CONTRACT DESIGN, ESTIMATING AND DOCUMENTATION … · DETAIL ESTIMATING CLEARING . October 2018 Page 1 of 11 CDED B201-1 . B201-1 - CLEARING - OPSS 201 . 201-1.1 GENERAL . The removal

CONTRACT DESIGN, ESTIMATING AND DOCUMENTATION MANUAL

Volume 2 Detail Estimating Ministry of Transportation Ontario Provincial Highways Management Division Highway Standards Branch Design and Contract Standards Office

Page 1 of 1

CONTINUING RECORD OF REVISIONS

CONTRACT DESIGN, ESTIMATING AND DOCUMENTATION (CDED) MANUAL

Revision Entered By Date

No. Dated

This manual includes CDED Manual Revision No. 225 dated October 25, 2018.

Page 1 of 1

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 however freedom from error cannot be guaranteed. A Portable Document Format (PDF) copy of this manual is available for download, free of charge, from the MTO Technical Publications website at:

http://www.raqs.mto.gov.on.ca/techpubs/cded.nsf/ Enquiries pertaining to the content of this manual can be submitted via e-mail to:

[email protected] or may be directed to:

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

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

mailto:[email protected]

DETAIL ESTIMATING CLEARING

October 2018 Page 1 of 11 CDED 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 B201-1.7.8) 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 (normal, square metre, PQP) Clearing (normal, each, PQP) Close Cut Clearing (normal, square metre, PQP) Close Cut Clearing (normal, each, PQP)

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 È' of this Manual to review applicable standard special provisions.



Fill-in special provisions are to be included in the contract documents according to their warrants for the following: a) Salvaging of trees for property sellers b) 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.



The designer should discuss the limits of clearing for each project with: a) Principle Landscape Architect, Design and Contract Standards Office b) Regional Environmental Section c) Regional Operations Office d) 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 CDED B-110, Section 4.0, and CDED G-400).

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.



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. 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. 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.





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 square metre. 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.





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 (m2), 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.



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

DETAIL ESTIMATING GRUBBING


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 (normal, square metre, PQP) Grubbing (normal, each, PQP)

201-3.4 SPECIFICATION The requirements for grubbing are contained in OPSS 201.

201-3.5 SPECIAL PROVISIONS Refer to chapter È' of this Manual to review applicable standard special provisions.



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, 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) 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 È' 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 È' 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

B202 - ROCK REMOVAL BY MANUAL SCALING, MACHINE SCALING,

TRIM BLASTING, OR CONTROLLED BLASTING - OPSS.PROV 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 202.4 SPECIFICATIONS The requirements for the above tender item are contained in OPSS 202.

February 2014 Page 1 of 6 B202


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

provisions. 202.6 STANDARD DRAWINGS 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

Rock Excavation, Machine Scaling Rock Excavation, Trim Blasting Rock Excavation, Controlled Blasting



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 202.9.1 Contract Drawings 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.



202.9.2 Quantity Sheets (Q-sheets) Rock Excavation, Manual Scaling Rock Excavation, Machine Scaling

Rock Excavation, Trim Blasting Rock Excavation, Controlled Blasting 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. 202.9.3 Non-Standard Special Provisions (NSSPs) 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.

202.9.4 Documentation Accuracy 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.



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

- Rock Hazard Report


DETAIL ESTIMATING ROCK STABILIZATION

B203 – ROCK STABILIZATION - OPSS.PROV 203 203.1 GENERAL

Rock stabilization by one or a combination of rock bolts, rock drains, shotcrete, or concrete buttresses is typically completed at locations of unstable or potentially unstable rock mass that may be a safety hazard, or to stabilize a rock mass supporting other work such as structures.

203.2 REFERENCES N/A

203.3 TENDER ITEMS Rock Bolting (variation) Rock Shotcreting Rock Drains Concrete Buttress

203.4 SPECIFICATIONS The requirements for the above tender item are contained in OPSS.PROV 203.

203.5 SPECIAL PROVISIONS Refer to Chapter "E" of this Manual to review the applicable standard special provisions.

203.6 STANDARD DRAWINGS There are no applicable standard drawings.

203.7 DESIGN Recommendations for the limits and method of rock stabilization are contained in the Foundation Investigation and Design Report. The report contains site-specific recommendations.

August 2015 Page 1 of 4 B203


203.7.1 Information to be Provided to Bidders When applicable, the following information is to be provided to bidders: - Foundation Investigation Report

203.8 COMPUTATION 203.8.1 Rock Bolting

Rock Shotcreting Rock Drains Concrete Buttress

The items and unit of measurement are: - Rock Bolting, ea - Rock Shotcreting, m² - Rock Drains, ea - Concrete Buttress, m³

203.9 DOCUMENTATION 203.9.1 Contract Drawings

Rock stabilization work locations are to be specified using minimum 3508 x 4961 pixels resolution images of the rock mass, included in the Contract Documents using one of the following two approaches: a) Include with the Contract Package, a Foundation Investigation Report with colour

images of each rock mass requiring stabilization. Each image is to be accompanied by station referencing and the specific stabilization work locations (areas of rock shotcrete and/or concrete buttress, rock bolting locations, and rock drain locations) manually inserted. The image and details must be sufficient to eliminate any uncertainty regarding the location and the type of work to be done.

b) Include in the Contract Drawings, images of each rock mass requiring rock

stabilization, and containing the same information described in a) above.

Option a) is the default approach. When there are only a few rock mass locations requiring stabilization work, and grayscale images are sufficient to identify the work locations, option b) may be used. Include the following details on Contract Drawings, as applicable.



For Rock Bolting:

(1) Spacing and inclination of rock bolts

(2) Size and properties of the bolts if different from the bolts specified in OPSS.PROV 203.

(3) Dimensions of the holes to be drilled for grouted rock bolts.

(4) Grout material to fill annular space between drilled hole and rock bolt.

(5) Testing requirements including acceptance criteria.

For Concrete Buttress:

(1) The size, properties, and installation pattern and depths of dowels and

reinforcing steel.

