted, which is transferred to the tender document.


407-2 - ROCK EXCAVATION FORSEWERS, MAINTENANCE HOLES, CATCH

BASINS AND DITCH INLETS- MTC FORM 407

407-2.1 GENERAL

This item includes the rock excavation from within the standard excavation limits for sewers, maintenance holes, catch basins and ditch inlets. Since sewer and maintenance hole items are all inclusive, except for rock excavation, this will provide the contractor with payment for the work involved over and above a normal sewer construction in earth.

If the amount of rock is a known quantity, i.e. if the designer is confident that the rock excavation may be included in the maintenance hole/sewer items, provided the quantity is stated on the quantity sheets and a special provision included to change the basis of payment.

407-2.1.2 Tender Item

The item description for this work is Rock Excavation for Sewers, Maintenance Holes, Catch Basins and Ditch Inlets.


All information regarding the above item is indicated in MTC Form 407.



407-2.2 COMPUTATION



The main sources of information for this tender item are the Soils/Foundation Reports and the soils profile for the earth/rock excavation; the standard drawings for maintenance hole and sewer dimensions; the drainage design for types of drainage structures and sewer sizes, and the roadway cross sections.

Rev. Date: 09/99 Rock Excavation for Sewers, Maintenance Holes, Catch Basins and Ditch Inlets B407-2-1


The unit of measurement is the cubic metre. Usually rock quantities are computed separately for maintenance holes and sewers before they are combined into one tender item.

a) Excavation for maintenance holes, catch basins and ditch inlets.

The computation of the rock quantity will be based on:

i) The outside horizontal dimensions of the structure as indicated on the standard drawings, plus 0.3 m.

ii) The depth will be the difference between the rock surface, or the lowest excavation limit prior to sewer excavation, and the underside of the base of the structure.

Within the roadbed the upper limit is the top of shatter.

b) Excavation for Sewers.

The computation of the rock quantity will be based on:

i) The maximum allowable width indicated on the standard drawings for the different bedding types, trench conditions and pipe material (flexible/rigid).

ii) The length between excavations for maintenance holes, as described in i) above, or between the excavation for the last maintenance hole and the outlet.

iii) The depth between the rock surface, or lowest excavation limit before sewer excavation, and the underside of the bedding (bottom of trench).

Within the roadbed the upper limit is the top of shatter. 100% checking of quantities is required for this item.


Rock excavation quantities for maintenance holes, catch basins and ditch inlets are to be computed at each location and indicated in a separate column on the maintenance hole quantity sheet.

Rock excavation for sewers is to be computed for each sewer run and indicated in a separate column on the sewer quantity sheet.


For a combined total the sub-total on the sewer quantity sheet is transferred to the Quantities - Maintenance Holes ... etc. sheet. Quantity entries will be in whole number cubic metres.

Where the excavated material is available for embankment construction, the quantities must appear on the Quantities -Grading sheet under rock material available.


DETAIL ESTIMATING PIPE SEWERS


B410 - PIPE SEWERS - OPSS 410

410.1 GENERAL

A sewer network is required in an urban setting or where open ditches in combination

with pipe culverts cannot accomplish drainage of a roadway system, due to restricted

property limits or susceptibility of a terrain to erosion.

A sewer is an installation designed for the conveyance of storm water using

preformed or pre-cast pipe sections, circular in cross section, laid end to end using

suitable jointing material and connected by maintenance holes, catchbasins, ditch

inlets or other appurtenances.

All design assumptions and calculations required to design a sewer network shall be

retained as part of the design documentation.

410.2 REFERENCES

MTO Highway Drainage Design Standards

MTO Drainage Management Manual

MTO Gravity Pipe Design Guidelines

Ontario Provincial Standards Specifications

Ontario Provincial Standards Drawings

Drainage Guidelines available on the MTO public web site

All references noted are available through the Contract Preparation System (CPS) or

through the ministry’s public web site or through the MTO Online Catalogue library.

The designer shall also reference other design manuals (i.e. MTO Roadside Safety

Manual) as required for design assistance of other roadside features associated with

the pipe sewer network design.

410.3 TENDER ITEMS

Pipe Sewer

Concrete Appurtenances

Rock Excavation for Sewers

Clay Seal




The requirements for the pipe sewer tender items are specified in OPSS 410. The

designer shall also reference or note other OPSS documents for construction and

materials as identified or required when packaging a contract.

410.5 APPENDICES

Appendix A – Pipe Sewer Tender Item - This appendix describes the pipe sewer

tender item and is to be followed by the designer to itemize the pipe sewer tender item

entries, complete with size, type and class specifications, in the “Quantities – Sewer”

sheets for all ministry contracts with pipe sewer designs.

Appendix B - CPS Master List of Pipe Sewer Tender Items - This appendix provides

a complete list of all pipe sewer tender items available.


Refer to Chapter 'E' to review standard special provisions that may be required for

inclusion in the contract.


Applicable standard drawings are contained in the 800 series of the Ontario Provincial

Standard Drawings Manual; however, other OPSD or MTOD series may also apply.

410.8 DESIGN

410.8.1 Pipe Sewer

The general pipe layout, size, type and class of a pipe sewer network are established

by the designer based on acceptable drainage theory. The designer shall use accepted

drainage design methods by which to define the pipe sewer layout that satisfies

required drainage standards and criteria for the highway project.

Gravity pipe drainage design standards are applicable to sewers and are available in

the MTO Highway Drainage Design Standards. Gravity pipe design requirements,

analysis methods and other information are available in the MTO Gravity Pipe Design

Guidelines and the MTO Drainage Management Manual.



A. Size

The design of a pipe sewer network involves determining the sizes of pipes, in

conjunction with pipe type and class availability, which will permit the pipe sewer

network to function within set design requirements and standards. The designer

will also determine the maximum increase or tolerance range in the pipe size, in

conjunction with pipe type and class availability, which will still permit the pipe

sewer to function within the design parameters set.

The designer shall also keep in mind the following basic guidelines in laying out

the pipe sewer network:

1. Wherever possible, the invert elevation of a pipe sewer run entering a catch

basin should be slightly higher (30 mm) than the invert elevation of the pipe

leaving the structure.

2. Pipe culverts should never flow into a pipe sewer network but the reverse is

permitted.

3. The spacing of the catch basins is detailed in Section B407-1, "Manholes,

Catch Basins and Ditch Inlets", such that the length of the pipe sewer may be

calculated.

B. Type

Pipe type refers to a pipe’s inside wall design, which can be smooth or corrugated.

A separate hydraulic analysis of each pipe type to determine hydraulic

acceptability is required to determine if both pipe types are to be specified in a

contract as alternative pipe type choices. The designer will use hydraulic flow

parameters characteristic of each pipe type during the hydraulic analysis work. In

some cases, only one pipe type may be achievable or conducive for the site

conditions.

The designer will analyze a sewer network for hydraulic acceptance based on one

pipe type for the entire sewer network. Two separate hydraulic design analysis

runs are required to determine if both pipe types are hydraulically acceptable.

Where site circumstances are found that requires a sewer network that is pipe type

sensitive, the designer need only perform the hydraulic analysis of the pipe sewer

network for the one pipe type identified as suitable for the site conditions.

C. Class

Pipe class refers to the material specifications of the pipe products. These

specifications include load and pressure ratings, pipe wall thickness, protective



coatings, corrugations and reinforcement. Acceptable material specifications of a

pipe sewer network are established based on structural loading and material

durability requirements. The designer shall use accepted structural and durability

assessment methods by which to establish the pipe class that satisfies both

structural and material durability criteria.

1. Structural Assessment

Pipe sewers, due to the fact that they are installed underground, are subject to

‘dead’ and ‘live’ loads. The loading requirements are addressed through

placement of fill material on top of the pipe culvert. Bedding, cover,

embedment in the case of flexible pipes, backfill, subgrade, and pavement are

to be considered in the structural loading assessment. The height of fill

available will define acceptable pipe sizes, types and classes.

2. Durability Assessment

Pipe sewer networks, for the different functional highway classifications, must

be designed to specified Design Service Life (DSL) criteria. Every pipe

material has an Estimated Material Service Life (EMSL) based on its material

properties and the site environment. Acceptable pipe materials are those that

have an EMSL greater than or equal to the DSL criteria.

Pipe materials with an EMSL less than the DSL criteria may only be

considered in a strategic pipe replacement context. A Life Cycle Cost Analysis

(LCCA) must be performed to support a pipe replacement design. Highway

Standards Branch approvals are required to use a pipe replacement design

approach.

D. Joints

The designer, through hydraulic analysis of surface flow or through subsurface

information as provided in a foundations or geotechnical report, shall make an

assessment of the type of pipe joints required for the pipe sewer.

The designer shall refer to the MTO Gravity Pipe Design Guidelines for further

information on pipe joint selection requirements.

E. Outlet Pipe End Finish

The end finishes on a pipe sewer outlet may be cut end finishes to the outlet pipe

or attached prefabricated end sections. The end finish is to be decided by the

designer through hydraulic analysis and final embankment slopes.



Where traffic safety is an issue, the designer may select a prefabricated safety

slope end treatment section specifically designed to address the safety concern at

the pipe sewer outlet.

Grating may be installed over the ends of pipe sewer outlets to prevent access by

animals or children if deemed to be a concern.

The designer shall refer to relevant design manuals and/or any associated OPSD’s

or MTOD’s for further information on warrants and design of end finishes.

F. Treatment

In most cases, pipe sewers are constructed below the frost line and would not

require any special treatments for frost. In rock fills, frost tapers are not required,

but fill material must be provided.

When the pipe sewer cannot be constructed below the frost line, special treatment

will be required. Foundations or geotechnical reports shall contain information

regarding recommended pipe fill materials and the configuration and extent of

frost taper excavations. Where pipe fill material cannot protect the pipe sewer or

frost tapers cannot be constructed, other frost protection options need to be

considered. Designers may consider using extruded expanded polystyrene or other

insulation materials to prevent the frost line from penetrating into the pipe sewers’

critical zone.

Flow sources entering the pipe sewer carrying sediment loads under certain

velocity conditions may require lining of the pipe sewer invert to prevent abrasion

of the pipe material. Lining the pipe sewer invert can be done with concrete or

shotcrete material. Bituminous products shall not be used to line the invert of the

pipe sewer.

In lieu of a lined invert, the designer may also consider pipe products with thicker

walls and/or protective coatings to provide additional protection against abrasive

forces.

G. Concrete Appurtenances

The flow out of a pipe sewer may need to be controlled to prevent erosion damage

to the area around it or to the pipe structure itself. Concrete appurtenances such as

headwalls, wingwalls, energy dissipators, aprons, collars or other such types of

structures are used to direct outflow, slow velocities to prevent erosion, offset

buoyancy forces, etc. Concrete structures covered by OPSS 904 do not include the

aforementioned concrete appurtenances.



410.8.2 Trench

A. Excavation

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

backfill to the excavated pipe sewer trench as determined by the designer based on

foundation or geotechnical reports. Earth and rock excavation material not used as

native backfill should be managed as outlined in Section B206 of this chapter.

In view of the high unit cost for rock excavation, the designer shall endeavour to

reduce the volume of excavation by relocating, pipe skewing, etc., wherever

possible.

B. Dewatering

Dewatering refers to pumping, bailing, groundwater lowering, temporary ditching

or vacuum removal of uncontaminated groundwater, rain water, melt water,

surface runoff, water pipe leakage from excavations and trenches or within

sheeted cofferdams to improve the soil stability or for other construction purposes.

Where dewatering is required for the installation of a pipe sewer, the details of the

operation shall comply with the requirements of OPSS 517. When recommended

by the foundation engineer, a separate item for dewatering according to OPSS 902

is to be included.

Although the Contractor is responsible for dewatering, the designer shall note any

recommendations included in the foundation investigation and design report.

The designer shall also refer to SP 100S59, Amendment to MTO General

Conditions of Contract, Permits to Take Water, for additional requirements that

may need to be specified in the contract.

C. Fill Material

Pipe fill material for rigid pipe installations is placed in distinct bedding, cover

and backfill layers. Flexible pipe installations require pipe fill material to be

placed as distinct embedment, which is from the bottom of the bedding layer to

the bottom of the backfill layer, and backfill layers.

Applicable minimum or maximum height of pipe fill material limits are placed in

accordance with OPSD or MTOD Height of Fill tables for the pipe materials

identified.

A foundation or geotechnical report will include recommendations for the supply,

placement, and specifications of pipe fill material or any special conditions for



bedding, cover, embedment in the case of flexible pipes, and backfill layers. In

addition, special consideration for scour protection at the pipe sewer outlet may be

required.

The designer shall, based on the recommendations of the foundation or

geotechnical report, specify the pipe fill materials required for the installation. The

designer should be familiar with the various installation methods available as

referenced in the 800 series of the OPSD for the pipe sewer installation so that the

pipe fill materials recommended are appropriately specified.

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

sewer installation method, including excavation geometry, 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.

D. Reinstatement

Where existing driving lanes must be excavated to allow the construction of the

pipe sewer network, the affected roadbed must be rebuilt to acceptable standards

to maintain the continuity of the pavement. This is particularly important where

there is to be no resurfacing of the highway. The designer shall determine and

specify bedding, cover, embedment in the case of flexible pipe, and backfill

depths and materials up to subgrade. Above subgrade, the designer shall

determine the types and depths of granular and pavement courses necessary to

achieve roadbed integrity.

E. Protection Systems

In general, the contractor determines the need for protection systems, except when

the stability, safety or function of an existing roadway, railway, etc. may be

threatened or impaired due to the construction of a pipe sewer or in cases where

the pipe sewer will be installed at depth. In such cases the foundation engineer

may recommend that the installation of protection systems be specified and paid

by separate item.

The design, installation, monitoring of protection systems is the Contractor’s

responsibility and the Contractor should base his plan on information as found in

the soils data and/or foundation reports. Problematic soils, high groundwater

tables or other installation issues, if identified, will give rise to recommendations

regarding the design, installation and removal and would be provided in the

foundation report. Recommendations for performance levels can also be found in

foundation investigation and design reports.



Requirements for field investigation, laboratory testing and engineering

recommendations for protection systems are to be specified in the foundation

engineering terms of reference for any specific project such that appropriate

information for the Contractor is provided.

F. Clay Seals

Warrants for clay seals to be installed on pipe sewers can be found in the MTO

Gravity Pipe Design Guidelines.

Other physical flow control barrier options are in the GPDG April 2014.

Recommendations may also be found in a foundation or geotechnical

investigation and design report.

410.9 COMPUTATION

410.9.1 Item Payment Basis

Pipe Sewer items are Plan Quantity Payment items.

Concrete Appurtenances are Plan Quantity Payment items.

Rock Excavation for Pipe Sewers is a Plan Quantity Payment item

Clay Seal is a Lump Sum item

410.9.2 Sources of Information

The main sources of information for pipe sewer items are:

a) Photogrammetric or survey plans to provide drainage areas, existing natural

watercourses and other features that may impact drainage.

b) MTO Highway Drainage Design Standards provides the overall design criteria

requirements of gravity pipe installations.

c) MTO Gravity Pipe Design Guidelines provide DSL criteria, water chemistry

testing and pipe material selection procedures and requirements.

d) MTO Drainage Management Manual provides the overall guidance on the design

of pipe sewers and other drainage systems.

e) Foundation or geotechnical reports provide guidance and recommendations on

subsurface and groundwater conditions, backfilling requirements, special

foundation treatments, articulation and scour protection at the sewer outlets. The



foundation or geotechnical reports should also provide recommendations

regarding dewatering requirements.


The unit of measurement for pipe sewers is the metre. The price per metre for placing

pipe sewers includes the following operations:

a) Supplying, placing and joining pipe lengths;

b) Supplying and installing access prevention grates, if required

c) Finishing or supplying and installing sewer outlet pipe end sections, as required

b) Earth excavations for trenches, frost tapers, etc. for pipes and concrete

appurtenances;

c) Supplying, placing and compacting all bedding, cover, embedment in the case of

flexible pipes, and backfill materials for pipe sewers;

d) Dewatering operations, unless otherwise specified;

e) Design, installation and removal of protection systems, unless otherwise

specified;

f) Reinstating or constructing any highway ancillary features, not covered under

other required works in the contract, as part of the pipe sewer installation; and

g) Disposing of all surplus excavated materials.

410.9.4 Pipe Sewer

A. Length

Measurement for the length of the pipe sewer will be made along the invert of the

pipe sewer from centre to centre of the catch basins, and no deduction in length

will be made for the catch basin.

When designing a pipe sewer network, the catch basins should be placed such that

the length of pipe sewer from centre to centre of the catch basins is in whole

numbers. When the space is restricted or short lengths are required, the metric

design length of pipe sewers may be determined as the next larger 0.1 metres.



Where a pipe sewer pre-fabricated end section, other than safety slope end

treatments, is to be installed on pipe sewer outlets, they are to be added to the pipe

sewer length without rounding.

Slope flattening should also be considered when calculating the length of pipe

sewers.

The length of a pipe sewer is measured horizontally, except when the pipe grade is

10% or steeper, in which case the length is measured along the slope.

B. Joints

Pipe joints are inclusive with the work to be done when installing a pipe sewer.

C. Concrete Appurtenances

The unit of measurement for concrete appurtenances is the cubic metre. The

volume of each structure is computed and the payment in cubic metre covers the

cost of supplying and placing both concrete and reinforcing steel. Payment for

excavation and backfilling, including the supply of granular material, is included

with the associated pipe sewer tender item.

D. Manholes, Catch Basins and Ditch Inlets

The above are covered in Section B407-1 of this chapter.

E. Connections to Existing Pipe Sewers, Drains and Service Connections

The unit of measurement for service connections is "each".

F. Pipe Culverts

Pipe culverts are covered in Section B421-2 "Pipe Culverts" of this chapter.

410.9.5 Trench

A. Excavation

Earth excavation required to place pipe sewers is part of the cost of the pipe sewer

item.

Excavation in rock for placing pipe sewers is done according to OPS Drawings.

Unlike excavation in earth, which is included in the bid price of the pipe, rock

excavation is tendered as a separate item. Rock excavation uses information for



the computation of rock excavation quantities from the foundations or

geotechnical reports and soils profile and field survey notes. The unit of

measurement for this tender item is the cubic metre. Rock excavation quantities

are computed as outlined in Section B407-2 of this manual. Rock excavation

operations shall be according to OPSS 403 when specified.

B. Dewatering

Dewatering operations are according to OPSS 517 or OPSS 902, when specified.

The designer shall ensure the requirements of SP100S59 are accounted for.

Should a rare situation occur where it would be unfair to the Contractor to include

an expensive dewatering operation in his pipe sewer bid price, using a non-

standard tender item should be considered. Consultation with the Ministry’s

foundation or geotechnical staff is required prior to use of the non-standard

dewatering item.

C. Fill Material

Granular volumes for frost tapers, bedding, cover, embedment in the case of

flexible pipes, and backfill material for pipe sewers are computed as shown in

Ontario Provincial Standard Drawings or from detail drawings when applicable.

Granular materials for concrete appurtenances are included in the pipe sewer

granular quantities.

The total granular requirement for each pipe sewer run is computed in cubic

metres, and may be converted to tonnes using the conversion factor determined

according to Section B314 of this manual. This quantity is used for Geotechnical

ASL purposes only.

410.10 DOCUMENTATION

410.10.1 Drawings

A. Pipe Sewer

1. Location

All pipe sewers, either with or without end sections, are to be indicated on the

construction plans of the contract drawings. Pipe sewer profiles, drainage

structure number, rock line, sub grade and original ground must be indicated

where applicable on the contract drawings. The pipe configuration, but not the

size, type or class, and a direction of flow arrow are to be indicated.



2. Connections to Existing Pipe Sewers, Drains and Service Connections

Locations of connections to existing pipe sewers, drains and other service

connections are to be indicated on the construction plans of the contract

drawings.

3. End Finish, Grates and End Sections

The applicable drawings for sewer outlet pipe end finishes are shown in the

Ontario Provincial Standard Drawings. In addition, any pipe sewers with end

finishes or end sections are to be indicated on the new construction plans and

profiles of the contract drawings.

Access prevention grates at pipe sewer outlets are to be indicated on the

construction plan sheets of the contract drawings.

The types of safety slope end treatments are listed in the CPS Master Item list

and will be listed as separate tender item in a column on the “Quantities –

Sewers” sheets.

4. Concrete Appurtenances

Concrete Appurtenances are identified on the contract plans by means of an

arrowed note (e.g. - Concrete Apron), and specifying the OPSD number, or a

special drawing, if required, showing the layout.

B. Trench

1. Fill Material

Ontario Provincial Standard Drawings in the 800 series depict dimensions,

classes or types of bedding requirements for circular pipes, of which the pipe

can be either flexible or rigid.

Typical cross-sections must be included in the contract drawings, giving

dimensions of frost depth, slope of frost tapers and depth of fill material

layers. Because of the variety of possible treatments, standard drawings are not

considered appropriate.

If special conditions for bedding, cover, embedment in the case of flexible

pipes, or backfill materials are required, the appropriate dimensions must be

shown on applicable Ontario Provincial Standard Drawings or on detail

drawings when applicable.



2. Reinstatement

A typical section, traditionally known as "trench reinstatement," must be

shown on the contract plans. The drawing should refer to the applicable OPSD

numbers for bedding, cover, embedment in the case of flexible pipe, and

backfill up to subgrade specifying the types and depths of pipe fill material

necessary to achieve roadbed integrity. Above subgrade, the drawing should

specify the types and depths of granular and pavement courses necessary to

achieve roadbed integrity. These types and depths may be shown in table

format adjacent to the trench reinstatement typical section.

When the contract is for standalone pipe sewer replacements (i.e. no other

pavement rehabilitation or resurfacing work), all of the work to reinstate the

roadway, including granular and pavement layers above subgrade, may be

included with the pipe sewer item, as per OPSS 492. In this case, the required

attributes of the pavement and granular layers (e.g. Superpave traffic category,

PGAC grade) shall be shown with the trench reinstatement typical section.

3. Special Foundation Treatment

A detailed typical drawing and/or a modified OPSD will be necessary to show

the depth of bedding and location if any special foundation treatment such as

articulation, soil mixing, ground improvement, etc is required as noted in the

foundation investigation and design report.

4. Protection Systems

Where a separate item for protection systems is required, as recommended by

the foundation engineer, the line of protection or a protection system shall be

shown on the contract drawings depending on the magnitude of the protection

required. Performance levels shall be included on the Contract Drawings.

These are only approximate lengths or locations and it is up to the contractor

to design, install and remove with actual lengths and locations defined.

410.10.2 Documents

Quantities Sheet

The "Quantities - Sewers" sheet shall show details such as:

1. Structure Number to Structure Number: identifies the starting structure to the

connecting end structure/outlet for each pipe run in the pipe sewer network.

2. Location and position: the relevant alignment control line (e.g. highway

centreline) with offset positions of start structure grate and end structure grate



defined as the distance in metres left (LT) and/or right (RT) from the alignment

control line (e.g. C/L 0.85 LT - 1.0 LT).

3. Upstream and downstream inverts: elevation entries of pipe sewer invert at the

upstream and downstream structure locations.

4. Depth to Pipe: measured from highway or ground surface directly above the

upstream pipe sewer invert down to top of base pipe opening.

5. Pipe Fill Material:

Where there are no recommendations from a foundations or geotechnical report to

specify any particular pipe fill material, the pipe fill materials will be specified, by

default, as “G” for bedding and by extension embedment, and “N” for backfill and

cover. The designer does not have to enter any material specifications in the

columns to have the default material specifications apply.

However, specific pipe fill material for bedding, cover or backfill, if

recommended in a foundations or geotechnical report, shall be specified in the

appropriate pipe fill material column. Pipe fill materials shall be specified as

follows:

N – native material, which applies to cover and backfill layers only, and

permits Granular B Type I, II or III, or Granular A to be used;

G – only Granular B Type I, II or III, or Granular A may be used;

B – only Granular B Type II or Granular A may be used;

A – only Granular A may be used; and

C – Unshrinkable Fill.

A single letter code is used to indicate the same pipe fill material for a pipe fill

layer if it is suitable for both rigid and flexible pipe options. If using the same pipe

fill material is not suitable, two letter codes are used such that the first letter

specifies the pipe fill material for rigid pipes while the second letter specifies the

pipe fill material for flexible pipes for a pipe fill layer.

The pipe fill material codes are structured in an ascending order of quality. All

higher level codes above the code that is selected are deemed to be satisfactory for

the installation. In cases where the higher level pipe fill materials are not suitable

(i.e. different frost susceptibility characteristics), a designer shall insert a contract

note to alert the contractor that only the specified pipe fill material is acceptable.

Embedment for flexible pipes is from the bottom of bedding layer to bottom of

backfill layer and is specified in the bedding material column. When only flexible

pipes are specified, the pipe fill material cover column is not applicable.



Clear stone may be used as bedding or embedment fill material, if groundwater

conditions warrant the need. Refer to the MTO Gravity Pipe Design Guidelines

for details.

6. Pipe Joints: Types of joints required are to be specified in the appropriately

labeled column on the "Quantities – Pipe Sewer" sheet. “S” denotes a joint that is

soil tight while “F” denotes a joint that is silt or fines tight and “L” denotes a joint

that is water tight. Pipe joints are specified by default as “S” regardless of whether

or not the “S” code is entered into the “Pipe Joints” column.

Joint classification is hierarchal in nature so that if an “S” joint is specified, the

“F” and “L” joints are also acceptable, unless otherwise stated.

7. Pipe Sewer Tender Items: are shown using a separate column for each pipe sewer

tender item. Each pipe sewer tender item is a composite tender item and is to be

entered as shown below:

Size mm Pipe Sewer

Size + mm range S xxxxxx

Size + mm range C xxxxxx

Different pipe sewer sizes will necessitate entry of separate tender items. Same

pipe sewer sizes with different size tolerance ranges and pipe material codes will

necessitate entry as a separate composite tender item (e.g. more than one column

is required to specify the pipe sewer tender item).

Refer to Appendix A - Pipe Sewer Tender Item for information and guidance of

how to define pipe sewer tender items for entry into the Quantities – Sewers

sheets.

8. Notes that may be required on the “Quantities – Sewers” sheet

A contract note can be a tender item note, which makes the note applicable to all

sewer locations of that pipe size category, or can be a quantity item note if it is

only applicable to certain sewer locations.

i) Identified locations where the non-reinforced concrete pipe material is

acceptable must be noted.

ii) When corrugated steel pipes are specified and there are two different products

permitted of the same size, the product with the greater material specifications

must be noted at the locations where permitted since minimum material

specifications have been identified in the pipe sewer tender item.



iii) The locations of physical flow control barriers other than clay seals are to be

indicated through a note.

iv) When pipe sewer end finishes or end sections are required, a note shall be

provided indicating the sewer end finish or section requirement.

v) Wherever possible, tee and wye connections and the degree of elbows used for

pipe sewer construction shall be indicated through the use of notes.

vi) If frost treatment is different than standard 10 (k-d), a note shall be provided

indicating the different treatment requirements.

vii) When higher level pipe fill materials are not acceptable, a note shall be

provided indicating that only the specified pipe material is acceptable.

9. Other Associated Pipe Sewers quantity items.

To specify other pipe sewer quantity items as discussed below, the designer shall

use CPS functional capabilities to enter the requirements into the contract

package. Options may include creation of appropriate tender item columns on

specific identified contract quantity sheets, attachment of standard or non-standard

special provisions, or other suitable contract documentation methods.

i) Where the installation of a pipe sewer is in a contract that includes other

highway work (i.e. asphalt pavement removal, sidewalk removal, earth

excavation, granular and pavement placement), the works above subgrade

required in the pipe sewer installation area is included in the tender item for

the other highway work. If the contract has no other highway work, that

above subgrade work may be included in the pipe sewer item.

ii) Rock excavation for pipe sewers is a separate tender item in accordance with

OPSS 403.

iii) On contracts where the excavated material is to be used for the construction

of earth embankments, the quantity for pipe sewer excavation is to be

calculated and the appropriate quantity indicated on the "Quantities - Grading

& Granular" sheet under the "Material Available" column.

iv) Granular and pavement to be supplied and placed for trench reinstatement

would be included with the granular and pavement materials as part of the

highway works.

v) Service connection locations are to be listed under an appropriately labeled

column.



vi) When concrete appurtenances are to be placed on pipe sewers, they are

treated as a separate item of work. Concrete appurtenances must be listed for

each individual location on the "Quantities – Miscellaneous” sheet, or, if

there are no other concrete items, they should be listed on the "Quantities -

Sewers" sheet.

vii) If dewatering is tendered as a separate non-standard item, it shall be entered

as a lump sum in the contract. Ensure that any requirements as specified by

SP100S59 are accounted for in the contract.

viii) Where recommended by the foundation engineer, protection systems are

entered as a separate tender item.

ix) Safety slope end treatments, if required, shall be entered into a separate

column.

x) Access prevention grates, end finishes and/or end treatment sections shall be

noted to the quantity affected.

10. Post Installation Inspections

Pipe sewers on ministry contracts may be subject to post installation inspections.

The following criteria shall be applied to determine if this work is necessary.

1. The total combined pipe sewer length of all pipe sewer tender items is greater

than or equal to 500 m; or

2. If the total pipe sewer length of all pipe sewer tender items is less than 500 m,

at least one sewer pipe run will be constructed with a pipe diameter greater

than or equal to 450 mm and is greater than or equal to 100 m in length.

Should post installation inspections for pipe sewers be required, SSP104S03 shall

be included.

Payment for post installation inspection work is detailed in SSP104S03.


Pipe sewers are to be measured by the metre. When the space is restricted, the metric

design length of pipe sewers may be determined as the next larger 0.1 metres.

Invert elevations are recorded in 0.01 m.

Concrete Appurtenances should have concrete quantities and tender totals recorded to

0.1 m³.



Appendix A – Pipe Sewer Tender Item

Pipe sewer is a variation tender item to be entered into a contract and has been structured to identify

the acceptable circular pipe product based on size, type and class. The tender item follows the

descriptive format as noted below:

Size mm Pipe Sewer base pipe diameter

Size + mm range S xxxxxx minimum smooth pipe diameter + tolerance range, type and

material code

Size + mm range C xxxxxx minimum corrugated pipe diameter + tolerance range, type and

material code

The pipe sewer material code element in the pipe sewer tender item is a 6 digit code that specifies the

minimum material specifications for all acceptable pipe materials identified through design. Each

digit represents a pipe material and has different values that specify pipe requirements.

The Pipe Sewer Material Code is illustrated in Figure 1.0.

Figure 1.0: Pipe Sewer Material Code



The Pipe Sewer Material Code is interpreted in the following manner:

1. The 1st digit represents concrete pipe. For concrete pipe, there are two product types for

consideration. They are manufactured with reinforcing steel or without.

To define the required reinforced concrete pipe, the designer will specify the appropriate values

as:

1 for Class 50 D-Load; or



4 for Class 140 D-Load.

The final concrete pipe class selection shall be dependent on the bedding class that is appropriate

for the type of soils encountered at the site.

When specifying any concrete pipe material, the designer should reference the pipe availability

tables in Appendix C of the MTO Gravity Pipe Design Guidelines to ensure that the pipe

products specified are indeed commercially available in size and load rating.

Exception

The designer shall note the acceptability of non-reinforced concrete pipe products on the

Quantities – Pipe Culvert sheet in the Contract. This will be done as a note to the tender item to

indicate the suitability of this pipe product in all locations or as a note to a quantity if the

suitability of non-reinforced concrete pipe only applies to one pipe location.

2. The 2nd

digit represents PVC and PP (polypropylene) pipes.

There are two PVC product types for consideration. They are manufactured with a smooth inside

and a ribbed outside (profile) wall or with a smooth inside and outside (solid) wall.

To define the required PVC pipe, the designer will specify the appropriate value as 1 for all

classes (Class 210 kpa (equivalent to SDR 41) or Class 320 kpa (equivalent to SDR 35)) which

defines the strength requirement for either product type.

When one of the PVC pipe products is not suitable for a given site, the designer, through a

contract note, shall restrict the use of the unsuitable PVC pipe product.

PP pipe product types are manufactured as dual (open profile) and triple wall (closed profile)

pipes available in 320 kPa material specifications.

To define the required PP pipe, the designer will specify the appropriate value as 2 for both

product types which define the strength requirements for either product type.



The designer should be aware that the 750 mm PP pipe is available in both an open and closed

profile. If one of the PP pipe products is not suitable for a given site, the designer, through a

contract note, shall restrict the use of the unsuitable PP pipe product.

PP pipe products are automatically specified when the 2nd

digit pipe material code is 1. If this is

not the case for a given site, then the designer, through a contract note, shall restrict the use of PP

pipe at the site.

When specifying any PVC or PP pipe material, the designer should reference the pipe availability


products specified are indeed commercially available in size and pipe stiffness rating.

3. The 3rd

digit represents HDPE pipes. There are two product types for consideration. They are

manufactured with a smooth inside and a corrugated outside wall (open profile) or with a smooth

inside and outside wall with a corrugated inner wall (closed profile).

To define the required HDPE pipe, the designer will specify the appropriate value as 1 for open

profile pipes and 2 for closed profile pipes.

Closed profile HDPE pipe products are automatically specified when the 3rd

digit pipe material

code is 1. If this is not the case for a given site, then the designer, through a contract note, shall

restrict the use of the closed profile HDPE pipe at the site.

When specifying any HDPE pipe material, the designer should reference the pipe availability


products specified are indeed commercially available in size and pipe stiffness.

4. The 4th

, 5th

and 6th

digits all represent steel and aluminum alloy pipe products. There are three

pipe product lines for consideration. They are manufactured as spiral rib steel pipe (SRSP),

corrugated steel pipe (CSP), and structural plate pipe (SPP). SRSP is a smooth pipe while CSP

and SPP are corrugated pipes.

SRSP and CSP pipe products come in three coatings; galvanized, aluminized type II and polymer

laminated. Steel SPP is available with a galvanized coating and a polymer coating. SPP is also

manufactured from aluminum alloy materials.

The 4th

digit is used for specifying required galvanized SRSP, CSP and SPP products.

To define the required SRSP products, the designer will specify the appropriate value as:

1 representing 1.6 mm thick walls; or


3 representing 2.8 mm thick walls.



To define the required CSP products, the designer will specify the appropriate value as:

1 representing 1.6 mm thick walls;

2 representing 2.0mm thick walls; or




To define the required SSP products, the designer will specify the appropriate value as:






The 5th

digit is used for specifying aluminized type II SRSP and CSP pipe products and for

specifying aluminum alloy SPP products.











To define the required aluminum alloy SSP products, the designer will specify the appropriate

value as:









The 6th

digit is used for specifying polymer laminated or coated SRSP, CSP and SPP products.

















When specifying any steel or aluminum alloy pipe materials, the designer should reference the

pipe availability tables in Appendix C of the MTO Gravity Pipe Design Guidelines to ensure that

the pipe products specified are indeed commercially available in size, protective coating and wall

thickness.

Exception

For some diameters, CSP is available with two corrugation profiles. The pipe material durability

analysis may determine a single wall thickness for both CSP product lines while the structural

analysis of the pipe materials determines a different wall thickness for each CSP product lines.

The designer shall identify the minimum wall thickness through the Pipe Material Code and note

the greater wall thickness requirement of the other pipe product on the Quantities – Pipe Culverts

sheet in the Contract. This shall be done as a note to the tender item to indicate the greater wall

thickness requirement of this pipe product in all locations on the contract or as a note to a

quantity if the greater wall thickness requirement of this pipe product only applies to one pipe

location.

Note: Non-circular pipe sewer networks shall be specified through the use of a non-standard special

provision. Pipe material codes will be similar to those used for non-circular pipe culvert

installations.



Appendix B – CPS Master Items List of Pipe Sewer Tender Items

The CPS Master Items List, lists all pipe sewer tender items and has been reproduced below.

Contract Preparation System

(CPS) Pipe Tender Item

Sewer Pipe

Size Range (mm)

100 mm Pipe Sewer 100 mm < 200 mm
























3000 mm Pipe Sewer = 3000 mm

DETAIL ESTIMATING TUNNELLING

91 10 B415-1

415 - TUNNELLING - OPSS 415

415.1 GENERAL

This item covers the requirements for the construction of sewers by the method of tunnelling. In addition to sewers, this shall also apply, but not be limited to culverts, electrical ducts and other conduits installed by this method.

Occasionally it is necessary to place sewers (and culverts) under a roadway or railway without disrupting traffic. This can be accomplished by tunnelling. As the volume of traffic on the affected roadway is a prime consideration in choosing to tunnel, bore or open cut, close liaison with the Regional Traffic Office is essential.


- Tunnel - Rock Excavation in Tunnelling

This operation normally is carried out for very large pipes. The following steps will give the designer a basic understanding of tunnelling.

An earth tunnel is bored as closely as possible to the outside diameter of the primary liner.

A primary liner is constructed around the inside of the excavated surface of the tunnel. The voids behind the liner are pumped full of grout.


91 10 B415-2

A second liner (or form) is constructed and concrete is pumped between the two liners to form the concrete pipe.

The second liner or form is removed after the new concrete is set.


The requirements for the tunnelling methods are described in OPSS 415


The Designer should refer to Chapter `E' of this Manual to review the applicable special provisions.

415.2 COMPUTATION



The main sources of information for the computation of these tender items are the Regional Geotechnical and Regional Traffic Offices and the cross-sections.


The unit of measurement for the tender item "Tunnel" is the metre, measured along the centre of the tunnel from centre to centre of the end catchbasins, manholes or ditch inlets or from the end of the tunnel if no manhole is installed. There is no deduction in length for intermediate manholes, catchbasins or ditch inlets.

The price per metre will include all other work such as earth excavation, grouting, sheathing and shoring and dewatering, including the connection of existing sewers, drains and service connections, if shown on the contract drawings.


91 10 B415-3

The unit of measurement for the tender item "Rock Excavation in Tunnelling" is the cubic metre. The volume calculation indicates the quantity of rock within the neat lines of the excavation required to place the primary lining as indicated in the contract. The rock volume calculation excludes any rock excavation quantity contained in the item "Rock Excavation for Sewers, Manholes, Catch basins and Ditch Inlets."

Digital Rounding is not to be applied to the above tender items.

415.3 DOCUMENTATION

Contract Drawings

The above type installation with or without end sections are to be indicated on the new construction plan and profile sheets of the contract drawings with the appropriate symbol. A profile should be drawn to indicate the station, diameter, length, offset and invert elevation left and right of centreline of highway construction, catchbasin numbers and the original ground and proposed cross-section over the pipe.

Contract Documents

The required different diameters of tunnels should be recorded on the quantity sheet in separate columns. The quantities in each column are totalled. These totals when combined become the tender total that is transferred to the tender document.

No tender rounding is applied to this item.

Documentation of connections to existing sewers, drains, etc. headwalls, grating and end finish shall be as indicated in Section 406.3 E, F and G of this chapter.

Rock excavation quantities for the item "Rock Excavtion in Tunnelling" are to be computed for each tunnel location and shown on a separate line entry under the column heading for this item. This item should be shown on the same quantity sheet used for the item "Tunnel".

Where the excavated material is available for embankment construction, the quantity must appear on the Quantities-Grading sheet under the appropriate heading of rock material available.


- Volume calculations to 0.1 m3

- Length calculations to 0.1 m. - Stations - nearest whole meter or more accurate if required for layout - Offsets - 0.01 m.

DETAIL ESTIMATING JACKING AND BORING

94 11 B416-1

416 - JACKING AND BORING - OPSS 416

416.1 GENERAL

This item covers the requirements for the construction of sewers and culverts by the method of jacking and boring.

Occasionally it is necessary to place sewers and culverts under a roadway or railway without disrupting traffic. This can be accomplished by jacking and boring. As the volume of traffic on the affected roadway is a prime consideration in choosing to tunnel (see B415) or to jack and bore rather than to open cut, close liaison with the Regional Traffic office is essential.

Pipe Sewer and Culvert Materials

Pipe sewer and culverts may be designed using either smooth walled steel pipe or concrete pipe with consideration of the design objectives of the system.

416.1.1 Tender Item

Jacking and Boring

a) The illustration shows a pipe being jacked into a fill. The earth material ahead of the pipe is excavated by "hand" and drawn back through the pipe for disposal.

b) Another method is used for smaller pipes where a man cannot enter to perform excavation work. An auger drills out the earth as the pipe is jacked through the augured hole. Another variation would be to drill the hole in its entirety and then push the pipe through.

The choice of one of the described methods is to be made by the designer based on soils data provided by Regional Geotechnical Section.


The requirements for the jacking and boring are described in OPSS 416.


94 11 B416-2


The designer should refer to chapter "E" of this Manual to review the applicable specialprovisions.

416.2 COMPUTATION



The main sources of information for this tender item are the Regional Geotechnical Office, the Regional Traffic Office and the design cross-sections.


Measurement of this tender item is in metres, measured along the centre of the pipe from centre to centre of the end catchbasins, manholes or ditch inlets with no deduction in length for intermediate manholes, catchbasins or ditch inlets.

The unit price includes other work such as excavation, grouting, sheathing and shoring, dewatering, etc., including the connection of existing sewers, drains and service connections, if shown on the contract drawings.

Digital Rounding is not to be applied to the above tender item.

416.3 DOCUMENTATION

Contract Drawings

The above installation with or without end sections is to be indicated on the new construction plan and profile sheets of the contract drawings with the appropriate symbol. A profile should be drawn to indicate the station, diameter, length, offset and invert elevation left and right of centreline of highway construction, catchbasin numbers and the original ground and proposed cross-section over the pipe.

Contract Documents

Pipe sewers will be shown on the Quantities - Sewers Sheet. Pipe culverts will be shown on the Quantities - Pipe Culverts Sheet. The different diameters of pipe together with their respective lengths are recorded on the quantity sheet in separate columns. The type of pipe whether concrete or steel must also be identified on the Quantity Sheet. The quantities in each column are totalled. These totals when combined become the tender total that is transferred to the tender document. The wall thicknesses for smooth wall steel pipe must not be shown on the Q-Sheets unless they are to vary from those shown in OPSS 1802.

Documentation of connections to existing sewers, drains, etc. headwalls, grating and end finish shall be as indicated in Section B406.


94 11 B416-3


Length calculations to 0.1 m.

Stations to the nearest whole metre or more accurate if required for layout.

Offsets shown to 0.01 m.

DETAIL ESTIMATING PIPE CULVERTS

June 2014 Page 1 of 35 B421-2

B421-2 – PIPE CULVERTS – OPSS 421

421.1 GENERAL

Pipe culverts are installations designed to provide for the conveyance of surface

water, pedestrians or livestock using preformed or pre-cast pipe sections, circular or

non-circular in cross-section, laid end to end using suitable joint materials.