(2) Properties of concrete. 203.9.2 Quantity Sheets (Q-sheets)

Rock Bolting Rock Shotcreting Rock Drains Concrete Buttress Work locations are documented by station to station limits and offset Lt or Rt on the Q-sheets. Rock bolting is a variation item. The anchor type (Resin Anchor, Grout Anchor) shall be identified at the top of the column. Separate columns are required for each anchor type, when both are present on the same project. The individual column quantities are totalled, combined into the tender total, and transferred to the Form of Tender. For other items, the individual column entries are totalled and transferred to the Form of Tender.

203.9.3 Documentation Accuracy Station limits are to the nearest 0.1 m. Quantities of Rock Shotcreting and Concrete Buttress are rounded to whole numbers.



203.9.4 Non-Standard Special Provisions (NSSPs) Write any required project specific requirements in a NSSP. For example: - Modifications to the item requirements (requires approval of MERO Foundations

group). - Conditions specified by utilities. - Restrict the work to specialized contractors qualified to do the work (approval to

restrict procurement may be required). - Access restrictions. - Environmental constraints.


DETAIL ESTIMATING Earth Grading

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

September 2017 Page 1 of 31 CDED B206-1


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:

• Commercial Access Manual • Drainage Management Manual • Geometric Design Standards for Ontario Highways



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 • Watercourse Correction • Frost Heaves, isolated • Sidewalks, isolated • Entrances • Ditching

- interceptor - intake/offtake • Earth Cut/Fill (integral with roadway Section)

- roadway - side ditches - transition points - sidewalks

- widening - entrances - frost heaves - excavation below subgrade

• Swamp Excavation, when by the cubic metre - roadway - culverts

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 - stockpiled for future use

• 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



• Watercourse Correction - disposal in old streambed

• Rock Surcharges, Existing Rock Fills and Rock Stockpiles - embankment construction, under the item Rock Embankment - stockpiled for future use

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. 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. 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

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. 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.

(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 Geotechnical Report/Pavement Design Report/Foundation Investigation and 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 (ie. in areas of pavement reconstruction) 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 pavement (including concrete base, lean concrete base and asphalt treated base) is included in both the excavation quantity for the item Earth Excavation, Grading and the appropriate OPSS 510 removal of pavement item(s). The inclusion of the pavement removal in both earth excavation and OPSS 510 items is based on a longstanding MTO-industry agreement that eliminated the need for survey after pavement removal. 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. 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 Geotechnical Report/Pavement Design Report/Foundation Investigation and 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. 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 Geotechnical Report/Pavement Design Report/Foundation Investigation and 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.

(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”.



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. 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.



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. 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. 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 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 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 earth fill volume 1 000 m³ earth fill required (assuming a 15% volume adjustment factor) 1 150 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. Below is an example (fictional) calculation to show the process: volume of fill 12 000 m³ less: rock fill (boulders)* 1 000 m³ earth fill volume 11 000 m³ earth fill required (assuming a 15% volume adjustment factor) 12 650 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.

(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.

(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.


206-1.9.1 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. Modifications to standard drawings and project typical sections may be required for 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. 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.

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. 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. • 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. • 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.

206-1.9.3 Documentation Accuracy 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 Geotechnical Report/Pavement Design Report/Foundation Investigation and 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

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


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.

206-2.4 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

206-2.5 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 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.

206-2.6 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:

Commercial Access Manual Drainage Management Manual Geometric Design Standards for Ontario Highways

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 Watercourse Correction 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.

206-2.7.1 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 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.

206-2.7.7 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.

206-2.8 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 unit of measure is the cubic metre. 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 Geotechnical Report/Pavement Design Report/Foundation Investigation and 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; Below is an example (fictional) calculation to show the process: 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

This item is a Plan Quantity Payment item. 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 unit of measure is the cubic metre. 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

This item is a Plan Quantity Payment item. The unit of measure is the cubic metre. 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.

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

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 earth fill volume 1 000 m³ earth fill required (assuming a 15% volume adjustment factor) 1 150 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.



Below is an example (fictional) calculation to show the process: volume of fill 12 000 m³ less: rock fill (boulders)* 1 000 m³ earth fill volume 11 000 m³ earth fill required (assuming a 15% volume adjustment factor) 12 650 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.



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

station and standard number. 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.

206-2.9 DOCUMENTATION 206-2.9.1 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.

Modifications to standard drawings and project typical sections may be required for 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. The location of the drainage gaps should be indicated on the contract drawings by station and standard number. 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 Excavation, Grading Rock Embankment

These items have the quantities documented on the “Quantities - Grading” sheet. 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.

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 Excavation, Grading 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.


Write project and item specific requirements in a NSSP using the standard format described in this manual. Topics that require a NSSP are: 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. 206-2.9.3 Documentation Accuracy

All quantities are rounded to whole numbers.

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

Design Criteria - project specific Environmental Assessment Report (various names) - project specific Pavement Design Report - project specific


Excavation for Pavement Widening

206-3.4 SPECIFICATIONS Details of the work are contained in OPSS.PROV 206 Grading.

206-3.5 SPECIAL PROVISIONS Refer to Chapter “E” of this Manual to review the applicable special provisions.

206-3.6 STANDARD DRAWINGS Applicable standard drawings are contained in the OPSD 200 series.



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.


206-3.9.1 Contract Drawings 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.

206-3.9.3 Documentation Accuracy

Stations and quantity entries are recorded to the nearest whole number metre. 206-3.9.4 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: 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.

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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.

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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)

209.4 SPECIFICATIONS

OPSS 209 (April 2009); Construction Specification for Embankments Over Swamps and Compressible Soils

209.5 SPECIAL PROVISIONS

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

209.6 STANDARD DRAWINGS

Applicable standard drawings are contained in the OPSD 200 series.

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)

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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,

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� 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.

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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.

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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

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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.

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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:

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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.

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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.

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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)”.

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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

This item is a Plan Quantity Payment item.

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.

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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.

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209.9 DOCUMENTATION

209.9.1 Contract Drawings

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.