All design assumptions and calculations required to design a pipe culvert shall be

retained as part of the design documentation.

421.2 REFERENCES

MTO Highway Drainage Design Standards


MTO Gravity Pipe Design Guidelines

MTO Guide for Preparing Hydrology Reports for Water Crossings

Ontario Provincial Standards Specifications

Ontario Provincial Standards Drawings

Drainage Guidelines available on the MTO public web site

All references noted are available through the Contract Preparation System (CPS),

through the ministry’s public web site, or through the MTO Online Catalogue library.

The designer shall also reference other design manuals (i.e. MTO Roadside Safety

Manual) as required for design assistance of other roadside features associated with

the pipe culvert design.

421.3 TENDER ITEMS

Pipe Culvert

Non-Circular Pipe Culvert

Pipe Culvert Extension

Non-Circular Pipe Culvert Extension


Clay Seal


The requirements for the pipe culvert, non-circular pipe culvert, pipe culvert

extension, non-circular pipe culvert extension and concrete appurtenance tender items

are contained in OPSS 421. Trenching, backfilling and compaction requirements are

specified in OPSS 401 while rock excavation requirements are specified in OPSS


June 2014 Page 2 of 35 B421-2

403. The designer shall also reference or note other OPSS documents for construction

and materials as identified or required when packaging a contract.

421.5 APPENDICES

Appendix A – Pipe Culvert Tender Item - This appendix describes the pipe culvert

tender items and is to be followed by the designer to itemize the pipe culvert tender

item entries, complete with all pipe material specifications, in the Quantity – Pipe

Culvert sheets for all ministry contracts.

Appendix B – Additional Pipe Culvert Design Factors - This appendix describes

some additional components in pipe culvert designs and is to be used by the designer

to accurately identify the pipe culvert installation work in the Quantity – Pipe Culvert

or other quantity sheets for all ministry contracts, as appropriate.

Appendix C - CPS Master List of Pipe Culvert Tender Items - This appendix provides

a list of all available pipe culvert tender items for circular and non-circular pipes.


Refer to Chapter 'E' to review standard special provisions that may be required for

inclusion in the contract.



Standard Drawings Manual; however, other OPSD or MTOD series may also apply.

421.8 DESIGN

421.8.1 Pipe Culvert

The general alignment, size, type and class of a pipe culvert are established, based on

acceptable drainage theory, by the designer. The designer shall use accepted drainage

design methods by which to establish the pipe culvert design that satisfies required

drainage standards or criteria for the highway project.

As a general rule, pipe culverts, if embedment depths have not been defined through

the design process, other than entrance pipe culverts should be embedded to a depth

equal to one tenth of the height or diameter of the pipe culvert below the bottom of

ditch, unless there are reasons for deviating from this rule.

Gravity pipe drainage standards are available in the MTO Highway Drainage Design

Standards. Gravity pipe design requirements, analysis methods and other information

are available in the MTO Gravity Pipe Design Guidelines, the MTO Drainage


June 2014 Page 3 of 35 B421-2

Management Manual and the MTO Guide for Preparing Hydrology Reports for Water

Crossings

A. Size

The design of a pipe culvert involves determining the size of a pipe, in conjunction

with pipe type and class availability that will permit the pipe culvert to function

within set design requirements and standards. The designer will also determine the

maximum increase or tolerance range in pipe culvert size, of like pipe type and class

availability that will still permit the pipe culvert to function within the design

parameters set.

For crossings where multiple pipe culverts are required, refer to Appendix B –

Additional Pipe Culvert Design Factors for additional information on how to

determine spacing and other requirements.

B. Type

Pipe type refers to a pipe’s inside wall design, which can be smooth or corrugated. A

separate hydraulic analysis of each pipe type to determine hydraulic acceptability is

required to determine if both pipe types should be specified in a contract as alternative

pipe type choices. The designer will use hydraulic flow parameters, characteristic of

each pipe type, during the hydraulic analysis work. For some sites, only one pipe type

may be appropriate for the site conditions.

The designer will analyze a pipe culvert for hydraulic acceptance based on one pipe

type for the entire pipe culvert length. Two separate hydraulic design analysis runs are

required to determine if both pipe types are hydraulically acceptable.

Only where site circumstances are found to be pipe type sensitive, will it not be

necessary for a designer to perform the hydraulic analysis separately for both pipe

types.

Circular or non-circular pipe culverts greater than 3000 mm in diameter or span are

classified as structures and are designed from first principles in conjunction with

structural engineers following the requirements of the Canadian Highway Bridge

Design Code and the MTO Structural manual.

C. Class

Pipe class refers to the material specifications of the pipe products. These

specifications include load and pressure ratings, pipe wall thickness, protective

coatings, corrugations and reinforcement. Acceptable material specifications of a pipe

culvert are established, based on structural loading and material durability

requirements, by the designer. The designer shall use accepted structural and


June 2014 Page 4 of 35 B421-2

durability assessment methods to establish the pipe class that satisfies both structural

and material durability criteria.

1. Structural Assessment

Pipe culverts, due to the fact that they are installed underground, are subject to

‘dead’ and ‘live’ loads. The loading requirements are addressed through

placement of fill material below, around and on top of the pipe culvert. Bedding,

cover, embedment in the case of flexible pipes, backfill, subgrade, and pavement

are to be considered in the structural loading assessment. The height of fill

available will define acceptable pipe sizes, types and classes in terms of structural

strength.

2. Durability Assessment

Pipe culverts, for the different functional highway classifications, must be

designed to the specified Design Service Life (DSL) criteria. Every pipe material

has an Estimated Material Service Life (EMSL) based on its material properties

and the site environment. Acceptable pipe materials are those that have an EMSL

greater than or equal to the DSL criteria, unless otherwise determined during the

design criteria setting for the project.

Pipe materials with an EMSL less than the DSL criteria may only be considered in

a strategic pipe replacement context. A Life Cycle Cost Analysis (LCCA) must be

performed to support any pipe replacement design. Highway Standards Branch

approvals are required to use a pipe replacement design approach.

D. Joints

The designer, through hydraulic analysis of surface flow or through subsurface

information as provided in a foundations or geotechnical report, shall make an

assessment of the type of pipe joints required for the pipe culvert.

The designer shall refer to the MTO Gravity Pipe Design Guidelines for further

information on pipe joint selection requirements.

E. End Finish and Safety

The use of bevels, end finishes or safety grates on a pipe culvert is determined by the

designer based on hydraulic analysis and the final embankment slopes. When

corrugated steel pipe is used for a pipe culvert, the protruding end may be cut to more

aesthetically blend with the surrounding slopes.


June 2014 Page 5 of 35 B421-2

Where traffic safety is an issue, the designer may also consider a safety end treatment

on the pipe culvert ends. The designer shall refer to relevant design manuals and any

associated OPSD’s for information on warrants and design of safety end treatments.

F. Treatment

Frost treatment is required if the frostline falls below the top of the pipe culvert,

within the bedding layer or below the bedding layer. Foundations or geotechnical

reports shall contain information regarding recommended pipe fill materials and the

configuration and extent of frost taper excavations.

Frost tapers are not required when the frostline falls above the pipe culvert. In rock or

granular fills, frost tapers are not required.

Pipe culverts being placed on sideroads and entrances that are paved or will be paved,

either under the current project or in the foreseeable future, must be provided with

frost tapers, where required, regardless of the length of paving (pipe culvert within the

limits of paving or future paving).

Information on future sideroad requirements should be obtained from municipalities.

On gravel roads, pipe culverts should not be provided with frost tapers unless

specifically identified in a foundations or geotechnical report or requested by the

municipality.

Flow sources carrying sediment loads under certain velocity conditions may require

lining the pipe culvert invert to prevent abrasion of the pipe material. Lining the pipe

culvert invert can be done with concrete or shotcrete material. Bituminous products

shall not be used to line the invert of the pipe culvert.

In lieu of a lined invert, the designer may also consider pipe products with thicker

walls and/or protective coatings to provide the required protection against abrasive

forces.

Fish bearing streams may require channel substrate or baffles to provide suitable

conditions for fish to travel through the pipe culvert. The pipe culvert size may need

to be larger to properly embed the pipe culvert and provide suitable substrate depth in

which to form the low flow channel for fish passage or to accommodate baffle block

heights and provide suitable resting zone water depths and lengths. Baffle

configurations and heights may also dictate a larger pipe size to maintain the flow

capacity requirements for larger storm events.

The designer shall also refer to the MTO Drainage Management Manual for further

information on design of low flow channels and baffles.


June 2014 Page 6 of 35 B421-2

G. Concrete Appurtenances

The flow through a pipe culvert may need to be controlled to prevent erosion damage

to the area around it or to the pipe structure itself. Concrete appurtenances such as

headwalls, wingwalls, energy dissipators, aprons, collars or other such types of

structures are used to direct flow, slow velocities to prevent erosion, offset buoyancy

forces, etc. Concrete structures covered by OPSS 904 do not include the

aforementioned concrete appurtenances.

421.8.2 Trench

A. Excavation

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

backfill to the excavated pipe culvert trench as determined by the designer based on

foundation or geotechnical reports. Surplus or unsuitable excavation material should

be managed as outlined in B206 of this manual.

In view of the high unit cost of rock excavation, the designer shall endeavour to

reduce the volume of excavation by relocating, pipe skewing, etc., wherever possible.

Excavation in rock for placing pipe culverts is also done according to OPS Drawings.

B. Tunnelling, Jacking and Boring Pipe Culverts

In addition to the open-cut method of installing pipes, there are three other methods

employed where trenching is not cost-effective:

a) Tunnelling;

b) Jacking and boring; and

c) Pipe lining (non-standard special provisions are required)

Details of the first two methods of installation are discussed in Sections B415 and

B416 of this manual.

C. Dewatering

Dewatering refers to pumping, bailing, groundwater lowering, 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.

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

comply with the requirements of OPSS 517 or OPSS 902 when specified.


June 2014 Page 7 of 35 B421-2

Although the Contractor is responsible for a dewatering plan, the designer shall note

any recommendations included in the foundation investigation and design report.

The designer shall also refer to SP100S59, Amendment to MTO General Conditions

of Contract, Permits to Take Water, for additional requirements that may need to be

specified in the contract.

D. Fill Material

Pipe fill material for rigid pipe installations is placed in distinct bedding, cover and

backfill layers. Flexible pipe installations require pipe fill material to be placed as

distinct embedment, which is from the bottom of the bedding layer to the bottom of

the backfill layer, and backfill layers.

Applicable minimum or maximum height of pipe fill material limits are placed in

accordance with OPSD or MTOD Height of Fill tables for the pipe materials

identified. The minimum depth of cover for entrance pipe culverts is 300 mm. In rock

cuts, this may require lowering of the ditch grade, using pipe arches or excavating the

shatter below the ditch bottom.

A foundation or geotechnical report will include recommendations for the supply,

placement, and specifications of pipe fill material or any special conditions for

bedding, cover, embedment in the case of flexible pipes, and backfill layers. In

addition, special consideration for scour protection at the pipe culvert inlet or outlet

may be required.

The designer shall, based on the recommendations of the foundation or geotechnical

report, specify the pipe fill materials required for the installation. The designer should

be familiar with the various installation methods available as referenced in the 800

series of the OPSD for the pipe culvert installation so that the pipe fill materials

recommended are appropriately specified.

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

culvert installation method, including excavation geometry, 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. Reinstatement

Where existing driving lanes must be excavated to allow the construction of the pipe

culvert crossing, the affected roadbed must be rebuilt to acceptable standards to

maintain the continuity of the pavement. This is particularly important where there is

to be no resurfacing of the highway. The designer shall determine and specify

bedding, cover, embedment in the case of flexible pipe, and backfill depths and


June 2014 Page 8 of 35 B421-2

materials up to subgrade. Above subgrade, the designer shall determine the types and

depths of granular and pavement courses necessary to achieve roadbed integrity.

F. Protection Systems

These systems will be applicable where the stability, safety or function of an existing

roadway, railway, etc. may be threatened or impaired due to the construction of a pipe

culvert or in cases where the pipe culvert will be installed at a depth where protection

schemes are required.

The design, installation, monitoring of protection systems is the Contractor’s

responsibility and the Contractor should base his plan on information as found in

foundation reports. Problematic soils, high groundwater tables or other installation

issues, if identified, will give rise to recommendations regarding the design,

installation and removal and would also be provided in this report. Recommendations

for performance levels can also be found in foundation investigation and design

reports.

Requirements for field investigation, laboratory testing and engineering

recommendations for protection systems are to be specified in the foundation

engineering terms of reference for any specific project such that appropriate

information for the Contractor is provided.

G. Clay Seals

Warrants for clay seals to be installed on pipe culverts can be found in the MTO

Gravity Pipe Design Guidelines.

Other physical flow control barrier options are in the GPDG April 2014.

Recommendations may also be found in a foundation or geotechnical investigation

and design report.

H. Camber

A foundations or geotechnical report will contain information and design

requirements for the camber depths needed for flexible pipe installations. Also refer

to Appendix B – Additional Pipe Culvert Design Factors for additional information

on how to determine the amount of camber depth is required.


June 2014 Page 9 of 35 B421-2

421.9 COMPUTATION


Pipe Culvert items are Plan Quantity Payment items.

Non-Circular Pipe Culvert items are Plan Quantity Payment items.

Pipe Culvert Extension items are Plan Quantity Payment items.

Non-Circular Pipe Culvert Extension items are Plan Quantity Payment items.

Concrete Appurtenances are Plan Quantity Payment items.

Rock Excavation for Trenches and Associated Structures is a Plan Quantity Payment

item.

Clay Seal is a Lump Sum item.


The main sources of information for pipe culvert items are:

a) Survey notes and plans that provide profiles along the drainage course at both

existing and new pipe culvert locations and drainage courses in addition to

drainage areas, mosaic studies, soil types, etc, that provide information to assist in

the calculation of pipe culvert sizes.

b) MTO Highway Drainage Design Standards provides the overall design criteria

requirements of pipe culvert installations.

c) MTO Gravity Pipe Design Guidelines provides DSL criteria, water chemistry

testing and pipe material selection procedures and requirements.

d) MTO Guide for Preparing Hydrology Reports for Water Crossings provides an

overview to the design issues associated with culverts on water crossings.

e) MTO Drainage Management Manual provides the overall guidance on the design

of pipe culverts and other storm drainage systems.

f) Foundation or geotechnical reports provide guidance and recommendations on

subsurface and groundwater conditions, backfilling requirements, special

foundation treatments, camber, articulation, scour protection at the culvert

inlets/outlets and the need for placing clay seals. The foundation or geotechnical

reports should also provide recommendations regarding dewatering requirements.


The unit of measurement for circular and non-circular pipe culverts is the metre. The

price per metre for placing pipe culverts includes the following operations:


June 2014 Page 10 of 35 B421-2

a) Supplying, placing and joining pipe lengths;

b) Earth excavations for trenches, frost tapers, etc. for pipes, culvert treatments, end

finishes and concrete appurtenances;

c) Supplying, placing and compacting all bedding, cover, embedment in the case of

flexible pipes, and backfill materials for pipe culverts;

d) Dewatering operations, unless otherwise specified;

e) Design, installation and removal of protection systems, unless otherwise

specified;

f) Reinstating or constructing any highway ancillary elements, not covered under

other required works in the contract, as part of the pipe culvert installation; and

g) Disposing of all surplus excavated materials.

421.9.4 Pipe Culvert

A. Length

The design length (L) of pipe culverts is the distance between the toes of embankment

slopes where they meet the streambed profile measured to the nearest full metre.

When the space is restricted or short lengths are required, the metric design length of

pipe culverts may be determined as the next larger 0.1 metre.

Where pipe culvert end treatment sections are used the length of the end treatment

sections added.

While the standard rock slope is 1¼:1, the length of pipe culvert should be based on a

rock slope of 1½:1.

Slope flattening should also be considered when calculating the length of pipe

culverts.

The length of a pipe culvert is measured horizontally, except when the pipe grade is

10% or steeper, in which case the length is measured along the slope.

B. Joints

Pipe joints are inclusive with the work to be done when installing a pipe culvert.


June 2014 Page 11 of 35 B421-2

C. Concrete Appurtenances

The unit of measurement for concrete appurtenances is the cubic metre. The volume

of each appurtenance is computed and the payment in cubic metre covers the cost of

supplying and placing both concrete and reinforcing steel. Payment for excavation

and backfilling, including the supply of granular material, is included with the

associated pipe culvert tender item.

421.9.5 Trench

A. Excavation

Earth excavation required to place pipe culverts is part of the cost for placing the pipe

culvert. Excavation in earth for placing pipe culverts is done according to OPS

Drawings.

Unlike earth excavation, which is included in the bid price of the pipe, rock

excavation is tendered as a separate item. Rock excavation uses information for the

computation of rock excavation quantities from the foundations or geotechnical

reports and soils profiles and field survey notes. The unit of measurement for this

tender item is the cubic metre. Rock excavation is computed as outlined in Section

B407-2 of this manual. Rock excavation operations shall be according to OPSS 403

when specified.

Usually, the field survey drainage information contains a profile along the centreline

of the pipe culvert, which is used to compute both pipe culvert length and volume of

excavation.

When the only information available is a profile along the centreline of the pipe

culvert, the excavation is computed as shown in Figure B421-4, which can be found

in Appendix B. However, when cross-sections are taken normal to the axis of the

projected pipe culvert location, a more accurate computation of the quantity of

excavation is obtained.

Where a pipe culvert is installed in a rock cut, the volume of excavation is measured

from the top of the shatter.

B. Swamp Excavations

In swamp areas where existing embankments are being widened, excavate existing

embankment and swamp as per the appropriate Ontario Provincial Standard drawings,

and apply swamp excavation quantities to Earth Excavation (Grading) or Rental of

Swamp Excavation Equipment.


June 2014 Page 12 of 35 B421-2

C. Dewatering

Dewatering operations are according to OPSS 517 or OPSS 902 when specified. The

designer shall ensure the requirements of SSP 100S59 are accounted for.

Should a rare situation occur where it would be unfair to the Contractor to include an

expensive dewatering or unwatering operation in his pipe bid price, consideration

shall be given to using a separate non-standard tender item for the dewatering.

Consultation with the Ministry’s foundation or geotechnical staff is required prior to

use of the non-standard dewatering item.

D. Fill Material

Granular volumes for frost tapers, bedding, cover, embedment in the case of flexible

pipes, and backfill material for pipe culverts are computed as shown in Ontario

Provincial Standard Drawings or from detail drawings when applicable.

Granular materials for concrete appurtenances are included in the pipe culvert

granular quantities.

The total granular requirement for each pipe culvert location is computed in cubic

metres, and may be converted to tonnes using the conversion factor determined

according to B314 of this manual. This quantity is used for Geotechnical ASL

purposes only.

E. Clay Seal

The unit of measurement for this tender item is lump sum, which covers excavation

and the supply and placement of all materials to provide an effective seal. No volume

calculations for clay seals are needed.

421.10 DOCUMENTATION

421.10.1 Drawings

A. Pipe Culvert

1. Location

New pipe culverts, and existing pipe culverts requiring extensions or end-sections,

are shown on the contract drawings, numbered sequentially in the direction of

chainage.


June 2014 Page 13 of 35 B421-2

Pipe culverts to be removed are not numbered, however details regarding

elevation and length of existing pipe culverts are shown crossed out on the

drawings.

2. End Finishes and Safety End Treatments

The applicable drawing for such end finishes are shown in the Ontario Provincial

Standard Drawings.

The types of safety slope end treatments are listed in the CPS Master Item list and

will be listed as separate tender item in a column on the Quantities – Pipe Culverts

sheets.

3. Concrete Appurtenances

Concrete Appurtenances are identified on the contract plans by means of an

arrowed note (e.g. - Concrete Collar), and specifying the OPSD number, or a

special drawing, if required, showing the layout.

4. Treatment

Typical cross section drawings must be included in the contract drawings giving

dimensions and shape of channel substrate materials or fish baffles. Locations of

baffles must be shown on a typical profile drawing.

B. Trench

1. Fill Material

Ontario Provincial Standard Drawings in the 800 series depict dimensions, classes

or types of bedding requirements for circular and non-circular pipes, of which the

pipe can be either flexible or rigid.

Typical cross-sections must be included in the contract drawings, giving

dimensions of frost depth, slope of frost tapers and depth of fill material layers.

Because of the variety of possible treatments, standard drawings are not

considered appropriate.

If special conditions for bedding, cover, embedment in the case of flexible pipes,

or backfill materials are required, the appropriate dimensions must be shown on

applicable Ontario Provincial Standard Drawings or on detail drawings when

applicable.


June 2014 Page 14 of 35 B421-2

2. Reinstatement

A typical section, traditionally known as "trench reinstatement," must be shown

on the contract plans. The drawing should refer to the applicable OPSD numbers

for bedding, cover, embedment in the case of flexible pipe, and backfill up to

subgrade specifying the types and depths of pipe fill material necessary to achieve

roadbed integrity. Above subgrade, the drawing should specify the types and

depths of granular and pavement courses necessary to achieve roadbed integrity.

These types and depths may be shown in table format adjacent to the trench

reinstatement typical section.

When the contract is for standalone pipe culvert replacements (i.e. no other

pavement rehabilitation or resurfacing work), all of the work to reinstate the

roadway, including granular and pavement layers above subgrade, may be

included with the pipe culvert item, as per OPSS 492. In this case, the required

attributes of the pavement and granular layers (e.g. Superpave traffic category,

PGAC grade) shall be shown with the trench reinstatement typical section.

3. Special Foundation Treatment

A detailed typical drawing and/or a modified OPSD will be necessary to show the

depth of bedding and location if any special foundation treatment such as

cambering, articulation, soil mixing, ground improvement, etc is included in the

foundation investigation and design report.

4. Protection Systems

When protection systems are required, the line of protection or a protection

system shall be shown on the contract drawings. Performance levels shall be

included on the Contract Drawings. These are only approximate lengths or

locations and it is up to the contractor to design, install and remove with actual

lengths and locations defined.

5. Clay Seal

A detailed dimensioned sketch must be shown on the contract drawings for each

location, based on information from foundations or geotechnical report.

421.10.2 Documents

421.10.2.1 Quantities Sheet

The "Quantities - Pipe Culverts" sheet shall show details such as:

1. Culvert Number: numerical identifier of pipe culverts in the contract.


June 2014 Page 15 of 35 B421-2

2. Station: chainage measurement on the contract.

3. Location: For cross culverts, the relevant alignment control line (e.g. highway

centreline) at the identified station with offset positions of pipe culvert upstream

and downstream ends designated as the distance in metres left (LT) and right (RT)

from the alignment control line (e.g. C/L 31.5 LT - 83.5 RT). For non-cross

culverts, the relevant alignment control line at the identified station coincident

with the culvert midpoint by length with offset position of pipe culvert upstream

and downstream ends designated as the distance in metres left (LT) and/or right

(RT) as applicable from the alignment control line (e.g. EB Alignment 25.8 LT -

27.8 LT)..

4. Extension: identifies placement of pipe culvert extensions by entering the length

of the extension into the appropriate right or left extension column of the

“Quantities – Pipe Culverts” sheet. The total length of the extension must also be

entered into the appropriate Pipe Culvert Extension tender item column of the

“Quantities – Pipe Culverts” sheet.

If an existing culvert is to have both a left and right extension added, each

extension is to be entered as a separate record entry with reference to the same

culvert number.

5. Skew number: Refer to Appendix B – Pipe Culvert Design Factors for

information on how to determine skew number.

6. End Finish: type of end finish to be applied to the pipe culvert which can be

Square or protruding ends which are applicable to any accepted pipe material.

When corrugated steel structural plate pipe is used the protruding end may be cut

or bevelled to more aesthetically blend with the surrounding slopes. Steel toe

sections may be attached to the end of a smooth or corrugated steel pipe, if

required. Refer to relevant OPSD for available end finish options for pipe

culverts.

7. Depth to Pipe: from the surface downward to top of base pipe opening at the

midpoint by length of the culvert.

8. Pipe Fill Material: Where there are no recommendations from a foundations or

geotechnical report to specify any particular pipe fill material, the pipe fill

materials will be specified, by default, as “G” for bedding and by extension

embedment, and “N” for backfill and cover. The designer does not have to enter

any material specifications in the columns to have the default material

specifications apply.


June 2014 Page 16 of 35 B421-2

However, specific pipe fill material for bedding, cover, embedment in the case of

flexible pipes, or backfill, if recommended in a foundations or geotechnical report,

shall be specified in the appropriate pipe fill material column. Pipe fill materials

shall be specified as follows:

N – native material, which applies to cover and backfill layers only, and

permits Granular B Type I, II or III, or Granular A to be used;

G – only Granular B Type I, II or III, or Granular A may be used;

B – only Granular B Type II or Granular A may be used;

A – only Granular A may be used; and

C – Unshrinkable Fill (Concrete).

A single letter code is used to indicate the same pipe fill material for a pipe fill

layer is suitable for both rigid and flexible pipe options. If using the same pipe fill

material is not suitable, two letter codes are used such that the first letter specifies

the pipe fill material for rigid pipes while the second letter specifies the pipe fill

material for flexible pipes for a pipe fill layer.

The pipe fill material codes are structured in an ascending order of quality. All

higher level codes above the code that is selected are deemed to be satisfactory for

the installation. In cases where the higher level pipe fill materials are not suitable

(i.e. different frost susceptibility characteristics), a designer shall insert a contract

note to alert the contractor that only the specified pipe fill material is acceptable.

Embedment for flexible pipes is from the bottom of bedding layer to bottom of

backfill layer and is specified in the bedding material column. When only flexible

pipes are specified, the pipe fill material cover column is not applicable.

Clear stone may be used as bedding or embedment fill material, if groundwater

conditions warrant the need. Refer to the MTO Gravity Pipe Design Guidelines

for details.

9. Pipe Joints: Types of joints required are to be specified in the appropriately

labeled column on the "Quantities – Pipe Culvert" sheet. “S” denotes a joint that

is soil tight while “F” denotes a joint that is silt or fines tight and “L” denotes a

joint that is water tight. Pipe joints are specified by default as “S” regardless of

whether or not the “S” code is entered into the “Pipe Joints” column.

Joint classification is hierarchal in nature so that if an “S” joint is specified, the

“F” and “L” joints are also acceptable, unless otherwise stated.

10. Treatment: Type or types of treatment that a pipe culvert will require are to be

specified in the appropriately labelled column on the "Quantities – Pipe Culvert"

sheet where “F” specifies frost treatment, “P” specifies paved invert, “S” specifies


June 2014 Page 17 of 35 B421-2

channel substrate placement and “B” specifies baffle placements. All appropriate

treatment letters shall be entered in the column.

Up to 2 letters may be specified in the column of the "Quantities – Pipe Culvert"

sheet. Should a 3rd

treatment letter be required, a contract note is to be used.

11. Upstream and downstream inverts: elevation entries of pipe culvert invert at the

upstream and downstream locations. Refer to Appendix B – Pipe Culvert Design

Factors for information on how to determine grades and elevations.

12. Pipe Culvert Tender Items: Pipe culverts are shown on the "Quantities – Pipe

Culverts" sheet using a separate column for each pipe culvert tender item. Each

pipe culvert tender item is formatted as shown below:

Circular Pipe Culverts

Size mm Pipe Culverts

Size + mm range S xxxxxx

Size + mm range C xxxxxx

Non-circular Pipe Culverts

Size mm Non-Circular Pipe Culverts

Size + mm S xxxxxx

Size + mm C xxxxxx

Pipe Culvert Extensions

Size mm Pipe Culvert Extensions

Size S xxxxxx

Size C xxxxxx

Non-Circular Pipe Culvert Extensions

Size mm Non-Circular Pipe Culvert Extensions

Size S xxxxxx

Size C xxxxxx

Different pipe culvert, non-circular pipe culvert, pipe culvert extension and non-

circular pipe culvert extension sizes will necessitate entry of separate tender items.

Same pipe culvert, non-circular pipe culvert, pipe culvert extension and non-

circular pipe culvert extension sizes but with different size tolerance ranges and

pipe material codes for different locations will necessitate entry as a composite

pipe culvert tender item (e.g. more than one column is required to specify the pipe

culvert tender item).

Refer to Appendix A - Pipe Culvert Tender Item for information and guidance of

how to define pipe culvert, non-circular pipe culvert, pipe culvert extension and


June 2014 Page 18 of 35 B421-2

non-circular pipe culvert extension tender items for entry into the “Quantities –

Pipe Culverts” sheets.

Refer to Appendix C - CPS Master List of Pipe Culvert Tender Items for a

complete list of all pipe culvert, non-circular pipe culvert, pipe culvert extension

and non-circular pipe culvert extension tender items to be used in MTO contracts.

13. Pipe Culvert length: The pipe length for each pipe culvert tender item must be

entered in the appropriate columns at each pipe culvert location.

14. Frost penetration depth must be entered on the “Quantities – Pipe Culverts” sheet.

15. Notes that may be required on the “Quantities – Pipe Culverts” sheet

A contract note can be a tender item note, which makes the note applicable to all

culvert locations of that pipe size category, or can be a quantity item note if it is

only applicable to certain culvert locations.

i) Identified locations where the non-reinforced concrete pipe material is

acceptable must be noted.

ii) When corrugated steel pipes are specified and there are two different products

permitted, the product with the greater material specifications must be noted at

the locations where permitted since minimum material specifications have

been identified in the pipe culvert tender item.

iii) All culverts, other than entrance culverts, shall have the non-designed

embedment depth equal to one tenth of the height or diameter of the pipe

culvert specified through an attached tender item note. Any culvert

embedment depths, as determined through design, require a note specifying

the embedment depth requirement.

iv) When special culvert end treatments are required, a note shall be provided

indicating the culvert end treatment requirement.

v) The locations of clay seals or other types of physical flow control barriers are

to be indicated through a note.

vi) If frost treatment is different than standard 10 (k-d), a note shall be provided

indicating the different treatment requirements.

vii) Where camber is required, the pipe culvert number and camber distances must

be noted.


June 2014 Page 19 of 35 B421-2

viii)When more than two culvert treatments are required, the additional treatments

require a note indicating the treatment requirement.

ix) When higher level pipe fill materials are not acceptable, a note shall be

provided indicating that only the specified pipe material is acceptable.

16. Other Associated Pipe Culvert quantity items.

To specify other pipe culvert quantity items as discussed below, the designer shall

use CPS functional capabilities to enter the requirements into the contract

package. Options may include creation of appropriate tender item columns on

specific identified contract quantity sheets, attachment of standard or non-standard

special provisions, or other suitable contract documentation methods.

i) Where the installation of a pipe culvert is in a contract that includes other

highway work (i.e. asphalt pavement removal, sidewalk removal, earth

excavation, granular and pavement placement), the works above subgrade

required in the pipe culvert installation area is included in the tender item for

the other highway work. If the contract has no other highway work, that

above subgrade work may be included in the pipe culvert item.

i) Swamp excavation is included in either "Earth Excavation (Grading)" or

"Rental of Swamp Excavation Equipment".

ii) Rock excavation for trenches and associated structures requires a separate

entry for each pipe culvert in rock to be shown in the Rock Excavation column

of the "Quantities - Pipe Culverts" sheet, and the total quantity transferred to

the Tender document. Rock material from trenches and associated structures

excavations is shown as "Material Available for Fill" on the "Quantities -

Grading" sheet. Rock shatter that must be excavated to place pipe culvert

bedding is quantified for payment under this item.

iii) Granular and pavement to be supplied and placed for trench reinstatement

would be included with the granular and pavement materials as part of the

highway works.

iv) When concrete appurtenances are to be placed on pipe culverts, they are

treated as a separate item of work. Concrete appurtenances must be listed for

each individual location on the "Quantities – Miscellaneous” sheet, or, if there

are no other concrete items, they should be listed on the "Quantities - Pipe

Culverts" sheet.

v) Clay Seal is a lump sum item and is identified as a separate tender item

without quantity on the "Quantities - Pipe Culverts" Sheet. The designation of


June 2014 Page 20 of 35 B421-2

100% is recorded for each location and is entered in the tender totals column

while the designation LS is entered into the unit column of the quantity sheet.

vi) If dewatering is tendered as a separate item, it shall be entered as a lump sum

in the contract. Ensure that any requirements as specified by SP100S59 are

accounted for in the contract.

vii) Elaborate protection systems require separate tender items.

viii)Safety slope end treatments shall be entered into a separate column, if

required, on the "Quantities - Pipe Culverts" Sheet.

17. Post Installation Inspections

Pipe culverts on ministry contracts may be subject to post installation inspections.

The following criteria shall be applied to determine if this work is necessary.

1. The total combined pipe culvert length of all pipe culvert tender items,

excluding entrance culverts and culvert extensions, is greater than or equal to

200 m; or

2. The total combined pipe culvert length of all pipe culvert tender items,

excluding entrance culverts and culvert extensions, is less than 200 m,

however, at least one pipe culvert is greater than or equal to 450 mm in

diameter and is greater than or equal to 40 m in length.

Should post installation inspections for pipe culverts be required, SSP104S02 shall be

included.

Payment for post installation inspection work is detailed in SSP104S02.


Stations are recorded to the nearest metre except for unusual circumstances, when 0.1

m may be required. Offsets are usually recorded to the nearest metre, or 0.1 m where

required.

Individual pipe design lengths are recorded in whole metres (except 0.1 m where

space is restricted and when steel end-sections are used), and placed on the

"Quantities - Pipe Culverts" sheet in suitably headed columns.

Pipe culvert extension size, type, and class, for both circular and non-circular, require

separate columns based on individual pipe extension sizes, types and pipe material

codes. Individual pipe extension design lengths are recorded in whole metres (except

0.1 m where space is restricted).


June 2014 Page 21 of 35 B421-2

Invert elevations are recorded in 0.01 m.

Concrete Appurtenances should have concrete quantities and tender totals recorded to

0.1 m3.

Clay Seal is a lump sum tender unit of measurement.


June 2014 Page 22 of 35 B421-2

Appendix A – Pipe Culvert Tender Item

The pipe culvert item is a variation tender item to be entered into a contract and for circular pipe has

been structured to identify: a base pipe diameter; the minimum smooth inner wall diameter plus the

upper size range tolerance in mm with associated pipe material code; and, if appropriate, the

minimum corrugated inner wall diameter plus the upper size range tolerance in mm with associated

pipe material code. This tender item format can fully specify the acceptable pipe products based on

size, type and class. The tender item follows the descriptive format as noted below:

Size mm Pipe Culvert base pipe diameter

Size+mm range S xxxxxx minimum smooth pipe diameter + tolerance range, type and

material code

Size+mm range C xxxxxx minimum corrugated pipe diameter + tolerance range, type and

material code

The need to insert the pipe diameter for the circular pipe in the item description necessitates a

separate tender item for each size of circular pipe culvert.

Non-circular pipe culvert tender items have been structured to identify: the equivalent circular base

pipe diameter to the span and rise dimensions required; the minimum circular equivalent smooth

inner wall diameter plus the upper size range tolerance in mm with associated pipe material code;

and, if appropriate, the minimum circular equivalent corrugated inner wall diameter plus the upper

size range tolerance in mm with associated pipe material code. The designer uses the equivalent

circular diameter to identify the appropriate non-circular pipe span and rise dimensions that the non-

circular pipe culvert design requires.

This tender item format can fully specify the acceptable pipe products based on size, type and class.

The tender item follows the descriptive format as noted below:

Size mm Non-Circular Pipe Culvert base pipe span x rise

Size+mm range S xxxxxx minimum smooth pipe diameter + tolerance range, type

and material code

Size+mm range C xxxxxx minimum corrugated pipe diameter + tolerance range,

type and material code

The need to insert the equivalent pipe diameter for the non-circular pipe in the item description

necessitates a separate tender item for each size of non-circular pipe culvert.

A pipe culvert extension is essentially a pipe, circular or non-circular, that is fitted onto the end of an

existing culvert in order to lengthen the existing culvert to the desired length.

Circular pipe culvert extension tender items have been structured to identify diameter, type and the

required material specifications. The tender item follows the descriptive format as noted below:


June 2014 Page 23 of 35 B421-2

Size mm Pipe Culvert Extension base pipe diameter

Size S xxxxxx diameter, smooth pipe type and material code

Size C xxxxxx diameter, corrugated pipe type and material code

The need to insert the pipe diameter for pipe culvert extensions in the item description necessitates a

separate tender item for each size of pipe culvert extension.

Non-circular pipe culvert extension tender items have been structured to identify the equivalent

diameter, type and the required material specifications. The tender item follows the descriptive

format as noted below:

Size mm Non-Circular Pipe Culvert Extension base pipe diameter

Size S xxxxxx equivalent diameter, smooth pipe type and

material code

Size C xxxxxx equivalent diameter, corrugated pipe type and

material code

The need to insert the equivalent pipe diameter for non-circular pipe culvert extensions in the item

description necessitates a separate tender item for each size of non-circular pipe culvert extension.

The pipe culvert material code is a 6 digit code that specifies the minimum material specifications

for all acceptable pipe materials identified through design. Each digit represents a pipe material and

in turn each digit has different values that specify the material specifications of that pipe material.


June 2014 Page 24 of 35 B421-2

The Pipe Culvert Material Code is illustrated in Figure 1.0.

Figure 1.0: Pipe Culvert Material Code

The Pipe Culvert Material Code is interpreted in the following manner:

1. The 1st digit represents concrete pipe, both circular and non-circular. For circular concrete pipe,

there are two product types for consideration. They are manufactured with reinforcing steel or

without.

To define the required reinforced circular concrete pipe, the designer will specify the appropriate

values as:




4 for Class 140 D-Load.


June 2014 Page 25 of 35 B421-2

To define the required reinforced non-circular concrete pipe, the designer will specify the

appropriate values as:

1 for HE-A; or

2 for HE-I; or

3 for HE-II; or

4 for HE-III; or

5 for HE-IV.

The final concrete pipe class selection shall be dependent on the bedding class that is appropriate

for the type of soils encountered at the site.

When specifying any concrete pipe material, the designer should reference the pipe availability


products specified are indeed commercially available in size and load rating.

Exception

The designer shall note the acceptability of non-reinforced concrete pipe products on the

Quantities – Pipe Culvert sheet in the Contract. This will be done as a note to the tender item to

indicate the suitability of this pipe product in all locations or as a note to a quantity if the

suitability of non-reinforced concrete pipe only applies to one pipe location.

2. The 2nd

digit represents PVC and PP (polypropylene) pipes.

There are two PVC product types for consideration. They are manufactured with a smooth inside

and a ribbed outside (profile) wall or with a smooth inside and outside (solid) wall.

To define the required PVC pipe, the designer will specify the appropriate value as 1 for all

classes (Class 210 kpa (equivalent to SDR 41) or Class 320 kpa (equivalent to SDR 35)) which

defines the strength requirement for either product type.

When one of the PVC pipe products is not suitable for a given site, the designer, through a

contract note, shall restrict the use of the unsuitable PVC pipe product.

PP pipe product types are manufactured as dual (open profile) and triple wall (closed profile)

pipes available in 320 kPa material specifications.

To define the required PP pipe, the designer will specify the appropriate value as 2 for both

product types which define the strength requirements for either product type.

The designer should be aware that the 750 mm PP pipe is available in both an open and closed

profile. If one of the PP pipe products is not suitable for a given site, the designer, through a

contract note, shall restrict the use of the unsuitable PP pipe product.


June 2014 Page 26 of 35 B421-2

PP pipe products are automatically specified when the 2nd

digit pipe material code is 1. If this is

not the case for a given site, then the designer, through a contract note, shall restrict the use of PP

pipe at the site.

When specifying any PVC or PP pipe material, the designer should reference the pipe availability


products specified are indeed commercially available in size and pipe stiffness rating.

3. The 3rd

digit represents HDPE pipes. There are two product types for consideration. They are

manufactured with a smooth inside and a corrugated outside wall (open profile) or with a smooth

inside and outside wall with a corrugated inner wall (closed profile).

To define the required HDPE pipe, the designer will specify the appropriate value as 1 for open

profile pipes and 2 for closed profile.

Closed profile HDPE pipe products are automatically specified when the 3rd

digit pipe material

code is 1. If this is not the case for a given site, then the designer, through a contract note, shall

restrict the use of the closed profile HDPE pipe at the site.

When specifying any HDPE pipe material, the designer should reference the pipe availability


products specified are indeed commercially available in size and pipe stiffness.

4. The 4th

, 5th

and 6th

digits all represent steel and aluminum alloy pipe products. There are three

pipe product lines for consideration. They are manufactured as spiral rib steel pipe (SRSP),

corrugated steel pipe (CSP), and structural plate pipe (SPP). SRSP is a smooth pipe while CSP

and SPP are corrugated pipes.

SRSP and CSP pipe products come in three coatings; galvanized, aluminized type II and polymer

laminated. Steel SPP is available with a galvanized coating and a polymer coating. SPP is also

manufactured from aluminum alloy materials.

The 4th

digit is used for specifying required galvanized SRSP, CSP and SPP products.






June 2014 Page 27 of 35 B421-2













The 5th

digit is used for specifying aluminized type II SRSP and CSP pipe products and for

specifying aluminum alloy SPP products.











To define the required aluminum alloy SSP products, the designer will specify the appropriate

value as:







The 6th

digit is used for specifying polymer laminated or coated SRSP, CSP and SPP products.


June 2014 Page 28 of 35 B421-2

















When specifying any steel or aluminum alloy pipe materials, the designer should reference the

pipe availability tables in Appendix C of the MTO Gravity Pipe Design Guidelines to ensure that

the pipe products specified are indeed commercially available in size, protective coating and wall

thickness.

Non-circular steel pipe products shall have the material requirements specified in the same

fashion as for circular steel pipe products.

Exception

For some diameters, CSP is available with two corrugation profiles. The pipe material durability

analysis may determine a single wall thickness for both CSP product lines while the structural

analysis of the pipe materials determines a different wall thickness for each CSP product lines.

The designer shall identify the minimum wall thickness through the Pipe Material Code and note

the greater wall thickness requirement of the other pipe product on the Quantities – Pipe Culverts

sheet in the Contract. This shall be done as a note to the tender item to indicate the greater wall

thickness requirement of this pipe product in all locations on the contract or as a note to a

quantity if the greater wall thickness requirement of this pipe product only applies to one pipe

location.


June 2014 Page 29 of 35 B421-2

Appendix B – Additional Pipe Culvert Design Factors

Pipe Culvert Alignment

Pipe culvert location and alignment is discussed in detail in the MTO Drainage Management

Manual.

The crossing often is oblique to the highway centreline, and is referred to as being skewed.

Referring to Figure B421-1 "Skew Diagram for Pipe culverts", the designer will determine the angle

of crossing and, from it, assign a "Skew Number".

The SKEW NUMBER is obtained by measuring CLOCKWISE, to the nearest degree, the angle

between the centreline of the highway and the centreline of the pipe culvert.

Figure B421- 1


June 2014 Page 30 of 35 B421-2

Multiple Pipe Culvert Installations

Figure B421-2 "Spacing for Multiple Pipe Culvert Installations" gives the minimum spacing allowed

between pipe culverts when placing two or more circular or non-circular pipes in a multiple

installation.


June 2014 Page 31 of 35 B421-2

Pipe Culvert Camber

Flexible pipes on compressible soils, especially under high embankments, should be longitudinally

cambered (Fig. B421-3). This will counteract the effects of differential settlement, to avoid ponding

inside the pipe culvert. A geotechnical report shall contain information and recommendations as to

the amount of camber required.

Steel / PVC / HDPE Pipe

Camber

Streambed Camber

Final Grade after Settlement Cambered Grade

Figure B421-3


June 2014 Page 32 of 35 B421-2

Rock Excavation for Trenches and Associated Structures

Calculations of rock removal are quantified based on the dimensional parameters shown below in

Figure B521-4.

Bottom of Subgrade

Bottom of Backfill Layer

Original Ground

New Cross Section

Existing Cross Section

Excavation for Culvert

Placing of Culvert in Existing Roadbed Under a

Reconstruction Project

Figure B421-4

For actual dimensions

refer to the Ontario

Provincial Standard

Drawings


June 2014 Page 33 of 35 B421-2

Appendix C – CPS Master List of Pipe Culvert Tender Items

In the CPS master list are the pipe culvert tender items and the sizes of pipe that each category

represents. The list has been reproduced below for clarity to the designer.

1. Circular Pipe Culverts

Contract Preparation System (CPS) Culvert Pipe

Pipe Culvert Tender Item Size Range (mm)

100 mm Pipe Culvert 100 mm < 200 mm
























3000 mm Pipe Culvert = 3000 mm

The pipe size required is selected by the pipe culvert tender item category that it falls into. All

circular pipe culvert tender items are selected in this fashion.


June 2014 Page 34 of 35 B421-2

2. Non-Circular Pipe Culverts

Contract Preparation System (CPS) Actual Non-Circular Culvert Pipe Specified

Non-Circular Pipe Culvert Tender Item Span x Rise Dimensions (mm)

400 mm Non-Circular Pipe Culvert 500 x 410 mm SRSP arch pipe

500 mm Non-Circular Pipe Culvert 560 x 420 mm CSP arch pipe

580 x 490 mm SRSP arch pipe








1150 x 730 mm Horizontal elliptical concrete pipe



1100 mm Non-Circular Pipe Culvert 1345 x 855 mm Horizontal elliptical concrete pipe


1330 x 1030 mm CSP arch pipe
















2080 x 1520 mm SSP arch pipe










June 2014 Page 35 of 35 B421-2


2500 mm Non-Circular Pipe Culvert 2690 x 2080 mm SSP arch pipe

The pipe size required is selected by the pipe culvert tender item category that it falls into. All non-

circular pipe culvert tender items are selected in this fashion.

3. Pipe Culvert Extensions

Contract Preparation System (CPS)

Pipe Culvert Extension Tender Item

xxx mm Pipe Culvert Extensions

xxx S xxxxxx

xxx C xxxxxx

The designer selects the pipe culvert tender item and enters the pipe size required for the pipe culvert

extension. All pipe culvert extension tender items are selected in this fashion.

4. Non-Circular Pipe Culvert Extensions

Contract Preparation System (CPS)

Non-Circular Pipe Culvert Extension Tender Item

xxx mm Non-Circular Pipe Culvert Extensions

xxx S xxxxxx

xxx C xxxxxx

The designer selects the pipe culvert tender item and enters the equivalent pipe diameter required for

the pipe culvert extension. All non-circular pipe culvert extension tender items are selected in this

fashion.

DETAIL ESTIMATING PRECAST CONCRETE BOX CULVERTS

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

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 1821, the Regional Structural Section shall be consulted.

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

The use of a non-standard tender item may be considered when other cross-section dimensions are applicable. Any conflicts with OPSS 1821 would require addressing via NSSP.

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:

July 2011 Pg. 1 of 8 B422


Earth Excavation for Structure (to cover excavation 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. Bedding is only required if recommended in the Foundation Investigation and Design Report.


OPSS 1821 governs concrete & reinforcing steel. Concrete cut off walls are always constructed in conjunction with the end box units. The designer shall consider the need for a cut off wall to prevent scour and undermining of each end.

Drainage and Hydrology

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. Concrete structures covered by OPSS 904 do not include the aforementioned concrete appurtenances.


The requirements for fabrication and installation of precast concrete box culverts are covered by OPSS 1821 and OPSS 422 respectively.


July 2011 Pg. 2 of 8 B422


Recommendations for special provisions to alert the contractor of subsurface and groundwater conditions can be found in the Foundation Investigation and Design Report.

The designer should also refer to Chapter "E" of this manual to determine whether any standard special provisions are required to be included in the contract.


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 in the Contract drawings as a typical.

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;

July 2011 Pg. 3 of 8 B422


3) Relatively short period of use and maintenance of detours and subsequently quicker roadway reinstatement;

Reduced dewatering duration.

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.

In view of 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. In rock fills, frost tapers are not required, however in fill materials it must be provided.

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.

July 2011 Pg. 4 of 8 B422


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.

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.

July 2011 Pg. 5 of 8 B422


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



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

July 2011 Pg. 6 of 8 B422


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.


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

July 2011 Pg. 7 of 8 B422


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. Locations 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.

c) Non-standard Special Provisions (NSSPs)

An NSSP to alert the Contractor of subsurface and groundwater conditions may be included on a project specific basis, when appropriate.


Length of culvert rounded to the nearest 0.1m. Stations are recorded in whole numbers.

July 2011 Pg. 8 of 8 B422

DETAIL ESTIMATING WATERMAINS

B441 – WATERMAINS – OPSS 441 441.1 GENERAL

Watermains are a component of a water supply network. Watermains are a system of engineered hydraulic components designed for the conveyance of water from storage to consumption. Watermains come in a variety of materials including concrete, iron, PVC, polyethylene, polybutylene, steel and copper. Valves, hydrant sets, service connections pipes and connections comprise the watermain system. The ministry does not often do watermain projects independently of municipalities. A typical project may involve a municipal watermain crossing a highway right-of-way. Liaison with the local municipality is usually necessary and use of municipal documentation for watermains within ministry contracts is often done.


441.3 TENDER ITEMS Watermains Valves Hydrant Sets Service Connection Pipes Service Connection Appurtenance Sets Connections to Existing Watermains

441.4 SPECIFICATIONS The requirements for watermain and watermain related tender items are specified in OPSS 441. Trenching, backfilling and compaction requirements are specified in OPSS 401. Where dewatering is required for watermain installation, the details of the operation shall comply with the requirements of OPSS 517. Where rock excavation is required for watermain installation, the details of the operation shall comply with OPSS 403.



441.5 SPECIAL PROVISIONS Refer to Chapter 'E' to review standard special provisions that may be required for inclusion in the contract.

441.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 1100 series of the Ontario Provincial Standard Drawings Manual; however, other OPSD or MTOD series may also apply.

441.7 DESIGN 441.7.1 General

The designer should ensure that appropriate design documentation is made available for viewing by bidders at the tender stage or included in the tender documents. This includes but is not limited to soil boring data, geotechnical reports, foundation investigation and design report.

441.7.2 Watermain The general pipe layout, size, type and class of a watermain network are established, based on acceptable hydraulics theory by the designer. The designer shall use accepted hydraulics design methods by which to establish the watermain layout that satisfies required hydraulic standards and criteria for the highway project. Size The design of a watermain network involves determining the sizes of pipes that will permit the watermain network to function within set design requirements and standards. The designer will determine the pipe size that will still permit the watermain network to function within the design parameters set. Type and Class Pipe type and class refer to the material specifications of the pipe products. These specifications include load and pressure ratings, pipe wall thickness, protective coatings, and reinforcement. Acceptable material specifications of a watermain network are established, based on structural loading and material durability requirements, by the designer. The designer shall use accepted structural and durability assessment methods by which to establish the pipe type and class that satisfies both structural and material durability criteria.



Valves The designer shall make an assessment of the type of valve required for the watermain network.

441.7.3 Trench Excavation Excavated earth material may be used for embankment construction or used as native backfill to the excavated watermain trench as determined by the designer based on foundation or geotechnical reports. Surplus or unsuitable excavation material should be managed as outlined in B206 of this manual. In view of the high unit cost for rock excavation, the designer should endeavour to reduce the volume of rock excavation by relocating, pipe skewing, etc., wherever possible. In most cases, watermains are constructed below the frost line and would not require any special treatments for frost. In rock fills, frost tapers are not required, but fill material must be provided. When the watermain cannot be constructed below the frost line, special treatment will be required. Foundations or geotechnical reports shall contain information regarding recommended fill materials and the configuration and extent of frost taper excavations. Where fill material cannot protect the watermain or frost tapers cannot be constructed, other frost protection options need to be considered. Designers may consider using styrofoam or other insulation materials to prevent frost from penetrating into the watermain critical zone. 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 cofferdams to improve the soil stability or for other construction purposes. Unwatering refers to lowering of the groundwater table in the excavation site area in a manner that enables completion of the construction work. Although the Contractor is responsible for any dewatering or unwatering plan, the designer shall note any recommendations included in the foundation investigation and design report.



The designer shall also refer to SP100S59, Amendment to MTO General Conditions of Contract, Permits to Take Water, for additional requirements that may need to be specified in the contract. Fill Material To prevent damage to the watermain network due to “live” and “dead” loads, fill material is provided as protective and support layers. Fill material for rigid pipe installations is placed in distinct bedding, cover and backfill layers. Flexible pipe installations require fill material to be placed as distinct embedment, which is from the bottom of the bedding layer to the bottom of the backfill layer, and backfill layers. The minimum or maximum height of pipe fill material is placed in accordance with Height of Fill tables (800 series OPSDs) for the materials identified. A foundation or geotechnical report will include recommendations for the supply, placement, and specifications of fill material or any special conditions for bedding, cover, embedment in the case of flexible pipes and backfill layers. The designer shall specify the fill materials required for the installation, based on the recommendations of the foundation or geotechnical report. The designer should be familiar with the various installation methods available as referenced in the 1100 series OPSDs for the watermain installation so that the fill materials recommended are appropriately specified. The contractor, not the designer, is responsible for selecting the appropriate watermain 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. Reinstatement Where existing driving lanes must be excavated to allow the construction of the watermain network, the affected roadbed must be rebuilt to acceptable standards to maintain the continuity of the pavement. This is particularly important where there is to be no resurfacing of the highway. The designer shall determine and specify bedding, cover and backfill depths and materials up to subgrade. Above subgrade, the designer shall determine the types and depths of granular and pavement courses necessary to achieve roadbed integrity. Granular base and paving is not covered by OPSS 441, See CDED B206 and CDED B300 series. Protection Systems These systems will be applicable where the stability, safety or function of an existing roadway, railway, etc. may be threatened or impaired due to the construction of a



watermain or in cases where the watermain will be installed at a depth where protection schemes are required. When watermains are to be placed in deep installations or in areas of rock excavation or where an exceptionally large and complex watermain layout is to be constructed, the designer shall request that soils borings be taken along the actual watermain alignment for more precise data. The foregoing is also relevant to the selection of backfill materials and procedures. The design, installation and monitoring of protection systems is the Contractor’s responsibility and the Contractor should base his plan on information as found in foundation or geotechnical reports. Problematic soils, high groundwater tables or other installation issues, if identified, will give rise to recommendations regarding the design, installation and removal and would also be provided in these reports. Recommendations for performance levels can also be found in foundation investigation and design reports. Requirements for field investigation, laboratory testing and engineering recommendations for protection systems are to be specified in the foundation engineering terms of reference for any specific project such that appropriate information for the Contractor is provided.

441.8 COMPUTATION

441.8.1 Item Payment Basis The following items are Plan Quantity Payment items: Watermains Valves Hydrant Sets Service Connection Pipes Service Connection Appurtenance Sets Connections to Existing Watermains

441.8.2 Method of Calculation Watermains The unit of measurement for watermains is the metre. Measurement for the length of the watermain will be made horizontally over the centreline of the pipe from the point of connection to a chamber, water treatment plant, or existing watermain to a point vertically above the end of the new watermain.



Valves The unit of measurement for valves is each. Measurement shall be by the number of units installed. Hydrant Sets The unit of measurement for hydrant sets is each. Measurement shall be by the number of hydrant sets installed. Service Connection Pipes The unit of measurement for service connection pipes is the metre. Measurement shall be horizontally from the point of connection to the watermain to a point vertically above the end of the service connections Service Connection Appurtenance Sets The unit of measurement for service connection appurtenances is each. Measurement shall be by the number of units installed. Connections to Existing Watermains The unit of measurement for connections to existing watermains is each. Measurement shall be by the number of units installed.

441.8.3 Accuracy The tender items Watermains and Service Connection Pipes are measured to an accuracy of 0.1 m. The tender item totals are rounded to the nearest metre.

441.8.4 Trench Excavation Earth excavation required to place watermains is included in the tender item: ‘Watermains’..However, rock excavation is paid under a separate tender item, ‘Rock Excavation for Trenches and Associated Structures’, and administered under OPSS 403. Rock excavation quantities are based on information from the foundations or geotechnical reports, the soils profile and field survey notes. Dewatering and Unwatering For further information, refer to CDED B517, Dewatering and CDED B902, Excavation and Backfill for Structures.



Should a rare situation occur where it would be unfair to the Contractor to include an expensive dewatering or unwatering operation in the watermain bid price, then consideration could be given to using a separate tender item through a non-standard special provision. There is a non-standard item for “dewatering” and a standard item for “unwatering structure excavation”. Fill Material Granular volumes for frost tapers, bedding, cover, embedment in the case of flexible pipes and backfill material for watermains are computed as shown in Ontario Provincial Standard Drawings or from detail drawings when applicable. The total granular requirement for each watermain is computed in cubic metres, and may be converted to tonnes using the conversion factor shown in Section B314 “Granulars” of this manual. This quantity is used for Geotechnical ASL purposes only. Protection Systems When the designer deems a protection system is required, the protection system is included using the “Protection System” tender item per OPSS 539.

441.9 DOCUMENTATION 441.9.1 Drawings A. Watermain

1. Location All watermains are to be indicated on the new construction plans of the contract drawings. Profiles, rock line, sub grade and original ground must be indicated where applicable on the contract drawings. The watermain configuration and a direction of flow arrow are to be indicated. Thrust restraints should be shown on the plan, with the applicable OPSD number. 2. Connections to Existing Watermains, Hydrants and Service Connections Locations of connections to existing watermains, hydrants and other service connections are to be indicated on the new construction plans of the contract drawings. The plan should show locations of Gate valves and their end-configurations. Hydrants should be shown on the plan, with type noted. Valves should be shown on the plan, with type noted. Air release valve and



air/vacuum valve locations should be shown on the plan and labeled. The location of service connections should be shown on the plan, with size noted.

B. Trench

1. Fill Material Typical cross-sections must be included in the contract drawings, giving dimensions of frost depth, slope of tapers and depth of fill material layers. If special conditions for bedding, cover, embedment or backfill materials are required, the appropriate dimensions must be shown. 2. Reinstatement A typical section, traditionally known as "trench reinstatement," must be shown on the contract plans. The drawing shall include bedding and backfill up to subgrade. Above subgrade, the drawing should specify the types and depths of granular and pavement courses necessary to achieve roadbed integrity. If no highway pavement resurfacing is to take place in the area of the reinstatement, all reinstatement works should be noted for the contractor to include in his watermain tender item bid. 3. Special Foundation Treatment A detailed typical drawing and/or a modified OPSD will be necessary to show the depth of bedding and location if any special foundation treatment such as articulation, soil mixing, ground improvement, etc is required as noted in the foundation investigation and design report. 4. Protection Systems When protection systems are required, the line of protection or a protection system shall be shown on the contract drawings depending on the magnitude of the protection required. Performance levels shall be included on the Contract Drawings. These are only approximate lengths or locations and it is up to the contractor to design, install and remove with actual lengths and locations defined.

441.9.2 Quantities Sheet

‘Watermains’ is a variation tender item. Each length of watermain pipe is entered in one line in the Quantities Miscellaneous Sheet. Start and end chainage are provided in



the Station to Station column. Lateral offset, left or right, is provided in the Location and Position column. Each column is to be labelled with a combination of watermain pipe size (diameter), type and class. The quantity (meters) is entered in the appropriate column ‘Valves’ is a variation tender item. Each Valve is entered in one line in the Quantities Miscellaneous Sheet. The location chainage is provided in the Station column. Lateral offset, left or right, is provided in the Location and Position column. Each column is to be labelled with a combination of valve type, pressure, class and end connection. The unit quantity (1) is entered in the appropriate column. For cases where a valve box is required, the words “valve box” shall be entered in the “Reference” column. ‘Hydrant Sets’ is a variation tender item. Each Hydrant Set is entered in one line in the Quantities Miscellaneous Sheet. The location chainage is provided in the Station column. Lateral offset is provided in the Location and Position column. Each column is to be labelled with the type of hydrant. The unit quantity (1) is entered in the appropriate column. ‘Service Connection Pipes’ is a variation tender item, for connection pipe size. Each length of service connection pipe is entered in one line in the Quantities Miscellaneous Sheet. The start chainage is provided in the Station to Station column. Lateral offset, left or right, is provided in the Location and Position column. Columns are labelled with the tender item name and the size of the pipe connection, typically 25 mm, 38 mm and 50 mm, as applicable. The quantity (meters) is entered in the column ‘Service Connection Appurtenance Sets’ is a normal tender item. Each Service Connection Appurtenance is entered in one line in the Quantities Miscellaneous Sheet. The location chainage is provided in the Station column. Lateral offset is provided in the Location and Position column. One column is to be labelled with the tender item name. The unit quantity (1) is entered in the column. Any additional notes required may be entered in the References column. ‘Connections to Existing Watermains’ is a normal tender item. Each Connection to Existing Watermains is entered in one line in the Quantities Miscellaneous Sheet. The chainage is provided in the Station to Station column. Lateral offset, left or right, is provided in the Location and Position column. One Column is labelled with the tender item name.

441.9.3 Non-Standard Special Provisions (NSSP)

The following information is required in a NSSP for Temporary Water Systems: - Temporary potable water supply systems connection requirements to buildings

other than single residential units.



- Time requirements for restoring the temporary potable water system should it fail. - Temporary water services to buildings other than single residential units,

including flow to maintain fire protection systems - Temporary hydrants and the necessary valves and fittings to be inserted and

maintained Alignment and grade tolerances for watermain pipe installations should be provided as required in a NSSP Other requirements to specify in an NSSP, if required, are: - corrosion protection systems - tracer wire or tracer tape - special foundation treatment - protection systems


DETAIL ESTIMATING COMPACTION

01 05 B501-1

501 - COMPACTING - OPSS 501

501.1 GENERAL

This section covers the requirements for the compaction of earth and granular materials.


There are no tender items used by MTO in this section.


Details of the compaction of earth and granular material are contained in OPSS 501. (Details of dust suppressants are contained in OPSS 506).


The designer should refer to Chapter "E" of this Manual to review the applicable Special Provisions.

The Ministry uses Method "B" procedure in OPSS 501 for compaction testing and this must be stated by special provision.

501.2 COMPUTATION

No computations are required.

501.3 DOCUMENTATION

Payment for compacting shall be included in the contract price of the items(s) for the materials to be placed or the work to be carried out and shall be full compensation for all labour, equipment and materials to do the work.

DETAIL ESTIMATING REMOVAL - GENERAL

February 2014 Page 1 of 3 B510-0

B510-0 - REMOVAL - OPSS 510

510-0.1 GENERAL

This section contains general information and applies to all removal tender items

governed by OPSS 510. The term removal includes the removal and disposal or, the

removal and salvage of materials.

Removal tender items are grouped as follows and information pertaining specifically

to their removal is found in the following chapters:

510-1 REMOVAL - BRIDGE WORK - OPSS 510

510-2 REMOVAL - DRAINAGE WORK - OPSS 510

510-3 REMOVAL - FENCE AND NOISE BARRIERS WORK - OPSS 510

510-4 REMOVAL - DELINEATORS, TRAFFIC BARRIER AND ENERGY

ATTENUATOR WORK - OPSS 510

510-5 REMOVAL - PAVEMENT WORK - OPSS 510

510-6 REMOVAL - CONCRETE WORK - OPSS 510

510-7 REMOVAL - RIGHT OF WAY WORK - OPSS 510

510-8 REMOVAL - MISCELLANEOUS WORK

This chapter should be read in conjunction with the above chapters. Information

specific to removal tender items can be found in the chapters listed above.

510-0.2 REFERENCES

In general, the following project planning documents provide information on

removals on detail design projects. These include but are not limited to:

a) Preliminary Design Report

b) Project Appraisal Report

c) Highway Assessment Report

d) Survey Notes

d) Historical Drawings and Plans

e) MTO Designated Substances Memorandum (pending)


Refer to subsection 510-X.3 TENDER ITEMS in each chapter for a list of removal

tender items.




Details of the work of demolition, salvage, removal and in-place abandonment of

materials are contained in OPSS 510


The designer should refer to Chapter “E” of this manual to review the special

provisions applicable to these tender items.

510-0.5.1 Non-Standard Special Provisions (NSPs)

Some removal operations may have their own specific requirements, in which case a

non-standard special provision may be required to provide such information to

bidders.

Refer to subsection 510-X.9 DOCUMENTATION in each Chapter B Section for

information on determining whether an NSP is required.


Applicable standard drawings that denote illustrations for symbolizing removal work

on contract drawings are in the OPSD 100 series.

510-0.7 DESIGN

Removals required are dependant upon the specific project requirements as described

in documents referenced in section 510-0.2 References.

Refer to section 510-X.7 in each chapter for information on determining the use of

specific removal tender items.

510-0.8 COMPUTATION

All removal tender items with units-of-measure of m, m², m³ and each are Plan

Quantity Payment (PQP) items. Lump Sum tender items are not PQP.

Refer to section 510-X.8 in each chapter for information on the computation of

removal tender items.





Removal drawings are to be included when required according to Directive

PHY C-085.

To indicate removal on drawings, apply cross out lines to the appropriate topography

plan features. Refer to OPSD 100 series for examples on how to show various

features for removal.


Removal tender items are documented together on the "Quantities - Miscellaneous”

sheet unless specified elsewhere.

Detailed documentation instructions are outlined in Chapter 'F' of this manual.

All removals shall be documented on the Quantity Sheets.


Item specific information is documented in NSSPs, modified SSPs and fill-in SSPs.

Use of NSSPs should be minimized, where possible. The use of existing contract

documentation, including NSSPs that have been successfully used before, is usually

preferable to drafting new NSSPs.


Refer to sections 510-X.9 in each chapter for information on the documentation

accuracy of removal tender items.

DETAIL ESTIMATING REMOVAL - BRIDGE WORK


B510-1 - REMOVAL - BRIDGE WORK - OPSS 510

510-1.1 GENERAL

This section is for bridge work removal tender items. The work covered by these

tender items includes the removal and disposal, or removal and salvage of materials.

510-1.2 REFERENCES

CDED B510-0 – Removal

Structural Manual

Bridge Office policy memos and guidelines

Structural Design Report


Removal of Bridge Structure

Removal of Bridge Footings

Removal of Modular Bridge

Removal of Modular Bridge Substructure


Details of removing bridge work components are contained in OPSS 510.




Include the appropriate special provisions as required.



non-standard special provision may be required to include such information as, limits

of removal, removal restrictions, salvage/stockpiling, or other pertinent information.




Applicable standard drawings are in the OPSD 100 series.

510-1.7 DESIGN


in Section 510-0.2 References.

510-1.7.1 Bridge Work Salvage

Bridge material to be salvaged may be reused on the same contract or stockpiled for

future use. Salvage requirements are to be specified in an NSSP and/or drawing as

required.


Information on bridges to be removed (eg..bridge drawings) are to be provided to

bidders, if not included in the contract drawings.

If existing drawings are not available for bidding purposes, consult with the MTO

Regional Structural Section and Bridge Office.

510-1.8 COMPUTATION

Some tender items have units of measure of LS/M, LS/M2, LS/M3 and LS/T. These

are not PQP items and are mostly structural oriented. Quantities are provided for

estimating purposes only. They are similar to lump-sum tender items but allow for

tracking of unit prices on a length, area, volume or weight basis. In the tender

document, the quantities for these items appear as 100% and the measured quantities

do not appear.

a) Removal of Bridge Structures

This is a lump sum bid item.

Concrete removal quantities are not shown on the "Quantities-Structures" sheet

for this item.

The structural designer will provide MTO Regional Planning and Design with

removal volumes for submission to the MTO Estimating Office.



b) Removal of Bridge Footings

This is a measured item (non-PQP).

The unit of measure for this item is the cubic metre of concrete removed in the

footings. This work also includes the cutting of any piles to the underside of the

footings.

The structural designer will provide concrete removal volumes to Planning and

Design. Quantities may be calculated from field measurement, design cross-

sections or contract drawings, etc.

c) Removal of Modular Bridges


The existing bridge drawings for modular bridges, included with the bid

documents, to be removed must specify the weight, in tonnes, of the modular

bridge including its ramps, sidewalks and the launching nose.

d) Removal of Modular Bridge Substructures


An estimate of all removals should be prepared on a "Complementary Summary

Sheet for Tender Estimate” and provided to MTO Regional Planning and Design.

This information should be forwarded to the MTO Estimating Office.



Refer to 510-0.9.1 for general documentation information. Information specific to

each tender item is as follows: N/A


Refer to 510-0.9.2 for general documentation information

These items are documented on a Quantities – Structure sheet.

The bridge name, site number, station limits, and offset from roadway centreline

should be shown for each structure site.



As applicable to the tender item, provide a line entry in the Q-sheet for each removal.

Separate tender items should not be combined on one line of the Q-sheet.

Information specific to each tender item is as follows.


The '100%' reference is entered in the "Total" line and "Lump Sum" is entered in

the "Unit" line on the Quantity sheet.


Individual entries are totalled to form the tender quantity which is transferred to

the Form of Tender.

c) Removal of Modular Bridge



The weight of the modular bridge is specified.

d) Removal of Modular Bridge Substructure






of removal, removal restrictions or other pertinent information.

a) Salvage

When salvage requirements are known, the designer shall provide the following

information in an NSP:

i) The type and quantity of material that is to be salvaged which is surplus to the

contract requirements.

ii) Any requirements for restraining and protecting the salvaged material during

transport.

ii) The salvage/stockpile site and any requirements to protect the stockpiled

material during storage.

iii) Details on the re-use of acceptable salvageable materials, if any, on the

contract.



For more complex salvaging, drawing details may be required.

Modular bridge structures are specified to be salvaged. If the structure or a portion of

the structure is not to be salvaged, a non-standard special provision is required to

override the specification requirement.

b) Removal of Modular Bridge

c) Removal of Modular Bridge Substructure

When existing Modular Bridge/ Modular Bridge Substructure drawings are not

available, then a non-standard special provision or a drawing must be prepared

documenting:

i) The type and length of the Modular Bridge;

ii) Details of the Modular Bridge Substructure;

iii) The modular bridge substructure components to be removed;

iv) The elevation below river bed or final grade to which substructure is to be

removed.




c) Removal of Temporary Modular Bridge

d) Removal of Temporary Modular Bridge Substructures

Stations and offsets are shown in whole number metres. Volumes when required are

shown in whole number cubic metres. Modular Bridge tonnages are shown to one

decimal accuracy.

DETAIL ESTIMATING REMOVAL - DRAINAGE WORK


B510-2 - REMOVAL - DRAINAGE WORK - OPSS 510

510-2.1 GENERAL

This section is for drainage work removal tender items. The work covered by these

tender items includes the removal and disposal, or removal and salvage of materials.

510-2.2 REFERENCES

CDED B510-0 - Removal


Removal of Asphalt Curb and Gutter

Removal of Concrete Curb and Gutter

Removal of Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers

Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets and Valve

Chambers, Partial-Depth

Capping Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers

Removal of Pipes and Culverts

Abandonment of Pipes and Culverts

Removal of Pipe Subdrains

Removal of Hydrants

Removal of Valves

Removal of Watermain Appurtenances


Details of removing drainage components are contained in OPSS 510.












Applicable standard drawings are in the OPSD 100 and 700 series.

510-2.7 DESIGN


in Section 510-0.2 References.

510-2.7.1 Drainage Work Removals

a) Removal of Asphalt Curb and Gutter

b) Removal of Concrete Curb and Gutter

The above items include the removal of concrete, or asphalt curb, gutter, curb and

gutter, gutter setbacks, bullnoses, gutter outlets and spillways.

c) Removal of Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers

If imported granular is required to be used to backfill the excavation it shall be

included in the tender quantity for the appropriate roadway granular item.

When these structures are removed, the existing connecting sewer(s) or other

conduit(s) should also be removed unless they are designated to be abandoned,

extended or reconnected.

d) Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets and Valve

Chambers Partial-Depth

If imported granular is required to be used to backfill the excavation it shall be

included in the tender quantity for the appropriate roadway granular item.

e) Capping Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers

This item is used when existing utility systems intersecting these structures are to

remain functional but the structures are no longer required.

The dimensions of the concrete cap including reinforcement details shall be

shown on the contract drawings.



f) Removal of Pipes and Culverts

This item includes removal of existing pipes or culverts with a diameter of 200

mm and greater as well as timber culverts.

Pipes less than 200 mm in diameter are removed as part of the tender item for

Earth Excavation, Grading when located within the excavation limits. These

pipes shall be symbolized on the contract drawings including the type of pipe.

If pipes less than 200 mm in diameter require removal but are located outside

excavation limits, then they shall be included in the tender quantity for the item

"Removal of Pipes and Culverts". Usually small diameter pipes (< 200 mm)

providing no drainage purpose are abandoned and plugged and noted as such on

the plans.

g) Removal of Maintenance Holes, Catch Basins, Ditch Inlets, and Valve Chambers

h) Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets and Valve


i) Capping of Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers

j) Removal of Pipes and Culverts

For the above items, the removal of asphaltic or concrete pavements, curbs, curb

and gutters and sidewalks required to facilitate the removal or partial removal of

maintenance holes, catch basins, ditch inlets, valve chambers, pipe, culverts,

sewers, watermains and other utilities, will be included in the price bid for the

appropriate tender item for removal of the under pavement component. Where

however, there are separate tender items for removal of pavement, curb and gutter

or sidewalk which overlaps the removal of pavement, curb and gutter or sidewalk

necessary to remove the under pavement components, then payment for the

removal of the surface feature will be made under the appropriate tender item(s)

for removal of pavement, curb and gutter or sidewalk.

510-2.8 COMPUTATION







f) Removal of Pipes and Culverts

g) Abandonment of Pipes and Culverts

h) Removal of Pipe Subdrains

i) Removal of Hydrants



j) Removal of Valves

k) Removal of Watermain Appurtenances

These are Plan Quantity Payment (PQP) items.


The main sources of information for these items are Field Note Books, B-Plans, ETR

Books, and Contour plans.




For removal of curb and gutter, no deductions are to be made for existing

setbacks, gutter outlets or for the spaces occupied by maintenance holes and catch

basins frames and grates located within the system. It is not necessary to

differentiate between straight and circular curb and gutter. Where runs of curb

and gutter converge to form bullnoses then each run will be measured. At

bullnoses, removal of the concrete fillet is included for payment for removal of

the curb and gutter.

Where asphalt curb and gutter is located adjacent to roadway pavement, then

asphalt curb and gutter area will be included with pavement removal area and will

not be included under the asphalt curb and gutter removal item.

The unit of measurement is the linear distance in metres.


d) Removal of Hydrants

e) Removal of Valves

f) Removal of Watermain Appurtenances

The unit of measurement for removal of these structures is each.

g) Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets and Valve


The unit of measurement for abandonment of these structures is each.

h) Capping Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers

The unit of measurement for the number of structures capped is each.



i) Abandonment of Pipes and Culverts

j) Removal of Pipes and Culverts

The unit of measurement is by the linear metre, measured horizontally for the

abandonment / removal of pipes and culverts. No deduction in length is made for

spaces occupied by intermediate maintenance holes, catch basins, ditch inlets or

valve chambers. Where the grade of the pipe or culvert is 10% or greater, the

measurement shall be along its slope length.

k) Removal of Pipe Subdrains

The unit of measurement is by the linear metre measured horizontally for the

amount of pipe subdrain to be removed.



Refer to 510-0.9 for general documentation information. Information specific to each

tender item is as follows:

a) Capping Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers

The dimensions of the tops of each structure to be capped including reinforcement

details shall be shown on the contract drawings in chart form etc. in order for

bidders to determine the concrete and reinforcement requirements. The contract

drawings shall identify the type of structures requiring a concrete cap (i.e., MH,

CB, DI or VC) and their horizontal dimensions.

b) Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets and Valve


The contract drawings shall identify the type of structures to be partially removed

(i.e., MH, CB, DI or VC's) and their partial removal depth when located beyond

the roadway.

c) Abandonment of Pipes and Culverts

The type of pipe (CSP, concrete, clay, asbestos, cast iron, plastic, timber, etc) and

their diameters are shown on the contract drawings, in order to determine opening

sizes requiring filling.



d) Removal of Pipes and Culverts

The type of pipe (CSP, concrete, clay, asbestos, cast iron, plastic, timber, etc) and

their diameters are shown on the contract drawings.






All curb and gutter removals are documented by station to station locations and

offset from the roadway centreline on the Quantity sheets.

The removal of asphalt and concrete curb and gutter systems are documented

under their respective tender items in separate columns on the Quantity sheets.

Concrete spillway removals will be included under the tender item - Removal of

Concrete Curb and Gutter. Concrete spillway and concrete curb and gutter entries

are shown in separate columns on the Quantity sheets.

Asphalt spillway removals will be included under the tender item Removal of

Asphalt Curb and Gutter. Asphalt spillway and asphalt curb and gutter entries are

shown in separate columns on the Quantity sheets.

The individual column entries are totalled and are transferred to the Form of

Tender.





Each structure to be removed, abandoned or capped is documented by station

location, and offset from the roadway centreline. Regardless of the type, size and

depth of the structures to be removed, abandoned or capped they will be

summarized under their respective tender items.

Frames and grates which are to be salvaged and re-used on the same contract must

be identified by means of an asterisk and a note on the removal Quantity sheet.

The "Quantities - Drainage, Manholes, Catch Basins and Ditch Inlets " sheet will

indicate where the frames and grates are to be re-used.



The individual column entries are totalled and are transferred to the Form of

Tender.

Where excavations are to be backfilled with granular, then the quantities of

granular shall be shown under the appropriate roadway granular item.

f) Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets and Valve


The depth of partial removal shall be specified for the structures located beyond

the roadway (variation item). Separate columns are to be used for variable partial

removal depths.

g) Abandonment of Pipes and Culverts

The station location and offset from the roadway centreline of pipe and/or culvert

to be abandoned shall be shown on the Quantity sheets. The individual column

entries are totalled and are transferred to the Form of Tender.

h) Removal of Pipes and Culverts

The type of pipe/culvert is to be specified.

The removal of pipes and culverts of different types are shown in separate

columns on the Quantity sheet(s). Each pipe or culvert to be removed shall be

identified by station location and offset from the roadway centreline. The

individual column removal lengths are totalled, combined into the tender total and

transferred to the Form of Tender.

The removal of pipes and the removal of pipes for salvage are documented in the

same columns. An asterisk is shown in the Sta-Sta column against the pipe(s) to

be salvaged. A note "* To be Salvaged" is shown on the Quantity sheet.

i) Removal of Pipe Subdrains

The removal of pipe subdrains is to be shown in separate columns on the Quantity

sheet(s). Each length of pipe subdrains to be removed shall be identified by

station location and offsets right and left of the roadway centreline. The

individual column removal lengths are totalled, combined into the tender total and

transferred to the Form of Tender.



j) Removal of Hydrants

k) Removal of Valves

l) Removal of Watermain Appurtenances

The removal of hydrants and valves are documented by indicating the station

location together with the designations right and left of the roadway centreline.

The individual column entries are totalled into the tender total which is transferred

to the Form of Tender.

An asterisk is shown in the Sta-Sta column against the hydrants and/or valves to

be salvaged. A note "* To be Salvaged" is shown on the Quantity sheet.

510-2.9.3 Non-standard Special Provisions

When asphalt curb and gutter has been included in the Removal of Asphalt Pavement

tender item, a non-standard special provision is required stating that payment for

removal of asphalt curb and gutter adjacent to roadway pavement removal is included

in the Removal of Asphalt Pavement item.

A non-standard special provision containing details for the salvage of drainage related

materials shall be included when required.

Frames, grates or covers, watermain appurtenances, cut stone curb, and hydrants are

specified to be salvaged. If any of these materials are not to be salvaged, a non-

standard special provision is required to override the specification requirement.


Stations and individual quantity entries are shown to the nearest whole number

metres.

Offsets are recorded to 0.1 metre accuracy.

DETAIL ESTIMATING REMOVAL - FENCE AND NOISE BARRIER WORK


B510-3 - REMOVAL -FENCE AND NOISE BARRIER WORK - OPSS 510

510-3.1 GENERAL

This section is for fence and noise barrier removal tender items. The work covered

by these tender items includes the removal and disposal, or removal and salvage of

materials.

510-3.2 REFERENCES



Removal of Fence

Removal of Noise Barrier


Details of removing fence and noise barrier are contained in OPSS 510.













510-3.7 DESIGN


in CDED B510-0.2 References.

510-3.7.1 Fence and Noise Barrier Work Removals

Fencing and noise barrier components in a re-usable condition should be considered

for salvage. Only the noise barrier panels and fire hose access unit components may

be salvaged from noise barrier systems.

Noise barrier panels and fire hose access units that are salvaged are reused preferably

on the same contract. A pre-inspection of the condition and the number of panels to

be salvaged is necessary. Salvaged materials may be:

i) Re-used preferably on the same contract

ii) Stockpiled at a location designated by the Ministry

a) Removal of Fence

The work under this item includes the complete removal of all fences regardless

of type. Cross fence removal shall not extend beyond the right of way limit.

b) Removal of Noise Barriers

The work under this item includes the removal of all noise barriers regardless of

type. Footings are removed to a depth of 1.3 m only.

510-3.8 COMPUTATION

a) Removal of Fence


These are Plan Quantity Payment (PQP) items. The unit of measure is the linear

distance in metres.


The main sources of information for these items are Field Note Books, B-Plans, ETR

Books, Contour plans, and Contract Drawings.




a) Removal of Fence

The removal of fencing is measured horizontally in metres along the centreline of

the installation to be removed, with no deduction for spaces occupied by gates.

Measurement will not be made across openings not occupied by gates.


The removal of noise barrier is measured in metres from end to end of each

installation.



Refer to 510-0.9 for general documentation information.




a) Removal of Fence

The removal of fence is documented by station to station limits and offsets right

and left of the roadway centreline. The removal of cross fences is documented to

the right of way limit.

The type of fence is specified. Each type of fence is to be shown in a separate

column.

The individual column removal lengths are totalled, combined into the tender total

and transferred to the Form of Tender.

b) Removal of Noise Barrier

The removal of noise barrier is documented by station to station limits and offsets

right and left of the roadway centreline.

The barrier panel material type and support (Ground Mounted, Structure

Mounted, Barrier Mounted) shall be identified at the top of the column.

Examples of material type are Concrete Panel, Steel Panel, Wood Panel, Fibreglas

Panel. Separate columns are required for each material type and support.



The individual column removal lengths are totalled, combined into the tender total

and transferred to the Form of Tender.


A non-standard special provision required to specify re-use of salvaged components

on a specific project or to have work completed other than described in the

specification.


Stations and individual quantity entries are shown to the nearest whole number

metres.

Offsets are recorded to 0.1 metre accuracy.

REMOVAL - DELINEATORS, TRAFFIC BARRIERS DETAIL ESTIMATING AND ENERGY ATTENUATOR WORK

B510-4 - REMOVAL - DELINEATORS, TRAFFIC BARRIERS AND ENERGY ATTENUATOR WORK - OPSS 510

510-4.1 GENERAL This section is for delineator, traffic barrier and energy attenuator removal tender items. The work covered by these tender items includes the removal and disposal, or removal and salvage of materials.

510-4.2 REFERENCES CDED B510-0 - Removal

510-4.3 TENDER ITEMS Removal of Delineator Posts Removal of Cable Guide Rail Removal of Steel Beam Guide Rail Removal of Steel Box Beam Barrier Removal of Anchor Blocks Removal of Concrete Barrier Removal of Energy Attenuators Removal of Ramp Closure Gates

510-4.4 SPECIFICATIONS Details of removing delineator, traffic barrier and energy attenuator are contained in OPSS 510.

510-4.5 SPECIAL PROVISIONS The designer should refer to Chapter “E” of this manual to review the special provisions applicable to these tender items. Include the appropriate special provisions as required.

November 2014 Page 1 of 9 B510-4


510-4.5.1 Non-Standard Special Provisions (NSSPs) Some removal operations may have their own specific requirements, in which case a non-standard special provision may be required to include such information as, limits of removal, removal restrictions, salvage/stockpiling, or other pertinent information.

510-4.6 STANDARD DRAWINGS Applicable standard drawings are in the OPSD 100 series.

510-4.7 DESIGN Removals required are dependent upon the specific project requirements as described in CDED B510-0.2 References.