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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.

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209.9.2 Quantity Sheets (Q-sheets)

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.

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When computed in tonnes, SSM is entered on the Quantities – Hot Mix and Granular sheet.

209.9.3 Non-Standard Special Provisions (NSSPs)

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

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209.9.4 Documentation Accuracy

All quantities are rounded to whole numbers.

209.9.5 Information to be Provided to Bidders

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

Geotechnical Report - project specific Pavement Design Report - project specific Soils Profile - project specific

212.3 TENDER ITEMS

Earth Borrow


Details of the work are contained in OPSS.PROV 212. 212.5 SPECIAL PROVISIONS

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

212.6 STANDARD DRAWINGS 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. The unit of measure is the cubic metre. 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

212.9.1 Contract Drawings 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. When stage construction is proposed, quantities must be documented for each separate stage.

The item total is transferred to the Tender document.

212.9.2 Documentation Accuracy Quantity entries are recorded to the nearest whole number metre.



212.9.3 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: - 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

April 2014 Page 1 of 4 B299-2

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

299-2.4 SPECIFICATIONS

None 299-2.5 SPECIAL PROVISIONS

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 È' 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

DETAIL ESTIMATING GRANULAR SEALING

B305 - GRANULAR SEALING - OPSS 305 305.1 GENERAL

Granular sealing is a method to control surface erosion of granular shoulders and roundings. The granular sealing is applied: - On granular shoulder, 100 mm inside the edge of pavement to the outside edge of

rounding, or as specified. - On paved shoulders with guide rail, 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, 100 mm inside the edge of paved shoulder

to the outside edge of rounding, or as specified. Alternatives such as shouldering materials more resistant to erosion (eg. 100% crushed aggregate or reclaimed asphalt pavement) may be cost effective and recommended by the Regional Geotechnical Section on a project and location specific basis. Locations may include directly adjacent to waterbodies to mitigate the environmental risks associated with granular sealing.

305.2 REFERENCES - N/A

305.3 TENDER ITEMS Granular Sealing (variation, m2, PQP) Granular Sealing (variation, kg, non-PQP)

305.4 SPECIFICATIONS The requirements for granular sealing are contained in OPSS 305.

305.5 SPECIAL PROVISIONS The designer should refer to Chapter "E" of this manual to review the applicable Special Provisions.

December 2016 Page 1 of 4 B305


305.6 STANDARD DRAWINGS Treatment of granular sealing for erosion control is shown on the Ontario Provincial Standard Drawings in the 200 series.

305.7 DESIGN There are four sealant types: - Type I-a RC-30 and MTO primer according to OPSS 1102 - Type I-b Emulsified asphalt primer according to OPSS 1103 - Type II Solvent-free emulsified asphalt according to OPSS 1103 - Type III Tall oil pitch (TOP) emulsion according to OPSS 2510 The type of sealant (Type I, Type II, or Type III) to be used at each location is specified. When Type I is specified, the contractor chooses Type I-a or Type I-b. Type III should only be applied to Granular A, S, or M aggregates. Due to environmental concerns, Type I or Type II granular sealing may not be suitable for application in or directly adjacent to environmentally sensitive areas or within 30 m of waterbodies. Type III sealer may be more appropriate at such locations. The designer should determine the locations where a particular sealer type (i.e. I-a, I-b, II, or III) should be specified, and for locations where a particular sealer type is not required, specify all the sealer type options available to the Contractor. The designer may choose the appropriate sealer on the basis of the guidelines in this document and the expected number of years before the shoulder would need to be re-sealed, as follows:

Sealer Type Expected # of Years Before Re-Sealing I-a, I-b 4

II 3 III 2

Notes: 1. The expected # of years, with the exception of Type III, is based on only

occasional vehicle trafficking. 2. Type III should only be specified at locations with minimal risk of vehicle

trafficking. 3. All sealers should perform behind guiderail for at least 3 years when applied

according to the manufacturer’s requirements.



Hand-spraying is required around guide rails, road markers, utility boxes, in or adjacent to environmentally sensitive areas and within 30 m of waterbodies, and any tight areas where spray from a machine’s nozzle bar could be blocked and where the application rate is likely to be inadequate. Machine-spraying may be used in all other areas. The use of and type of granular sealing to be used may be recommended in the Pavement Design Report, or may be determined in consultation with geotechnical and environmental project staff.

305.8 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. 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 specified application rates per square metre.


At locations where the standard drawings for granular sealing are not adequate, drawing details may be used to show the requirements.

305.9.2 Quantity Sheets When the unit of measure for this item is by the square metre, then the individual quantity 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 quantity entries are shown in kilograms on the "Quantities - Miscellaneous" sheet.



Locations are documented by station to station limits and offset left or right of the roadway centreline. Granular sealing is a variation item. Quantities are documented in separate columns for each type of sealant and method of application. By item variation, the sealer type or sealer type options (Type I, Type II, Type III, Type I or Type II, Type II or Type III, or Type I, II or III and method of spray (machine or hand) is specified in the column heading. The individual column entries are totaled into the tender total which is transferred to the Form of Tender.

305.9.3 Documentation Accuracy Quantities and Stations on the Quantity Sheet are recorded to the nearest whole number.


DETAIL ESTIMATING PATCHING MATERIAL

December 2017 Page 1 of 2 CDED B307

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 (Normal, tonne, non-PQP) Emulsified Asphalt Patching Material (Normal, tonne, non-PQP) Proprietary Cold Patching Material (Normal, tonne, non-PQP)

307.4 SPECIFICATIONS Information dealing with these tender items is contained in OPSS 307.

307.5 SPECIAL PROVISIONS 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.

DETAIL ESTIMATING PATCHING MATERIAL


307.9 DOCUMENTATION Quantities are documented on the Quantities - Miscellaneous 1 Quantity Sheet. The column entries are automatically totaled and transferred to the Tender Item List. Stations and quantities are recorded in whole numbers.