510-4.7.1 Salvage Barrier rails, channels and guide rail cable in re-usable condition should be considered for salvage. Salvaging of anchor blocks is to be considered based on the need for reuse on a specific contract. Only precast anchor blocks should be considered for salvage. Salvaging of energy attenuators in full or in part will depend on the type of system installed and the condition of the individual units. Since these systems are costly, any reusable components should be considered. Concrete pads and back walls associated with the attenuators and end treatments are not salvageable. Modules should be inspected for ultra-violet sunlight deterioration prior to considering salvage. Precast concrete barrier shall only be salvaged when they have connection systems currently approved for use. Salvaged materials may be: a) Re-used on the same contract b) Stockpiled at a location designated by the Ministry

510-4.7.2 Removal a) Removal of Delineator Posts

The work under this item includes the removal of either delineator or guide posts. These posts can be wood, metal or flexible.



b) Removal of Cable Guide Rail

The work under this item includes the removal of systems regardless of the number of cables exclusive of anchor blocks.

c) Removal of Steel Beam Guide Rail

The work under this item includes systems with single or double rails with and without channel.

d) Removal of Steel Box Beam Barrier

The work under this item includes steel box beam median barriers and steel box beam guide rail systems, exclusive of anchor blocks.

e) Removal of Anchor Blocks

The work under this item includes the removal of concrete anchor blocks associated with cable guide rail and steel box beam barrier systems when they require removal or relocation.

f) Removal of Concrete Barrier

The work under this item includes permanent concrete barrier which can consist of cast in place or precast barrier and the associated concrete pad as specified. This item also includes removal of temporary concrete barrier left in place from a previous contract which is not suitable for reuse. This item also includes removal of any concrete backfill between back to back barrier at bridge piers as well as barrier transitions. Removal of asphalt surfacing over granular fill, between back to back barriers will be included under its respective item. If the precast concrete barrier meets the connection requirements for reuse on future projects, then a non-standard tender item for, "Removal and Salvage of Temporary Concrete Barrier", should be requested.

g) Removal of Energy Attenuators

Energy attenuators for removal may include the following: Crash Cushions:

- Inertial Barrier Modules



- GREAT System - Connecticut Impact Attenuation System (CIAS) - Hi-dro System - Trend End Treatment - REACT 350 - Quadguard System - Quadguard Wide System - Quadguard Extra Wide System - TAU-II System - TAU-II Wide System - TAU-II Extra Wide System - Smart System - QuadTrend System - Box Beam Bursting Energy Absorbing Terminal System (BB-BEAT)

Steel Beam Guide Rail End Terminals:

- Crash-Cushion Attenuating Terminal (CAT-350) System - Extruder Terminal System - Sequential Kinking Terminal System - X-Lite Tangent Terminal System - Eccentric Loader

The work under this item includes the removal of the complete systems including all hardware, concrete pads, backwalls as well as anchoring devices, and associated anchoring devices.

h) Removal of Ramp Closure Gates

The work under this item includes concrete footings, gates, signs and all associated hardware.

510-4.8 COMPUTATION Removal of Delineator Posts Removal of Cable Guide Rail Removal of Steel Beam Guide Rail Removal of Steel Box Beam Barrier Removal of Anchor Blocks Removal of Concrete Barrier Removal of Energy Attenuators Removal of Ramp Closure Gates





The main sources of information for these items are Field Note Books, B-Plans, ETR Books, and Contour plans.


a) Removal of Delineator Posts

The unit of measurement for the removal of delineator posts is each. b) Removal of Cable Guide Rail

Cable guide rail removal is measured horizontally in metres along the centreline of the feature from centre to centre of end anchor blocks with no additional measurement made for overlapping lengths at intermediate anchor blocks.

c) Removal of Steel Beam Guide Rail

The unit of measurement for the removal of steel beam guide rail, temporary transition rails not associated with temporary CATS, transition rails between permanent CATS and concrete barriers, and temporary transitions to existing rigid structures, is by the metre, measured horizontally along the centreline of the feature from end to end of terminal tips.

d) Removal of Steel Box Beam Barrier

The unit of measurement for the removal of steel box beam barrier and rail connections to temporary concrete barrier, is measured horizontally in metres along the centreline of the feature from centre to centre of end anchor blocks with no additional measurement made for overlapping lengths at intermediate anchor blocks.


The unit of measurement for the removal of anchor blocks is each. f) Removal of Concrete Barrier

The unit of measurement for removal of concrete barrier is by the metre, measured horizontally along the centreline of the barrier from end to end of the installation and/or end treatments. No deductions shall be made for lengths occupied by lighting pole footings and overhead sign structure footings. The



removal of two back to back type B or E1 barriers will be treated as a single installation for measurement purposes, and are only measured once.


The unit of measurement for the removal of energy attenuators is each.

510-4.9 DOCUMENTATION 510-4.9.1 Contract Drawings

Refer to 510-0.9 for general documentation information. Information specific to each tender item is as follows: a) Removal of Energy Attenuators

The following must also be shown for bidder information in tabular form on the plans:

- The number of Fitch or Energite modules to be removed at each location. - The number of bays at each GREAT location to be removed. - The number of steel cylinders including reinforced concrete backwall,

with/without reinforced concrete pad, at each CIAS location to be removed. - The number of bays including reinforced concrete pad and backwall at each

Hi-Dro system location to be removed, etc. - Removal of concrete pad and anchor block in conjunction with Trend End

Treatments.


Refer to 510-0.9 for general documentation information. Information specific to each tender item is as follows: a) Removal of Delineator Posts

The removal of delineator posts are documented by indicating the station to station limits with the designation right or left of the roadway centreline. The type of posts (i.e., wood, steel, or flexible) is specified, with the quantity of each type documented in separate columns. The individual column entries are totalled into the tender total and are transferred to Form of Tender.



b) Removal of Cable Guide Rail

Individual removal lengths are documented by station to station limits with the designation right or left of the roadway centreline. Separate columns are to be used to identify and document the length of 1, 3, and 6 cable systems to be removed. The individual column entries are totalled into the tender total which is transferred to the Form of Tender.

c) Removal of Steel Beam Guide Rail d) Removal of Steel Box Beam Barrier

The individual removal lengths are documented by station to station limits with the designation right or left of the roadway centreline. The number of rails (single rail, double rail) and the presence of a channel (with channel, without channel) is specified. Each variation is shown in separate columns. Steel box beam guide rails and steel box beam median barriers are documented in the same column. Steel beam guide rail and box beam guide rail sections used as temporary transition rails joining concrete barrier to temporary concrete barrier (TCB), steel beam guide rail to TCB, box beam guide rail to TCB, and temporary transitions connecting TCB to bridge barrier wall shall be documented in a separate column. The individual column entries are totalled and combined into the tender total and transferred to the Form of Tender.


The removal of anchor blocks is documented by indicating the station location with the designation right and left of the roadway centreline. The individual column entries are totalled into the tender total which is transferred to the Form of Tender.

f) Removal of Concrete Barrier

The individual removal lengths are documented by station to station limits with the designation right or left of the roadway centreline.



The type of concrete barrier to be removed is identified by item variation. Example types include:

- Cast In-Place - Precast - Back to Back - Back to Back, Granular Filled - Back to Back, Concrete Filled - Transition

Quantities of each type are detailed in separate columns. The individual column entries are totalled into the tender total, which is transferred to the Form of Tender.


The removal of energy attenuators are documented by indicating the station to station limits with the designation right or left of the roadway centreline. Each type of attenuator system is identified in separate columns on the Quantity Sheet. The number of each complete type of energy attenuator system to be removed is documented at each location on the Quantity sheet. The salvage of energy attenuators is documented in the same columns. An asterisk is shown against the attenuators to be salvaged with a note "* To be Salvaged" on the Quantity sheet. The individual column entries are totalled and combined into the tender total, which is transferred to the Form of Tender.

h) Removal of Ramp Closure Gates

The removal of ramp closure gates is documented by station limits with the designation right or left of the roadway centreline. The individual column entries are totalled and combined into the tender total, which is transferred to the Form of Tender.


A NSSP is required to specify salvage requirements or to have work completed other than described in the specification.



Precast concrete barrier and ramp closure gates are specified to be salvaged. If the materials are not to be salvaged, a non-standard special provision is required to override the specification requirement. The re-use of salvaged material and/or the delivery location is specified by non-standard special provision.


Stations and individual quantity entries are shown to the nearest whole number metres.


DETAIL ESTIMATING REMOVAL-PAVEMENT WORK


B510-5 – REMOVAL-PAVEMENT WORK – OPSS 510

510-5.1 GENERAL

This section is for Pavement Work removal tender items. The work covered by these

tender items includes the removal and disposal of materials.

510-5.2 REFERENCES


CDED B399-2 - Reclaim Asphalt Pavement


Cutting Existing Pavement

Removal of Asphalt Pavement

Removal of Asphalt Pavement from Concrete Surfaces

Removal of Asphalt - Treated Base

Removal of Asphalt Pavement, Partial Depth

Removal of Asphalt Pavement from Concrete Surfaces on Structures

Removal of Concrete Pavement

Removal of Cement - Treated Base

Removal of Concrete Base

Removal of Concrete Pavement, Partial Depth


Details of removing pavement, both asphalt and concrete, are contained in OPSS 510.













510-5.7 DESIGN

Removals required are dependent upon the specific project requirements as described


510-5.7.1 Pavement Work Removals

a) General

The removal of asphaltic or concrete pavement, concrete or cement treated base

specifically required to facilitate removal or partial removal of maintenance holes,

catch basins, ditch inlets, valve chambers, pipe culverts, sewers, watermains and

other utilities will be included in the price bid for the applicable tender item for

removal of the under pavement component.

Where however there is a separate tender item for removal of pavement or base

which overlaps the removal of pavement or base necessary to remove the

aforementioned sub-surface structures, then payment will be made under the

applicable tender item(s) for pavement and base removal.

When the granular and/or subgrade material underlying the pavement is being

excavated as part of the Earth Excavation, Grading item, the pavement is included

in both the earth excavation volume (m³) and the appropriate removal of

pavement item(s) (m²).

b) Cutting Existing Pavement

This item is used when it is necessary to construct a straight and vertical cut in

asphalt or concrete pavement in order to produce a clean edge on the pavement to

be left in place when the formation of joints is not addressed elsewhere in the

contract documents.

Cutting existing asphalt pavement is necessary to:

i) Remove existing pavement in order to remove or place an underground utility,

culvert or duct where the existing road is not being resurfaced;

ii) Remove existing pavement in order to construct new curb and gutter within

the existing paved surface which is not being resurfaced;

iii) Remove an existing pavement lane or taper;



iv) Reduce the existing pavement width.

Cutting is always required when removing portions of concrete pavement, asphalt

covered concrete pavement and concrete or cement treated base.

c) Removal of Asphalt Pavement

This work includes full depth asphalt pavement removal and asphalt sidewalk

removal whether on the roadway surface or encountered within an excavation.

This item also includes:

i) Removal of asphalt pavement that has been resurfaced with surface treatment

or other thin treatment.

ii) Removal of prime, surface treatment, and mulch pavement over 50 mm in

depth over granular surfaces.

Prime, surface treatment, and mulch pavement 50 mm or less in depth over

granular surfaces do not qualify for payment under this item, but are included for

payment under the earth excavation item if their removal is necessary.

Note: Mulch is a historical cold mix pavement material produced from Granular

A and cutback or emulsified asphalt.

This item does not include pavement removal areas for jointing required as part of

the paving operation under OPSS 313.

d) Removal of Asphalt Pavement from Concrete Surfaces

This work includes the removal of asphalt pavement from concrete surfaces on

roadways.

e) Removal of Concrete Pavement

Removal of Concrete Base

Removal of Cement Treated Base

These items include removals of full depth concrete pavement, concrete pavement

that is surfaced with asphalt, concrete base, concrete ripple strip and cement

treated base, whether on the roadway surface or encountered within an

excavation.

The removal of asphalt pavement from concrete surfaces is not part of the item.



f) Removal of Asphalt Treated Base

This work includes removal of full depth asphalt treated base whether on roadway

surface or encountered within an excavation.

g) Removal of Asphalt Pavement, Partial Depth

Removal of Concrete Pavement, Partial Depth

This work includes the removal of asphalt or concrete pavement to a partial depth

as specified in the contract.

This work is done when the existing asphalt pavement depth is at least 65 mm or

greater in depth, and a minimum depth of 40 mm will remain in place.

h) Removal of Asphalt Pavement from Concrete Surfaces on Structures

This item includes the removal of asphalt pavement and waterproofing from

concrete surfaces on bridge decks. The depths and limits of asphalt removal as

well as the presence of waterproofing will be detailed on the contract plans.

When the entire bridge deck is being removed, the work of asphalt removal from

the bridge deck should not be included with the concrete bridge deck removal

item.

510-5.8 COMPUTATION

a) Cutting Existing Pavement

b) Removal of Asphalt Pavement

c) Removal of Asphalt Pavement from Concrete Surfaces

d) Removal of Concrete Pavement

e) Removal of Concrete Base

f) Removal of Cement Treated Base

g) Removal of Asphalt Treated Base

h) Removal of Asphalt Pavement Partial Depth

i) Removal of Concrete Pavement, Partial Depth

j) Removal of Asphalt Pavement from Concrete Surfaces on Structures












h) Removal of Asphalt Pavement Partial Depth



The main sources of information are field note books, B-plans, Pavement Design

Report, Soils Profile, Bore Hole data, and Core Logs.



The unit of measurement for this item is the metre measured horizontally. The

quantity is computed by scaling or chainage as applicable along the sawcut from

the design drawings.







h) Removal of Asphalt Pavement, Partial Depth



The unit of measurement for the removal of pavement structures is in square

metres based on horizontal measure. Deductions will not be made from the area

occupied by maintenance holes, catch basins, or valve chambers lying within the

pavement removal limits.

The removal areas are determined from cross sections, plans and profiles.

Full depth pavement removals will be measured whether removed from the

roadway surface or encountered within an excavation. The removal of pavement

from the roadway surface and buried pavement is quantified separately.








Complex cutting situations should be detailed on contract drawings.










Show the pavement removal work on plans according to OPSD 100 series. For

removal work not included in the OPSD 100 series, a legend designating the work

must be included on the first removal plan sheet.

The partial depth removal of asphalt and concrete pavement should be detailed in

typical sections in the contract drawings.

Temporary ramping at daily shutdown is required with partial depth removal of

asphalt pavement work. Include typical sections in the drawings to show

temporary longitudinal and transverse ramps and applicable dimensions.



Work locations are documented by station to station limits and offsets right or left of

the roadway centreline on a Miscellaneous Quantity sheet.

Removal of different pavement depths and/or type is documented in separate

columns. Partial depth removal of different depths is documented in separate

columns.

The removal of buried asphalt or concrete is documented in separate columns

regardless of type or composition.

Depth may be specified as a single value or a range.

The individual column entries are totalled into the tender total which is transferred to

the Form of Tender.



510-5.9.2.1 Variation Items

Information specific to each tender item is as follows:


The pavement depth and type (reinforced concrete, unreinforced concrete, or

asphalt) is specified.


The pavement depth and location (pvm’t, sidewalk, buried pvm’t) is specified.

Pvm’t refers to pavement at the surface.


The pavement depth is specified.


The pavement depth and type (reinforced concrete, unreinforced concrete, or

asphalt surfaced concrete) is specified.


The base depth and type (reinforced or unreinforced) is specified.


The base depth is specified.

g) Removal of Asphalt Pavement, Partial Depth

The average depth of removal is specified.

h) Removal of Concrete Pavement, Partial Depth

The average depth of removal is specified.


NSSP is required for the following:

- when salvage/stockpiling/re-use of removed pavement materials is required or

to have work completed other than described in the specification.



- to preclude or further limit the weight of milling equipment from that specified

in OPSS 510, used to remove asphalt from bridge decks if this is a concern.

- to specify the location of drainage cuts in shoulder asphalt, when only the

pavement in the traffic lane(s) is being partial depth removed

- to specify the size of reinforcement in concrete, when the concrete is to be

sawcut.


Depths are recorded to the nearest 5 mm.


Station locations are recorded in 0.1 m accuracy. Offsets are recorded in 0.01 m,

0.1 m or whole numbers depending on the nature of the work.

Individual lengths are entered in whole number metres on the Quantity Sheets.










For the above items, stations are recorded to the nearest whole number metre.

Offsets are recorded in 0.1 m accuracy. Quantity entries are recorded to the

nearest whole number square metres.

DETAIL ESTIMATING REMOVAL-CONCRETE WORK


B510-6 - REMOVAL - CONCRETE WORK - OPSS 510

510-6.1 GENERAL

This section is for Concrete Work removal tender items. The work covered by this

tender item includes the removal and disposal, or removal and salvage of materials

for retaining walls, footings (other than bridge footings), foundations, concrete

culverts including associated wingwalls and retaining walls, concrete appurtenances

and similar concrete structures as specified.

510-6.2 REFERENCES


510-6.3 TENDER ITEM

Removal of Concrete


Details of removing concrete are contained in OPSS 510.



provisions applicable to this tender item.

Include the appropriate special provisions as required









510-6.7 DESIGN



510-6.7.1 Concrete Removal Work

a) General

The removal of asphalt or concrete pavements, curbs, curb and gutters and

sidewalks specifically required to facilitate the removal or partial removal of

concrete culverts and sewers will be included in the price bid for the Removal of

Concrete tender item.

Where however, there are separate tender items for removal of pavement, curb

and gutter or sidewalk which overlaps the removal of pavement, curb and gutter

or sidewalk necessary to remove the sub-surface structures, then payment for the

removal of the surface feature will be made under the appropriate tender item(s)

for removal of pavement, curb and gutter or sidewalk.

b) Removal of Concrete

No excavation calculations are required for the removal of the items covered

under Removal of Concrete.

Voids remaining after removal of these components will be backfilled with native

or imported material. If imported granular is required to be used to backfill the

excavation it shall be included in the tender quantity for the appropriate roadway

granular item.

510-6.8 COMPUTATION

Removal of Concrete

This is a Plan Quantity Payment (PQP) item


The main sources of information are existing Drawings and Plans.


The unit of measurement for this item is the cubic metre.



Removal quantities are calculated using existing drawings, plans, and field

measurements. If structure drawings are not available the computation will be

completed using field measurements and the dimensions of standard concrete

components (ie. culverts) of the same type and size.



Refer to 510-0.9 for general documentation information. Information specific to this


Detailed removal drawings of existing concrete culverts and other structures are

required with the contract when the structure is to be partially removed to allow for

modifications, such as an extension.


Refer to 510-0.9 for general documentation information. Information specific to this


The station or station limits, offset, and if available the structure name should be

specified for ease of reference for each structure to be removed.

Individual removal quantities are totalled into the tender total and transferred to the

Form of Tender.


A non-standard special provision may be required to include such details as limits of

removals, saw cuts at removal limits when only a portion of structure is to be

removed, removal restrictions or any other pertinent details related to the removal

operation.


Concrete quantity entries are recorded to the nearest cubic metre.

Stations are recorded in whole number metre.

Offsets are recorded in 0.1 m or whole numbers depending on the nature of the work.

DETAIL ESTIMATING REMOVAL - RIGHT OF WAY WORK


B510-7 - REMOVAL - RIGHT OF WAY WORK - OPSS 510

510-7.1 GENERAL

This section is for Right of Way Work removal tender items. The work covered by

these tender items includes the removal and disposal, or removal and salvage of

materials typically found within the highway right of way and not covered elsewhere.

510-7.2 REFERENCES



Removal of Concrete Sidewalk

Removal of Sign Support Structure

Removal of Sign Support Structure Footings

Removal of Gabions


Details of removing right of way items are contained in OPSS 510.













510-7.7 DESIGN



510.7.7.1 Salvage

Overhead sign support structures and signs are specified to be salvaged. A pre-

inspection of the condition of these structures is necessary. Salvaged materials may

be:

i) Re-used preferably on the same contract

ii) Stockpiled at a location designated by the Ministry

510-7.7.2 Removal of Concrete Sidewalk

This work includes the removal of concrete sidewalk to the limits specified on the

contract drawings.

The removal of concrete sidewalk specifically required to facilitate removal or partial

removal of maintenance holes, catch basins, ditch inlets, valve chambers, pipe

culverts, sewers, watermains and other utilities will be included in the price bid for

the applicable tender item for removal of the under pavement component.

Where however there is a separate tender item for removal of concrete sidewalk

which overlaps the removal of pavement or base necessary to remove the

aforementioned sub-surface structures, then payment will be made under the tender

item(s) for concrete sidewalk removal.

510-7.8 COMPUTATION

a) Removal of Concrete Sidewalk

b) Removal of Sign Support Structures

c) Removal of Sign Support Footings

d) Removal of Gabions



The main sources of information are:

a) Existing Plans and Drawings

b) Regional Structural Section.





The unit of measurement for the removal of concrete sidewalk is in square metres

based on horizontal measure. Deductions will not be made from the area

occupied by maintenance holes, catch basins, or valve chambers lying within the

removal limits.



The unit of measurement for these items is each.


The unit of measurement for the removal of gabions is by volume in cubic metres.





Refer to 510-0.9 for general documentation information. Information specific to the

tender items are as follows:


The station limits of the concrete sidewalk removal and the offsets right or left of

the roadway centreline are specified.

a) Removal of Sign Support Structures

b) Removal of Sign Support Footings

The station location of each sign support and footings as well as the offsets right

or left of the roadway centreline should be specified. The number of footings at

each sign support is entered as the quantity.

The sign supports and footings are summarized in separate columns.



c) Removal of Gabions

The station or station limits of the gabion removal and the offsets right or left of

the roadway centreline are specified.


A non-standard SP may be required to detail specific removal limits of overhead sign

support structure footings.

Overhead sign support structures and signs are specified to be salvaged. The re-use

of the salvaged material or the delivery location is specified by non-standard special

provision. If the materials are not to be salvaged, a non-standard special provision is

required to override the specification requirement.



Stations are recorded to the nearest whole number metre. Offsets are recorded in

0.1 m accuracy. Quantity entries are recorded to the nearest whole number square

metres.



Stations and offsets are shown in whole number metres.


Stations and offsets are shown in whole number metres. Quantity entries are

recorded to the nearest 0.1 cubic metres.

DETAIL ESTIMATING REMOVAL - MISCELLANEOUS WORK


B510-8 - REMOVAL - MISCELLANEOUS WORK

510-8.1 GENERAL

These tender items are generally required in order to facilitate the cleaning and

coating of structural steel components on bridges prior to coating.

510-8.2 REFERENCES

Structural Steel Coating Manual.

Regional Structural Section and Area Offices


Removal and Reinstallation of Steel Handrails

Removal and Reinstallation of Diaphragms

Removal and Reinstallation of Railway Blast Deflection Plates

Removal and Reinstallation of Appurtenances

Removal of Appurtenances

510-8.4 SPECIFICATIONS - none


These items are all governed by non-standard special provisions. Samples can be

found in the Structural Steel Coating Manual, Part 2.

510-8.6 STANDARD DRAWINGS - none

510-8.7 DESIGN

Details as to when these tender items are to be used are found in the Structural Steel

Coating Manual, Part 2.

510-8.8 COMPUTATION

Computation details are found in the Structural Steel Coating Manual, Part 2 for each

item.

DETAIL ESTIMATING REMOVAL - MISCELLANEOUS WORK



Documentation details are found in the Structural Steel Coating Manual, Part 2 for

each item.

DETAIL ESTIMATING RIP RAP, ROCK PROTECTION AND GRANULAR SHEETING


B511 - RIP RAP, ROCK PROTECTION AND GRANULAR SHEETING - OPSS 511

511.1 GENERAL

Excavation for placing rip rap, rock protection and granular sheeting is part of each

individual tender item.

511.1.1 Rip Rap

Rip rap is a special application of rock protection. It consists of rocks, broken rocks,

cobbles, stones, boulders or concrete debris placed together in a set and stable manner

to a specified thickness for the protection of earth slopes and surfaces.

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

of the placed rocks is an important factor.

Areas of rip rap applications may include:

a) Earth slopes

b) Culvert and sewer ends

c) Streambeds and slopes

d) Ditches with gradients 5% and greater

e) Around manholes, catch basins or ditch inlets constructed in ditches or on ditch

slopes.

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

granular sheeting. These prevent loss of fines from beneath the rip rap and

subsequent collapse of the protection scheme. In some cases, more complex layered

filter systems may be required, as recommended by the geotechnical or foundation

staff on the project.

Rip rap should not be used in fish bearing waterbodies. Suitable alternatives are

available. Consult with the foundation, geotechnical, and environmental staff on the

project as required.

511.1.2 Rock Protection

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

debris dumped or placed in random but stable manner.

The primary use of rock protection is to protect ditches and channels from erosion,

including the banks and underwater portions.



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

conjunction with a filter medium.

In fish bearing waterbodies, rock protection should only be used as required for the

purpose of scour protection for structures.

511.1.3 Granular Sheeting

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

conform to a specified gradation. It is used for erosion protection and also applied in

areas of ground water seepage. The decision to include "Granular Sheeting" into the

contract rests with the geotechnical and foundation staff on the project.

511.1.4 Geotextile

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

a) To separate two types of soils of different sizes and structures which would

readily mix under the influence of load and water migration.

b) To filter or to hold back soil particles while allowing the passage of water.

c) To drain or to ensure the rapid removal of moisture without build up of

hydrostatic pressures.

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

(burst), tear and shear forces.

The application of geotextile is designated by its:

a) Strength class (i.e. Class I or II)

b) Fabric structure (woven or non-woven)

c) Equivalent opening size

d) Minimum nominal thickness

Geotextile may be used to act as a separator and filter between the rip rap or rock

protection and underlying material, depending on the existing soil conditions. The

need for geotextiles should be assessed on a project-specific basis. Where the

OPSS 511 requirements for geotextile are not appropriate, the geotextile requirements

shall be specified in the Contract Drawings or by Non-Standard Special Provision.

The decision to use geotextile is the responsibility of the geotechnical and foundation

staff on the project.

A comprehensive write-up on the use of geotextiles is contained in the MTO

publications "The Geotechnical Use of Filter Fabrics in Highway Construction"

Report EM-13 and Engineering Geotextiles Report EM-45.



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

possible to place the geotextile in a reasonably level manner (undulating ground or

high water level) a levelling layer of approved material should be placed to provide a

satisfactory surface. Geotextile placement below water and particularly in flowing

water conditions can be difficult. Where these conditions exist, consult with the

geotechnical and foundation staff on the project.

Geotextile should not be used in fish bearing waterbodies. Suitable alternatives are

available. Consult with the foundation, geotechnical, and environmental staff on the

project as required.

511.2 REFERENCES

The Geotechnical use of Filter Fabrics in Highway Construction - MTO Report

EM-13

Engineering Geotextiles, MTO Report EM-45

Structure Design Manual

511.3 TENDER ITEMS

Rip Rap

Rock Protection

Granular Sheeting

Geotextile


The requirements for the above tender items are covered by OPSS 511.


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

special provisions.


Rip rap treatment with Geotextile for Ditch Inlet Manholes and for Sewer and Culvert

Outlets is identified on the standard drawings in the 800 series.



There are no standard drawings available for rock protection and granular sheeting.

However, a typical application of rock protection is illustrated in the structural

manual, drawing number SS16-20.

511.7 DESIGN - Not Used.

511.8 COMPUTATION



Construction recommendations for the above tender items are found in the

Geotechnical Report and Foundation Investigation and Design Report as administered

by the Regional Geotechnical Section and the Foundations Office respectively.

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

should be reviewed by the geotechnical and foundation staff on the project and should

not be included automatically.


Rip Rap

The unit of measurement for rip rap is square metre. The areas recommended for rip

rap are scaled from the plans. Slope measurements are to be scaled from cross-

sections. The computation of the area is based on the width x length.

Rock Protection

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

volume for rock protection is based on the area (average width x length) x the

recommended depth. Areas and slope measurements are scaled from cross sections.

Granular Sheeting

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

to be applied, the depth of excavation required, and the possible use of geotextile are

determined by the Regional Geotechnical Section and the Foundations Office.

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

cross-sections.



Geotextile

The unit of measurement for geotextile is square metre. Slope measurements are to

be scaled from cross-sections. The computation of the area is based on the width x

length. No allowance is made for material overlap.

511.9 DOCUMENTATION


Areas for the above tender items are shown on the construction plan sheets. Typical

sections are to be included on the drawings to clarify complex applications, geotextile

anchorage, and other requirements.

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

section.

511.9.2 Quantity Sheets

Quantities are listed on Miscellaneous 1 Quantities sheet.

Locations are documented by station to station limits and offsets left or right of the

roadway centreline.

Rip rap of different type is documented in separate columns. Geotextile of different

type, class, or filtration opening size is documented in separate columns.

The individual column entries are totalled into the tender total which is transferred to

the Form of Tender.

511.9.2.1 Variation Items

a) Rip Rap

The type of rip rap (R-10 or R-50) is specified. See OPSS 1004.

b) Geotextile

The type of geotextile (Woven or Non-woven), class (Class I or Class II), and

filtration opening size (FOS 50-100 micron, FOS 75-150 micron, FOS 105-210

micron, or FOS 150-300 micron) is specified.

The number of geotextile variations shall be minimized to the extent possible.



511.9.2.1 Documentation Accuracy


Offsets are recorded in 0.1 of a metre.

DETAIL ESTIMATING GABIONS


B512 - GABIONS - OPSS 512

512.1 GENERAL

Gabions are contained rectangular units made of steel wire mesh and filled with

stone.

The double twisted wire mesh is galvanized and PVC (polyvinyl chloride) coated.

Gabions are flexible and permeable baskets or mats that when combined, may be used

for applications ranging from riverbank erosion protection to retaining systems.

Gabion baskets are supplied in collapsed form that require site assembly and hand

placement of stone (Figure 1). They are manufactured in standard sizes with the

following nominal dimensions:

Width 0.5m or 1.0m

Length 1.5, 2.0, 3.0 or 4.0m

Height 0.3, 0.5 or 1.0m

Figure 1 - Gabion Basket

Gabion baskets stacked vertically are referred to as gabion structures.

Gabion mats, generally used as channel lining, are supplied in 30 metre rolls with or

without filter cloth. They are manufactured in nominal widths or 2.0 or 3.0 m and

standard heights (depths) of 0.23 and 0.30 m.



512.2 REFERENCES

Foundation Investigation and Design Report – project specific


MTO Retained Soil Systems Guidelines

MTO Structural Manual

Maccaferri Gabions - Design and Installation Guides

512.3 TENDER ITEMS

The tender items associated with the placing of gabions and erection of gabion

structures are:

Gabions

Gabion Structures Not Exceeding 2m Height


The installation of gabions is detailed in OPSS 512.

The installation of gabion structures is detailed in OPSS 512 amended by special

provision.

Materials for gabion baskets and mats are specified in OPSS 1430.





There are no Ontario Provincial Standard Drawings for gabions.

512.7 DESIGN

The main sources of information are the Regional Geotechnical Section, Regional

Environmental Section, Pavements and Foundations Section and the Regional

Structural Section. For design application details, see manufacturers' publications.



Gabion baskets may be used for the following installations:

Retaining walls

Wingwalls

Weirs

Headwalls

Toe walls

Channel lining

Slope paving

Culvert aprons

Where gabion installation is of a simple nature, i.e channel lining, slope paving,

aprons or weirs, the work under the item "Gabions" is all-inclusive, covering any

excavation for gabions and bedding, placement of granular for bedding, use of

geotextiles and the installation of the gabion.

Geotextile may be used to separate the gabion baskets from the adjacent and

underlying earth and/or backfill material, depending on the existing soil conditions

and proposed backfill properties. The need for geotextiles should be assessed on a

project-specific basis. Where the OPSS 512 requirements for geotextile are not

appropriate, the geotextile requirements shall be specified in the Contract Drawings

or by Non-Standard Special Provision.

When a gabion installation has a retaining function and holds back an embankment,

i.e. headwall, wingwall, retaining wall or toe wall, it is described as a gabion structure

and the item "Gabion Structures not Exceeding 2m Height" should be used. Height is

measured from the base of the gabion structure and includes embedment depth, when

applicable. The designer may consult with the Regional Structural Section when

designing "Gabion Structures not Exceeding 2m Height". Design checks for bearing,

sliding and overturning are required.

For work under the item “Gabion Structures not Exceeding 2m Height”, excavation

for structure, granular bedding and backfill, and protection system (if required) are

covered by separate tender items. In the case of granular backfill, the tender item

would be the appropriate general granular item in the contract.

If the Contractor chooses or requires a protection system and the ‘Protection System’

tender item is not used to cover this in the contract, such protection system shall be

according to OPSS 539 and the costs would be included in the Gabion Structures Not

Exceeding 2 m Height tender item.

At MTO, retaining structures less than 2 m in height are considered landscape walls.

For gabion structures exceeding 2 m in height, the MTO Retained Soils Systems

process shall be followed.




The Designer should identify whether protection systems are required. The designer

shall consult with the Regional Geotechnical Section to determine whether protection

systems are required. If so, a Foundation Investigation Report describing the

subsurface conditions in the vicinity of the protection systems should be provided and

a separate OPSS 539 ‘Protection System’ tender item should be included in the

contract.

512.8 COMPUTATION

The items Gabions and Gabion Structures not Exceeding 2m Height are both Plan

Quantity Payment items.

The unit of measurement for Gabions and Gabion Structures not Exceeding 2m

Height is the cubic metre.

The volumes of Gabions and Gabion Structures not Exceeding 2m Height are

calculated from the number and dimensions of baskets shown on the design drawings.

Excavation for the Gabions item is carried out according to OPSS 206.

Excavation for the Gabion Structures not Exceeding 2m Height item is carried out

according to OPSS 902. When required, it should include excavation for bedding and

frost tapers. The designer is referred to Section B902 of the CDED.

512.9 DOCUMENTATION


Both new and existing gabions, or gabion structures requiring extension are shown on

the plans and profiles of the contract drawings.

Typical cross-sections should be included in the contract drawings that show

dimensions, any bedding and backfill requirements and excavation limits.

Where there is a requirement for a protection system, the line of protection or a

protection system shall be shown on the contract drawings depending on the

magnitude of the protection required. The actual length and location of the protection

system required is the contractor’s responsibility. Performance levels should be

included on the contract drawings. A separate tender item is provided to cover the

protection work.



Material for bedding and backfill must be identified on the drawings even when it is

to be provided under the Earth Excavation (Grading) or Earth Borrow item.

The OPSS 1004 gradation of the gabion stone, G-3 or G-10, shall be identified on the

drawings.


The quantity for each Gabion or Gabion Structure location is shown separately on

"Quantities - Miscellaneous 1" sheet. The column total provides the tender quantity.


Stations are recorded to the nearest whole metre.

Offsets are recorded to 0.1 of a metre.

Quantity entries are recorded to the nearest cubic metre.

DETAIL ESTIMATING DEWATERING

01 05 B517-1

517 DEWATERING OF PIPELINE, UTILITY AND ASSOCIATED STRUCTURE EXCAVATION - OPSS 517

517.1 GENERAL

Dewatering is a method of stabilizing the ground and keeping an excavation free of water during construction of sanitary sewers, storm pipe sewers, pipe culverts and end sections, watermains, forcemains and their associated appurtenances and other underground utilities; maintenance holes, catch basins, ditch inlets and valve chambers and any other specified subsurface construction.

In Ministry Contracts the work of dewatering is considered to be included for payment under the appropriate tender item(s) (see above), so that the work under that item can be done in the dry.

When a rare situation occurs when it would be unfair to the contractor to include an expensive dewatering item in his pipe bid price, consideration should be given to including the item "Dewatering" as a separate non standard tender item. Contact the Highway Planning & Design Development Section to obtain this item.

If specific dewatering schemes are required then a Special Provision must be added to the contract documents.

517.1.1 Tender Item

Dewatering (Non Standard)


Requirements for dewatering are contained in OPSS 517.

Requirements for the control of water during construction are contained OPSS 518.


The designer should review chapter "E" of this manual to review for applicable special provisions.

A Non Standard Special Provision is required.


There are no applicable Ontario Provincial Standard Drawings (OPSD's).

DETAIL ESTIMATING DEWATERING

01 05 B517-2

517.2 COMPUTATION

This is a lump sum payment item.

No quantity calculations are required

Enter 100% for the dewatering process.

517.3 SOURCE OF INFORMATION

Soil boring data, a geotechnical report, a subsurface report and/or soils report should be included in the tender documents to facilitate the contractor's bid, as these documents may affect the contractor's operations, methods or equipment.

517.4 DOCUMENTATION

On any Miscellaneous quantity sheet.

DETAIL ESTIMATING PERMANENT SMALL SIGNS AND SUPPORTS

B703 – PERMANENT SMALL SIGNS AND SUPPORTS – OPSS 703 703.1 GENERAL

A permanent small ground mounted sign assembly is defined as a permanent sign(s) and its support system with a sign panel area including tab(s) not greater than 3.6 m². Permanent small ground mounted signs are supported on breakaway or non-breakaway support systems, consisting of one or two wood posts, and one, or two, or three metal posts. Breakaway sign support systems with wooden or steel posts have been designed to resist wind loading and meet the crash test acceptance requirements of NCHRP Report 350. Breakaway sign support systems are acceptable on high speed and low speed roadways. Non-breakaway sign support systems with steel posts have been designed to resist wind loading, will bend upon impact, and are acceptable on low speed roadways when barrier curb is present. Based on the sign dimensions specified at each sign location in the Contract, the Contractor is given the option of selecting, supplying and installing one of the acceptable small sign support systems in accordance with the sign dimensions and maximum sign areas specified in the MTODs and OPSDs.

703.2 REFERENCES Highway Design Bulletin 2011-002 Roadside Safety Manual Ministry of Transportation Ontario Drawings (MTOD) Ontario Provincial Standard Drawings (OPSD) Ontario Traffic Manual

703.3 TENDER ITEMS Small Signs, Ground Mounted, New Small Signs, Relocation Small Signs, Removal

703.4 SPECIFICATIONS The requirements for Permanent Small Signs and Support Systems are contained in Ontario Provincial Standard Specifications (OPSS) 703.



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

703.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ministry of Transportation of Ontario Drawings (MTOD) and Ontario Provincial Standard Drawings (OPSD).

703.7 DESIGN Design shall be in accordance with the appropriate MTODs and OPSDs. The designer shall contact the MTO Regional Traffic Office and/or Services Coordinators to obtain input in determining the condition of existing signs, required changes to existing signs, and new sign requirements. The designer shall prepare a list of all new signs, and signs to be relocated or removed. The list shall be summarized in the signing table for insertion into the contract documents. A sample signing table is shown in the Documentation section below.

703.7.1 Source of Information The Regional Traffic Office and/or Services Coordinators are the main sources of information for the above noted tender items and shall provide input for the preparation of the sign inventory, signing table and sign lay-out drawings.

703.8 COMPUTATION These are Plan Quantity Payment Items. The quantity is based on each small sign assembly installation, relocation, and removal. The unit of measurement for Small Signs is for each small sign assembly installed, relocated, and removed.



703.9 DOCUMENTATION 703.9.1 Signing Table

Where new signs are to be installed, the station location, offset from edge of shoulder, sign number, sign message description, sign size, total sign area, support type, sign supplier and action information shall be detailed in the table. Where existing signs are to be relocated, the station location, offset from edge of shoulder, sign number, sign message description, sign size, total sign area, support type, and action information shall be detailed in the signing table. The existing sign location shall be provided in the comments cell, for example as in the sample table below. Where existing sign installations are to be removed, the station location, offset from edge of shoulder, sign number, message description, sign size, total sign area, and action information shall be detailed in the table.

703.9.2 Sample Signing Table

Location: Highway 401 – Westbound Station Offset

from ES (m)

Sign Number

Symbol/ Message

Description

Size BxH (cm)

Sign Area

(sq.m)

Support Type

Sign Supplied

By

Action

Comments

10+450 1.5 Wa-123R + Wa-123t

Right lane ends, xxx m

90x90 90x45

1.22 N/A N/A Rem None

10+500 2.0 Rb-1A Maximum 100 60x90 0.54 BK MTO New Behind SBGR

11+500 2.0 G-300 London 110 180x90 1.62 BK MTO Rel Existing at 10+475

Notes: Offset from ES: Indicate offset from edge of shoulder to nearest edge of sign. Sign Size: Indicate dimensions of each individual sign board, B for width and

H for height. Total Sign Area: Indicate total area of the sign board including any tabs. Support Type: Indicate BK for breakaway sign support, NBK for non-breakaway

sign support, and N/A for not applicable when support to be removed.

Supplied By: For each sign board indicate the supplier, i.e. MTO, Other, or N/A.



Action Code: Indicate New, Rel for relocation and/or Rem for removal. Comments: Special comments that are not covered in any of the column such

as existing sign location etc. 703.9.3 Drawings

The Designer shall prepare a plan view sign lay-out drawing at a scale of 1:1000 or a scale as directed by the MTO Regional Traffic Office to detail all information shown in the signing table for review and approval by the MTO Regional Traffic Office. The final plan view sign lay-out drawing shall be a part of the Contract Document and the signing table may be shown on the same drawing. The Designer shall define all acronyms used in the signing table on the drawing.


Permanent new sign installations, relocations, and removals, shall be indicated on a Miscellaneous 1 Quantity Sheet by location, station and offset, and shall be equal to the number of signs detailed in the signing table.

703.9.5 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 sign board or tab is mounted on a sign assembly, each individual signboard or tab is counted as one in the Schedule of Materials. (i.e. Where there is one signboard and two sign tabs on a sign assembly being supplied by MTO, a total of three would be added to the Schedule of Materials.)


Sign installation station shall be recorded to the nearest whole meter. Sign offset from the edge of the shoulder shall be recorded to the nearest 0.1 of a meter. Sign area shall be recorded to the nearest 0.01 of a square meter. Sign quantity shall be recorded to the whole number. Spot checking required.


DETAIL ESTIMATING POST MOUNTED DELINEATORS

B704 – POST MOUNTED DELINEATORS – OPS 704 704.1 GENERAL

Post mounted delineators are installed adjacent to the travelled portion of the roadway in series to guide drivers by describing the horizontal alignment of the roadway and identifying its limits. Post mounted delineators are supplementary guidance devices that remain visible during periods when roads are wet and / or snow covered.

704.2 REFERENCES

Ontario Traffic Manual Book 6 – Warning Signs Ontario Traffic Manual Book 7 – Temporary Conditions Ontario Traffic Manual Book 11 – Markings and Delineation

704.3 TENDER ITEMS

Post Mounted Delineators (variation) 704.4 SPECIFICATIONS

The requirements for Post Mounted Delineators are contained in OPSS 704.


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


Applicable standard drawings are contained in the 900 series of the Ontario Provincial Standard Drawings (OPSD).

704.7 DESIGN

Design considerations including need, location, and spacing requirements for post mounted delineators are found in Books 6, 7, and 11 of the Ontario Traffic Manual.


DETAIL ESTIMATING POST MOUNTED DELINEATORS

704.8 COMPUTATION

These are Plan Quantity Payment items. The quantity is based on each completed post and delineator installation. The unit of measurement for post mounted delineators is each.

704.9 DOCUMENTATION

The tender item is a variation item. A separate column on the quantity sheets is required for each variation to indicate the type of delineator: Type A (125 mm x 125 mm) or Type B (250 mm x 250 mm). Post mounted delineator quantities and locations are indicated on the “Quantities-Miscellaneous" sheets under the appropriate column heading, showing station to station limits and location, left or right of centerline. Each column is totalled, added together, and transferred to the tender document. Show the location and post spacing for each run of post mounted delineators on the contract drawings with the appropriate OPSD number and installation type (i.e. Type A or Type B) shown adjacent to the symbol.


Record stations to the nearest whole metre and quantity entries to the number of units required.


DETAIL ESTIMATING FLEXIBLE DELINEATOR POSTS

B705 – FLEXIBLE DELINEATOR POSTS – OPSS 705 705.1 GENERAL

Much like post mounted delineators, flexible delineator posts are installed adjacent to the travelled portion of the roadway in series to guide drivers by describing the horizontal alignment of the roadway and identifying its limits. Flexible delineator posts are supplementary guidance devices that remain visible during periods when roads are wet and / or snow covered. Flexible delineator posts can also be used for channelization purposes. Typically, additional signing is not attached to flexible delineator posts. Generally, flexible delineator posts are used for temporary delineation and channelization applications and are installed at locations where repeated impacts would be reasonably expected to occur. The use of flexible delineator posts may also be appropriate for use in unique permanent applications.

705.2 REFERENCES

Ontario Traffic Manual Book 6 – Warning Signs Ontario Traffic Manual Book 7 – Temporary Conditions Ontario Traffic Manual Book 11 – Markings and Delineation

705.3 TENDER ITEMS Flexible Delineator Post - Permanent (variation) Flexible Delineator Post - Temporary (variation) Flexible Delineator Post - Relocation (variation) 705.4 SPECIFICATIONS

The requirements for Post Mounted Delineators are contained in OPSS 705.


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




Applicable standard drawings are contained in the 900 series of the Ministry of Transportation of Ontario Drawings (MTOD).

705.7 DESIGN

Design considerations including need, location, and spacing for flexible delineator post installation should be determined through discussion with the Regional Traffic Section in conjunction with the guidance for post mounted delineators found in Books 6, 7, and 11 of the Ontario Traffic Manual. In general, flexible delineator posts should be used sparingly in order to maximize their visual impact. The location and proximity of flexible delineator posts to the edge of travelled way or edge of shoulder should be considered with respect to impact on and impact from winter maintenance operations. Flexible delineator posts should not be placed in locations that will hinder snow removal operations nor should they be placed in locations where they will be exposed to a high incidence of impacts from snow removal equipment.

705.8 COMPUTATION

These are Plan Quantity Payment items. The quantity is based on each completed installation. The unit of measurement for flexible delineator posts is each.

705.9 DOCUMENTATION

Show the location and post spacing for each run of flexible delineator posts on the contract drawings with the appropriate MTOD number for permanent, temporary, and relocated flexible delineator posts. Also indicate the type of post required (i.e. Type A or Type B) adjacent to the symbol. Flexible Delineator Post - Temporary – this item pays for the supply and removal of the units. The total cannot exceed the largest number of units in place at any one time during the contract. Flexible Delineator Post - Relocation – this item is comprised of all relocations during the contract.



The tender items are variation items. A separate column on the quantity sheets is required for each variation to indicate the type of flexible delineator post: Type A (Fixed Surface Mount Base) or Type B (Driveable Soil Anchor Base). Flexible delineator post quantities and locations are indicated on the “Quantities-Miscellaneous" sheets under the appropriate column heading, showing station to station limits and location, left or right of centerline and offsets where required. Each column is totalled, added together, and transferred to the tender document. Please refer to the following two examples when calculating the quantities for temporary installations:

Example 1:

Stage Posts Installed Flexible Delineator Post - Temporary

Flexible Delineator Post - Relocation

1 500 500 0

2 400 0 400

3 600 100 500

Total NA 600 900 Example 2:

Stage Posts Installed Flexible Delineator Post - Temporary

Flexible Delineator Post - Relocation

1 500 500 0

2 400 400 0

3 600 0 600

Total NA 900 600 Example 2 is essentially the same as Example 1; however, for Example 2, the posts from Stage 1 are not available for use in Stage 2. As a result, there are a total of 900 posts installed at one time in Example 2, while in example 1, the total installed at one time is 600.

705.9.1 Documentation Accuracy Stations are recorded to the nearest whole metre, offsets are recorded to the nearest 0.1 m, and quantity entries to the number of units required.


DETAIL ESTIMATING PAVEMENT MARKING

B710 - PAVEMENT MARKING - OPSS 710

710.1 GENERAL

Pavement marking may be carried out by district forces under Services (sundry) or by the contractor. While in the past all pavement marking was strictly a maintenance operation, the present trend is towards including some or all of the work in the construction contracts.

The designer will consult with the District Engineer, who will recommend either to make pavement marking a district responsibility, or to include the appropriate items in the contract. He may also recommend pavement marking materials when it is inappropriate to give the contractor the option indicated in the specification.

In any case the responsibility for the actual marking scheme rests with the Regional Traffic Section. Based on policies in the Manual of Uniform Traffic Control Devices of Ontario, the Traffic Section will provide the requirements for temporary and permanent pavement markings.

To aid the Traffic Section, Regional Planning & Design Section will provide plan information such as:

- partial pavement removal which may require temporary pavement marking;

- detour drawings with traffic directions;

- staging schemes with traffic directions;

- number of lifts of pavement courses;

- final pavement scheme;

The Regional Traffic Section will indicate the pavement markings on these plans. Quantities are calculated either by the Traffic Section or Planning & Design Section depending on regional preference.


1. Pavement Marking - Item Pavement Marking Symbols - Item

2. Pavement Marking, Durable - Item Pavement Marking Symbols, Durable - Item

3. Pavement Marking, Temporary - Item

September 2011 Page 1 of 6 B710


Pavement Marking Symbols, Temporary - Item

4. Pavement Marking, Temporary, Removable - Item Pavement Marking Symbols, Temporary, Removable - Item

5. Pavement Marking Obliterating - Item

The first item in each pair is for marking of lane lines, the second is for the marking of symbols, such as arrows. When no symbols are required, only the first item will appear in the contract.

Selection of Tender Item

Pavement MarkingPavement Marking Symbols

These items are intended for permanent markings of 2-lane highways or 4-lane highways with low traffic volumes. Surface courses are usually HL 1, HL 3, HL 4, or Concrete.

Pavement Marking is also used for edge lines in conjunction with Pavement Marking, Durable for lane lines.

Marking materials for these items are traffic paints, organic solvent based or water based.

Pavement Marking, Durable Pavement Marking Symbols, Durable

These items are intended for permanent marking of multi-lane highways with high traffic volumes. Surface courses are usually HL 1, HL 3, OFC, DFC or Concrete.

Marking materials for these items are field reacted cold plastics, thermoplastics or preformed plastic tape.

Pavement Marking, Temporary Pavement Marking Symbols, Temporary

These items are intended for temporary marking of temporary driving surfaces. Normally this would include detours, lane shifts and other traffic diversions. A marking scheme is required for temporary pavement marking.

Temporary pavement markings do not require removal or obliteration because, normally, temporary driving surfaces are either covered over by subsequent paving lifts, or they may be removed (e.g. detours).



For temporary pavement marking the contractor may choose from all marking materials unless instructed otherwise in the contract. When designating a specific marking material, the appropriate materials for these items are traffic paints or temporary preformed plastic tapes.

Simple resurfacing jobs do not require temporary pavement marking. In this case permanent marking items and associated short term pavement marking requirements of OPSS 710 apply, provided the exposure of the various temporary driving surfaces to traffic is within the time limits permitted by Table 1 in OPSS 710.

Short term pavement markings are markings that are placed prior to the placement of permanent pavement markings, on a milled surface, levelling course, binder course or surface course pavement where existing lane widths, arrangements and alignments are maintained. Short term pavement markings are not quantified for payment purposes.

Pavement Marking, Temporary - Removable Pavement Marking Symbols, Temporary - Removable

These items are intended for temporary marking of pavement surfaces which are temporarily used for interim traffic patterns, but will ultimately receive permanent markings for final traffic pattern. For these items the contractor may use only removable preformed plastic tape as marking material, which he has to remove after use unless instructed otherwise in the contract by special provision.

Pavement Marking Obliterating

This item is usually required when an existing pavement marking pattern is changed without the need of any other work, such as milling or resurfacing before the change in traffic pattern.

There is no Ministry policy regarding the method of obliterating. Obliterating has been accomplished by removal (grinding) or by painting over the markings with black paint.

In the absence of a Ministry policy it is a regional (district) choice which method to specify. A special provision is required to direct the contractor which method to use.


The requirements for all pavement marking are contained in Ontario Provincial Standard Specification 710.


A special provision is required with the item "Pavement Marking Obliterating".



710.2 COMPUTATION


QUANTITY CALCULATIONS

For Solid Lines: Station to station distance for each length of solid, 10 cm wide line. For 20 cm lines the length is doubled. Stop blocks are measured in 10 cm equivalents.

For Broken Lines: Station to station distance for each length of broken line, divided by the sum of the length of the stripe plus gap, multiplied by the length of the stripe.

e.g. for 3m - 6 m marking

Q = ((D/(3+6)) x 3 = (D/9) x 3 = D/3

Individual quantity entries should be divisible by the length of the stripe.

Line markings are calculated separately for solid lines, broken lines, white or yellow.

Marking symbols (arrows etc.) are counted individually.

Pavement marking obliterating quantities are distances in metres of actual lengths to be obliterated.

710.3 DOCUMENTATION

Generally, traffic marking schemes prepared by Regional Traffic are required for any permanent pavement marking (paint or durable) and for temporary pavement marking, i.e. detours, traffic shifts and diversions. The marking schemes will become part of the contract drawings or alternatively, they may be given to construction to be handed to the successful bidder.

In either case, the scheme must show station to station and location of:

Type of Marking Colour Width

Solid Line White 10 cm

20 cm



Yellow 10 cm

Broken Line White 10 cm

20 cm

Yellow 10 cm

Symbols (Arrows, Letters, Numbers)

White -

Each line marking item may require one or more columns on the Quantity Sheet (Quantities - Miscellaneous I or II). In these columns different types of lines, solid, broken, white or yellow are documented separately, totalled and combined into one tender item.

Each marking symbol item requires a separate column on the quantity sheet. The columns are totalled to arrive at the Tender Total.

Tender Totals are transferred to the tender documentation.

When the contractor is not given the option of choosing the marking materials, as allowed by the specification, the designer must indicate the specific material in the headings of the quantity sheet. The recommendation for a specific marking material must come from the district after consultation with the Maintenance Operations Office.

Documentation for the item "Pavement Marking Obliterating" is similar to the documentation for other pavement marking items. Solid lines, broken lines, stop blocks, etc., are detailed in separate columns. The separate columns are combined into one tender item total and transferred to the tender document.


Tender Totals are given in whole numbers, stations are recorded in whole number metres.



Marking Material - Selection Guide

Tender Item TrafficVolume AADT

Per Lane

Traffic Paint Temp. Preformed Plastic, Pavement

Marking Tape

Durable Pavement * Marking Material

Organic Solvent Based

Water Based

Remov-able

Non-Remov-

able

FieldReacted

Thermo-Plastic **

Preformed Plastic Tape

Pavement Marking (2-lane, 4-lane, sideroads)All Edge Lines

< 5000 X X - - - - -

> 5000 X X - - X X X

multilane, hot mix or concrete

< 5000 X X - - X X X

Pavement Marking Symbols (stop blocks, arrows, letters)

- X X - - X X X

< 5000 - - - - X X XPavement Marking - Durable (multi-lane, hot mix or concrete) > 5000 - - - - X X X

Pavement Marking Symbols - Durable

- - - - - X X X

< 5000 X X X X - - -Pavement Marking - Temporary (detours, lane shifts) > 5000 X X X X - - -

Pavement Marking Symbols - Temporary

- X X X X - - -

Pavement Marking Temporary - Removable

- - - X - - - -

Pavement Marking Symbols, Temporary - Removable

- - - X - - - -

* Durable Pavement marking materials are not recommended without illumination. ** Thermo plastics are not recommended on concrete pavements or on asphalt pavements older than

one year.


DETAIL ESTIMATING CABLE GUIDE RAIL


B721-1 - CABLE GUIDE RAIL - OPSS 721

721-1.1 GENERAL

Cable guide rail (CGR) systems consist of three steel cables mounted on wooden

posts. The system is anchored by concrete blocks.

The performance of the system is extremely sensitive to mounting height and the

tension of the cables.

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

721-1.2 REFERENCES

Roadside Safety Manual

Highway Design Bulletin 2011-003


Cable Guide Rail

Anchor Blocks

Adjust Cable Guide Rail

Cable Guide Rail Post Replacement

721-1.4 SPECIFICATION

The requirements for CGR are contained in OPSS 721.


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



Standard Drawings (OPSDs).



721-1.7 DESIGN

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).

Mounting height tolerances for CGR are provided in the Roadside Safety Manual.

The purpose of the “Adjust Cable Guide Rail” item is to allow for the adjustment of

the mounting height of an existing CGR installation. Generally, adjustment is

necessary at locations where the pavement rehabilitation strategy will raise the

existing ground elevation adjacent to an existing guide rail installation. An evaluation

of existing guide rail will provide the designer with an inventory of the type of

existing guide rail systems as well as the existing mounting height.

When adjusting CGR systems, the posts remain in their current location and the

cables are reinstalled at the new mounting height. If the CGR was installed according

to OPSD 913.130, there should be approximately 150 mm of space available for

adjustment assuming that this is the first adjustment. The cables are not to be

installed within 200 mm of the top of the posts. This ensures that the cables do not

interfere with the reflectorized strip.

The “Adjust Cable Guide Rail” tender item also includes the removal and

replacement of cable clamps and nails, the installation of one new turnbuckle per

cable between anchor blocks, and the installation of new reflectorized strips.

When the evaluation the existing CGR indicates that the posts are in unsound

condition, out of plumb, or cannot meet the mounting height tolerance, it may be

necessary to replace some or all of the posts. The “Cable Guide Rail Post

Replacement” tender item can be used to replace existing cable guide rail posts when

the remainder of the components (i.e. cables and anchor blocks) are in satisfactory

condition.

721-1.8 COMPUTATION


For the items cable guide rail and adjust cable guide rail, compute measurement in

metres, from centre to centre of anchor blocks, along the centre line of the guide rail

installation, with no additions made for the overlapping length at intermediate anchor

blocks.

Where CGR and other types of guide rail overlap, compute each type as if the other

type did not exist.



Compute anchor blocks in units of each block.

Compute cable guide rail post replacement in units of each post.


Enter CGR and adjust CGR quantities, scaled from plans, onto the “Quantities

Miscellaneous” sheet, showing station to station and location, left or right, with

offsets if required. Use a separate line for each installation of CGR.

CGR and Adjust CGR are shown on the contract drawings with the OPSD number

shown adjacent to the symbol.

For anchor blocks, use a separate line in the “Quantities Miscellaneous” sheet for

each installation of CGR and enter the number of anchor blocks required. Total the

column. Where excavation of rock may be required for installation of anchor blocks,

identify each applicable CGR installation by footnote in the quantity sheet: ‘Rock

may be encountered within the required volume of excavation for the anchor block’.

Exact locations for placement of intermediate anchor blocks is determined by

construction field staff, in accordance with the contract documents.

On contracts where CGR posts are required to be installed in rock, calculate the

approximate percentage of post installations that will require excavation of rock

within their full depth of embedment. Include a note on each Q-sheet where CGR is

listed, as follows: ‘Approximately X% of post installations for cable guide rail on this

contract will encounter rock within their full depth of installation. Rounding to the

nearest 5% is appropriate.

Enter cable guide rail post replacement locations, scaled from plans, onto the

“Quantities Miscellaneous” sheet, showing station to station and location, left or

right, with offsets if required. Use a separate line for each segment of post

replacement. The number of posts to be replaced for each segment will be entered as

the quantity. The length of each segment of post replacement should be a multiple of

the standard 3.6 m post spacing.

The limits of cable guide rail post replacement are shown on the contract drawings.


Record station and quantity entries to the nearest whole metre.

Record offsets only when the installation is not according to standard, and then to

0.1 m accuracy.

DETAIL ESTIMATING STEEL BEAM GUIDE RAIL


B721-2 - STEEL BEAM GUIDE RAIL - OPSS 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). 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.

721-2.2 REFERENCES

CDED Section B206-1 – Earth Excavation (Grading)










Single Rail Steel Beam Guide Rail (variation item)

Adjust Steel Beam Guide Rail, Wooden Posts

Adjust Steel Beam Guide Rail, Steel Posts

Adjust Steel Beam Guide Rail, Steel Posts with Steel Offset Blocks



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 721.


Refer to chapter `E' of this Manual to review applicable standard special provisions.


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.

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 (OPSD 912.233) 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. 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 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


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.


Enter SBGR and Adjust SBGR quantities onto the Quantities Miscellaneous sheet for

the appropriate tender item, showing station to station and location, left or right of

centreline. Provide offsets if required. For Adjust SBGR, note the locations where

existing channel is to be reinstalled.

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 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

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 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 (30 m) of single rail SBGR. 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 “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.


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 ENERGY ATTENUATORS


B723 – ENERGY ATTENUATORS – OPSS.PROV 723

723.1 GENERAL

Various proprietary permanent and temporary energy attenuators are used to reduce

the hazard associated with the ends of permanent and temporary concrete barriers.

Tables 1 and 2 in OPSS.PROV 723 list the names of systems acceptable for the items

Energy Attenuator - Permanent, and Energy Attenuator - Temporary for several

applications. The Contractor is given the option of supplying and installing any of the

listed systems specified in the contract documents for the appropriate tender item.

The energy attenuators all meet the crash test acceptance requirements of NCHRP

Report 350.

Additional background information can be found in Highway Design Bulletin

2009-003.

723.2 REFERENCES

CDED B206-1 - Earth Excavation Grading



723.3 TENDER ITEMS

Energy Attenuator – Permanent, Narrow (Variation)

Energy Attenuator – Permanent, Wide (Variation)

Energy Attenuator – Permanent, Extra Wide (Variation)

Energy Attenuator – Permanent, High Exposure (Variation)

Energy Attenuator – Permanent, Single Sided

Energy Attenuator – Temporary, Narrow (Variation)

Energy Attenuator – Temporary, Wide (Variation)

Energy Attenuator – Temporary, Extra Wide (Variation)

Energy Attenuator – Temporary, Reduced Exposure (Variation)

Energy Attenuator – Temporary, Dual Duty (Variation)

Energy Attenuator – Relocation, Narrow (Variation)

Energy Attenuator – Relocation, Wide (Variation)

Energy Attenuator – Relocation, Extra Wide (Variation)

Energy Attenuator – Relocation, Reduced Exposure (Variation)

Energy Attenuator – Relocation, Dual Duty (Variation)




The requirements for the Energy Attenuators are contained in OPSS.PROV 723.


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

provisions.


Applicable Standard Drawings are contained in the 900 series of the Ontario

Provincial Standard Drawings (OPSD).

723.7 DESIGN

Foundations:

A permanent energy attenuator installation includes a new concrete pad. If an

existing concrete surface or pad can be used to support the system, it should be

specified in the Contract Documents.

Temporary energy attenuators are typically installed on an existing surface. The

designer should confirm that one of the following foundation options is available for

each temporary energy attenuator installation:

a. Existing concrete surface:

- min. 200 mm deep, 28 MPa min. compressive strength

b. Asphalt over compacted granular:

- min. 150 mm asphalt over 150 mm min. compacted granular

- the asphalt must extend a minimum of 500 mm beyond the anchor bolts

c. Asphalt over concrete:

- min. 75 mm asphalt over 75 mm min. concrete, 28 MPa min. compressive

strength

If the existing surface is not suitable for the temporary installation, a concrete pad

should be specified in the Contract Documents.

The designer should confirm that any existing concrete surface or pad is in good

condition and will provide a smooth operating surface for the system.



Unidirectional vs. Bidirectional Installations:

The term “unidirectional” describes an installation configuration where traffic flow

passes the energy attenuator system on one or both sides in the same direction from

the upstream direction of travel (i.e. approaching the impact head of the energy

attenuator). For unidirectional installations, there is no requirement for a transition

panel to connect the energy attenuator to the concrete barrier because reverse

direction impacts are not expected. Examples of unidirectional installations include,

but are not limited to roadside shoulder installations on divided highways and one-

way ramps as well as gore areas at freeway exit ramps or core-collector transfers.

The term “bidirectional” describes an installation configuration where traffic flow

passes the energy attenuator in the reverse / opposing direction of travel (i.e.

approaching the leaving end / corner of the energy attenuator immediately adjacent to

the concrete barrier). For bidirectional installations, there is a requirement for the

contractor to install a transition panel to connect the energy attenuator to the concrete

barrier in order to minimize the risk of a reverse direction impact snagging upon the

rearmost fender panel of the energy attenuator. Examples of bidirectional

installations include, but are not limited to undivided highways and narrow medians

where reverse direction impacts are possible.

The unidirectional / bidirectional designation is not required when specifying the

single-sided tender items since the QuadTrend and BB-BEAT Systems are always

physically connected to the concrete barrier.

Single-Sided Installations:

For single-sided installations, the granular base and earth or rock slopes for the

roadway shall be widened in accordance with the minimum dimensions detailed in the

appropriate OPSD. Where the roadway is being widened for installation of the

terminal, ensure that drainage requirements are properly addressed.

Single-sided systems should not be installed in a location where backside hits towards

the concrete barrier are possible (e.g. in gore areas), or in a narrow median where

backside, opposite direction hits are possible. The area behind and beyond the system

should be traversable and free of fixed objects. The minimum recommended

rectangular area should be 6 m wide, measured behind and perpendicular to the back

of the rail, by 22 m long, measured from the front face of the system and parallel to

the system.

Reduced Exposure Systems:

The reduced exposure tender item provides the Contractor with the option of

supplying water filled energy attenuator system as an alternative to the conventional

narrow energy attenuator systems. When a reduced exposure tender item is selected,



the designer should confirm that the following requirements for water filled energy

attenuator systems are satisfied:

a. Water filled energy attenuator systems shall be installed at an offset of not less

than 2.0 m from the edge of the travelled way.

b. When installed adjacent to an existing guide rail system, the clearance shall be

less than or equal to 0.3 m or greater than or equal to 3.0 m. Otherwise, the area

behind and beyond the water filled energy attenuator system shall be traversable

and free of fixed objects. The minimum recommended rectangular area shall be

6 m wide, measured behind and perpendicular to the back of the system, by 22 m

long, measured from the front face of the system and parallel to the system.

c. At a minimum, the first 16 m of temporary concrete barrier shall be placed

tangential to the water filled energy attenuator system.

Curb and Gutter:

Wherever possible, the designer should eliminate the use of curb with gutter in

advance of and along the length of energy attenuators. See the Roadside Safety

Manual for additional information.

723.8 COMPUTATION


The quantity is based on each completed installation.

The unit of measurement for Energy Attenuators is each complete installation.

723.9 DOCUMENTATION

The tender items are variation items (with the exception of single sided energy

attenuators). Provide two columns on the quantity sheet to indicate whether each

attenuator installation is a TL-2 or TL-3 configuration:

TL-3 configurations are required for high-speed installations with posted speeds

of 70 km/h and greater.

TL-2 configurations may be used for low-speed installations with posted speeds of

less than 70 km/h.



Enter each 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 energy attenuator and the concrete barrier or

object) and indicate location, left, right, or median. Total each column and sum the

TL-2 and TL-3 installations.

For each permanent energy attenuator installation where there is a suitable existing

concrete surface or pad, note in the location and position column of the Q-sheet:

“Install on Existing Concrete Surface or Pad”, as applicable.

Temporary energy attenuators are typically installed on an existing surface. For those

locations where the existing surface is not suitable, a standard concrete pad should be

provided. For those locations, note in the location and position column of the

Q-sheet: “Install on Concrete Pad”.

For all permanent installations, use the “Energy Attenuator – Permanent” standard

item for the appropriate application (i.e. Wide, Extra Wide, etc.).

For all temporary installations, use the “Energy Attenuator – Temporary” and “Energy

Attenuator – Relocation” standard items for the appropriate application (i.e. Wide,

Extra Wide, etc.).

The “Energy Attenuator – Temporary” standard items pay for the supply, installation,

and removal of the units. The total cannot exceed the largest number of units in place

at any one time during the contract.

The “Energy Attenuator – Relocation” items are comprised of all relocations during

the contract.

Show the location of each Energy Attenuator, Permanent and/or Temporary, and each

Energy Attenuator Relocation on the contract drawings with the appropriate notation

(from Table 3 in OPSS.PROV 723) shown adjacent to the symbol.

Single-Sided Installations:

For single-sided installations, show the location of the roadway widening on the

contract drawings (see section B206-1, "Earth Excavation (Grading)" for more

information) with the appropriate OPSD number shown adjacent to the system. Also,

show roadway widening on the cross sections. Payment for all grading shall be made

under appropriate grading items.

When a single-sided system is connected to existing concrete barrier, the designer

should include payment in the Contract Documents for the removal of the 4.0 m

section of existing concrete barrier and placement of a new 4.0 m section adjacent to

each system.




Record stations to the nearest whole metre and indicate median, left, or right side of

road. The quantity is the number of units required.

DETAIL ESTIMATING ECCENTRIC LOADER TERMINAL SYSTEM

B730 - GUIDE RAIL END TREATMENT - ECCENTRIC LOADER TERMINAL SYSTEM - OPSS 730

730.1 GENERAL The eccentric loader terminal (ELT) system is a non-proprietary guide rail end

terminal used mainly as an approach end terminal for steel beam guide rail. It is also used in a standard transition from 3-cable guide rail to steel beam guide rail.

The ELT is 7.62 m long and is not included within the length-of-need for the steel

beam guide rail installation. 730.2 REFERENCES CDED B206-1 - Earth Excavation (Grading) CDED B721-2 - Steel Beam Guide Rail Roadside Safety Manual Highway Design Bulletin 2004-001 Highway Design Bulletin 2005-001 Highway Design Bulletin 2006-001 730.3 TENDER ITEMS Eccentric Loader Terminal System 730.4 SPECIFICATIONS The requirements for the ELT are contained in OPSS 730. 730.5 SPECIAL PROVISIONS Refer to Chapter “E” of this Manual to review the applicable standard special

provisions. 730.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ontario Provincial

Standard Drawings (OPSD). Grading requirements are contained in the 200 series of OPSDs. Delineation requirements are contained in the 900 series of OPSDs.



730.7 DESIGN The granular base and earth or rock slopes for the roadway shall be widened to

accommodate the flare of the terminal in accordance with the minimum dimensions detailed in the appropriate OPSD.

Where the roadway is being widened for installation of the terminal, ensure that

drainage requirements are properly addressed. 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.

Do not specify ELTs with new installations of steel beam guide rail on roads with

posted speed limits equal to or greater than 70 km/h. However, this restriction does not apply to roads with centreline radius less than 190 m (e.g. interchange loop ramps) or to the ‘Steel Beam With Eccentric Loader to 3-Cable’ transition treatment (i.e. OPSD 912.382).

730.8 COMPUTATION This is a Plan Quantity Payment item. The quantity is based on each completed installation. The unit of measurement for eccentric loader is each complete installation. 730.9 DOCUMENTATION Enter each ELT installation as a separate line entry under a single column heading on

the "Quantities Miscellaneous" sheet showing the station at the back end (i.e. Post #6) of the ELT and location, left or right of centreline. Total the column and transfer the tender total to the tender document.

Show locations of ELTs on the contract drawings with the OPSD number shown

adjacent to the symbol. Show the location of the embankment widening in the contract drawings (see section

CDED B206-1 for more information). Also, show embankment widening on cross-sections. Payment for all grading shall be made under appropriate grading items.



Contracts where ELT posts and/or other underground hardware will require excavation of rock shall be noted in the Q-sheets, as stated in CDED B721-2 and Highway Design Bulletin 2006-001.

When connecting adjacent steel beam guide rail to a concrete barrier or structure or

applying “Steel Beam Installation – Entrances and Intersecting Roadways”, only the 7.62 m long ELT installation is documented under the ELT tender item. Components not included in the ELT are documented under steel beam guide tail tender items (see CDED B721-2).

730.9.1 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. Offsets are specified on the OPSD and therefore are not to be shown on the quantity

sheet.


DETAIL ESTIMATING CAT SYSTEM


B731 - CRASH-CUSHION ATTENUATING TERMINAL SYSTEM - OPSS 731

731.1 GENERAL

The crash-cushion attenuating terminal system (CAT) is proprietary to Trinity

Industries Inc. It has been developed as a permanent end terminal for double-sided

steel beam guide rail (SBGR).

731.2 REFERENCES

CDED B721-2 (Steel Beam Guide Rail)






731.3 TENDER ITEMS

Crash-Cushion Attenuating Terminal System.


The requirements for this system are contained in OPSS 731.



provisions.


Applicable standard drawings are contained in the 900 series of the OPSDs.

Delineation requirements are contained in the 900 series of OPSDs.

731.7 DESIGN

Do not use CATs on new installations where minimum grading requirements cannot

be met.

DETAIL ESTIMATING CAT SYSTEM


731.8 COMPUTATION


Quantities are based on each complete installation.

The unit of measurement for these tender items is each complete installation.

731.9 DOCUMENTATION

Enter each CAT installation as a separate line entry under a single column heading on

the "Quantities - Miscellaneous" sheet showing the station at the interface between

the barrier system and the back end of the CAT (i.e. Post #6) and /or the back end of

the SBGR transition to concrete barrier and location, left or right of centreline. Total

the column and transfer the tender total to the tender document.

Show locations of CAT systems on the contract drawings with the OPSD number


Contracts where CAT posts and/or other underground hardware will require

excavation of rock shall be noted in the Q-sheets, as discussed in CDED B721-2 and

Highway Design Bulletin 2006-001.


Record stations to the nearest whole metre and indicate right or left 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 STEEL BEAM ENERGY ATTENUATING TERMINAL (SBEAT)


B732 – STEEL BEAM ENERGY ATTENUATING TERMINAL (SBEAT) – OPSS 732

732-5.1 GENERAL

Various proprietary end terminal systems are available to terminate the ends of steel

beam guide rail. OPSS 732 specifies the systems that are acceptable for the SBEAT

item. The Contractor is given the option of supplying and installing the systems

specified in the contract documents for this tender item.

These systems have been developed as end terminals for single-sided installations of

steel beam guide rail (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 11.43 m to the length-of-need for steel beam guide rail installation.

These systems meet the crash test acceptance requirements of NCHRP Report 350,

Test Level 3 (TL-3).

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)






732-5.3 TENDER ITEM

Steel Beam Energy Attenuating Terminal System (variation item)


The requirements for SBEAT systems are contained in OPSS 732.




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

provisions.


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

The SBEAT system 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 15.24 m 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

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


The quantity is based on each completed installation.

The unit of measurement for SBEAT is each complete installation.


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.

Show the locations of the SBEAT system(s) on the contract drawings with ’SBEAT’


Show the location of the roadway widening on the contract drawings (see section

CDED B206-1 for more information) with the appropriate 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.


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 CONCRETE BARRIER


B740 - CONCRETE BARRIER - OPSS 740

740.1 GENERAL

Permanent concrete barriers (Types A, C, and TW) are either slip-formed or cast in

place by conventional wooden or steel formwork, or may be precast when specified

by the designer.

Asymmetric concrete barrier shall be used when required to accommodate a grade

differential (of up to 600 mm) between opposing traffic lanes, according to the

Roadside Safety Manual.

Designers should refer to the Roadside Safety Manual in the selection of the

applicable type of concrete barrier systems to be used on a project.

740.2 REFERENCES


740.3 TENDER ITEMS

Concrete Barrier (variation item)

Tall Wall Barrier (variation item)

Asymmetric Concrete Barrier (variation item)

Asymmetric Tall Wall Barrier (variation item)


The requirements for concrete barrier are contained in OPSS 740.


Refer to Chapter 'E' of this Manual to review the applicable standard special

provisions.





Standards Drawings (OPSD).

740.7 DESIGN

For installation in a roadside configuration, ensure that the Concrete Barrier is

embedded on the backside by widening the embankment a minimum of 0.5 m

between the backside of the barrier and the breakpoint of the slope. Refer to the

Roadside Safety Manual for additional information.

Concrete barrier should be embedded a minimum of 75 mm into the adjacent asphalt.

740.8 COMPUTATION


Quantities are computed in metres. Measurements are scaled or measured along the

centreline of each installation. Where two concrete barriers are constructed back to

back, Type 'A-2' or ‘TW-2’, they are measured as a single installation.

740.9 DOCUMENTATION

Concrete barriers are depicted on the contract drawing with the OPSD number and

barrier type shown adjacent to the symbol.

Barrier lengths are computed and entered on the “Quantities-Miscellaneous" sheet

without deduction for lighting pole or overhead sign footings.

Each type of concrete or tall wall barrier, back to back installations, transition

treatment, or end treatments must be identified in separate columns by specifying the

appropriate OPSD or typical section reference at the top of each column. The station

to station limits and lengths for each type of installation must be specified. The

column subtotals are combined into the tender quantity for each respective tender

item.

When asymmetric barriers are required the designer will show the pavement

elevations on both sides of the barrier at the following intervals on the contract

drawings:

- at all break points in the vertical alignment of the barrier or the shoulders.



- at the normal cross section interval throughout the tangent section.

- at 10 metre intervals within the transition from tangent to full superelevation.

- at the normal cross section interval throughout the superelevated section.



Offsets when required are recorded to 0.1 of a metre.

Spot checking required.


B741 – TEMPORARY CONCRETE BARRIERS - OPSS 741 741.1 GENERAL

Temporary concrete barriers (TCBs) are precast units that are installed with interlocking devices connecting consecutive sections. The following types of connections are acceptable for use on roadways with posted speeds less than 70 km/h:

• I-Lock • Type J • Type M • Type T

The following types of connections are acceptable for use on roadways with posted speeds of 70 km/h and greater:

• Type J • Type M • Type T

The contractor shall select the type of TCB according to the specification and applicable special provisions.

741.1.1 TCB Restraint Systems TCBs are often used to provide separation between traffic and work zones. In locations where inadequate offset is available to allow for deflection of the TCBs (e.g. at edges of excavations, edges of structures, or adjacent to structures not designed for impacts), it may be necessary to restrain the barrier to minimize deflection. Restraining details have been successfully crash tested to NCHRP Report 350 TL-3 for the Type M TCB. The three restraint systems acceptable for use in MTO contracts include the following: 1) Pinning to asphalt pavement 2) Strapping to concrete pavement or bridge deck (with or without asphalt overlay) 3) Bolting through concrete bridge deck (with or without asphalt overlay) Only the TCB Type M connection should be used with restraint systems.



Unrestrained TCB should be transitioned to restrained TCB as shown on the applicable OPSD. Similarly, unrestrained TCB should be transitioned to permanent concrete barrier as shown on the applicable OPSD.

The three “TCB Restraint System” tender items cover only the supply, installation, and removal of the restraint system. “Temporary Concrete Barrier” and “Temporary Concrete Barrier, Relocation” tender items are computed separately.

Designers should refer to Highway Design Bulletin 2008-002 for guidance on when to

restrain TCB.

741.2 REFERENCES Roadside Safety Manual Highway Design Bulletin 2008-002

741.3 TENDER ITEMS Temporary Concrete Barrier Temporary Concrete Barrier Relocation Temporary Concrete Barrier, Drainage Gap Temporary Concrete Barrier Restraint System, Pinned

Temporary Concrete Barrier Restraint System, Strapped Temporary Concrete Barrier Restraint System, Bolted

The tender item "Temporary Concrete Barrier" is used for the following work:

a) Supplying and transporting the barriers to the site; b) The initial installation and including any additional barriers required for

subsequent staging; and c) Removal of barriers after construction has been completed. The tender item "Temporary Concrete Barrier Relocation" is used for the following work: a) Relocating the barriers within the work area as required for staging or seasonal

shutdown for carryover projects; and b) The temporary storage of barriers at the site or other designated locations as

necessitated by staging or seasonal shutdown for carryover projects.



741.4 SPECIFICATIONS The requirements for TCBs and TCB restraint systems are contained in OPSS 741.

741.5 SPECIAL PROVISIONS Refer to Chapter 'E' of this Manual to review the applicable standard special provisions. Non-standard special provisions are required to specify and provide payment for: • TCB that is to remain on a project upon its completion; • The identification of specific temporary storage sites for TCB that cannot be

accommodated within the project limits during staging or seasonal shutdown on carryover projects; and

• Restoration of asphalt and concrete surfaces that are disturbed during the installation and removal of TCB restraint systems.


Applicable standard drawings are contained in the 900 series of the Ontario Provincial Standards Drawings (OPSD).

741.7 DESIGN TCB should be used on a solid surface, such as asphalt or concrete pavement.

TCB drainage gaps should only be used when justified based on the results of a hydraulic analysis.

Prior to the 60% completion stage of detail design, the designer should send to the

Ministry’s Design and Contract Standards Office and Bridge Office the proposed location and quantity of TCB restraint systems along with a typical section(s) showing lane widths, shoulder widths, and offset of the TCB to edge of the excavation or structure.

741.8 COMPUTATION These are Plan Quantity Payment items.



Quantities are computed in metres. Measurements are scaled or measured along the centreline of each installation.

The unit of measurement for TCB drainage gaps is each complete installation. Transitions from restrained TCB to unrestrained TCB are included in the computed length for the appropriate TCB restraint system.

When a transition from unrestrained TCB to permanent concrete barrier is included in

the contract, the length of the transition is included in the computed length for the appropriate TCB restraint system.

741.9 DOCUMENTATION

TCBs are depicted on the contract drawings with the designation “TCB” or “TCB Relocation” shown adjacent to the symbol. Detail the station and offset for the start and end of each change in direction and/or offset of TCB. Show the locations of the TCB drainage gaps on the contract drawings with the OPSD reference and station shown adjacent to the symbol. Temporary Concrete Barrier - this item pays for the supply of the precast units, the total cannot exceed the largest number of units in place at any one time during the contract. Measurement is from end to end of all locations, restrained and unrestrained. Temporary Concrete Barrier, Relocation - This item will be comprised of all relocations during the contract. Measurement is from end to end of each individual relocation. Temporary concrete barrier and temporary concrete barrier, relocation lengths are computed and entered on the “Quantities-Miscellaneous" sheets, showing station to station and location, left or right of centreline. Provide offsets if required. For contracts that include multiple construction stages, the quantities shall be broken down by each individual stage. Enter each TCB drainage gap installation in the “Quantities Miscellaneous” sheets as a separate line entry under the appropriate column heading showing station and location, left or right of centreline. Provide offsets if required. For contracts that include multiple construction stages, the quantities shall be broken down by each individual stage. TCB restraint system locations are depicted on the contract drawings with the appropriate OPSD number shown adjacent to the symbol. The limits of restraint shall



be clearly indicated. The applicable standard drawings shall be included in the contract.

TCB restraint system lengths are computed and entered on the “Quantities-

Miscellaneous" sheets under the appropriate column heading, showing station to station and location, left or right of centreline. Provide offsets if required. Total each column and transfer the tender totals to the tender document. For contracts that include multiple construction stages, the quantities shall be broken down by each individual stage.

741.9.3 Documentation Accuracy Station and quantity entries are recorded to the nearest whole metre. Offsets when required are recorded to 0.1 of a metre. Spot checking required.


DETAIL ESTIMATING C.I.A.S. SYSTEM


B753 - CONNECTICUT IMPACT ATTENUATION SYSTEM - OPSS 753

753.1 GENERAL

The Connecticut impact attenuation system (CIAS) is a non-proprietary system used

mainly to protect wider objects such as bridge piers and high mast poles or to protect

terminal ends of longitudinal barriers found in gore areas.

This attenuation system consists of 14 steel cylinders of varying wall thickness and two

different diameters placed on a concrete pad against a concrete backwall. The system

meets NCHRP Report 350 Test Level 3.

753.2 REFERENCES


753.3 TENDER ITEM

Connecticut Impact Attenuation System


The requirements for the Connecticut impact attenuation system are contained in

OPSS 753.



provisions.



Standard Drawings (OPSD). Delineation requirements are contained in the 900 series

of OPSDs.

DETAIL ESTIMATING C.I.A.S. SYSTEM


753.7 DESIGN

Median Installation

a) The CIAS should only be installed at a 10° skew to the centreline of the roadway

when the length of the median hazard and the median width can accommodate a

CIAS at each end of the hazard within the limits specified in OPSD 923.245. In this

case, the designer should specify that the system be installed according to

OPSD 923.245.

b) The CIAS should only be installed at a 0° skew to the centreline of the roadway

when the length of the median hazard is too long or the median width is too narrow

to accommodate a CIAS at each end of the hazard within the limits specified in

OPSD 923.245. In this case, the designer should specify that the system be installed

according to OPSD 923.244.

753.8 COMPUTATION


The unit of measurement is each.

Quantities are based on each complete installation.

753.9 DOCUMENTATION

For the Connecticut impact attenuation system tender item, enter each installation as a

separate line entry under the appropriate column heading on the "Quantities -

Miscellaneous" sheet. Indicate the station at the back of the concrete "backwall" and the

location left or right of centreline. Total the column and transfer the tender total to the

tender document.

Show locations of CIAS installations on the contract drawings with the OPSD number



Record stations to the nearest whole metre and quantity entries to the number of units

required.

Record offsets when the installation is not according to standard - and then to 0.1 m

accuracy.

DETAIL ESTIMATING HIGHWAY FENCE


B771 – STANDARD HIGHWAY FENCE - OPSS 771 771.1 GENERAL This section covers the requirement for items related to the construction of fencing on

or along the highway right-of-way limits, including connections to cross fences. The Highway Fence item provides for the erection of farm fence along highway

right-of-way limits. Gates and brace panels are provided where required, under separate tender items.

For full details of fencing Rights-of-Way, refer to Admin-Property Directive B-3. 771.2 REFERENCES Admin-Property Directive B-3 771.3 TENDER ITEMS

Highway Fence Gates Brace Panels

771.4 SPECIFICATIONS The requirements for construction of highway fence are contained in OPSS 771. 771.5 SPECIAL PROVISIONS Refer to Chapter "E" of this Manual to review the applicable standard special

provisions. 771.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ministry of

Transportation of Ontario Drawings (MTOD) Manual. Include MTOD 971.101, MTOD 971.102 (when solid rock is encountered), and

MTOD 971.103 in the Contract Documents that include the Highway Fence tender item.



771.7 DESIGN 771.7.1 Highway Fence Openings in the right-of-way fence where no gate is provided are not measured, but

are treated as two fence terminals. Normally, no fencing is computed for cross fences, unless there is an agreement with

the property owner stating otherwise. Following the installation of the cross fence brace panel, the existing fence fabric is unrolled back into place to meet the new right-of-way fence.

771.7.2 Brace Panels Brace panels are computed in accordance with the following requirements:

1) At cross fences (separating property owners) - 3 panels required; one forming part of the cross fence, and two erected as part of the highway fence

2) At cross fences (not separating property owners) - 1 brace panel is required to

be installed on the cross fence at the straining post.