DETAIL ESTIMATING TACK COAT

B308 - TACK COAT - OPSS 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

308.4 SPECIFICATIONS 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.

308.5 SPECIAL PROVISIONS 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.


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 or SS-1HH emulsified asphalt is supplied by the Contractor.

308.8 COMPUTATION This is a Plan Quantity Payment item.

308.8.1 Source of Information The main source of information for this tender item is the Regional Geotechnical Section.

308.8.2 Method of Calculation 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.

308.9.1 Documentation Accuracy 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 È' 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 & GUTTER & SURFACING OF GUTTER

April 2018 Page 1 of 5 CDED B312

B312 - ASPHALT CURB AND GUTTER SYSTEMS AND ASPHALT SURFACING OF GUTTER - OPSS 312

312.1 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. 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 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 catch basins or manholes encountered within the curb system will be subject to either of the following treatments. a) Catch basins or manholes will require adjustments and are paid under the tender

item "Adjusting and Rebuilding Manholes, Catch Basins 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 catch basin location. Consideration should be given to treatment (a) when feasible. Treatment (b) is less desirable as the roadside depressions create a traffic safety hazard.

312.2 REFERENCES MTO Highway Drainage Design Standards CDED B313-1 CDED B407-1

312.3 TENDER ITEMS Asphalt Curb and Gutter (Variation, m, PQP) Asphalt Gutter Outlets (Normal, each, PQP) Asphalt Spillways (Normal, m, PQP) Asphalt Surfacing of Gutter (Normal, m, PQP)



312.4 SPECIFICATIONS The requirements for asphalt curb and gutter, asphalt surfacing of curb and gutter, asphalt gutter outlets, and asphalt spillways, are contained in OPSS 312.

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

312.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 600 series of Ontario Provincial Standard Drawings (OPSDs).

312.7 DESIGN

312.7.1 Asphalt Curb and Gutter

312.7.1.1 General The construction of an asphalt curb or gutter is generally intended to fulfill a temporary need. Asphalt curb and gutter used in conjunction with gutter outlets and spillways are used primarily to control erosion on shoulders and slopes. Asphalt curb is used for traffic guidance on major detours. Roadside ditches are generally the most cost effective solution for channelling surface runoff from roadways. The designer should consider curb or gutter only when a ditch is infeasible due to property constraints, topography, etc, or when it is deemed necessary to provide traffic guidance. Drainage by gutter outlets and spillways is preferred over catch basins and sewers as this is more cost effective. Excavations required for construction of curb and gutter are considered part of the work and are not documented separately. Granular quantities required for curb and gutter construction are included with the appropriate granular item and are not documented separately.



312.7.1.2 Asphalt Gutter

Asphalt gutter is typically used in low volume areas where curb is not required such as in patrol yards, parking lots, etc. with minimum runoff. It allows cross traffic and does not interfere with snow removal. Asphalt gutter may also be considered on a permanent basis as an alternative to concrete mountable curb on highways with low traffic volume.

312.7.1.3 Asphalt Curb

Asphalt curb is used when asphalt gutter is required to channel surface runoff and where it is desired to provide traffic guidance on detours.

312.7.1.4 Asphalt Gutter Outlets

The type and spacing of gutter outlets shall be according to Standard SD-8 in the MTO Drainage Design Standards.

312.7.1.5 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.

312.8 COMPUTATION These are Plan Quantity Payment items.

312.8.1 Source of Information The main sources of information for the computation of these tender items are the Field Note Books, B-Plans, ETR Books, Design Cross-Sections, the MTO Drainage Design Standards and Ontario Provincial Standard Drawings Manual.

312.8.2 Method of Calculation The unit of measurement for Asphalt Curb and Gutter, and Asphalt Surfacing of Gutter is the metre. The length is measured along the flow line of the gutter, with no deductions made for the length of gutter outlets or catch basins. The types and lengths of asphalt curb and gutter to be placed will include bullnose and transition sections, and straight and circular curb and gutter. The various lengths are scaled from the plan.



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. 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. Any granular quantity required is calculated in tonnes and added to the appropriate granular tender item.

312.8.3 Hot Mix Asphalt The tonnage of asphalt used in curb and gutter shall be paid for under the appropriate hot mix item. The unit of measurement for hot mix asphalt is the tonne. The hot mix asphalt used shall generally be the same as that being used to pave the adjacent roadway at the time of installation. Hot mix tonnage is calculated by multiplying the length in metres by the cross section area in square metres 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 table “Recommended Mix Densities for Determining Tender Tonnages” in CDED B313-1.8.3.

312.9 DOCUMENTATION

312.9.1 Straight and Circular Construction Asphalt curb or 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.

312.9.2 Drawings Curb and gutter is shown on the plans by the appropriate symbol and the appropriate OPSD number e.g. (OPSD 600.010). Typical sections or cross sections are required to be included into the construction plans to illustrate the depth of asphalt surfacing of curb and gutter. Asphalt gutter outlets are indicated on the construction plans of the contract drawings. The appropriate OPSD number and type is identified.



312.9.3 Quantity Sheet Asphalt Curb and Gutter is a variation item. There are two variations, the OPSD that applies and the type of construction, straight or circular. Each variation requires a separate column on the "Quantities - Miscellaneous 1" sheet. Locations are documented by station to station limits and location right or left of the roadway centreline. Transition and termination sections are included with the measured curb quantity and are not documented separately. 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. Curb and gutter to be surfaced is documented on the "Quantities - Miscellaneous 1" sheet and itemized by station to station limits, and location left or right of the roadway centreline. Asphalt Gutter Outlets locations are documented on the "Quantities - Miscellaneous 1" sheet, by station and location left or right of the roadway centreline. Asphalt spillways locations are documented on the "Quantities - Miscellaneous 1" sheet, by station and location left or right of interface with the gutter. Hot Mix Asphalt shall be documented on the "Quantities - Hot Mix and Granular" sheet. Stations and offsets shall match the appropriate asphalt item on quantity sheets as described above. Granular base quantity is added to the roadway granular item and identified as a separate entry on the "Quantities - Hot Mix and Granular" sheet, showing the depth of granular on the same line.