3) At all horizontal angles exceeding 22 degrees - 2 panels

4) On all curves of radius 900 m or less - 2 panels at each end of curve and plus 2 panels at midpoint

5) Gate locations and openings - 2 panels at each site in fence

6) At all vertical angles exceeding 22 degrees - 2 panels

7) At crossings of watercourses (maximum span: 6m) - 2 panels

8) Terminals - 1 panel per terminal

9) Existing fence (adjacent to a removed section) - 1 panel per terminal

10) New fence - on clear fence runs with none of the above cases – 2 panels at

approximately 200 m intervals, with a maximum interval of 230 m. 771.7.3 Gates



Existing gates shall be replaced when fencing is replaced during reconstruction or widening projects. When fencing new rights-of-way, gates shall be provided at locations agreed upon between the ministry and the adjacent property owner(s).

771.8 COMPUTATION These are Plan Quantity Payment items. For Plan Quantity, base measurement on the units shown below: A. Highway Fence Measure the Highway Fence length in metres following the contour of the ground for

the actual length of Highway Fence erected with no deductions for gate openings and brace panels. The tender quantity is measured to the nearest whole metre.

B. Gates The unit of measurement for gates is "each”, with double gates counted as one gate. C. Brace Panels The unit of measurement for brace panels is "each", regardless of material type. 771.8.1 Sources of Information Generally, new Highway Fence is erected on the right-of-way limits as a replacement

for existing fencing removed under the same contract. Refer to Property Agreements and P-Plans for details of existing fences and gates.

771.9 DOCUMENTATION A. Contract Drawings Fences and gates are to be shown on the contract drawings, including the following

information: 1) Fence and gate symbols; and 2) MTOD number. The chainage of cross fence connections is to be shown. B. Contract Documents



Fencing quantities, scaled from plans or taken from Property Agreements, may be entered directly onto the "Quantities - Miscellaneous" sheet, showing beginning and end stations, indicating left or right. Include offsets, if applicable. Provide the chainage location of any cross fence that is to be connected, for the purpose of listing brace panels.

Show the station for the centre of each gate following the respective fence entry in

the “Location and Position” column, indicating left or right, with offset distance where the gate is set back from the fence line. Show "single gate" or "double gate", as appropriate, in the "Location and Position" column along with the gate opening width (m), against each gate entry. The number of gates is based on the total number of gate openings, with double gates counted as one gate.

Each set of brace panels is shown in one line in the Quantities - Miscellaneous sheet.

A set of brace panels may consist of either one, two or three brace panels, depending upon the design situation described in Sub-section 771.7.2, Brace Panels, above. The chainage of the applicable ‘terminal post’ is provided in the station column. Offset, left or right, and the type of installation (gate, cross fence, watercourse, etc) is provided in the ‘location and position’ column. Brace panel quantities (1, 2 or 3) are shown in a column with the title ‘brace panel’. At watercourse crossings, identify the chainage of the terminal post on each side with one brace panel allocated to each side.

771.9.1 Documentation Accuracy Record stations to the nearest whole metre and quantity entries to 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 CHAIN-LINK FENCE


B772 - CHAIN-LINK FENCE - OPSS 772 772.1 GENERAL

This section covers the requirement for items related to the construction of chain-link fence, including connections to cross fences. Chain-link fence is used mainly on the right-of-way limits of urban freeways and expressways to prevent pedestrian and animal access to the right-of-way, and at patrol yards for security purposes. Gates are provided where required. Generally, new chain-link fence is erected on the right-of-way limits as a replacement for existing fencing removed under the same contract. Chain-link fence is also occasionally used in medians to prevent pedestrians crossing the highway, such as in the vicinity of service areas. For full details of fencing rights-of-way, refer to Admin-Property Directive B-3.

772.2 REFERENCES Admin-Property Directive B-3 Roadside Safety Manual

772.3 TENDER ITEMS Chain-Link Fence (variation item) Gates

772.4 SPECIFICATIONS The requirements for the construction of chain-link fence are contained in OPSS 772.

772.5 SPECIAL PROVISIONS Refer to Chapter "E" of this Manual to review the applicable standard special provisions.



772.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ontario Provincial Standard Drawings (OPSD) Manual.

772.7 DESIGN Any chain-link fence located within the clear zone described in Chapter 2 of the Roadside Safety Manual, shall use tension wire as the top member, and not pipe top rail.

772.8 COMPUTATION These are Plan Quantity Payment items. For Plan Quantity, base measurement on the units shown below: A. Chain-Link Fence Measure the chain-link fence length in metres following the contour of the ground for the actual length of chain-link fence erected with no deductions for gate openings. B. Gates The unit of measurement for gates is "each", with double gates counted as one gate.

772.8.1 Source of Information Refer to Property Agreements and P-Plans for details of existing fences and gates.

772.9 DOCUMENTATION A. Contract Drawings Fences and gates are to be shown on the contract drawings, including the following information: 1) Fence and gate symbols; and 2) OPSD number.



B. Contract Documents Enter chain-link fence quantities, scaled from plans or taken from Property Agreements, onto the "Quantities - Miscellaneous" sheet, showing stations and location, indicating left or right. Include offsets, if applicable. Provide the chainage location of any cross fence that is to be connected to the chain-link fence. List quantities for chain-link fence with top wire in a separate column from chain-link fence with top rail. Calculate a subtotal for each column before combining them to give a single tender total, which is transferred to the tender document. List quantities (m) for those locations where barbed wire is required, for patrol yards and other service areas, under an additional column headed "Chain-Link Fence [Top Wire - Barbed Wire]". Total the barbed wire quantities, for information only. Show the station for the centre of each gate following the respective fence entry in the “Location and Position” column, indicating left or right, with offset distance where the gate is set back from the fence line. Show "single gate" or "double gate", as appropriate, in the "Location and Position" column along with the gate opening width (m), against each gate entry. The number of gates is based on the total number of gate openings, with double gates counted as one gate. For chain-link fence concrete barrier”, the length of chain-link fence installed on concrete barrier shall be listed in a separate column on the Q-sheet with the heading “Chain-Link Fence [Concrete Barrier]”. Chainages shall be noted in the “Location and Position” column. Include full payment for this installation under the Chain-Link Fence item.

772.9.1 Documentation Accuracy Record stations to the nearest whole metre and quantity entries to 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 NOISE BARRIERS

B799-1 - NOISE BARRIERS

799-1.1 GENERAL

Designs for noise barriers, salvageable noise barriers and precast noise/traffic barriers are developed by the private sector in accordance with the Canadian Highway Bridge Design Code (CHBDC) and the Ministry's acoustical and material requirements. When a manufacturer's design is approved by the Ministry, the manufacturer and his product description are added to the "Designated Sources for Materials" (DSM) Manual.

The tender package should be prepared in a manner so as to permit the Contractor to select the appropriate pre-approved design from the various products in the DSM Manual. Since design drawings are prepared by the manufacturers, standard drawings are not included in contract packages. It is the responsibility of the Contractor to approach the manufacturer to determine the suitability and details of any particular manufacturer's noise barrier and precast noise/traffic barrier designs. Copies of the approved drawings are available from the Surveys and Design Office, Highway Planning and Design Development Section for MTO design purposes only. These copies must be held in confidence as they detail pro- proprietary designs.

Upon notification from the Construction Office of the noise barrier design selected by the Contractor, Highway Planning and Design Development Section should be requested to forward copies of the approved drawings to the Construction Office for the purpose of supervising the contract. The shop drawings submitted by the Contractor are to be reviewed and signed by the designer, Regional Planning and Design, then returned to the Construction Office. The pre-approved manufacturers' drawings and shop drawings then become part of the contract package.

799-1.2 REFERENCES

Canadian Highway Bridge Design Code (CDHBC) Acoustical Design Advice Reports for Noise Barriers Design Manual for Traffic Barriers, Energy Attenuators, and Light Poles


... m Noise Barrier*

... m Noise Barrier including Precast Noise/Traffic Barrier*

... m Noise Barrier on Structures*

... m Salvagable Noise Barrier*

... m Salvagable Noise Barrier including Precast Noise/Traffic Barrier* Precast Noise/Traffic Barrier

September 2011 Pg. 1 of 9 B799-1


Noise Barrier Fire Hose Access Remove ... m Noise Barrier* Remove ... m Noise Barrier including Noise/Traffic Barrier* Remove Noise/Traffic Barrier Noise Barrier Fire Hose Access

*Each height of noise barrier requires a separate tender item (e.g. 2 m, 3 m, 4 m, or 5 m). See Tender Items Master File (CPS).


The requirements for Noise Barriers are contained in SSP 799F01


Refer to Chapter ‘E’ of this Manual to review the applicable standard special provisions.


799-1.6.1 Noise Barriers, Salvageable Noise Barriers and Precast Noise/Traffic Barriers

Design drawings are prepared by the various manufacturers of noise barriers, salavageable noise barriers and noise/ traffic barriers and therefore are not included in the contract package prior to award.

799-1.6.2 Noise Barrier Fire Hose Access

Standard drawings are contained in Series 900 of the "Ontario Provincial Standard Drawings" Manual.

799-1.7 DESIGN

799-1.7.1 Noise Barrier Design Elements

For details of design options, refer to the Designated Sources for Materials Manual or contact Design and Contract Standards Office, Design Standards Section.



799-1.7.1.1 Wind Load Designs

Noise barrier designs are based on reference wind pressures as described in the CHBDC. Regional Structural Section should be requested to provide the reference wind pressure for a 25 year return for specific project areas.

The appropriate design wind load and its respective area or city must be specified in the standard special provision for noise barriers.

799-1.7.1.2 Sound-Absorptive Barriers

The sound absorbency of a noise barrier is represented by a Noise Reduction Coefficient (N.R.C.) defined as the fraction of sound energy absorbed by the wall. The N.R.C. for each design is indicated on the pre-approved drawings. Ministry approved sound-absorptive noise barriers must have a minimum N.R.C. of 0.55.

Acoustical Design Advice Reports for Noise Barriers, prepared by the Central Region, Planning and Design, Environmental Unit, will contain recommendations for reflective barriers or for single or double-sided sound-absorptive barrier material on a project specific basis. These recommendations must be specified in the standard special provision for noise barriers.

799-1.7.1.3 Noise Barrier Colour, and Texture

The number of colours, texture and their proportions of the overall noise barrier area will be supplied by the Maintenance Operations Office and must be specified in the standard special provision.

799-1.7.2 Grading

Minor earth grading (cut and fill) of up to 0.3 m in vertical dimension must be included, as part of the noise barrier item. For earth grading requirements greater than 0.3 m in depth, the full depth of grading shall be provided under the earth excavation item.

All grading in rock shall be included under the item for rock excavation.

799-1.7.3 Noise Barrier Footings

Regional Geotechnical Section will, upon request, evaluate the sub-surface conditions along the barrier alignment and provide bore hole data and soil design parameters to a depth equal to the height of the noise barrier. The bore hole data must be included in the contract drawings. The rock line, based on the summary of bore hole logs, must be shown on the profile drawings. The related soil design parameters must be described in the standard special provision for noise barriers and defined by stations.



i.e. Sta to Sta Soil Design Parameter(s)

East Bound Lane 17 + 320 to 17 + 790 (shoulder) �’ = 28°

West Bound Lanes

17 + 100 to 17 + 600 (ROW) �’ = 28° 17 + 600 to 17 + 720 (ROW) Cu = 12 KPa 17 + 700 to 18 + 050 (shoulder) ��= 20 kN/m3

In areas where unsuitable soils, shale, rock, non level ground surface (slopes) or high water table are encountered, Regional Geotechnical Section will provide special instructions for the installation of footings.

In some instances, these conditions may not be detected by standard soils investigations. For these situations, the standard special provision details alternative methods available for the installation of footings under these conditions (Force Accounts).

799-1.7.4 Noise Barriers on Structures

A separate tender item is required for noise barriers on structures.

When a noise barrier is to be mounted on or within 6 m of a structure (bridge, culvert or retaining wall), Regional Structural Section must be notified and, upon request, will determine the bearing capacity of the structure and specify the maximum barrier height and barrier materials allowed. Drawings showing typical mounting details on the structure will be provided by the Regional Structural Section for inclusion in the contract package.

The Contractor should be provided with all required structure mounting information and special footing treatment through the typical and project specific drawings in the contract, and special provisions prepared by the Regional Structural Section.


A separate tender item is required for Noise Barrier Fire Hose Access!

Noise barrier contracts shall, when warranted, include the installation of fire hose access openings and associated signs. Regional Planning and Design Section will establish locations for the fire hose access openings in cooperation with the local fire department(s).



The fire hose signs which are supplied by the Ministry must be mounted on the highway and residential sides of the barrier. All sign numbers must be referenced to the official kilometre posts on the highway.

When fire hose access openings are to be installed a standard special provision must be included in the contract.

799-1.7.6 Traffic Protection

Noise barriers are considered as roadside obstacles and should be treated as such in accordance with recommendations contained in the "Design Manual for Traffic Barriers, Energy Attenuators, and Light Poles". Any required protection must be detailed under their respective tender items.

In some cases where there is not enough room to install a separate noise barrier and a traffic barrier, it may be desirable to install a noise barrier on top of a traffic barrier. A special Precast Concrete Noise/Traffic Barrier has been developed to meet this need and should be used exclusively when combining the two facilities. No other methods are acceptable. For details of this product's application, contact the Design and Contract Standards Office, Design Standards Section.

The alignment of the approach sections to the noise barrier including precast Noise/Traffic Barriers must be designed in accordance with the requirements contained in the Standard Drawings for Concrete Barrier Shoulder Installation and End Treatment as well as the recommendations in the "Design Manual for Traffic Barriers, Energy Attenuators and Light Poles". These approach units must be of the same design as the ones used for the combined Noise/Traffic Barrier installation.

A separate item is required for Noise Barrier including Precast Noise/Traffic Barrier and Precast Noise/Traffic Barriers.

799-1.8 COMPUTATION

Tender items for all Noise Barrier items are Plan Quantity Payment Items.

799-1.8.1 (Install, Remove and Salvage) Noise Barriers,

Noise Barrier including Precast Noise/Traffic Barrier,Noise Barriers on Structures, Precast Noise/Traffic Barrier Salvageable Noise Barrier Salvageable Noise Barrier including Precast Noise/ Traffic Barrier

799-1.8.1.1 Source of Information



In order to establish the horizontal barrier alignment upon which the computed quantities are based, major sources of information available to the designer include the following.

Central Region, Planning and Design, Environment Unit, provides Acoustical Design Advice Reports for Noise Barriers. The information supplied includes the acoustical recommendations of the barrier material, the recommended height and approximate alignment of the noise barrier which will provide the most cost-effective attenuation of traffic noise. The recommended height of the noise barrier is assumed to be from the original ground line along the barrier alignment unless otherwise specified.

Regional Geotechnical Section provides bore hole data, a description of subsurface conditions and soil design parameters along the barrier alignment.

Regional Structural Section upon request provides existing structure details, design recommendations for noise barriers mounted on or within 6 m of structures and typical mounting and/or footing detail drawings related to these conditions.

Regional Surveys and Plans Section upon request will provide B-plans, ETR plates, "as constructed" plans, and field survey notes as needed.

799-1.8.1.2 Method of Calculation

The basic unit for the computation of quantities is the metre. Quantities are determined from the plans, along the horizontal barrier alignment.

Stepping of the noise barrier panels at termination points, will be calculated as part of the adjoining barrier as if there were no difference in height. When it is necessary to make a transition from one barrier height to another, the length of barrier involved in accomplishing the transition is calculated as part of the higher barrier.

Quantities for 'Noise Barriers on Structures' are computed along the horizontal barrier alignment between the end posts connected to the structure wall.

Quantities for "Noise Barrier including Precast Noise/ Traffic Barrier" are computed along the horizontal alignment between, but not including the Precast "Noise/ Traffic Barrier" approach treatment and any traffic barrier termination treatment required as well as any areas which may only require the "Precast Noise/Traffic Barrier" without a noise barrier mounted on top of it. A separate item must be included for these traffic barrier treatments.


799-1.8.2.1 Source of Information



Regional Planning and Design Section will establish locations for the fire hose access openings in co-operation with the local fire department(s).

799-1.8.2.2 Method of Calculation

The basic unit for the computation of quantities is "each".


799-1.9.1 (Install, Remove and Salvage) Noise Barriers,

Noise Barrier including Precast Noise/Traffic Barrier, - Noise Barriers on Structures, Precast Noise/Traffic Barrier Salvageable Noise Barrier Salvageable Noise Barrier including Precast Noise/ Traffic Barrier

Quantities are entered on the Miscellaneous 1 Quantity Sheets on a station to station basis by location and offset for each change in the horizontal alignment of the barrier. Stations and calculated quantities are recorded in whole numbers. Offsets, from a well-defined line, such as the centreline, curb, retaining wall, or edge of pavement, are entered to the nearest tenth of a metre.

A separate column is required for each tender item. Each column is totalled and the total transferred to the tender form with the proper item description, unit and specification entry.


Each fire hose access opening is entered on the Miscellaneous 1 Quantity Sheets by station, location and by the fire hydrant sign number (km). Stations are recorded in whole numbers. Fire hydrant sign numbers, which are based on official highway kilometre posts, are recorded to the nearest 50 metres.

The item is totalled and the total transferred to the tender form along with the proper item description, unit and specification entry.


Noise barrier location and construction details are to be provided in the contract drawings through plans, profiles, typical sections/drawings, details and quantity sheets. Soils information consisting of a summary of bore hole logs, must be included for all ground-mounted noise barriers.

799-1.9.3.1 Conventional Contracts



799-1.9.3.1.1 Plan

Noise barriers, noise barriers including precast noise/ traffic barriers and salvageable noise barriers are represented on the plan view by a distinctive prominent line for each type of barrier with appropriate labels defining the type and height of the noise barrier.

In order to define the exact location of the barrier, the following information must be shown on the drawings:

- barrier limits, identified by stations, and - intermediate barrier section ends and changes in the horizontal alignment of the

barrier defined by stations and offsets (offsets, in metres, shown from a well defined line such as the centreline, edge of pavement, curb or structure)

799-1.9.3.1.2 Profile

Profiles of the top and base of the noise barrier must be shown on the profile view with the barrier limits defined by stations.

a) Ground-Mounted Noise Barriers

For ground-mounted applications, the following information must be shown:

- original ground line, - rock line (where applicable), - bottom-of-barrier profile showing the station and elevation at each barrier section

end and break point, as well as the percent gradient between break points, - top-of-barrier profile, - where applicable, a profile inset for any section of barrier perpendicular to the

control line, - the elevation control line used to regulate the barrier elevation, where applicable

(e.g. the edge of pavement, or high elevation of pavement), and - bore hole data identified by station and offset from a well-defined line such as the

centreline, curb, structure, or edge of pavement.

The noise barrier type and height must be indicated. Stepping required to maintain barrier height, horizontal panel position along a gradient transition and end treatments must not be shown on the profile.

b) Noise Barriers on Structures

For noise barriers mounted on a structure (bridge, culvert or retaining wall), the profile view must show the top of the noise barrier and details of the structure. Barrier height must be indicated.



The profile of the structure barrier wall or retaining wall must show the station and elevation at each break point and at each end of the structure. The percent gradient between break points must be indicated.

799-1.9.3.1.3 Typical Sections and Details

Typical sections are often necessary in noise barrier contract drawings to provide details on:

- grading details, - design features of earth berms and the installation of noise barriers along these

berms, - topsoil, seeding/sodding, or paving requirements adjacent to noise barriers, - drainage details (ditches, culverts, ditch inlets, subdrains), - the installation requirements for noise barriers in close proximity to utilities,

chain link security fences, and traffic barriers. - installation of traffic barriers.

Special footings, mounting of noise barriers on structures, termination of noise barriers at existing conditions, etc. are shown in typical drawings and details.

Regional Structural Section will, on request, provide typical and project specific drawings, for inclusion in the contract, showing mounting details for noise barriers on structures. Additional instructions will be shown on the drawings for special mounting requirements such as:

- use of non-standard anchorage devices, - requirements regarding posts and restrictions on post layouts, and

799-1.9.4 Quantity Sheets

The entry of quantities for all noise barrier items on the Miscellaneous 1 Quantity Sheets is described in Chapter F.

799-1.9.5 No-Plans Contract Format

The use of the no-plans contract format is not recommended for noise barrier projects.


DETAIL ESTIMATING REACT 350

799-2 - REACT 350 799-2.1 GENERAL

The REACT 350 is a proprietary energy attenuation system to reduce the hazard associated with the ends of permanent concrete barrier. The system meets the crash test acceptance requirements of NCHRP Report 350 and is available in two configurations that consist of 4 polyethylene cylinders for TL-2 installations, or 9 polyethylene cylinders for TL-3 installations.

799-2.2 REFERENCES Highway Design Bulletin 2004-002 799-2.3 TENDER ITEMS

- Permanent REACT 350 799-2.4 SPECIFICATIONS

The requirements for the REACT 350 are contained in SSP 799S04. 799-2.5 SPECIAL PROVISIONS

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


Applicable standard drawings are contained in the 900 series of the Ministry of Transportation of Ontario Drawings (MTOD).

799-2.7 DESIGN Design shall be in accordance with the appropriate MTODs.

September 2011 Page 1 of 2 B799-2

DETAIL ESTIMATING REACT 350

799-2.8 COMPUTATION

These are Plan Quantity Payment Items. The quantity is based on each completed installation.

The unit of measurement for Permanent REACT 350 is each complete installation. 799-2.9 DOCUMENTATION

The tender items are variation items. Provide two columns on the quantity sheet to indicate whether each Permanent REACT 350 installation consists of 4 cylinders (TL-2) or 9 cylinders (TL-3). 1. TL-3 configurations are required for high-speed installations with posted

speeds of 70 km/h and greater. 2. TL-2 configurations may be used for low speed installations with posted

speeds of less than 70 km/h. Each installation is entered as a separate line entry under the appropriate column heading on a "Quantities - Miscellaneous - 1" sheet or a "Miscellaneous" sheet. The station at the rear of the system is entered and location left or right of centreline is indicated. Each column is totalled, added together, and transferred to the tender document. For each location where a standard concrete pad is required, note in the location and position column of the Q-sheet: “Concrete Pad”.

Show the location of each Permanent REACT 350 on the contract drawings with the appropriate MTOD number shown adjacent to the symbol.


Record stations to the nearest whole metre and indicate median, left, or right side of the road. The quantity is the number of units required.

September 2011 Page 2 of 2 B799-2

DETAIL ESTIMATING RAMP CLOSURE GATES

May 2013 Page 1 of 3 B799-6

799-6 – RAMP CLOSURE GATES 799-6.1 GENERAL

Ramp closure gates are used for access control purposes to close entrance ramps to freeway facilities during planned and unplanned closures. The ramp closure gate is a swing-style aluminium truss gate. The gate truss is welded to a hollow tube mounted onto a base plated tubular support post that is anchored to a concrete footing with breakaway couplings. The ramp closure gate is based on the swing-style breakaway gate designed by the Midwest Roadside Safety Facility (MwRSF) for the South Dakota Department of Transportation (SDDOT) in 1995. When in the “closed” position, the gates are placed such that they extend across the

roadway perpendicular to the direction of oncoming traffic. When not in use, the gates are placed into the “open” position aligned parallel to the adjacent roadway. The system meets the crash test acceptance requirements of NCHRP Report 350 at Test Level (TL) 3 when in the “open” position. The system is available in two standard lengths: 9m and 12m and two standard configurations: single gate and twin gate (9m twin only).

799-6.2 REFERENCES

Not applicable. 799-6.3 TENDER ITEMS

- Ramp Closure Gates - Concrete in Ramp Closure Gate Support Footings


The requirements for Ramp Closure Gates are contained in SSP 799S12.


May 2013 Page 2 of 3 B799-6

799-6.5 SPECIAL PROVISIONS Refer to Chapter "E" of this Manual to review the applicable standard special provisions.


Applicable standard drawings are contained in the 900 series of the Ministry of Transportation of Ontario Drawings (MTOD). A ramp closure gate sign installation drawing is available from the Traffic Office.

799-6.7 DESIGN Gates shall be positioned on the Contract Drawings in accordance with the

appropriate installation MTODs. Select the appropriate gate length and gate configuration based on the site conditions to ensure that the ramp closure gate(s) will span the roadway when in the “closed” position.

799-6.8 COMPUTATION

These are Plan Quantity Payment Items. The quantity is based on each completed installation.

The unit of measurement for Ramp Closure Gate and Concrete in Ramp Closure Gate Support Footings is each complete installation.


Enter each installation in the “Quantities Miscellaneous” sheets as a separate line

entry under the appropriate column heading. Enter the station corresponding to the location of the footing and indicate location, left or right of centreline. Total the column. Show the location of each ramp closure gate on the contract drawings with the appropriate MTOD number shown adjacent to the symbol.


May 2013 Page 3 of 3 B799-6


Record stations to the nearest whole metre. The quantity is the number of units required.

DETAIL ESTIMATING TOPSOIL

B802 - TOPSOIL - OPSS 802

802.1 GENERAL

This is not a Plan Quantity Payment Item.

Topsoil is a fertile, loamy organic material which usually forms the top layer of the earth's surface and is essential for vegetative growth. Topsoil is a non-renewable resource which demands particular attention in the design of earth works. Generally, topsoil is unacceptable as embankment material.

Material from swamps or muskeg areas cannot be used in place of topsoil.

Topsoil is usually obtained through stripping operations under the tender item Earth Excavation (Grading). Once stripped, topsoil may be stockpiled within or outside the right-of-way limits for subsequent placement on the newly constructed earth slopes and other designated areas which are to undergo sodding or seeding.

Usually newly constructed cut, fill and ditch slopes are to be treated with topsoil if sufficient material is available from stripping operations. Topsoil application is then followed by seeding or sodding for vegetative growth. However, when insufficient topsoil quantities are available, seeding and mulching may be recommended to be applied directly to the earth slopes. Areas to be sodded always require topsoil.

The normal application of topsoil is 50 mm. Applications exceeding 50 mm on clay slopes may cause slope failure and should be avoided. Excess application for the purpose of eliminating surplus topsoil should also be avoided. Topsoil surplus to the requirements of the contract should be stockpiled either within or outside the ROW, at locations considered most cost-effective and convenient for future use.

The Regional Geotechnical Section is to be consulted to determine the percentage of stripping quantity which may be used as topsoil. This percentage will vary with each project depending on soil types, presence of existing sodded areas, and geographic location.


The tender items associated with topsoil are as follows:

a) Topsoil from Stockpiles

This item includes the preparation of surfaces graded under the same contract, loading of topsoil obtained from stockpiles generated from the grading operations, hauling and spreading of the material, and trimming of stockpile sites after completion of the work.

September 2011 Pg. 1 of 4 B802


b) Topsoil, Imported

This item is used on projects where topsoil required exceeds the topsoil available from stripping operations or existing stockpiles. The deficiency is to be computed and included with the item "Topsoil, Imported". Under this item the contractor is required to supply, load, haul and spread the required topsoil, after preparing the surfaces constructed under the same contract.

However, before importing of topsoil is contemplated, consideration should be given to increasing the stripping requirements for the project by stripping fills over 1.2 m in height, thus reducing the need to import topsoil. The cost for additional earth borrow material which may result due to this operation will, on most contracts, offset both the economic and environmental costs of importing topsoil.

c) Preparation for Topsoil

The use of this item is restricted to projects on which surfaces, graded under a previous contract, are to be cleared of any debris, fine graded and loosened prior to commencement of topsoil operations. Topsoil will then be placed under the tender items "Topsoil from Stockpiles" or "Topsoil, Imported.


The requirements for placing topsoil are detailed in OPSS 802.


The Designer should refer to Chapter `E' of this Manual to review the applicable Special Provisions.

When surplus topsoil is to be stockpiled outside the ROW, the general special provision listed in Chapter `E' of this manual is required to indicate the stockpile location.

When topsoil from an existing stockpile is to be used, a Non-Standard special provision is required to indicate the stockpile location and the quantity available.


There are no Ministry standard drawings directly applicable to this type of work. The OPS Grading construction standard drawings in the 200 series should be referenced.

802.2 COMPUTATION



The unit of measure for the tender items Topsoil from Stockpiles and Topsoil, Imported is the cubic metre. For the tender item Preparation for Topsoil, the unit of measure is lump sum.


The main sources of information for the above items are: Regional Geotechnical Section Landscape Planning Unit, Maintenance Branch Regional Environmental Unit


a) Topsoil from Stockpiles Topsoil, Imported

The computation of the volume of topsoil required is based on the area (average width times length) times the recommended depth. The areas of the slopes to be top soiled are to be scaled from the cross sections. Slope measurements are to be contour measurements.

On cut and fill sections, the topsoil is to start at the subgrade (bottom of granular sub-base) and is to extend to the limit of grading.

b) Preparation for Topsoil

The computation of the lump sum quantity for the Preparation for Topsoil item is based on the average width times length, contour measurement. The areas to be treated are identical to those to be followed up by topsoil.

802.3 DOCUMENTATION

Topsoil items are not indicated on the contract plans or profiles.

The summarized quantities are transferred from the calculation sheet to the Quantities 1 or 2 Sheet.

Every area to be topsoiled is to be documented by Station to Station and left or right location. Quantity entries on major reconstruction projects are documented in 350 m intervals. Quantity entries for each of the topsoil items are totalled. These totals are the tender quantities and are transferred to the tender documentation.

Documentation for the tender item "Preparation for Topsoil" requires that the m2

quantity upon which the lump sum is based, be shown on the Quantity sheet at the top of the column.



The tender total for "Topsoil from Stockpiles" is recorded on the stripping breakdown block on the "Quantities - Grading" Sheet, on the line "Topsoil Required". If this total exceeds the "Stripping Available" entry, consideration may be given to the item "Topsoil, Imported".


Calculated quantities for topsoil items are recorded in whole number cubic metres.



DETAIL ESTIMATING SODDING

B803 – SODDING – OPSS 803 803.1 GENERAL

The establishment of a permanent vegetative cover on roadsides is an integral part of road construction. Establishing permanent vegetative cover is accomplished by either seeding or sodding perennial seed mixes. Sodding uses perennial turfgrass mixes, pre-grown and rooted to specific size and density. Sodding is an erosion control measure for both the short term (construction) and the long term (maintenance). It has the advantage of instant ground cover and a clean, finished, aesthetically-pleasing appearance.

803.1.1 Sod Sod is applied to bare earth areas on the right-of-way. The application of topsoil (reference B802, Topsoil) prior to sodding is recommended. Sodding, is a more expensive alternative to seeding and shall be considered in the following situations; • on existing sodded or lawn areas where construction activities will necessitate

removal of the existing lawn,

• on channelized islands over 7.5 m in width from face to face of curb and gutter,

• on ditch bottoms having a 0 to 3% gradient, where there is concern for the susceptibility of the soil to erosion,

• on the slopes of ditches having a 3 to 5% gradient,

• on medians and boulevards in areas of high pedestrian traffic or on roads with an urban cross-section design,

• on earth slopes 2:1 and steeper where a clean, finished appearance is a consideration. However, there are other considerations to make when revegetating an earth slope. Design decisions shall be made based on discussions with environmental planners, geotechnical specialists and landscape architects. Placement of sod on slopes may require staking to hold the sod securely to the slope until the roots penetrate to provide stability. The decision to stake the sod is made by the Contractor placing the sod.

803.1.2 Maintenance

There is a requirement for a 30 consecutive calendar day maintenance period to commence following completion of the sod placement. The maintenance will include any required watering and is bid as part of the Sod tender item.



803.2 REFERENCES CDED Section B802, Topsoil Specifications, Classifications and Use of Turfgrass Sod for Ontario

803.3 TENDER ITEMS Sod (variation item)

803.4 SPECIFICATIONS The requirements for Sod are contained in OPSS 803.

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

803.6 STANDARD DRAWINGS none

803.7 DESIGN Refer to B802, Topsoil to establish and document topsoil requirements related to placement of sod. Specify Kentucky Bluegrass sod for areas that are sunny to slightly shady. Specify Kentucky Bluegrass / Fine Fescue sod for shadier areas. For further information, see the reference document: Specifications, Classifications and Use of Turfgrass Sod for Ontario.

803.8 COMPUTATION This is a Plan Quantity Payment item. The Sod item is measured in square metres from the design cross sections or scaled from the contract drawings for each location. On sloped earth areas, contour



measuring applies. For ditch slopes, the width of sodding required up both sides of the ditch will be taken as 1.0 m on either side from the bottom of each ditch slope.

803.8.1 Sources of Information The main sources of information are cross sections, field investigations, Property Agreements, the Regional Environmental Unit, and the Design Standards Section of the Design and Contract Standards Office.

803.9 DOCUMENTATION Sod is a variation item. The type of sod, Kentucky Bluegrass or Kentucky Bluegrass/Fine Fescue is specified. Each type of sod application shall be detailed in separate columns of the Quantities – Miscellaneous sheet. Application areas are specified by station to station locations and offset position. For each area, enter the quantity in m² in a separate row. Show the sod locations on the contract drawings by symbol and legend. Standard symbols and legends shall be used. In some cases, the areas to be sodded may be too small or complicated to delineate, in which case the Quantity Sheet documentation will suffice.

803.9.3 Documentation Accuracy Station and quantity entries are recorded to the nearest whole metre. Offsets when required are recorded to 0.1 of a metre. Quantity entries are recorded to the nearest whole number. Spot checking required.


DETAIL ESTIMATING SEED AND COVER


B804 - SEED AND COVER – OPSS 804

804.1 GENERAL

The establishment of permanent vegetative growth on roadsides is an integral part of road

construction and is an erosion control measure for both the short term (construction) and

the long term (maintenance).

Seed and cover is a two-stage operation where the seed and fertilizer are applied to the

finished grade, followed by the application of a cover material. Seeding establishes a

permanent vegetative growth for long-term erosion protection and right-of-way

enhancement. The applied cover material protects the finished grade for the short term

and provides a favourable environment for seed to germinate.

Seed and cover is applied to all bare earth areas within the right-of-way, earth stockpile

areas, earth borrow sites, earth disposal areas and all areas where construction activities

will destroy existing vegetation.

Areas excluded from seed and cover include areas which will be protected by other

means such as sodding, compost seeding, reforestation, tree and shrub planting, rip-rap,

granular sheeting or rock protection. The designer is encouraged to review these other

sections of the CDED Manual for a description of the warrants for use and design

requirements.

The warrants for use of seed and cover in this guide extend from flat earth areas up to and

including 2:1 earth slopes. For earth slopes with gradients in excess of 2:1 and flatter

slopes with unacceptable risk of erosion, it is strongly recommended that the designer

employ specific design solutions for these areas rather than using a standard treatment.

The specific design solution should take into account soils, degree of slope, length and

height of slope, surface drainage, water table, slope orientation and other factors that may

be relevant. There are a variety of design products and technologies available for earth

slope surficial stability that are not described herein.

The application of topsoil prior to seeding on all contracts in Southern Ontario is

required. The application of topsoil on all contracts in Northern Ontario is strongly

recommended.

804.2 REFERENCES

None.



804.3 TENDER ITEMS

As there are so many possible combinations from eight seed mixes and three cover types,

it was decided to restrict the number of tender items for this work to four.

The tender items are:

Seed

This item includes surface preparation, seeding and fertilizer application only.

Seed and Mulch

This item includes surface preparation, seeding and fertilizer application and the

appropriate cover application of hydraulic mulch or straw mulch, at the Contractor’s

discretion.

Seed and Erosion Control Blanket


appropriate cover application of erosion control blanket.

Seed and Matrix


appropriate cover application of bonded fibre matrix or fibre reinforced matrix, at the

Contractor’s discretion


The requirements for the application of seed and cover are described in standard special

provision 804S01.

Specific changes to the product selection for cover materials will require modification of

the appropriate materials clause in SSP 804S01.


There are no OPS or Ministry standard drawings applicable to this work.



804.7 DESIGN

804.7.1 Seed Mixes

The designer should specify the Standard Roadside Mix as the default seed mix unless

the MTO Regional Environmental Planner or Consultant Environmental Planner or the

Consultant Landscape Architect has recommended another prescriptive mix.

The seed mix options available to the designer are:

Standard Roadside Mix

A tested mix of hardy roadside perennial grasses that have performed well in highway

situations. This mix should be the default seed mix for most roadside seeding work.

Crown Vetch Mix

Crown Vetch Mix is a blend of a hardy legume and a hardy turfgrass. The turfgrass

provides control and top growth until the Crown Vetch plants grow and develop after

several seasons. Crown Vetch produces a mass of purple flowers in season and is a

vigorous ground cover. This mix is primarily used to re-vegetate slope areas when

erosion and soil fertility may be a problem.

Birdsfoot Trefoil Mix

Birdsfoot trefoil mix is a blend of another hardy legume and a hardy turfgrass. Very

similar growth characteristics to the Crown Vetch mix, except a little slower growing,

less vigorous, and Trefoil has masses of yellow flowers in season. As with Crown Vetch,

this mix is primarily used to re-vegetate slope areas when erosion and soil fertility may

be a problem. It is hardier in the north than Crown Vetch and is not as aggressive in

growth and habit.

Salt Tolerant Mix

The salt tolerant mix is a blend mixture of several turfgrass species with a proven

resistance to salt. The salt tolerance mix should be specified in areas such as medians,

shoulder strips, and shoulder ditches, when salt is thought to be in heavier concentrations.

Lowland Mix

The lowland mix was developed with several species of turfgrasses that grow well in

low- lying wet areas. The lowland mix should be specified along waterbody edges in

low-lying areas when light seasonal flooding is a possibility.



Acidic Soil Mix

The acidic soil mix was developed to provide adequate vegetative cover on areas of low

fertility and high acidity. The acidic soil mix should be used in areas of low fertility,

medium to high acidity, and in the northern areas of the province.

Old Field Mix

This mix is used to provide an accelerated successional cover to a mature field condition,

and uses native species of aster and goldenrod to comprise the majority of the mix. Old

Field should be selected where there will be fallow areas left alone with little or no

maintenance, no mowing and the area will be self-sustaining. It is more suitable in rural

areas than urban or suburban situations.

Northern Ontario Mix

This mix is designed to suit the limited topsoil conditions and acidity of Northern

Ontario sites. May be selected when there will be fallow areas left alone with little or no

maintenance, no mowing, and the area will be required to be self- sustaining. More

suitable in rural areas than urban or suburban.

804.7.2 Cover

After the seed and fertilizer has been applied by hydraulic seeder/mulcher, a temporary

cover material is typically placed to (1) protect the earth areas from erosion until the

vegetation grows and (2) protect the germinating seeds from damage.

In some cases, cover is not required. In areas where seed will establish quickly, soil is

fertile and slopes minimal seed alone may suffice.

There are three types of cover materials available for selection by the designer:

Mulch

Mulch can be hydraulic mulch or straw mulch and is suitable where;

the soils are not highly erodable,

seed will not be applied during temperature extremes and

the earth slopes vary from flat up to, and including, a 3:1 gradient.

Hydraulic mulches are processed fibres of wood, straw, cotton, cellulose pulp, or any

combination of these materials and are applied to the earth areas by a hydraulic

seeder/mulcher through a truck-mounted nozzle gun.



Straw mulch consists of chopped straw applied to the seeded area via a straw mulch

blower and coated with a tackifier to hold it together. A straw mulch application requires

several pieces of equipment and several people working and operating the equipment.

While the Contractor has the option of selecting either hydraulic mulch or straw mulch,

in almost all instances, hydraulic mulch is selected due to ease of application and cost

advantages.

Hydraulic mulch, when properly applied at the specified rate, produces a thin ‘skin’ that

adheres to the earth surfaces and provides a basic level of short-term protection for the

earth surface and the germinating seeds. It is not recommended for use when seeding

will be applied in temperature or weather extremes, such as summer droughts or late-

season seeding when some over-winter protection will be required. In these instances an

alternative cover application of erosion control blanket or matrix is suggested.

Alternately, the designer may select another method of establishing vegetation such as

sodding, compost seeding, turf reinforcement mats, reforestation planting or tree and

shrub planting to establish control of the earth surfaces.

Erosion Control Blanket

For potential erosion problems based on soils/slope information, and/or earth slopes

where the slope gradient is steeper than 3:1 but not steeper than 2:1, the designer may

select Erosion Control Blanket (ECB) as an alternative cover.

ECBs are a family of products that are supplied in rolls, they are machine woven mats

with a variety of materials sandwiched between the two woven layers. Materials can be

wood, coco or cotton fibre, straw, or any combination depending upon manufacturer.

ECBs are unrolled over the seeded earth area and stapled in place. ECBs provide a

superior level of erosion control and greater protection for germinating seedlings when

compared to the standard hydraulic mulch cover.

OPSS 804 provides a generic description for the basic level of Erosion Control Blanket,

which will suit the majority of application needs on MTO projects. If the designer needs

to provide a higher level of erosion control, then mid or high range proprietary ECB

products should be specified.

Matrix

For potential erosion problems based on soils/slope information, and/or earth slopes

where the slope gradient is steeper than 3:1 but not steeper than 2:1, the designer may

select Matrix as an alternative cover.

Matrix is a 100% biodegradable product consisting of stranded wood fibres held together

by organic or mineral bonding agents. When matrix is mixed with water, applied to earth

surfaces and allowed to dry it forms a viscous material that creates a high strength,

porous, and erosion-resistant uniform cohesive mat. This mat is applied at a higher



product rate than hydraulic mulch and provides greater protection for the germinating

seedlings and superior erosion protection than regular hydraulic mulch.

The Contractor has the option of selecting either Bonded Fibre Matrix (BFM) or Fibre

Reinforced Matrix (FRM). BFM has a curing period of not more than 48 hours, FRM

has a short two hour curing period. BFM will typically be selected due to lower cost,

with FRM used where conditions for BFM curing are not present.

The main differences between matrix and ECB are the means by which they cover the

earth area and the method of application. Cost is not normally a determining factor. In

order to help the designer select the appropriate cover application, the following chart

should be reviewed.

Cover

Application

Cover

Characteristics

Cover

Application

Pros Cons

Mulch Exceptionally

thin ‘skin’

applied to earth

surface. Sets

up when dry to

form a uniform

cohesive mat

Applied via

hydraulic

seeder/mulcher

Fast, efficient application

for flat earth areas and

gentle earth slopes

Cheap

Light application can

compromise erosion control

Remote areas can be ignored

due to truck-mounted

application

Less successful in

temp/weather extremes

Less successful on erodible

soils/steep slopes

Erosion

Control

Blanket

Rolled mats

have some

depth, matting

and texture and

are secured into

the soil with

staples

Area must be

seeded first and

then the ECBs

are manually

rolled and

stapled in place

Consistent depth, texture

and matting provides a

more conducive

germinating environment

for seedlings

Many choices of blanket

including photo and bio

degradable

Longer protection than

default cover

Lower chances of product

failure than default cover

Improper placement or lack

of fine grading can result in

‘tenting’ and possible

erosion of soil beneath the

ECB

Blanket needs to be

anchored and dug in at top

of slope

Labour intensive installation

Matrix Relatively thin

‘skin’ applied

to earth surface.