312.9.4 Documentation Accuracy Stations are recorded to the nearest whole number metre. Quantity entries for Asphalt Curb and Gutter, Asphalt Surfacing of Curb and Gutter and for Asphalt Spillways are recorded to the nearest whole number metres of linear measurement. Quantity entries for Asphalt Gutter Outlets are recorded in whole numbers. Hot Mix Asphalt is recorded to the nearest whole tonne. Granular is recorded to the nearest whole tonne.

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.



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

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

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

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

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

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

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



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

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

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

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

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

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

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

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



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



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

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

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

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

313-1.7 DESIGN 313-1.7.1 Surface Courses

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



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

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

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

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

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



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

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

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

313-1.7.8 Paved Shoulders

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

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

and the Mattawa River.



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

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

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

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

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

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

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

Table 1 OPSS.PROV 1101 - Grade Selection for Ontario

PGAC Zones

Zone 1 Zone 2 Zone 3

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



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

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

Increase (Note 2)

Urban Freeway 2 Grades N/A

Rural Freeway Urban Arterial 1 Grade 1 Grade

Rural Arterial Urban Collector

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

1 Grade

Rural Collector Rural Local

Urban/Suburban Collector No Change 1 or 2 Grades

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

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

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

313-1.7.10 Anti-stripping Treatment

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

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



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

313-1.7.12 Minimum Lift Thicknesses

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

313-1.7.13 Paving in Echelon

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

313-1.7.14 HMA Tender Items with Small Quantities

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

April 2016 Page 10 of 15 B313-1


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

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

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

Superpave 12.5FC 2 or SMA.

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

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

April 2016 Page 11 of 15 B313-1


• Contracts such as:

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

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

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

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

surface for safety reasons. 313-1.7.15 Surface Smoothness

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

313-1.7.16 Measurement by Square Metres

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

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

- the HMA will be required to correct for crossfall,

April 2016 Page 12 of 15 B313-1


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

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

313-1.8 COMPUTATION 313-1.8.1 Source of Information

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

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

April 2016 Page 13 of 15 B313-1


313-1.8.3 Recommended Mix Densities for Determining Tender Tonnages

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

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

Superpave 4.75 Contact Regional Geotechnical Section

Superpave 9.5 2.410

SMA 9.5 Contact Regional Geotechnical Section

Superpave 12.5 2.460

Superpave 12.5FC 1, Superpave 12.5FC 2, and

SMA 12.5

2.390 for East Region 2.530 for West Region

2.520 for Central, North Region



Superpave 37.5 Contact Regional Geotechnical Section

SMA 19.0 Contact Regional Geotechnical Section

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


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

April 2016 Page 14 of 15 B313-1


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

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

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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.

313-10.5 SPECIAL PROVISIONS

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

December 2014 Page 1 of 3 B313-10


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.


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

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

314.1 GENERAL

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

314.2 REFERENCES OPSS.PROV 1010, Aggregates - Base, Subbase, Select Subgrade, and Backfill Material OPSS 405, Pipe Subdrains Geometric Design Standards for Ontario Highways CDED B206-1, Earth Grading CDED B206-2, Rock Grading

314.3 TENDER ITEMS Unit of Measure (t) Granular A by t, Variation Granular B, Type I by t, Variation Granular B, Type II by t, Variation Granular B, Type III by t, Variation Granular M by t, Normal Granular O by t, Normal Select Subgrade Material, Compacted by t, Normal

June 2016 Page 1 of 13 B314


Unit of Measure (m³) - (End Area Method) Granular A (End Area Method) by m³, Normal Granular B, Type I (End Area Method) by m³, Normal Granular B, Type II (End Area Method) by m³, Normal Granular B, Type III (End Area Method) by m³, Normal Granular M (End Area Method) by m³, Normal Granular O (End Area Method) by m³, Normal Select Subgrade Material, Compacted (End Area Method) by m³, Normal Unit of Measure (m³) - (Truck Box Method) Granular A (Truck Box Method) by m³, Normal Granular B, Type I (Truck Box Method) by m³, Normal Granular B, Type II (Truck Box Method) by m³, Normal Granular B, Type III (Truck Box Method) by m³, Normal Granular M (Truck Box Method) by m³, Normal Granular O (Truck Box Method) by m³, Normal Select Subgrade Material, Compacted (Truck Box Method) by m³, Normal Unit of Measure (t) - Stockpiled Granular A, Stockpiled by t, Normal Granular B, Type I, Stockpiled by t, Normal Granular B, Type II, Stockpiled by t, Normal Granular B, Type III, Stockpiled by t, Normal Granular M, Stockpiled by t, Normal Granular O, Stockpiled by t, Normal Unit of Measure (m³) - Stockpiled (End Area Method) Granular A, Stockpiled (End Area Method) by m³, Normal Granular B, Type I, Stockpiled (End Area Method) by m³, Normal Granular B, Type II, Stockpiled (End Area Method) by m³, Normal Granular B, Type III, Stockpiled (End Area Method) by m³, Normal Granular M, Stockpiled (End Area Method) by m³, Normal Granular O, Stockpiled (End Area Method) by m³, Normal Unit of Measure (m³) - Stockpiled (Truck Box Method) Granular A, Stockpiled (Truck Box Method) by m³, Normal Granular B, Type I, Stockpiled (Truck Box Method) by m³, Normal Granular B, Type II, Stockpiled (Truck Box Method) by m³, Normal Granular B, Type III, Stockpiled (Truck Box Method) by m³, Normal Granular M, Stockpiled (Truck Box Method) by m³, Normal Granular O, Stockpiled (Truck Box Method) by m³, Normal



Unit of Measure (t) - from Stockpile Granular A, from Stockpile by t, Normal Granular B, Type I, from Stockpile by t, Normal Granular B, Type II, from Stockpile by t, Normal Granular B, Type III, from Stockpile by t, Normal Granular M, from Stockpile by t, Normal Granular O, from Stockpile by t, Normal Unit of Measure (m³) - from Stockpile (End Area Method) Granular A, from Stockpile (End Area Method) by m³, Normal Granular B, Type I, from Stockpile (End Area Method) by m³, Normal Granular B, Type II, from Stockpile (End Area Method) by m³, Normal Granular B, Type III, from Stockpile (End Area Method) by m³, Normal Granular M, from Stockpile (End Area Method) by m³, Normal Granular O, from Stockpile (End Area Method) by m³, Normal Unit of Measure (m³) - from Stockpile (Truck Box Method) Granular A, from Stockpile (Truck Box Method) by m³, Normal Granular B, Type I, from Stockpile (Truck Box Method) by m³, Normal Granular B, Type II, from Stockpile (Truck Box Method) by m³, Normal Granular B, Type III, from Stockpile (Truck Box Method) by m³, Normal Granular M, from Stockpile (Truck Box Method) by m³, Normal Granular O, from Stockpile (Truck Box Method) by m³, Normal Select Subgrade Material used to backfill swamp excavations is a different tender item. Refer to Section B209 for details.

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


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



314.7 DESIGN Typical applications for the materials are indicated in the table below. Material Typical Applications

Granular A

- Granular base for pavement structure - Shouldering - Bedding for sidewalk, curb and gutter, culvert, sewer,

gabion - Frost heave treatment

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

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

Granular M

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

Granular O - Granular base for pavement structure - Drainage layer

Select Subgrade Material, Compacted

- Backfill to excavations below subgrade for frost mitigation

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



314.8 COMPUTATION 314.8.1 General

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

314.8.2 Components of Granular Items

A. Roadbed

The three components of roadbed granular to be computed are:

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

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



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

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

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

314.8.3 Methods of Calculation To compute quantities, the first step is to compute the volume of compacted material required. Granular quantities are usually determined with electronic computation. However, in instances of small minor areas, it may be efficient and appropriate to use manual methods. The use of manual calculations to determine quantities is to be approved by Ministry management staff in the Planning and Design Section. Quantities are to be determined using the average end area method, except for intersections, roundabouts, parking lots, and other similar locations where other methods achieve better quantity estimates. Computer applications have many methods of calculating volumes and therefore it is important to ensure that the desired method is selected. The current version of the computer application in use with the Ministry for highway design is to be used for the design and determining granular quantities, when electronic computation is to be completed.



314.8.3.1 Tonne

If the unit of measurement is the tonne, the volume of compacted material is multiplied by the appropriate conversion factor to obtain tonnes. The geotechnical staff on the project should always be requested to confirm the conversion factors for each contract. However, default conversion factors are: Granular A Granular M Granular O

2.2 t/m3 Multiply volume (m3) of compacted granular by 2.2 to obtain tonnes(t)

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

2.0 t/m3 Multiply volume (m3) of compacted granular by 2.0 to obtain tonnes(t)

Select Subgrade Material, Compacted 1.8 t/m3 Multiply volume (m3) of compacted SSM,

compacted by 1.8 to obtain tonnes(t) 314.8.3.2 Cubic Metre

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

End Area Granular 15%

Selected Subgrade 10%

Truck Box Granular 20%

Selected Subgrade 15% Granular for shoulders for resurfacing contracts are commonly overrun. A careful assessment shall be made of existing shoulder width, cross-fall, and edge of pavement drop off to obtain an accurate estimate. When the design precedes the construction by a considerable length of time, the shoulder conditions should be reviewed again just prior to award of the contract and the estimated quantities adjusted as required.



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

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


Profiles Profile grade is preferred for identifying grade control. The types and depths of granular are shown (see below). The depths should appear at least once on each profile sheet, and at every location where there is a change in thickness. When there is a change in design granular depth due to subgrade condition, traffic loading, interchange/intersection, or other reason, the transition rate between the change in depth is to be shown. The transition rate is typically 10H:1V or as recommended by the geotechnical staff on the project.



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

Refer to Section B206-1 and B206-2 for documentation requirements for transition treatments due to change in subgrade (eg. earth fill to rock fill transition). When it is necessary to show “top of pavement” for grade control, the types and depths of granular are shown along with the total depth of pavement, e.g.

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



Other methods of showing granular requirements on profile sheets are permitted, with MTO project manager approval. The types and depths of granular base and subbase are to be shown on typical sections. When standard drawings are used to indicate granular base requirements, then the types and depths are to be shown in a tabular format in the contract drawings. References to granular material on contract drawings should, where applicable, include the term ‘base’, ‘subbase’, ‘surface’, ‘shoulder’, ‘selected subgrade’, and ‘stockpiling’, consistent with the specification terminology.

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

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

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

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

least one shouldering granular quantity is entered for each direction of travel. Where the project has multiple work types, the interval may vary for different areas of the project depending on the work type. Quantity separation may be required for left and right sides to clarify the quantity information. This could apply to widening projects and other work as appropriate.

June 2016 Page 10 of 13 B314


Granular A and Granular B, Type I, Type II, and Type III, when paid by the tonne, are variation items. The variation is the type of application. The variations and the application description are selected by the designer. Typical application descriptions include Base, Subbase, Surface, Shoulder, Backfill, Bedding. The quantities for each variation are entered on separate Q-sheet columns. If the unit of measurement is in cubic metres, then the item containing "(End Area Method)" or "(Truck Box Method)" as appropriate is selected. See CPS item master file for exact item description. If a portion of the granular material will be supplied by the Ministry from an existing stockpile(s), the quantity is included in the Schedule of Materials to be Supplied by the Ministry, and the designer will choose a general granular item description (e.g: Granular B, Type II). If all of the granular material will be supplied by the Ministry, from an existing stockpile(s), the quantity is included in the Schedule of Materials to be Supplied by the Ministry, and the designer should use a "... from Stockpile" item (e.g: Granular B, Type II, from Stockpile). “Granular…, Stockpiled” items require a separate entry per stockpile location. Select Subgrade Material, Compacted is entered on the Quantities - Hot Mix and Granular sheet in its own column(s) separate from the others. Where the existing driving lanes are to be excavated for the installation of pipes etc., the roadbed must be reinstated with appropriate granular subbase and base depths and types as recommended by the geotechnical staff on the project. The work is further detailed in the applicable sections of this chapter. The granular quantities, above subgrade only, required for the roadbed reinstatement are included with the roadbed quantities. The tender totals for each of the granular items listed in this section are transferred to the tender documentation.