Sets up when

dry to form a

uniform

cohesive mat

Applied via

hydraulic

seeder/mulcher

Fast, efficient application

When properly applied

can resist moderate to

severe weather events

Longer protection than

mulch

Light application can

compromise erosion control

Heavy application can

inhibit seed germination

Remote areas can be ignored

due to truck-mounted

application




The main sources of information are the design cross sections, field investigations, the

Geotechnical Engineer, Environmental Planner and/or Landscape Architect. Specific

recommendations for alternative seed mixes and/or alternative cover materials should be

obtained from professionals with training and experience in the fields of erosion and

sediment control, civil engineering, biology, horticulture and/or landscape architecture.

804.8 COMPUTATION

All of these tender items are Plan Quantity Payment (PQP) items and are measured in

square metres from the design cross sections or scaled from the contract drawings for

each different specified type of permanent seed mix and each type of specified cover

material. The area measure is determined by the slope measure and the distance of all

earth areas covered, plus the required 300 mm overlap application.

The designer should not be overly restrictive when calculating earth areas that require

seeding and cover treatment after construction. Construction activities usually exceed the

planned ‘area of construction’ and most contracts usually require fairly extensive seeding

of areas outside the theoretical limits of construction.

804.9 DOCUMENTATION


In addition to the Quantity Sheet documentation, it is recommended that if various seed

mix and cover type combinations are used on one contract, the designer should delineate

the various seed mix and cover application types on the contract drawings by using

symbols and a supplemental legend.


All seed and cover applications should be detailed by station to station location and offset

on a Miscellaneous 1 Quantity Sheet. The type of seed mix is an item variation. A

separate column is used to quantify each different seed mix type and each different cover

application type.

Each column with the same cover material application is sub-totalled independently and

then all of the column sub-totals with the same cover material application are added

together to give a total tender quantity for that item in square metres. This total is then

transferred to the tender document against the appropriate tender item.




Stations and quantity entries are recorded to the nearest whole number in metres. Station

offsets are recorded in 0.1 of a metre.

DETAIL ESTIMATING TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES

B805 – TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES - OPSS 805

805.1 GENERAL

Construction activities frequently remove protective cover and expose soil to accelerated rates of erosion. Sediments generated thereby can be conveyed via runoff and channelized flow to impact sensitive receiving waters or other environmentally sensitive areas. Temporary erosion and sediment control measures are warranted on contracts which call for grading, drainage and other work that will disturb the earth surface. Measures shall be employed to minimize erosion and to remove sediments from water flowing from the construction site in order to meet environmental legislative requirements.

OPSS 805 does not identify all available erosion and sediment control measures which the designer may consider, however, it does address most of the temporary measures commonly used during construction. The specification provides a large number of options for specifying either generic or specific items. When generic items are specified, the specification is designed so that the contractor is given the option of choosing from amongst a variety of items. This permits the cost-effective selection of end result performance items. In addition, OPSS 805 addresses the management of erosion and sediment control items which includes the requirements for maintaining erosion and sediment control measures and the removal of accumulated sediments from behind such measures.

Design guidance provided in this section is not intended to supercede detail design of temporary erosion and sediment controls. Information within this section is intended to assist in the design and estimating required for the preparation of the contract package. The following constraints should be observed when considering the use of tender items found within OPSS 805:

� For control of erosion on bare earth surfaces other than temporary control in areas of channelized flow, reference should be made to OPSS 804 Construction Specification for Seed and Cover.

� All temporary measures identified in OPSS 805 are intended for removal at the completion of the contract or when permanent erosion and sediment control measures are in place and functioning.

� Permanent erosion and sediment control measures are not covered by OPSS 805.

� The measures identified in OPSS 805 are intended for use only during normal spring, summer, and fall construction.

� Special measures not addressed by OPSS 805 are required when permanent cover will not be established prior to winter shut down.



� Winter construction conditions require special measures not addressed in OPSS 805.

� When identifying the location of rock flow check dams, the designer should consider their location and potential for an errant vehicle following the ditch line to impact rock flow check dams. A rock flow check dam presents a potential snagging point for an errant vehicle. Designers should try to locate rock flow check dams in roadside ditches as far from the traveled portion of the roadway as practical or where they will be located behind existing roadside barriers. Shielding of rock flow check dams should be considered as a last resort when the rock flow check dams need to be located where there is a high potential for impact.

805.1.1 Maintenance and Management of Excess Materials

All temporary measures identified in OPSS 805 require inspection, maintenance and sediment removal to ensure that they function as intended. In selecting any temporary measures, consideration should be given to the length of time such measures shall be in place, the effectiveness of related erosion control measures such as seeding and cover specifications, resulting frequency of sediment removal and the final measure removal at the end of the contract. The designer should consider the following factors when selecting temporary erosion and sediment control measures:

� Straw bales are intended for use over short periods of time to ensure protection during establishment of vegetative cover, and in conjunction with an operational constraint for a 45 day time limit for the completion of grading and the placement of specified cover.

� The designer should consider additional operational constraints that may be required such as the location of erosion and sediment control measure placement (e.g. measures such as straw bales and silt fences should normally not be placed directly in or across watercourses) and contingency measures (e.g. stand-by materials for replacement of installed measures that are failing).

� Payment for sediment removal is included in the tender item for the applicable control measure.

� Placement of erosion and sediment control measures should always take into account the access needs for maintenance and final removal.

� Accumulated sediment shall be removed and managed in accordance with OPSS 180.

� The materials used in the construction of the item which are removed at the end of construction shall be managed in accordance with OPSS 180.



805.2 REFERENCES

None.

805.3 TENDER ITEMS

Light-Duty Sediment Barriers Light-Duty Straw Bale Barriers Light-Duty Silt Fence Barriers Heavy-Duty Sediment Barriers Heavy-Duty Silt Fence Barriers Berm Barriers Sandbag Barriers Flow Check Dams Straw Bale Flow Check Dams Silt Fence Flow Check Dams Sandbag Flow Check Dams Rock Flow Check Dams Excavated Sediment Traps ChutesDewatering Traps Turbidity Curtains Cofferdams


The requirements for Temporary Erosion and Sediment Control Measures are contained in OPSS 805.


None.


Applicable Standard Drawings are contained in the 219 series of the Ontario Provincial Standards Drawings (OPSD) and Ministry of Transportation of Ontario Drawings (MTOD).



805.7 DESIGN

Three approaches to temporary erosion and sediment control are addressed by OPSS 805:

1) the use of mitigation measures which control erosion by slowing the velocity of water in channelized flow;

2) the use of mitigation measures which control sedimentation by ponding water; and

3) the use of mitigation measures which minimize damage by isolating environmentally sensitive areas and work areas.

Table 1 provides design criteria and limits of use for temporary erosion and sediment control measures addressed in OPSS 805. Under each approach a number of items are available for selection by the designer through OPSS 805.

805.7.1 Slowing Water to Control Erosion in Channelized Flow

The following tender items are available in OPSS 805 to minimize and control erosion of bare earth surfaces in channels, ditches and swales until such time as the specified permanent protection is provided:

Flow Check Dams Straw Bale Flow Check Dams Silt Fence Flow Check Dams Sandbag Flow Check Dams Rock Flow Check Dams

Flow check dams reduce the velocity of channelized flow and its potential to cause erosion. Flow check dams perform this function by creating an obstacle to flow, causing water to pond temporarily and eventually overflow through a spillway in the centre of the flow check dam. This action slows the velocity of the water and the rate of discharge through the drainage system. Flow check dams are generally constructed in a series where the spillway level of the downstream flow check dam is the same as the base of the upstream flow check dam. The slowing of water velocity behind the flow check dam will cause some sediment to settle out. To avoid excessive sediment accumulation and the need for a high removal frequency from behind the flow check dam, upstream erosion must be minimized (see OPSS 804 Construction Specification for Seed and Cover). It is incorrect to assume that flow check dams are effective as sediment control measures. The amount of sediment found behind such structures represents only a small fraction of the sediments which have travelled through the ditch during a storm event. If sediment control is needed then an excavated sediment trap should be specified (see section 805.1.3).



In selecting between the various flow check dams, the particular needs of the site must be considered. Light-duty flow check dams (straw bale, silt fence and sandbag flow check dams) are intended for relatively low velocity and volume flows. Rock flow check dams are intended for use in higher velocity and volume flows or where a higher level of environmental protection is necessary. For more information on selection criteria see Table 1.

When specifying flow check dams, the designer has the choice of either permitting the contractor to select any flow checks from amongst those identified in OPSS 805, specifying rock flow check dams or light-duty flow check dams, or specifying a particular flow check dam.

805.7.2 Ponding Water to Control Sediment

OPSS 805 addresses two kinds of temporary sediment control measures to pond water:

� barriers, and traps.

The following sediment barrier tender items are available in OPSS 805 to prevent sediment from entering concentrated flows found in swales, ditches, and watercourses, or from reaching other sensitive locations:

Light-Duty Sediment Barriers Light-Duty Straw Bale Barriers Light-Duty Silt Fence Barriers Heavy-Duty Sediment Barriers Heavy-Duty Silt Fence Barriers Berm Barriers Sandbag Barriers

Barriers to control sediment are designed for placement as follows:

� on the contour of graded sloping surfaces where relatively low flows and low volumes of runoff are generated,

� one or two metres from the base of a slopes to maximize the ponding area, � as a series of barriers in combination with slope benching for long steep slopes.

Ponding of water behind the barrier (upstream) causes settling of sediments. Prolonged reliance on barriers for sediment control without upstream soil surface stabilization (see OPSS 804 Construction Specification for Seed and Cover) will result in failure or excessive work due to management of accumulated sediments and maintenance.

In selecting between various sediment barriers, the particular conditions of the site must be considered. Light-duty sediment barriers (light-duty straw bale barriers and



light-duty silt fence barriers) are intended for less critical applications where the environmental risk of failure is relatively low. Heavy-duty sediment barriers (heavy-duty silt fence barriers, berm, and sandbag barriers) are intended for locations which require a higher level of environmental security. For more information on selection criteria see Table 1.

In specifying sediment barriers, the designer has the choice of either permitting the contractor to select a sediment barrier from amongst those identified in OPSS 805, specifying heavy-duty or light-duty, or specifying a particular barrier.

Sediment traps are designed to receive sediments and control the release of water by intercepting and ponding sediment-laden concentrated flows in ditches and channels or from dewatering operations. They are designed to hold water for sufficient duration for settling sediments. The following trap tender items are available in OPSS 805:

Excavated Sediment Traps Dewatering Traps

Excavated sediment traps are designed to capture stormwater discharge from relatively small drainage areas and store it a sufficient length of time for sediments to settle out. Each excavated trap is specified as a single unit, and consists of two components, an excavated basin, and a flow check dam constructed at the downstream end of the basin. The size of the basin is dependent on available area at the selected location and a maximum size of 200 m2. If traps are intended for use over extended periods and where soil surfaces will not be stabilized within 45 days, provision must be made for equipment access to remove trapped sediments and to restore the water storage volume. Where extended duration is needed and larger drainage areas are being received, the designer may consider the use of sediment ponds which require individually engineered designs and should be specified separately. For more information on selection criteria see Table 1.

In specifying excavated traps, the designer has the choice of either permitting the contractor to select any light-duty flow check dam or rock flow check dam from those identified in OPSS 805, specifying either the use of a light-duty flow check dam or rock flow check dam, or specifying a particular flow check dam as the spill way.

Dewatering traps shall be designed so that their capacity is sufficient to accommodate the pump capacity used for the dewatering operation. Each dewatering trap is specified as a single item and consists of three components: an excavated basin; a light-duty sediment barrier surrounding the excavated basin; and a rock flow check dam at the downstream point of water outlet. Consideration should also be given to specifying a rip-rap flow dissipater to prevent scour from the pump discharge. For more information on selection criteria see Table 1.



In specifying dewatering traps, the designer has the choice of either permitting the contractor to select any sediment barrier from those identified in OPSS 805, specifying a light-duty or heavy-duty sediment barrier or specifying a particular sediment barrier to surround the excavated basin.

805.7.3 Isolating Sensitive Areas and Work Areas

OPSS 805 addresses the following situations where measures are required to isolate sensitive areas and work areas:

� where work must be done within a water body and sediments generated in the work area must be prevented from entering the adjacent water body; and

� where runoff or other water flowing from adjacent areas into the work area can cause erosion damage to the work area and result in the need for additional erosion and sediment control downstream of the work area.

The following tender items are available in OPSS 805 to isolate in-water work areas to prevent the passage of sediments to the adjacent water body:

Coffer Dams Turbidity Curtains

Coffer dams are used when work within the water body must be done in the dry. Isolation can be accomplished by constructing coffer dams between the work area and the remaining water body. The work area can then be dewatered and water passage back into the work area prevented.

Turbidity curtains are used when work is permitted to occur in water. In some cases, where adjacent work poses a risk of impacting a waterbody, a turbidity curtain can be used to ensure any sediment release is contained within a limited area of the water body. Both items provide a physical barrier to sediments generated in the work area from entering the adjacent water body. Either of these two methods will require a specific design to meet the particular needs of the operation and site conditions. For more information on selection criteria see Table 1.

Where runoff or other water can flow into or over the work area resulting in erosion and sediment damage, the following tender items are available in OPSS 805:

Light-Duty Sediment Barriers Heavy-Duty Sediment Barriers Chutes

Barriers can be used to isolate and direct flows away from and around work areas where there is a risk to constructed slopes and other areas and damage by uncontrolled flows of water can occur. In such cases, provisions must be made to



ensure the intercepted flows are directed to a stable outlet. The same selection considerations apply in specifying the types of barriers required as in section 805.7.2.

Chutes are used to drain intercepted water from behind a berm barrier down a corrugated pipe over erosion prone slopes into an excavated sediment trap. Each chute is specified as a single item and consists of a corrugated pipe, two end sections, and an excavated sediment trap. The inlet of the chute is constructed so as to prevent overtopping of the berm barrier by stormwater. The corrugated pipe must outlet into a sediment trap to slow the velocity of the discharged water and settle suspended sediments before they can continue downstream. For more information on selection criteria see Table 1.

805.8 COMPUTATION


The main sources for information are field investigations, drainage plans, and the Regional Environmental office.


All tender items in this specification are PQP and are measured in metres or by each (see Table 2) and are scaled or counted from the contract drawings.

All elements required for the construction of an excavated trap are to be included as a single unit under the excavated sediment trap tender item and not to be double counted as separate units.

All elements required for the construction of a dewatering trap, including the spill way, are to be included as a single unit under the dewatering trap tender item and not to be double counted as separate units.

All elements required for the construction of a chute, including the spillway of the excavated sediment trap are to be included as a single unit under the chute tender item and not to be double counted as separate units.

Sediment removal is paid under the appropriate tender item for the temporary measure involved. Sediment is considered to be part of the maintenance component of the work. Payment for this as extra work should be avoided.

805.9 DOCUMENTATION

All items are to be recorded on the Quantities - Miscellaneous Sheets (see Chapter F). Each tender item requires a separate column. The title of each column should be the




tender item name, followed by the OPSD number. Each separate installation should be entered in one line of the Q-sheet.. Chainage and offset should be provided for each installation. For linear measured (metre) tender items, enter the total length of each installation, from one end to the opposite end, along the environmental feature. For items with ‘each’ measure, enter the unit quantity ‘1’ for each installation on each line.

The appropriate OPSD should be included in the contract drawings to show typical installation for the following tender items:

Light-Duty Straw Bale Barriers Light-Duty Silt Fence Barriers Heavy-Duty Silt Fence Barriers Berm Barriers Sandbag Barriers Straw Bale Flow Check Dams Silt Fence Flow Check Dams Sandbag Flow Check Dams Rock Flow Check Dams Excavated Sediment Traps ChutesDewatering Traps Turbidity Curtains

On the contract drawings, show the locations of all installations with reference to the appropriate OPSD number. For some locations, a separate sketch may be provided to show sufficient detail.

Any other contract constraints, such as timing requirements for installation and/or removal should be inserted in an appropriate, project specific, NSSP.


Stations are recorded to the nearest metre. Offsets, if required, are recorded in 0.1 m. Quantity entries are recorded to the nearest metre in the case of the following:

Light-Duty Sediment Barriers Light-Duty Straw Bale Barriers Light-Duty Silt Fence Barriers Heavy-Duty Sediment Barriers Heavy-Duty Silt Fence Barriers Berm Barriers Sandbag Barriers

DET

AIL

EST

IMA

TIN

G

TEM

PORA

RY E

ROSI

ON

AN

D S

EDIM

ENT

CON

TRO

L

TAB

LE 1

: OPS

S 80

5 D

ESIG

N C

RIT

ERIA

AN

D L

IMIT

S FO

R T

EMPO

RA

RY

ER

OSI

ON

AN

D S

EDIM

ENT

CO

NTR

OL

Tem

pora

ry C

ontr

ol M

easu

re

Cat

chm

ent A

rea

Flow

Vel

ocity

C

hann

el

Slop

e B

arri

er L

engt

h / U

nit A

rea

Ups

trea

mL

ife E

xpec

tanc

y

Slow

ing

Wat

er to

Con

trol

Ero

sion

in C

hann

eliz

ed F

low

Ligh

t-Dut

y Fl

ow C

heck

Dam

s***

2

ha

0.15

m/s

0.

5 %

N

.A.

N.A

.45

day

s

Stra

w B

ale

Flow

Che

ck D

ams

2 ha

0.

3 m

/s

0.5

%

N.A

.N

.A.

45 d

ays

Silt

Fenc

e Fl

ow C

heck

Dam

s 2

ha

0.15

m/s

0.

5 %

N

.A.

N.A

. 6

mon

ths

Sand

Bag

Flo

w C

heck

Dam

s 2

ha

1m

/s0.

5 %

N.A

. N

.A.

6 m

onth

s

Roc

k Fl

ow C

heck

Dam

s*

4 ha

2

m/s

0.

5 %

N

.A.

N.A

. 6

mon

ths

Pond

ing

Wat

er to

Con

trol

Sed

imen

t

Ligh

t-Dut

y Se

dim

ent B

arrie

rs *

**

N.A

.0.

15m

/sN

.A.

3:1

30 m

/100

0m2

45

days

Ligh

t-Dut

y St

raw

Bal

e B

arrie

rs

N.A

.0.

3m

/sN

.A.

3:1

30 m

/100

0m2

45da

ys

Ligh

t-dut

y Si

lt Fe

nce

Bar

riers

N

.A.

0.15

m/s

N

.A.

3:1

30 m

/100

0m2

6 m

onth

s

Hea

vy-D

uty

Sedi

men

t Bar

riers

***

N

.A.

0.3

- 1.0

m/s

N

.A.

2:1

30 m

/100

0m2

45da

ys

Hea

vy-D

uty

Silt

Fenc

e B

arrie

rs

N.A

.0.

3 - 0

.5 m

/s

N.A

.2:

130

m/1

000m

2 6

mon

ths

Ber

m B

arrie

rs

N.A

.1

m/s

N.A

.2:

130

m/1

000m

2 6

mon

ths

Sand

Bag

Bar

riers

N

.A.

1 m

/s

N.A

.2:

130

m/1

000m

2 6

mon

ths

Exca

vate

d Se

dim

ent T

raps

2

ha

1.5

m/s

N.A

. N

.A.

N.A

. 6

mon

ths

Dew

ater

ing

Trap

s Pu

mp

size

dep

ende

nt

N.A

. N

.A.

N.A

. N

.A.

6 m

onth

s **

Isol

atin

g Se

nsiti

ve A

reas

and

Wor

k A

reas

Turb

idity

Cur

tain

s N

.A.

0.3

m/s

al

l in-

wat

er b

ody

cont

rols

requ

ire si

te sp

ecifi

c en

gine

erin

g de

sign

Cof

fer D

ams

all i

n-w

ater

bod

y co

ntro

ls re

quire

site

spec

ific

engi

neer

ing

desi

gn

Ligh

t-Dut

y Se

dim

ent B

arrie

rs *

**

2 ha

0.

15 m

/s

N.A

.3:

130

m/1

000m

245

days

Hea

vy-D

uty

Sedi

men

t Bar

riers

***

2

ha0.

3 - 1

.0 m

/s

N.A

.2:

130

m/1

000m

245

days

Chu

tes

2ha

N.A

. N

.A.

1.5:

1N

.A.

6 m

onth

s *

R

ock

Flow

Che

ck D

ams i

nten

ded

for p

lace

men

t in

situ

atio

ns w

hich

exc

eed

the

limits

out

lined

in th

is ta

ble

requ

ire si

te sp

ecifi

c en

gine

erin

g de

sign

. **

L

ife E

xpec

tanc

y of

Dew

ater

ing

Trap

s is d

epen

dent

on

the

type

of s

edim

ent b

arrie

r use

d in

its c

onst

ruct

ion.

**

* M

inim

um d

esig

n cr

iteria

hav

e be

en u

sed

for

the

gene

ral

cate

gory

con

trol

mea

sure

s. If

thi

s lim

it is

to

be e

xcee

ded,

the

des

igne

r m

ust

spec

ify a

spe

cific

mea

sure

.

Sept

embe

r 201

1 Pg

. 10

of 1

1 B

805

DET

AIL

EST

IMA

TIN

G

TEM

PORA

RY E

ROSI

ON

AN

D S

EDIM

ENT

CON

TRO

L

TAB

LE 2

: OPS

S 80

5 ER

OSI

ON

CO

NTR

OL

ITEM

S an

d PA

YM

ENT

MET

HO

DS

Bar

rier

s Fl

ow C

heck

Dam

s (N

ote

2)C

olle

ctiv

e M

easu

res

(Not

e 3)

In

-Wat

er C

ontr

ols

Inst

alla

tion

incl

udes

re

mov

al?

(Not

e 1)

Pa

ymen

t

Sedi

men

t Rem

oval

for a

ll m

easu

res m

ay b

e by

tend

er it

em in

cub

ic m

etre

s or h

ours

of e

quip

men

t ren

tal.

If th

ere

is n

o te

nder

item

, pay

men

t is b

y Ex

tra W

ork.

Ligh

t-Dut

y S

edim

ent B

arrie

rs

Ligh

t-Dut

y F

low

Che

ck D

ams

Yes

B

arrie

rs b

y m

etre

, Fl

ow c

heck

dam

s by

each

Ligh

t-Dut

y S

traw

Bal

e B

arrie

rs

Stra

w B

ale

Flow

Che

ck

Dam

sY

esas

abov

e

Ligh

t-Dut

y S

ilt F

ence

Bar

riers

Si

lt Fe

nce

Flow

Che

ck D

ams

Yes

as a

bove

Sand

bag

Flow

Che

ck D

ams

Yes

by e

ach

chec

k in

stal

led

Hea

vy-D

uty

Sed

imen

t Bar

riers

R

ock

Flow

Che

ck D

ams

Yes

B

arrie

rs b

y m

etre

, R

ock

flow

che

ck d

ams b

y ea

ch

inst

alle

d

Hea

vy-D

uty

Silt

Fen

ce B

arrie

rs

Yes

by le

ngth

inst

alle

d

Ber

m B

arrie

rs

Yes

by le

ngth

inst

alle

d

Sand

bag

Bar

riers

Yes

by le

ngth

inst

alle

d

Exca

vate

d S

edim

ent T

raps

Y

es

by e

ach

colle

ctiv

e tra

p in

stal

led

Chu

tes

Yes

by

eac

h co

llect

ive

chut

e in

stal

led

Dew

ater

ing

Trap

s Y

es

by e

ach

colle

ctiv

e tra

p in

stal

led

Turb

idity

Cur

tain

s Y

es

by e

ach

curta

in in

stal

led

Cof

fer D

ams

Yes

by

eac

h da

m in

stal

led

Not

e 1

Ther

e is

no

sepa

rate

tend

er it

em fo

r rem

oval

of t

he c

ontro

l mea

sure

. Con

stru

ctio

n di

rect

ions

in th

e sp

ecifi

catio

n no

te th

at c

ontro

l mea

sure

s are

to b

e re

mov

ed a

s par

t of

the

wor

k of

eac

h te

nder

item

. N

ote

2 Th

ose

mea

sure

s tha

t do

not l

end

them

selv

es to

eas

y fie

ld m

easu

rem

ent b

y le

ngth

are

to b

e m

easu

red

by th

e nu

mbe

r of i

nsta

llatio

ns, b

y ea

ch lo

catio

n. T

his a

pplie

s to

sand

bag

and

rock

flow

che

ck d

ams.

If a

dditi

onal

mat

eria

ls a

re re

quire

d be

yond

thos

e sh

own

on th

e dr

awin

gs, t

he e

xtra

wor

k pr

ovis

ions

of t

he O

PS G

ener

al C

ondi

tions

w

ill a

pply

. N

ote

3 Th

e pr

inci

ple

refle

cted

in N

ote

2 al

so a

pplie

s to

thes

e co

llect

ive

mea

sure

s. It

will

be

rela

tivel

y ea

sy fo

r the

con

tract

or to

bid

on

thes

e co

llect

ive

mea

sure

s pro

vide

d th

e dr

awin

gs a

re c

lear

. If a

dditi

onal

mat

eria

ls a

re re

quire

d du

ring

cons

truct

ion,

then

the

extra

wor

k pr

ovis

ions

will

app

ly.

Sept

embe

r 201

1 Pg

. 11

of 1

1 B

805

DETAIL ESTIMATING ROOTWAD STRUCTURES

B810 – ROOTWAD STRUCTURES – OPSS 810 810.1 GENERAL

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

810.2 REFERENCES – None 810.3 TENDER ITEMS

Rootwad Structure 810.4 SPECIFICATIONS

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


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


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

810.07 DESIGN

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

December 2014 Page 1 of 3 CDED B810


Rootwads offer the following advantages: (1) are typically cost-effective because they utilize natural materials that are often found on or near the site; (2) eventually decompose, thus allowing the restored riparian zone to function naturally, (3) create habitat complexity, hydraulic diversity, and substrate sorting, and (4) induce less local sediment deposition than other flow deflection structures. Rootwads do have their limitations being thresholds for allowable shear stress. Field studies suggest that their performance is highly dependent upon their orientation with respect to flow direction. Thus, the use of rootwads for erosion control should be limited to conditions where the up and downstream ends are secured and at least one stable meander sequence exists upstream. However, these requirements do not limit the use of rootwads for habitat enhancement or augmenting riparian vegetation restoration. Rootwads require a thorough and immediate revegetation plan for complete and long-term project success, and if not constructed properly, fish habitat enhancement values may be less than desired. Finally, if not orientated correctly with respect to the thalweg and scour depth, and if protective measures for flanking are not accounted for, waterbody bank failure may result. Although rootwads have the potential to function well on many types of streams, the risk of failure, habitat benefits, complication of design and construction, and overall aesthetics can differ among streams. Project success is often dependent on thorough knowledge of physical stream processes and ecological relations in the project stream, as well as experience in the design and construction of stabilization measures. Considerations when evaluating site viability for rootwads include, but are not limited to: 1. Habitat Requirements. Streambank stabilization projects where natural materials

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

2. Sediment Dynamics. Rootwads should not be used where sediment deposition

along the bank is desirable. 3. Stream Size. Rootwads are best suited for streams where the effective rootwad

surface spans the distance between base scour elevation and near bank-full elevation.

4. Planform Stability. Stable meander geometry must exist at least one meander

sequence above and below the project area, e.g. the incoming flow direction must be consistent.

5. Grade Stability. Channel incision should be absent or bed elevation must be

maintained naturally or by other grade control features. Rootwads do not provide grade control.



6. Bank Soils. Rootwads may have limited success and are considered at high risk of

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

7. Life of Rootwad structure. Rootwads are best where temporary (5-15 yr)

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

810.8 COMPUTATION

The unit of measurement is the number of rootwad structures. 810.9 DOCUMENTATION 810.9.1 Contract Drawings

A plan shall be provided, and show:

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

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


The location of rootwad structures 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. Each location may have more than one rootwad structure. The quantity entered in the Q-sheet for each location is the number of rootwad structures to be constructed. The individual column entries are totaled and transferred to the Form of Tender.


DETAIL ESTIMATING LARGE WOODY DEBRIS

B811 – LARGE WOODY DEBRIS – OPSS 811 811.1 GENERAL

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


811.3 TENDER ITEMS Large Woody Debris

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

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

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

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

December 2014 Page 1 of 3 B811


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

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

811.9 DOCUMENTATION

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

location of large woody debris. • Original ground contour. • Normal water level. • Cover treatment/erosion control for disturbed ground areas and graded slopes.



A note is to be included if excavated material is acceptable to be used in lieu of backfill stone: “Excavated bank material may be re-used as backfill stone”.

811.9.2 Quantity Sheets The location of large woody debris 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 individual column entries are totaled and transferred to the Form of Tender.

811.9.3 Documentation Accuracy Quantities of large woody debris are rounded to the nearest 0.1 m.


DETAIL ESTIMATING LUNKERS

B812 – LUNKERS – OPSS 812 812.1 GENERAL

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

812.2 REFERENCES MTO Environmental Guide for Fish and Fish Habitat

812.3 TENDER ITEMS Wood LUNKERS Stone LUNKERS

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

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

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

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



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



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

812.9 DOCUMENTATION

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

LUNKER; • Original ground contour; • All necessary LUNKER structure dimensions; • Dimensions of base stabilizing stone, large backfill stone, and spacer and cover

stone; • High water level; and • Cover treatment/erosion control for disturbed ground areas and graded slopes

812.9.2 Quantity Sheets LUNKER structures are documented on Miscellaneous 1 Q-Sheets. Locations are shown using local stationing (if available) and the unique identifier used on the contract drawing. The individual column entries are totaled and transferred to the Form of Tender.

812.9.3 Documentation Accuracy Quantities of LUNKER are rounded to the nearest 0.1 m.


DETAIL ESTIMATING WATERPROOFING BRIDGE DECK

B914 – WATERPROOFING BRIDGE DECK – OPSS.PROV 914 914.1 GENERAL

Waterproofing the bridge deck is done on the recommendation of the Regional Structural Section. The top surface of the top slab of a cast-in-place structural concrete culvert may be considered as a bridge deck where waterproofing is required. Included in the area to be waterproofed are the adjacent vertical sides to an elevation of 300 mm below the top surface of the top slab. Hot Applied Asphalt Membrane waterproofing is used on new and existing concrete bridge decks.

914.2 REFERENCES

Ministry of Transportation Publications – Structural Manual

914.3 TENDER ITEMS

Bridge Deck Waterproofing Modification of Deck Drains Form and Fill Grooves Membrane Reinforcement Deck Surface Preparation



914.5 SPECIAL PROVISIONS The designer should refer to Chapter “E” of this manual to review the special provisions applicable to these tender items. Include the appropriate special provisions as required.



914.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 3000 series of the Ontario Provincial Standard Drawings Manual. Where modification of deck drains for existing decks is required, the designer shall include the appropriate OPSD in the Contract Documents.

914.7 DESIGN Refer to the Structural Manual and Structural Standard Drawings (SSD). The work of Membrane Reinforcement, Form and Fill Grooves, and Deck Surface Preparation are included in the tender item Bridge Deck Waterproofing, except when the location of joints or cracks in the deck that will require use of membrane reinforcement cannot be pre-determined. In this case, the tender item Membrane Reinforcement is included along with the Bridge Deck Waterproofing item. Tack coating of the concrete surface is included in the bridge deck waterproofing tender item. Tack coating of the protection board shall be quantified separately as part of the OPSS 308 tack coat item.

914.8 COMPUTATION 914.8.1 Item Payment Basis

Bridge Deck Waterproofing Modification of Deck Drains Form and Fill Grooves Membrane Reinforcement Deck Surface Preparation The work of Membrane Reinforcement, Form and Fill Grooves, and Deck Surface Preparation is normally included with the Bridge Deck Waterproofing item.

914.8.2 Sources of Information The main source of information for the above tender items is the Regional Structural Section.



914.8.3 Method of Calculation The unit of measurement for the Bridge Deck Waterproofing item is LS/m². The m² quantity is calculated for cost estimating only. In the tender, the item is lump sum (LS) with a quantity of 100%. The following four items are PQP items: • The unit of measurement for the Modification of Deck Drains item is each. • The unit of measurement for the Form and Fill Grooves item is metres. • The unit of measurement for the Membrane Reinforcement item is metres. • The unit of measurement for the Deck Surface Preparation item is the area in

square metres.

914.9 DOCUMENTATION 914.9.1 Contract Drawings

The designer shall indicate the required thickness of the combined asphalt and waterproofing system on the Contract Drawings. When a 20 mm wide by 20 mm deep form and fill groove in the asphalt is required to accommodate movement, its location and dimensions shall be shown on the Contract Drawings.

914.9.2 Quantity Sheets Each tender item is to be entered into a separate column in the Quantities-Structure Q-Sheet. For the Bridge Deck Waterproofing item, the m2 quantity is entered. CPS will automatically convert the m² quantity to lump sum (LS) with 100% as quantity. For multiple structures on the same contract, separate tender items are used for each applicable structure.

914.9.3 Documentation Accuracy Linear (m) and area (m²) quantities are documented to the nearest 0.01 m or m².


DETAIL ESTIMATING EXCAVATION AND BACKFILL FOR STRUCTURES

96 05 B902-1

902 - EXCAVATION AND BACKFILL FOR STRUCTURES - OPSS 902

902.1 GENERAL

902.1.1 Excavation for Structures

Excavation for structures deals with excavation in earth or rock for the placement of the following structures:

- Bridges - Working slabs/pads - footings for piers and abutments - wingwalls

- Concrete Culverts - footings - aprons - wingwalls

- Retaining Walls - footings - wingwalls

with additional excavations for:

- Bedding - box culverts - working slabs

- Frost Tapers - bridges - concrete culverts - retaining walls

902.1.2 Backfill to Structures

This is not a separate tender item. Granular backfill is included as part of the general granular item.

Concrete structures may be backfilled with rock. In certain circumstances, when granular material is not readily available or in order to reduce high granular costs, rock available for fill may be used as backfill material. Before opting for rock backfill, a cost

comparison must be completed to determine the more economical alternative.

When rock is used as structure backfill, a standard Special Provision must be included stating the gradation of the backfill material, together with MTO

Standard Drawings (Structural). The rock backfill is paid for as part of the rock excavation from which it is obtained.


The tender items associated with excavation and backfill for structures are:

Earth Excavation for Structure


96 05 B902-2

Rock Excavation for Structure

Unwatering Structure Excavation

Clay Seal

Related Tender Items

Other tender items usually required with the excavation and backfilling of structures are:

Granular B Type I

Granular B Type II

Roadway Protection

Track Protection


The work of excavation for structures in both earth and rock, and the placing of granular backfill, are detailed in OPSS 902.


The designer should investigate to determine whether any Standard Special Provisions are required to be included in the contract.


To establish the physical limits upon which to base quantities, the designer must be familiar with:

1) Ontario Provincial Standard Drawings - 800 Series 2) Ontario Provincial Standards Drawaing - 3000, 4000 Series.

902.2 COMPUTATION

Earth Excavation for Structure and Rock Excavation for Structure are Plan Quantity Payment items.

Unwatering Structure Excavation and Clay Seal are not Plan Quantity Payment items.


The main sources of information are the Foundation Design Section, the Structural Office/Section and the Regional Geotechnical Section.



96 05 B902-3

Earth and Rock Excavation

The total excavation for structure includes the excavations required to place the concrete structure, beddings and frost tapers.

The price bid for the appropriate Structure Excavation tender item also includes the removal of overlying asphaltic or concrete pavements, curb and gutters and sidewalks. Where however there are separate tender items for removal of pavements, curb and gutter or sidewalk which overlaps the removal of pavement, curb and gutter or sidewalk over the structure excavation, then payment for the removal of these surface features will be made under the appropriate tender items, for removal of pavement, curb and gutter and sidewalk.

The excavation required to place a concrete structure is determined by calculating the volume in cubic metres normally based on:

1. - an upper limit of: a) original ground, or b) the designated payment surface (see 902.2.3)

2. - a lower limit of: a) bottom of footings b) bottom of bedding c) bottom of working slab/pad d) other special application

3. - the plan area of the footings

In excavating for standard and rigid frame open-footing concrete culverts, the materialbetween the walls/footings and above the stream bed elevation shall be part of the structure excavation (see Figure 902-1).

Excavation in rock is the same as that for earth, except that the upper limit is the rock line rather than the original ground line. Should a culvert occur in a rock cut location, the upper limit of rock is the top of shatter.

Backfill - Granular/Rock

Granular backfill quantities are computed according to the dimensions shown on the OPS Drawings or the Structure Drawings. The upper limit is the bottom of granular sub-base (except for retaining walls in cuts), and includes backfill for frost tapers, where required.

Rock backfill quantities for bridge abutments are computed according to OPSD 3505 depending on whether the structure or roadbed is constructed first. This will be determined in consultation with the Structural Section.

Clay Seal

No volume calculations for clay seal are needed. If excavation is required to place the clay seal, the volume is computed and shown only as "material available for fill".

902.2.3 Designated Payment Surface


96 05 B902-4

If using the original ground elevation results in excessive overlap between earth excavation for structure and earth excavation for grading, the designer, in consultation with the Structural Office/Section, may choose a designated payment surface at a lower elevation, with the purpose of reducing the overlap. When the original ground line is well above the subgrade line (and, in fact, above the top of proposed pavement), then a Designated Payment Surface could be struck at the subgrade elevation. This surface would be horizontal both longitudinally and transversely, (see Figures B902-2 and B902-3).

The following considerations affect the application of the Designated Payment Surface (DPS):

a) Overlapping excavations are to be tolerated unless the Highway Designer decides that the volume obtained is unrealistic, to the extent that contract balancing would be based on erroneous quantities;

b) The DPS is to be used only in exceptional situations.

902.3 DOCUMENTATION


Concrete Culverts

New concrete culverts and existing concrete culverts requiring extension are shown on the plans and profiles of the contract drawings.

Where the design shows a need for roadway or track protection, a protection scheme will be provided by the Regional Structural Section, and shown in full detail on the Structural Drawings. A separate tender item must be provided to cover the protection work.

Designated Payment Surface

For each structure that utilizes a designated payment surface, a detailed sketch with supporting elevation(s) must be shown on the highway grading drawings, and not on structural drawings.

Use of Specific Materials

When the design depends on the use of a specific material, that material must be identified on the drawings even when it is to be provided under the Earth Excavation(Grading) or Earth Borrow item.

Clay Seal

A detailed dimensioned sketch for each location must be shown on the contract drawings.


96 05 B902-5


96 05 B902-6


Excavation for Structures

Excavation quantities for each structure, computed in cubic metres to the nearest whole number, must be checked 100%.


96 05 B902-7

The quantity for each bridge, concrete culvert and retaining wall is shown separately on "Quantities - Miscellaneous 1 or 2 "or "Quantities - Structures" sheet, and the columns (Earth, Rock) totalled to form the tender quantities.

Excavated Material should be made available for full reductions by showing the quantityon the quantities -grading sheet.

Unwatering Structure Excavation

Where unwatering operations are required, the appropriate column should show "100%" against the structure entry on the quantity sheet.

Granular Backfill

The granular quantity for each bridge, concrete culvert and retaining wall is listed separately on the "Quantities - 1" or "Quantities - 2" sheet. The column subtotal is transferred to the main granular item on the "Quantites - Hot Mix and Granulars" sheet and included in the tender quantity.

Clay Seal

Clay seal is documented on the same quantity sheet where concrete culverts are documented. It is identified as a separate tender item without quantity entries. Note that clay seal information for pipe culvert locations are kept separately from those for concrete culverts, and generate a separate lump sum tender item under OPSS 421.

DETAIL ESTIMATING CONCRETE CULVERTS

95 04 B904-1

904 - CONCRETE IN CULVERTS - OPSS 904

904.1 GENERAL

The work under this item consists of the constructing of falsework, supplying, mixing, pouring, finishing and curing of concrete. The concrete footing is included in the concrete in culvert item. These design guide lines should be read in conjunction with B905

Concrete culverts are divided into two groups.

a) Standard Culverts b) Special Design Culverts

Each group may be broken down into either Rigid Frame Open Footing Type, Rigid Frame Box Type or Non-Rigid Frame Box Type Culverts.

Standard Culverts as well as Special Design Culverts are designed by the Regional Structural Section or by the Structural Office. The designer decides on the location and opening size of a standard concrete culvert. For larger catchment areas the Hydrology Section is contacted to provide the necessary information on the required opening size.

When extending existing concrete box culverts designers should determine whether existing accumulated sediment requires removal from within the culvert in order to reestablish design drainage capacity.


- Concrete in Culverts 904.1.2 Specifications

The requirements for concrete in culverts are covered by OPSS 904.

The requirements for Precast Box Culverts are covered by OPSS 422 and OPSS 1821.


The designer should refer to Chapter "E" of this manual to review applicable special provisions. The standard special provision, whereby the contractor may substitute precast concrete box

culverts for cast-in-place concrete box culverts, should be included in the contract.


Ontario Provincial Standard Drawings (OPSD) are not available for concrete culverts. Sampledrawings for a standard culvert size are contained in the Concrete Culvert Design and Detailing Manual prepared by the Structural Office.


95 04 B904-2

904.2 COMPUTATION



a) MTO Concrete Culvert Design and Detailing Manual

This manual contains instructions on the structural design and details only. It does not provide any information on culvert size or culvert type selection.

b) MTO Drainage Manual

This manual contains information to determine the culvert size, the type and drainage design procedure.

c) Soils Design Information (Report and Profile) provided by the Geotechnical Section.

d) OPSS 422 and 1821

These specifications cover the requirements for material, design, fabrication and installation of single-cell precast box culverts not exceeding 3 m in span for placement under a minimum fill depth of 600 mm.


The unit of measurement for concrete in culvert is cubic metre.

The concrete tender quantity is forwarded to the designer/project manager, by either the Regional Structural Section or by the Structural Office.

904.3 DOCUMENTATION


The designer/project manager includes the culvert drawings provided by the Structural Section/Office into the contract.

b) Quantity Sheet

The documentation of "Excavation and Backfill for structures" is explained in Section B902 of this manual.

Concrete, reinforcing steel and coated reinforcing steel for culverts form separate tender items. However, when the totalled quantity of reinforcing steel for all concrete culverts in a contract is less than 5 tonnes, then the reinforcing steel will be included in the concrete item and there will be no separate tender item for reinforcing steel. In this case OPS Specification 905 shall be shown against the Concrete in Culvert item in the tender form.


95 04 B904-3

The volume of concrete is transferred from the drawings to any Miscellaneous Quantity Sheet and listed against the station and location for each concrete culvert. Quantities in each column are totalled. This total is the tender total and is transferred to the Form of Tender.