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

June 2016 Page 11 of 13 B314


Other granular quantities are to be entered on the Quantities - Hot Mix and Granular sheet as follows: Work Component / Item Ref Q-Sheet Description Column Note

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

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

One line entry / treatment

Swamp Backfill B209 Backfill to Swamp, Sta. to Sta. One line entry / swamp

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

One line entry / wick drains area

Extruded Expanded Polystyrene Treatment

B316 Expanded Polystyrene Treatment Backfill, Sta. to Sta.

One line entry / treatment

Asphalt Sidewalk B311 Asphalt Sidewalk Base One line entry / contract

Concrete Sidewalk B351 Concrete Sidewalk Base One line entry / contract

Subdrains (Note 1) B405 Subdrain Bedding, Embedment, and Backfill

One line entry / contract

Precast Box Culvert B422 Precast Box Culvert Bedding and Backfill, Sta. to Sta.

One line entry / culvert

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

One line entry / sewer

Removals B510 Removals Backfill One line entry / contract

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

One line entry / structure

Concrete Barrier B740 Separated Concrete Barrier, Granular Fill

One line entry / contract

Earth Excavation for Structure

B902 “Structure Name”, Bedding and Backfill


Rock Excavation for Structure

B902 “Structure Name”, Bedding and Backfill


Note: 1. When the specified granular embedment and backfill material for the subdrain is

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

June 2016 Page 12 of 13 B314


314.9.4 Documentation Accuracy All quantities are rounded to whole numbers.

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

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

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

June 2016 Page 13 of 13 B314

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.PROV 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 flexible pavements.

The thickness of the OGDL should be 100 mm. The unit weight of OGDL is 1.7 t/m³. The OGDL is assigned the same structural value as a granular base.

320.2 REFERENCES

CDED B405 – Pipe Subdrain 320.3 TENDER ITEM

Open Graded Drainage Layer by m², normal, PQP 320.4 SPECIFICATIONS

The requirements for the above tender item are contained in OPSS.PROV 320. 320.5 SPECIAL PROVISIONS

The designer should refer to Chapter “E” of this Manual to review the applicable Special Provisions.


Applicable standard drawings are in the OPSD 200 series.

April 2016 Page 1 of 2 B320

DETAIL ESTIMATING OPEN GRADED DRAINAGE LAYER

320.7 DESIGN

OGDL must be drained by an edgedrain collector system, such as a conventional pipe subdrain backfilled with OGDL aggregate, wrapped in geotextile, which is in direct contact with the OGDL. Refer to CDED B405 for design and documentation requirements for pipe subdrain.

320.8 COMPUTATION

This is a Plan Quantity Payment item. 320.8.1 Source of Information

The main source of information for the above tender item is in the Pavement Design Report.


The unit of measurement for Open Graded Drainage Layer is by the square metre. Quantities are calculated based on area calculations using the OGDL station to station limits and edge to edge widths.

320.9 DOCUMENTATION

OGDL locations are documented by station to station limits on Quantities – Hot Mix and Granular quantity sheet(s). The calculated square metre quantity is entered in the appropriate column. The individual column entries are totalled into the tender total which is transferred to the Form of Tender.


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

B331 - FULL-DEPTH RECLAMATION WITH EXPANDED ASPHALT STABILIZATION - OPSS.PROV 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.

331.2 REFERENCES - None 331.3 TENDER ITEM

Full-Depth Reclamation with Expanded Asphalt Stabilization 331.4 SPECIFICATIONS

Details of the work are contained in OPSS 331. 331.5 SPECIAL PROVISIONS

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.

November 2015 Page 1 of 5 B331


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.

331.7.4 Information to be Provided to Bidders 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 331.8.1 Source of Information

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.


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 B313-1, Hot Mix Asphalt CDED B510-5, Removal - Pavement Work

332.3 TENDER ITEMS Hot In-Place Recycled Mix (normal, m², PQP)



332.4 SPECIFICATIONS The requirements for Hot In-Place Recycling are contained in OPSS 332.

332.5 SPECIAL PROVISIONS 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.

332.7.2 Geotechnical Design Considerations 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 Pre-Engineering Investigation 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.


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.

332.8.2 Method of Calculation 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.


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 B510-5 and B313-1 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.

332.9.2 Quantity 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.

332.9.3 Documentation Accuracy Calculated HIR quantities in square metres are recorded to the nearest whole number. Stations are recorded in whole number metres.

332.9.4 Non-Standard Special Provisions The following non-standard special provisions shall be included with the Contract Documents: A non-standard special provision is required detailing the additional sampling, testing, and requirements for RAC (modified version of SSP 111F09 – consult with MERO Bituminous Section). A non-standard special provision is required detailing the requirements for the materials, equipment, and processes for proportioning and mixing HIR according to the Superpave and SMA mix design methodology (modified version of OPSS.PROV 1151 – consult with MERO Bituminous Section).


DETAIL ESTIMATING COLD IN-PLACE RECYCLING

B333 - COLD IN-PLACE RECYCLING - OPSS.PROV 333 333.1 GENERAL

The Cold In-place Recycling (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 structurally deficient pavements, i.e. lack of structural capacity, severe distortions and/or instability rutting.

CIR processing should avoid reaching to pavement layers that contain asbestos, geogrid, glasgrid, or layers with rich asphalt content, high recovered penetration, or fine mixes such as HL-2.

CIR process is more appropriate for roads with low to moderate traffic volumes (AADT < 15,000/2 lanes).

CIR must be placed in warm, dry weather and therefore is limited to the summer months for construction, and all CIR treatment should be completed prior to September 1st. CIR treatment cannot be carried out when the temperature is below 10 °C or the overnight forecast is less than 2 °C.