The Structural Section/Office shall supply separate estimated quantities for coated and uncoatedreinforcing steel, for the Estimating Office, in the "Notes to Planning and Design." These notes are for information purposes only, and form part of the structural package sent to Planning and Design. Planning and Design will forward these quantities to the Estimating Office.


Stations are recorded in whole numbers. Concrete quantity entries are recorded in 0.1 m3 . 100% checking is required.


96 05 B905-1

905 - REINFORCING STEEL - OPSS 905 - COATED REINFORCING STEEL - OPSS 905

905.1 GENERAL

The work under these items consists of the placing of steel reinforcement. The following designguidelines should be read in conjunction with B904.

905.1.1 Reinforcing Steel

"Coated reinforcing steel" is steel covered with an epoxy protective coating to prevent prematuredeterioration. It is used in structure areas exposed to road salt.


- Reinforcing Steel Bar - Coated Reinforcing Steel Bar - Mechanical Connectors - Coated Mechanical Connectors 905.1.3 Specifications The requirements for the work of placing reinforcing steel are contained in OPSS 905.


The designer should refer to Chapter "E" of this manual to review applicable special provisions.


Ontario Provincial Standard Drawings (OPSD) are not available for placing reinforcing steel.

Reinforcing steel details are provided on structural drawings by the Structural Office/Section.

905.2 COMPUTATION

These are Lump Sum items.


The Structural Office/Section shall provide both coated and uncoated reinforcing steel tonnages for use by the Estimating Office in the "Notes to Planning and Design". These quantities will not form part of the tender documents.


96 05 B905-2

905.3 DOCUMENTATION


The designer includes the pertinent drawings provided by the Structure Office/Section into the contract.

b) Quantity Sheet

When the sum of the quantities for each type of steel, (i.e. uncoated and coated) required for all cast in place concrete culverts is 5 tonnes or greater then separate lump sum bid tender items will be set up for: Reinforcing Steel, and Coated Reinforcing Steel.

The Quantity sheet will be completed by showing the notation 100% against each component requiring steel reinforcement (i.e.) concrete culvert, headwall, appurtenance etc.

The notations "100%" and "L.S." must also be shown in the "Totals" and "Unit" lines respectively for the appropriate rebar items.

However, when the sum of the quantity of reinforcing steel required for cast in place culverts on a project is less than 5 tonnes then the reinforcing steel will be included in the tender item - "Concrete in Culverts", and there will not be a separate rebar tender item. In this case OPSS 905 shall be shown against the item " Concrete in Culverts" on the Form of Tender.

The Structural Office/Section shall supply separate estimated quantities for coated and uncoated reinforcing steel, for the Estimating Office, in the "Notes to Planning and Design." These notes are for information purposes only, and form part of the structural package sent to Planning and Design. Planning and Design will forward these quantities to the Estimating Office.


Stations are recorded in whole numbers.

DETAIL ESTIMATING STRUCTURAL WOOD SYSTEMS


B907 - STRUCTURAL WOOD SYSTEMS - OPSS 907 907.1 GENERAL

Structural wood systems, composed of modular bridge components, include all wood in the structure and cribs, and include the associated decking, ramps, bank seats, sidewalks and railings.

907.2 REFERENCES

Ministry of Transportation Publications – Structural Manual Canadian Highway Bridge Design Code

907.3 TENDER ITEMS

Wood in Structure Wood in Cribs


The requirements for the above tender items are contained in OPSS 907. 907.5 SPECIAL PROVISIONS

There are currently no special provisions associated with this specification. 907.6 STANDARD DRAWINGS

There are no standard drawings pertaining to Structural Wood Systems. 907.7 DESIGN

The design shall be according to the Canadian Highway Bridge Design Code and the Structural Manual.




Wood in Structure Wood in Cribs


The main sources of information for the above tender items are the Foundation Design Section, the Structural Office and the Regional Geotechnical Section.


The unit of measurement for the Wood in Structure item is lump sum per cubic metre of volume. The lump sum per cubic metre units are only used for cost estimating. In the tender, this will be a LS item with a quantity of 100%. The unit of measurement for the Wood in Cribs item is the volume in cubic metres. Each component (i.e. pier, abutment) shall be calculated separately and the total summed for each individual structure. The volume of wood shall be calculated based on dressed dimensions and shall be given to the nearest 0.1 of a cubic metre.

907.9 DOCUMENTATION 907.9.1 Drawings

The designer shall include all the pertinent information in the contract drawings. Field Fabrication When field fabrication of wood components is required, the designer shall indicate this on the Contract Drawings under Construction Notes. Bolts, Rods and Lag Screws Where prebored holes in wood are required, they shall be specified as such on the Contract Drawings.



Geotextile - Wood in Cribs The designer shall indicate on the Contract Drawings the Geotextile placement details.

Stress-Laminated Wood Decks

The designer shall indicate on the Contract Drawings the stressing forces as well as any stressing sequence requirements.


Each tender item is to be entered into a separate column in the Quantity Sheet-Quantities-Structure. The tender item name is the column heading. For the Wood in Structure tender item, the structure name is labelled in one row. The total is entered as cubic metres for lump sum per cubic metre tender items where the appropriate row and column meet. Contract Preparation System will convert lump sum per cubic metre tender items to lump sum items and insert 100% as the tender quantity. For multiple structures on one contract, it is appropriate to use a separate Wood in Structure tender item for each applicable structure. A separate row in the Quantity sheet is used for each bridge.

DETAIL ESTIMATING METAL TRAFFIC BARRIERS AND METAL RAILINGS FOR STRUCTURES

B908 - METAL TRAFFIC BARRIERS AND METAL RAILINGS FOR STRUCTURES - OPSS 908

908.1 GENERAL

Metal traffic barriers and metal railings are constructed on structures to meet the barrier requirements of the Canadian Highway Bridge Design Code (CHBDC).

908.2 REFERENCES Ministry of Transportation Publications – Structural Manual Canadian Highway Bridge Design Code (CHBDC)

908.3 TENDER ITEMS Metal Traffic Barrier Barrier Wall Railing Parapet Wall Railing Pedestrian Railing Bicycle Railing

908.4 SPECIFICATIONS The requirements for metal traffic barriers and metal railings are contained in OPSS 908.

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

908.6 STANDARD DRAWINGS Drawings for metal traffic barriers and railings on structures are contained in MTO Structural Standard Drawings.


DETAIL ESTIMATING METAL TRAFFIC BARRIERS AND METAL RAILINGS FOR STRUCTURES

908.7 DESIGN Refer to the Structural Manual and Structural Standard Drawings for barriers and railings on structures. Design requirements for bridge railings are contained in the Canadian Highway Bridge Design Code (CHBDC).



908.8.2 Method of Calculation The unit of measurement is in metres from end to end of railing. Where a railing system overlaps with an adjacent railing system that is paid for under another tender item, the measurement shall extend from the end of the subject railing system as if the adjacent rail did not exist. Concrete exterior end wall panels and wingwall panels are not considered to be part of a railing system and are not included in the length of a railing system.

908.9 DOCUMENTATION 908.9.1 Contract Drawings

Railings are indicated on the contract drawings using the appropriate standard drawing number, if applicable.

908.9.2 Quantity Sheets Metal traffic barrier and railing installations on structures are recorded on Quantities-Structure Q-Sheet. For multiple structures on the same contract, separate tender items are used for each applicable structure.

908.9.3 Documentation Accuracy Stations and quantities for barriers and railings for structures are recorded to the nearest metre.



October 2009 Pg. 1 of 3 B914

914 - WATERPROOFING BRIDGE DECK - OPSS 914

914.1 GENERAL

Waterproofing the bridge deck is done on the recommendation of the Regional Structural Section.

Hot Applied Asphalt Membrane waterproofing is used on new and existing concrete bridge deck Ministry contracts. The tender items “Membrane Reinforcement” and “Form and Fill Grooves” are always included in the tender item "Bridge Deck Waterproofing" unless the location of joints or cracks in the deck that will require use of membrane reinforcement cannot be pre-determined. In this case, the tender item "Membrane Reinforcement" is applied.

Tack coating of the concrete surface is included in the bridge deck waterproofing tender item.

Tack coating of the protection board is included in the tack coat item.

914.2 REFERENCES

Ministry of Transportation Publications – Structural Manual

914.3 TENDER ITEMS

Bridge Deck Waterproofing Modification of Deck Drains Form and Fill Grooves Membrane Reinforcement Deck Surface Preparation




Fill-in Special Provision Number 914F02 is required when the deck surface is textured or contains sawcut grooves.


Applicable standard drawings are contained in the 3000 series of the Ontario Provincial Standard Drawings Manual.



914.7 DESIGN

914.7.1 Modification of Deck Drains

Where modification of deck drains for existing decks is required, the designer shall ensure that the appropriate OPSD is included in the Contract Documents.

914.7.2 Form and Fill Grooves

When a 20 mm wide by 20 mm deep groove in the asphalt is required to accommodate movement, its location and dimensions shall be shown on the Contract Drawings.

914.8 COMPUTATION


Bridge Deck Waterproofing Modification of Deck Drains Form and Fill Grooves Membrane Reinforcement Deck Surface Preparation (Not required; payment for work is included under the Bridge Deck Waterproofing item.)


The main sources of information for the above tender items are the Materials Engineering and Research Office.


The unit of measurement for the Bridge Deck Waterproofing item is lump sum per square metre. The lump sum per square metre units are only used for cost estimating. In the tender, this will be a lump sum (LS) item with a quantity of 100%.

The following four items are PQP items: � The unit of measurement for the Modification of Deck Drains item is each. � The unit of measurement for the Form and Fill Grooves item is metres. � The unit of measurement for the Membrane Reinforcement item is metres. � The unit of measurement for the Deck Surface Preparation item is the area in square

metres.

914.9 DOCUMENTATION

914.9.1 Drawings

The designer shall indicate the required thickness of the combined asphalt and waterproofing system on the Contract Drawings.



Existing structure drawings are not to appear in the contract. Instead, copies are to be part of the design package handed to construction staff.


Each tender item is to be entered into a separate column in the Quantity Sheet-Quantities-Structure. The tender item name is the column heading.

For the Bridge Deck Waterproofing tender item, the structure name is labelled in one row. The total is entered as square metres for lump sum per square metre tender items, where the appropriate row and column meet. Contract Preparation System will convert lump sum per square metre tender items to lump sum (LS) and insert 100% as the tender quantity. For multiple structures on one contract, it is appropriate to use a separate Bridge Deck Waterproofing tender item for each applicable structure.

The PQP tender items are entered into the Quantity Sheet-Quantities-Structure, with the structure name in one row. Where the appropriate row and column meet, the quantity is entered using the applicable unit of measure.

918 - MODULAR BRIDGE STRUCTURESFOR TEMPORARY INSTALLATIONS

- OPSS 918

918.1 GENERAL

The use of Modular Bridge Structures permits the possible use of other than 'Bailey Bridges'.

The restrictions to temporary installations permit general exceptions to the Ontario Highway Bridge Design Code (OHBDC) that are acceptable, as the specification does not apply to permanent structures. It can be made to apply to longer term installations by the designer, by evaluating the site specific requirements of the longer term installation and determining what exceptions to the OHBDC would be acceptable to the designer.

Only the superstructure and ancillary components such as deck, railings and ramps are applied to OPSS 918. Substructure items are according to OPSS 903 for piling, OPSS 907 for timber structures, OPSS 906 for structural steel and OPSS 904 for concrete. The substructure items will be those of the applicable specification.


Modular Bridge






Presently there are no standard drawings pertaining to Modular Bridge.

918.2 COMPUTATION


The main source of information for the above tender item is the working drawings of the bridge manufacturer, showing the proposed modular bridge, procedures for launching, erecting and removing and any supplementary methods and procedures

Rev. Date: 02/99 Modular Bridge Structures for Temporary Installations B918-1

proposed by the Contractor, as well as the Ontario Highway Bridge Design Code.


The unit of measurement for the item Modular Bridge is lump sum.

918.3 DOCUMENTATION

918.3.1 The designer includes the pertinent drawings in the contract, provided by the Structural Office.

Information above is detailed on any Quantities - Structure sheet.


Stations are recorded in whole numbers.

Rev. Date: 02/99 Modular Bridge Structures for Temporary Installations B918-2

932 - CRACK REPAIR - CONCRETE- OPSS 932

932.1 GENERAL

The designer should indicate the approximate location, depth and extent of cracks to be repaired. Not all cracks need to be shown. Locations requiring special access equipment such as scaffolding should be represented reasonably accurately. Typical sections are acceptable for repeated types of work in similar locations and the condition survey has to be made available.

The designer should contact the supplier of the materials to confirm the material to be used is appropriate for the application, installation, temperatures and pressures.


Crack Injection Routing and Sealing - Hot-Poured Rubberized Joint Sealing Compound Routing and Sealing - Cold Applied Joint Sealing Compound






Presently there are no standard drawings pertaining to Crack Injection. Routing and Sealing drawings are illustrated in the Ontario Provincial Standard Manual in the 500 series.

932.2 COMPUTATION


The main source of information for the above tender items is contained in the Structural Design Manual. The designer should also contact the supplier of materials to confirm the material to be used is appropriate for the application, installations, temperatures and pressures.

Rev. Date: 02/99 Crack Repair - Concrete B932-1


The unit of measurement for the tender item Crack Injection is the length of the accepted injected crack in metres.

The unit of measurement for the tender items Routing and Sealing - Hot-Poured Rubberized Joint Sealing Compound and Routing and Sealing - Cold Applied Joint Sealing Compound will be the length of routed and sealed crack in metres.

932.3 DOCUMENTATION

The location of each repair area is indicated on any Quantities - Miscellaneous sheet.


Summarized repair areas are recorded in whole number linear metres.

Rev. Date: 02/99 Crack Repair - Concrete B932-2

DETAIL ESTIMATING PRESTRESSED SOIL AND ROCK ANCHORS


B942 - PRESTRESSED SOIL AND ROCK ANCHORS - OPSS 942

942.1 GENERAL

Ground anchors are systems used to transfer tensile loads to soil or rock. These

systems comprise prestressing steel tendons, steel anchorages, spacers, centralizers

and grout. Permanent anchors also require corrosion protection.

Ground anchor design and construction require test anchors and production anchors.

Test anchors are to provide design information and to verify ground anchor capacity

prior to production anchor installation and testing. Usually one (1) or two (2) anchors

are subjected to pre-production tests depending on the scope and complexity of the

project. Test anchors are subjected to rigorous testing characterized by a number of

cyclic loadings for extended duration of up to 24 hours.

Production anchors testing are to be carried out on each anchor. Production anchors

testing are for anchor performance verification and are of relatively short duration.

Post grouting is a process of regrouting an anchor after the primary grout has set.

Post grouting is used as a method of increasing the capacity of an anchor.

942.2 REFERENCES

Canadian Highway Bridge Design Code

Foundation Investigation and Design Reports – project-specific

Post Tensioning Institute (PTI) – Recommendations for Prestressed Rock and Soil

Anchors.

942.3 TENDER ITEMS

Pre-Production Test Anchors

Production Anchor

Post-Grouting of Bond Length






The designer should refer to Chapter 'E' of this manual to review the applicable

special provisions.


There are no standard drawings associated with these tender items.

942.7 DESIGN

942.7.1 General

The ground anchor system must resist imposed tensile loads and limit displacements

of the structure to within Service Limit States (SLS) during the service life of the

installation and to prevent failure at Ultimate Limit State (ULS).

Guidelines for design, installation, stressing, inspection and testing of ground anchors

are available in a number of publications including the Post Tensioning Institute (PTI)

– Recommendations for Prestressed Rock and Soil Anchors.

Recommendations for ground anchors shall be included in the Foundation

Investigation and Design Report. This is administered by the Pavements and

Foundations Section, Materials Engineering and Research Office.

942.7.2 Geotechnical Resistance (pull-out Capacity)

Both immediate and time-dependent failure mechanisms for ground anchor

components shall be considered. Provided that the strength and durability of ground

anchor components is adequate, design can be based on the bond stress at the

interface between the anchor grout and the soil or rock. Recommendations for the

bond stress shall be provided in the Foundation Investigation and Design Report.

942.7.3 Spacing, Bond Length and Free-Stressing Length

Spacing requirements prevent interference between bond zones that could reduce the

pullout resistance of the ground anchor.

Bond length requirements should be sufficient for the ground anchor to provide

acceptable stress-strain performance over its service life. A minimum length of 3 m

is typically required to account for installation uncertainties.



Free stressing length should be sufficient to transfer load resistance beyond the

assumed failure wedge of the foundation material. The approximate angle of the

failure wedge can be calculated by well-established methods considering the geometry

of the anchored structure and the internal strength of the foundation material.

942.7.4 Post Grouting

To increase the capacity of the anchor, post-grouting can be used. Post-grouting

includes the regrouting of the anchor after the primary grout has set to enlarge the

bond stress area under grouting pressure. Post-grouting can either be specified or can

be used in response to not achieving design capacities during construction.

The Contract Administrator shall be notified prior to the commencement of

post-grouting of both permanent and temporary anchors.

942.7.5 Anchor Tests

Pre-Production Test Anchors are installed and tested prior to production tests. For

test anchors, the anchors are subjected to rigorous test procedures characterized by a

number of cyclic loadings and also maintaining the maximum test load up to

24 hours.

Proof tests on production anchors are for anchor performance verification. Proof tests

shall be carried out on all ground anchors. Proof tests are of relatively short duration

(10 to 30 minutes for temporary and permanent anchors respectively).

942.8 COMPUTATION


The main sources of information for anchors are:

a) Foundation Investigation and Design Reports, administered by the Pavements and

Foundations Section, Materials Engineering and Research Office.

b) Bridge Office/Structural Sections

c) Canadian Highway Bridge Design Code

d) Post Tensioning Institute (PTI)


942.8.2.1 Pre-Production Test Anchors

The unit of measurement for pre-production test anchors is the actual length in

metres (m) of the anchor from anchor plate to tip.



942.8.2.2 Production Anchors

The unit of measurement for test anchors is the actual length, in metres (m), of the

anchor from anchor plate to tip.

942.8.2.3 Post Grouting of Bond Length

The unit measurement for post grouting is kilograms of grout used. Tender quantity

may be established in consultation with the Pavements and Foundations Section,

MERO.

942.9 DOCUMENTATION

942.9.1 Drawings

For all designs, a plan illustrating the anchor layout, spacing, inclination and

orientation shall be provided in a foundation layout drawing in the contract drawings.

Chainage and offset shall be indicated on the drawing as required. The foundation

layout drawing shall also include sections, components and details that depict the

anchor type, minimum total anchor lengths, design loads, diameters, and materials.

The dimensions of anchor holes shall be indicated, including length, diameter and

tolerances. A unique identification number shall be provided to describe each anchor.

Some of the above information may be provided in an adjacent table on the contract

drawings, if practical.

Any requirements for waterproofing of anchor holes shall be detailed on the

foundation layout drawing, when required according to the Foundation Investigation

and Design report.

The maximum factored loads at Serviceability Limit State (SLS) and Ultimate Limit

State (ULS) shall be provided on the drawing.


For each of the Pre-Production Test Anchors, Production Anchor and Post-Grouting

of Bond Length tender items, enter the tender item name in the heading of one

column of the Quantity Sheet – Quantities – Structure. In one line, enter the total

quantity for the entire contract. For contracts with a large number of anchors or when

anchors are located in various locations, each location may be identified by chainage

and offset on one line and the applicable quantity (total length, m) entered in the

applicable column.



942.9.3 Non-standard Special Provisions

If applicable, specify the number of pre-production test anchors in a special provision.

List project-specific requirements for pre-production test anchors, as applicable.

Requirements for placing grout, including strength, shall be included in a special

provision. If applicable, requirements for post-grouting of the bond length shall be

included. Include requirements for cement bentonite slurry in the free-stressing

length, as applicable. Bond stress, bond lengths and free stressing lengths shall be

included in a special provision, if applicable, according to the Foundation

Investigation and Design Report.

Requirements for testing of production anchors shall be indicated in a special

provision.

Special provisions may be recommended to address site specific concerns identified

in the Foundation Investigation and Design Report. For example, alerting the

Contractor of cobbles or boulders in the native soil or alerting the Contractor of

susceptibility of soils to cave-in may be required.

When appropriate, some of the information listed under Contract Drawings

subsection may be provided in a special provision.

Specify the name, location and contact information for a testing laboratory to perform

testing on behalf of the owner, when required.

DETAIL ESTIMATING CONTINGENCIES AND ALLOWANCES

January 2014 Page 1 of 3 B999-A-Appendix A

B999-A - APPENDIX “A”

CONTINGENCIES AND ALLOWANCES

GENERAL

For various reasons, “as-constructed” quantities often will be at variance with

estimated quantities, and, therefore, compensating factors are required to be applied

to the estimates to bring them more into line with expected “as-constructed”

quantities. The compensating factors take the form of allowances and percentages

which are added to the computed quantities.

The allowances and percentages are applied on the basis of usage rather than the type

of material used, and they are subject to review by the Regional Geotechnical

Section.

The types of operations that require the application of an allowance or percentage to

the estimated material quantities are:

a) Compaction of earth and granulars

b) Placing granular base on granular sub-base

c) Maintenance of traffic on gravel surfaces

d) Fine grading of existing gravel surfaces prior to paving

e) Placing granular sub-base on a previously constructed subgrade

f) Placing granular sub-base on rock subgrade

g) Stockpiling of aggregates

Application of Allowances and Percentages

a) Compaction of Earth and Granulars

Earth and granular materials computed in cubic metres are increased by 15% to

compensate for handling and compaction losses, in the following situations:

Placing fill material (embankments)

Placing backfill material (swamps, structures, culverts, sewers)

Granular materials computed by volume and converted to tonnes by applying the

appropriate conversion factor; do not require to be increased by 15%, as the

conversion factor includes the percentage increase.



b) Placing Granular Base on Granular Sub-base

To compensate for the loss of base course material into the sub-base, an additional

500t/km (for two-lane highways) of base course material is added to the computed

quantity.

c) Maintenance of Traffic on Gravel Surfaces

On contracts where traffic must be maintained on the granular base or gravel

shoulders (including unpaved detours), the quantity of the surface material is

increased by 10%.

d) Fine Grading of Existing Gravel Surfaces Prior to Paving

Gravel Surfaces constructed under other contracts and open to traffic, need to be

reshaped and restored to the specified cross-section prior to paving.

Consult with the Operations Office or Regional Geotechnical Section in

determining the rate of additional granular material to be applied to the existing

roadbed for fine grading purposes.

Generally, the rate varies between 100t/km and 300t/km for two-lane highways.

e) Placing Granular Sub-base on a Previously Constructed Subgrade

Where the subgrade of a roadway was constructed one or more years prior to the

intended placing of granular materials, the quantity computed for the granular

sub-base is increased by 10%.

f) Placing Granular Sub-base on Rock Subgrade

Where Granular B, Types I and III sub-base material is placed on rock grade (cuts

and fills), the computed quantities are increased by the equivalent of an additional

150 mm depth of material to compensate for the expected loss caused by voids in

the shatter and embankments.

Where Granular B, Types II sub-base material is placed on rock grade (cuts and

fills), the computed quantities are increased by the equivalent of an additional 100

mm depth of material to compensate for the expected loss caused by voids in the

shatter and embankments.



g) Stockpiling of Aggregates

For economic reasons, in areas where commercial aggregates are not generally

available, the material required for surface treatment may be stockpiled under a

grading contract.

A 10% allowance should be added when calculating the required amount of

stockpiled aggregate.

Stockpiling of granular materials is paid for under the appropriate tender item.

91 10 B-Appendix B-1

APPENDIX 'B'

CHECKING OF QUANTITIES

Under the Plan Quantity Payment concept the accuracy of the plan quantities is of utmostimportance. The accuracy rests with the issuing office. The structural component is the responsibility of the Structural Office, the electrical component is the responsibility of the Electrical Office.

The Regional Planning and Design Section is responsible to ensure the accuracy of it's component and that all relevant components are properly documented and assembled for a complete package.

Each section in this chapter will eventually state the degree to which checking is required for individual tender items. Generally, major items or items with relatively high unit costs require 100% checking, for others spot checking is acceptable as noted.

"Checking" means verification of quantity calculations and checking of all activities considered to be "TakeOff", i.e. scaling of offsets, scaling of installation lengths, counting of components for "each" items, etc.

Spot checking means 100% checking of 20-25% of the work.

Planimeter take-off of cross-section end areas is to be carried out twice but not necessarily by two persons.

Items paid for fully, or in part, by an outside agency through an agreement must be checked 100% regardless of the recommendations stated in the individual sections.

The HDS (Highway Design System), primarily Systems 050 and 053 processing will require checking of the stored input design data and viewing of the cross- section plots to ensure design template integrity. Once input data is verified to be correct and templates have been deemed acceptable no further checking is necessary.

All calculations and quantity summary sheets must be signed and dated by the person who performed the calculations and by the person doing the checking."

CHAPTER C

Supplies

SUPPLIES CHAPTER C - INDEX

INDEX

1. GENERAL

2. LIST OF MATERIALS SUPPLIED BY THE MINISTRY TO THE CONTRACTOR FOR SPECIFIC TENDER ITEMS

3. COMPUTATION OF MATERIALS

3.1 Use of Stockpiled Materials

01 05 C-1

SUPPLIES GENERAL

1 - GENERAL

Certain materials required on MTO projects are supplied by the Ministry, to the Contractor. Since the supply situation does not remain constant, the materials to be supplied by the Ministry will be subject to a periodic review.

The materials listed in this chapter are, "GRADING MATERIALS" and are required for the completion of the grading and paving portion of a contract. ELECTRICAL MATERIALS AND STRUCTURE MATERIALS are supplied by the Contractor.

All GRADING, materials supplied by the Ministry to the Contractor are to be listed in CPS on the form entitled "Materials Supplied by MTO", under the Form of Tender Section subtitled "MTO Materials". This information is to be forwarded, as part of the standard contract submission, to the Contracts Office, who transfer the information to the special provision "Schedule of Materials to be Supplied by the Authority". The applicable OPS standard number is to be applied against the materials where identification is necessary.

In some instances, at the discretion of the designer, the supply of some of the materials listed in this chapter may become the responsibility of the Contractor. Conversely the designer may specify that a material, normally supplied by the contractor, be supplied by the Ministry. It is therefore essential that all Ministry supplied materials are listed.

The phrase "All Ministry Supplied Materials" includes materials from Ministry stockpiles which the Contractor is obligated by contract to use, but not those materials for which the Contractor has the option to use or not to use.

01 05 C-2

SUPPLIES LIST OF MATERIALS

2 - LIST OF MATERIALS SUPPLIED BY THE MINISTRY TO THE CONTRACTOR FOR SPECIFIC TENDER ITEMS

TENDER ITEM MAT. SUPPLIED UNIT CDED REFERENCE

Granular A, B or M from Stockpile

Granular t B314

Process Asphalt Pavement from Stockpile

Reclaimed Asphalt Pavement

t B399-2

01 05 C-3

SUPPLIES COMPUTATION

3-COMPUTATION OF MATERIALS

3.1 USE OF STOCKPILED MATERIALS

The directions under this heading apply only in conjunction with the wording "From Stockpile".

e.g.

- Granular A. B or M - From Stockpile

- Process Asphalt Pavement - From Stockpile

The quantity and stockpile location is entered on the appropriate form in CPS, (Materials Supplied by MTO).

01 05 C-4

CHAPTER D

Services and Acquisition - Construction

SERVICES CHAPTER D - INDEX INDEX 1. GENERAL

2. LIST OF SERVICES

3. COMPILATION OF ITEMS

3.1 Relocation of Utilities

3.2 Clearing

3.3 Guide Rails and Fencing

3.4 Sodding

3.5 Seeding and Mulching

3.6 Pavement Marking

3.7 Surface Treatment

3.8 Mulch Pavement

3.9 Contract Identification Signs

3.10 Permanent Signing

3.11 Equipment Rental

3.12 Vegetation Planting for Screening

3.13 Tree Planting and/or Pruning of Existing Trees

3.14 Bailey Bridge Transportation

3.15 Bridge Repairs

3.16 Removal and/or Installation of Traffic Signals and Temporary Illumination

3.18 Other Allowances

3.17 Special Items

4. FORMS AND DOCUMENTS

4.1 Form PH-CC-770 Services (Sundry)

4.2 Form PH-CC-773 Acquistion/Construction of Physical Assets

88 05 D1-1

SERVICE GENERAL

1 - GENERAL

This Chapter provides directions for the allocation of funds for certain types of work which, by nature, may not warrant a tender item.

These may be:

- Carried out by MTO forces - Negotiated with and carried out by the contractor - Carried out by forces other than MTO or contractor, such as Utility Companies.

Tender items with small or impractical quantities should be avoided in the tender documents because of stark inconsistencies in bidding by the contractor and therefore be included under Services (Sundry) or Force Account and Contingencies Payment.

The decision to place an item in the tender or to assign funds under services (Sundry) rests with the Project Manager who in consultation with Construction and Maintenance will determine the course of action.

Standard Account Classifications (SAC) require the separation of allotted funds in the following manner;

- Services (Sundry) (Code 4) - Acquisition/Construction (Code 6)

Services (Sundry) (code 4) Form PH-CC-770

Funds set aside under this code are for work which is intended to be carried out by Ministry forces.

Acquisition/Construction (code 6) Form PH-CC_773

This is the same cost code as applied to the tender. Under this code, funds will be set aside for:

(a) "Force Account and Contingencies", which will included funds for foreseeable work to be carried out by the contractor and for which a price is intended to be negotiated with the contractor.

(b) "Utilities and work by others", which will include funds for work required to be carried out by "others", such as relocation of utilities or installation of electrical work by a municipality.

The allocation of funds discussed in this chapter is usually determined at the Regional Technical Review Meeting and Provided by the office associated with a specific type of work to be performed.

SERVICES LIST OF SERVICES

88 05 D2-1

2 - LIST OF SERVICES

LIST OF SERVICE (SUNDRY) ITEMS AND FORM REQUIREMENTS

NOTE: only one of the designated Forms may be utilized for itemizing

ITEM UNIT FORM PH-CC-770Services(Sundry)

F O R M PH - CC - 773

SEE REFERENCESECTION

Force Acc.andcontingen-cies

Utilitiesand Work by others

RelocationOf Utilities

lump sum x 3.1

Clearing lump sum haNo. of Trees

x x 3.2

Guide Rails and Fencing

m x x 3.3

Sodding m2 x x 3.4

Seeding andMulching

kg x 3.5

Pavement Marking

km x 3.6

SurfaceTreatment

kg x x 3.7

Mulch Pavement t L

x x 3.8

Contract Identifi-cation Signs

lump sum x 3.9

SERVICES LIST OF SERVICES

88 05 D2-2

ITEM UNIT FORM PH-CC-770Service(Sundry)

F O R M PH - CC - 773

SEE REFERENCESECTION

Force Acc.and Conting-encies

Utilitiesand Work others

Permanent Signing

lump sum m2

x 3.10

Equipment Rental

h x x 3.11

VegetationPlanting for Screening

lump sum x 3.12

Tree Planting and/or Pruning of Existing Trees

lump sum x 3.13

Bailey Bridge Transportation

lump sum x 3.14

Bridge Repairs lump sum x x 3.15

Removal and/or Installation of Traffic Signals and Temporary Illumination

lump sum x x 3.16

Special Items lump sum x x x 3.17

OtherAllowances

lump sum x 3.18

SERVICES COMPUTATION

88 05 D3-1

3 - COMPUTATION OF ITEMS

3.1 RELOCATION OF UTILITIES

The cost of relocation of utilities, necessitated by construction or reconstruction of a highway, is borne wholly or in part by the Ministry. The commonly involved public utilities are:

- Towers and poles of Ontario Hydro - Poles of Telephone Companies - Underground Cable (Bell, Hydro, DND, Airport Communications, etc.) - Pipelines (Gas, Oil) - Watermains - Sanitary sewers - Cable TV - Telecommunications

On completion of all technical and administrative requirements between the District and the Utility Authority concerned, the Project Manager will consult the District Utility Co-ordinator as to the cost of relocation of utilities and availability of corresponding utility order or work order number for the completion of Form PH-CC-773.

Disregarding any possible subdivision of the work project into clearing and grubbing, grading and drainage, granular base and paving, the assignment "Relocation of Utilities" is to be made under the grading and drainage project or structure and approaches project if applicable.

3.2 CLEARING

Where it is decided by the Project Manager to perform, either partial or full clearing of the right-of-way on a day labour basis, a cost on a per hectare, number of trees or lump sum basis is to be provided in the grading contract.

3.3 GUIDE RAILS AND FENCING

The above work, if practical should be included as a tender item.

However, Cable Guide Rail, Steel Beam Guide Rail and Right of Way Fences may also be installed under Services (Sundry) or be included in foreseeable Force Account operations and computed in metres.


88 05 D3-2

3.4 SODDING

Wherever practical, the above work should be included as a tender item. Recommended areas of sodding may also be completed by forces arranged for by the District. the area to be calculated is measured in m .

3.5 SEEDING AND MULCHING

Seeding and mulching of areas 60,000 m (6.0 ha) or larger shall be carried out by contract. Smaller areas to be detailed under Services (Sundry) and carried out by the District. In this case, materials such as seed, mulching material, fertilizers, etc. shall be included in the amount provided.

3.6 PAVEMENT MARKING

Funds for pavement marking, if not part of the contract, are documented under Services (Sundry) on paving projects to cover the cost of marking the pavement to delineate traffic lanes and denote turning movements.

The length of zone painting in kilometres shall be detailed on Form PH-CC-770 (Services - Sundry). Separate entries are required for temporary and permanent pavement marking.

The cost for zone painting can be obtained from the District involved.

3.7 SURFACE TREATMENT

When the surface treatment work does not warrant tender items, the above work is placed under Services (Sundry) or Acquisition-Construction. Cost per kilometre is obtained from the Estimating Office.

Bituminous and aggregate materials are to be computed by using the application rates as shown on the table below.

Additional information on the use of surface treatment may be obtained from Chapter B, Section 36 of this manual.


88 05 D3-3

PRIME AND SURFACE TREATMENT APPLICATION RATES

SurfaceTreatment

SurfaceTreatment Type

Primer or Binder (6,7) Aggregate

Grade Range, kg/m2

Typical,kg/m2

Class

Range,kg/m2

Typical,kg/m2

Prime Class 4 Primer 1.90 + 1.9 4 10 -12

12

Single Class 1 Class 2 (1) Class 4 (2) Class 5

CRS-2 or RS-2 HF-150SCRS-2, HF-105S CRS-2 or RS-2

1.65-1.901.35-1.551.20-1.401.15-1.45

1.81.451.31.3 (5)

1 2 4 5

12-1416.5-198-1111-13

14 19 11 13

Double

Class 2

Class 3 & 1

Class 3 & 4

Class 3 & 5

HF-150S (3) HF-150S (4)

CRS-2, RS-2 (3) CRS-2, RS-2 (4)

CRS-2 (3) CRS-2 (4)

CRS-2, RS-2 (3) CRS-2, RS-2 (4)

1.60-1.801.45-1.65

1.80-2.001.40-2.00

1.60-1.751.05-1.20

1.80-2.001.30-1.50

1.651.5

1.9 (5) 1.8 (5)

1.651.1

1.90 (5) 1.35 (5)

2 2

3 1

3 4

3 5

16-1816.5-19

15-17.512-14

15-17.56.5-8

15-1711-13.5

18 19

17 14

17 8

17 13

Notes:

(1) Class 2 surface treatment may cause dust problems in urban areas. (2) Do not apply to flushed surface treatments, flushed pavements or when high friction values are

required.(3) Initial application. (4) Second application. (5) These rates are approximate and can be altered to suit field conditions. (6) Decrease binder rates towards the lower limit of the range when there is heavy commercial

traffic. (7) CRS-2P, RS-2P and HF-100P grades of polymer-modified emulsified asphalt maybe substituted

for corresponding grades of binder.


88 05 D3-4

3.8 MULCHING PAVEMENT

The amount of granular and liquid asphalt required in the laying of mulch surface pavement is estimated at the following rates:

Granular "M"

Pavement width: 6.00 m.........................900 t/km 6.50 m........................1000 t/km 7.00 m........................1100 t/km

Asphalt

Allow 50 kg for each tonne of aggregate. Generally MC-250 (medium curing liquid asphalt) or MIP (Mixed in place liquid

asphalt) is used in grader mulching.

3.9 CONTRACT IDENTIFICATION SIGNS

This sign is erected in advance of a construction area to indicated that the following construction is being done by the Ministry(ies). This sign will also identify the contract number and estimated completion date.

The estimated cost for the fabrication and installation of the contract Identification signs will be supplied by the Regional Construction Office and documented on Form PH-CC-770 as a Lump Sum entry.

3.10 PERMANENT SIGNING

The warrant for and location of signs are decided by the Regional Traffic Office. Where signs are to be installed on sign support structures or breakaway supports, etc. The Regional Traffic Office will arrange with the Project Manager to have the construction of sign supports included in the general contract. If this is not possible, the Project Manager will make arrangements with the District to have the sign support installed under Services (Sundry) in time before the highway is opened to traffic. The estimate for the fabrication and installation of the sign will be supplied to the Project Manager by the Regional Traffic Office and will be included on Form PH-CC-770 as a lump sum or m2 entry.

3.11 EQUIPMENT RENTAL

The purpose and type of equipment is specified on Form PH-CC-770. The rental cost is obtained by referring to OPSS 127 to determine the hourly equipment rental rate. The total cost (Equipment and Operator) is usually at the established at the Technical Review Meeting or by the District Office.

3.12 VEGETATION PLANTING FOR SCREENING


88 05 D3-5

Where delineators are not considered to be effective enough, Vegetation Planting may be used consisting of shrubs, trees and/or an earth berm.

The construction of the earth berm shall be part of the tender item for earth work and will be bid by the contractor in the normal manner based on the design shown in the contract drawings. Funds for the planting of trees and shrubs shall be included in Services (Sundry) and the cost of this work shall be determined by the Project Manager in consultation with the District Engineer and the Chief Arboriculturist.

3.13 TREE PLANTING AND/OR PRUNING OF EXISTING TREES

Roadside refurbishing of trees relates to capital construction projects where the original roadside is being changed or disturbed due to grading operations.

The cost of any roadside development or planting of trees shall be included in Services (Sundry) and be determined by the Project Manager in consultation with District Engineer and the Chief Arboriculturist.

No allowance will be made for this work on resurfacing project unless road safety measures or maintenance problems require landscaping.

3.14 BAILEY BRIDGE TRANSPORTATION

The delivery arrangements and associated cost of bridge components to the site and the return shipping to the storage depot are the responsibility of the Supply and Services Branch. Specifications require the contractor to unload bridge components at the construction site and to reload same, after dismantling, onto Ministry vehicles.

No cost shall be computed for loading or unloading of bridge components at the MTC depot.

The tonnes to be used in computations is that shown the Bailey Bridge drawings, representing the combined weight of steel components, ramps and lunching nose. This weight in tonnes must be shown on contract drawings.

The procedure to be followed in the computation of the cost shown in the documents as single lump sum entry is illustrated below.

Example:

The approximate weight of the components is 44 t, Trucking distance 174 km, trucking charge per $0.12.

Distribution of charges:


88 05 D3-6

a) Cost of transportation - (haulage to the site)

0.12 x 44 x 174 = $ 918.72

b) Cost of transportation (return trucking to the depot) as under a) above = $ 918.72

Computed Total $1,837.44

Entry under Services (Sundry):

Transportation of Bailey Bridge components, haul return distance 348 km - Lump Sum $1,900.00.

Only pertinent expenditures are to be considered with the construction or dismantling of a Bailey Bridge.

3.15 BRIDGE REPAIRS

The provision of funds for remedial work is a mutual arrangement between the Bridge Maintenance Engineer, in consultation with the District Engineer, and is dependent upon acceptance of expenditure through the Transportation Capital Branch. The description and costs such work are to be supplied by the Bridge Maintenance Engineer or the Structural Design Office.

3.16 REMOVEL AND/OR INSTALLATION OF TRAFFIC SIGNALS AND TEMPORARY LUMINATION

The recommendation for the above work is initiated by the Regional Traffic Section in consultation with the District Engineer. These recommendations are forwarded Electrical Design and Development Section, who, in consultation with the District Engineer, will determine at part of the above work will be done by and what under Services and/or Acquisition Construction.

The Electrical Design and Development Section will then prepare the relevant drawings, estimates and breakdown of materials and forward these to Planning and Design to be included in the contract documents. Where all or part of the above work is to be done under Services and/or Acquisition Construction, this work is to be indicated on the appropriate form as a lump sum entry.

3.17 SPECIAL ITEM

Work items, which are peculiar to the project and generally not discussed in this Chapter or in Chapter B may be included under Services and/or Aquisition - Construction. The


88 05 D3-7

appropriation of funds is usually negotiated with the District Engineer. Maintenance Operations may be included in this Chapter consulting the Maintenance Engineer.

3.18 OTHER ALLOWANCES

A lump sum allocated under Utilities and Work by Others for the purpose of "Supervision and Flagging by Railway Staff" on all contracts dealing with a railway grade separation.


88 05 D4-1

4- FORMS AND DOCUMENTS

4.1 FORM PH - CC -770 SERVICES (SUNDRY) (CODE 4)

This Form will contain the items of work which will be carried out by Ministry forces. Detailing of materials will be required only where the breakdown of components would be beneficial for costing assessment.

The Unit price and Total Cost columns shall be completed by Regional Planning and Design in consultation with Regional Construction Office at the Technical Review Meeting.

4.2 FORM PH-CC-773, ACQUISITION/CONSTRUCTION OF PHYSICAL ASSETS (CODE 6)

This form is divided into two parts:

- "Force Account and Contingencies" which will list foreseeable Force Account operation by the contractor as well as a percentage for unforeseen operations. Work specified under this heading is performed on a negotiated basis with the Contractor and does not require Unit Price and Total Amount entry until an acceptable amount has been agreed upon with the MTC and Contractor. A percent of tender for miscellaneous Force Account and Contingencies is required to be entered by the Estimating Office in the space provided.

- "Utilities and work by others" requires entry of work by "others" by number and value such as installation of electrical work by a Municipality. The Project Manager will consult the District Utility Co-ordinator as to the cost and availability of corresponding utility order or work order number which are entered by Regional Planning and Design in space provided.

CONTRACT DESIGN, ESTIMATING AND DOCUMENTATION … · B350 Concrete Base and Concrete Pavement ......

Documents

Transcript of CONTRACT DESIGN, ESTIMATING AND DOCUMENTATION … · B350 Concrete Base and Concrete Pavement ......