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 - 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 B206-3, Excavation for Pavement Widening CDED Section B308, Tack Coat CDED Section B313, Hot Mix Asphalt CDED Section B510, Removal

333.3 TENDER ITEMS

Cold In-Place Recycled Mix 333.4 SPECIFICATIONS


Refer to Chapter E of this manual to review the applicable standard special provisions.

333.6 STANDARD DRAWINGS - none 333.7 DESIGN 333.7.1 Geotechnical Design Considerations

The CIR 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 or micro-surfacing has not been used as the separate wearing surface.

CIR treatment depths typically range from 75 mm to 125 mm. For projects with variation in existing asphalt pavement thicknesses, different treatment depths should be considered by clustering the pavement into segments of similar asphalt pavement thickness. The depth of CIR treatment shall be selected to avoid disturbance of the underlying granular base (so called ‘breaking through’). The treatment depth shall be selected to avoid ‘breaking through’ during CIR processing that could lead to potential claims and performance issues. In no case shall the remaining residual asphalt be less than 25 mm. When the residual asphalt requirement cannot be met, a different rehabilitation strategy should be considered.



A typical recycling train is installed with milling drum(s) of up to 3.8 m in width and paver with extending screed of up to 4.25 m in width. Typically, CIR process extends to the existing pavement edge (edge of lane) only. It is not recommended to process the pavement beyond the pavement edge as it will incorporate shoulder granular into the CIR mix.

After processing, CIR mix will be fluffed up 10 to 15% of the original volume of pavement due to an increase in air voids. As a result, 10 to 15% raise in grade is expected if the width of CIR mat does not change. If grade raise restriction applies on the geometric design of pavement, the CIR mix can be spread out to avoid the grade raise, resulting in increase in mat’s width.

Pavement widening using CIR is not recommended. However when it is required, the Excavation for Pavement Widening standard item may be used to prepare the shoulder area. Refer to CDED B206-3 for documentation requirements. An asphalt base should be considered along the widening strip if the thickness difference between the existing asphalt pavement and the widening pavement is large. It is not recommended to incorporate shoulder granular into CIR mix for the purpose of pavement widening.

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.

All crack sealants must be removed prior to CIR processing, as part of the item. 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 (i.e., remove and replace with acceptable binder course HMA) may be applied to shorter turn tapers, irregularly shaped pavement areas, 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. A typical CIR train may extend up to 80m long. A one kilometer rolling closure is typical for the CIR operation.



Full depth repair zones such as frost treatment, distortion/distress and culvert replacement should be excavated and replaced in accordance with the designed subbase and base materials, then reinstated with HMA prior to CIR operation. The depth for the overlying HMA should be the processing depth of CIR plus 25mm. Alternatively, reclaimed asphalt pavement (RAP) can be considered instead of HMA. To avoid bumps and inconsistent transition of materials, CIR operation should continue through the full depth repair zone when its length is less than 50 m; otherwise, the zone will be skipped for CIR operation.

Pre-milling on the existing pavement surface should only be specified at selective locations when crack sealants are closely spaced, the pavement surface is severely oxidized, or where the longitudinal and/or transverse profile must be corrected. Pre-milling should be kept to a minimum.

A single pass of recycling train allows a minor cross-fall correction of up to 0.5% only. If a pavement section requires a cross-fall correction of larger than 0.5%, it should be adjusted using a patching or milling method prior to CIR operation instead of using the CIR recycling train.

For design purposes CIR with an overlay should be compared to the following conventional technique to address non-structural surficial distresses:

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 19.0 333.7.2 Pre-Engineering Investigation

General:

This section describes procedures and tests to be carried out during pre-engineering investigations on potential CIR 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 of the asphalt thickness. 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 pavement condition, distress manifestations, and estimated sealant removal quantities.



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 extracted gradation, existing

asphalt cement content and recovered penetration

This information does not relieve the Contractor from obtaining cores to complete a CIR mix design.

A mix design is recommended during the pre-engineering investigation stage to confirm the in-situ materials are suitable for CIR processing, and to determine whether active filler would be required for the mix.

When Portland cement is used as active filler, the maximum addition rate is 1%.

333.7.3 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 if work is on a freeway.


The existing pavement depth must be included in the documents in the form of soils borings, pavement cores, or ground penetrating radar graphs, along with the results of the pre-engineering core testing.


All requirements of a project with respect to hot mix , CIR depths, asphalt core analysis and test results including treatment of shoulders 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 widths and depths of cold in-place recycling.

2. 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.

3. Sealant removal is included with the CIR tender item.

4. For areas considered by the designer to be inaccessible to the CIR equipment, hot

mix is required, and is paid for under the applicable hot mix asphalt item(s). Refer to B313 for documentation requirements.

Partial depth asphalt removal and overlying HMA thicknesses shall be noted on the drawings for all areas considered inaccessible or impractical for CIR, such as private and commercial entrances, side roads, tapers, ramps, channelization, shoulders, irregularly shaped pavement areas 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.




Calculated CIR quantity in square metres is 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.PROV 335 335.1 GENERAL

The Cold In-placed Recycled Expanded Asphalt Mix (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 structurally deficient pavements, i.e. lack of structural capacity, severe distortions and/or instability rutting. CIREAM processing should avoid reaching to pavement layers that contain asbestos, geogrid, glasgrid, or layers with rich asphalt content, high recovered penetration, or fine mixes such as HL-2. CIREAM is more appropriate for roads with low to moderate traffic volumes (AADT < 15,000 / 2 lanes). CIREAM must be placed in warm, dry weather and therefore is limited to the summer months for construction, and all CIREAM treatment should be completed prior to September 1st. CIREAM treatment cannot be carried out when the temperature is below 15 °C. 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 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 B206-3, Excavation for Pavement Widening CDED Section B308, Tack Coat CDED Section B313, Hot Mix Asphalt CDED Section B510, Removal

335.3 TENDER ITEMS

Cold In-Place Recycled Expanded Asphalt Mix 335.4 SPECIFICATIONS


Refer to Chapter E of this manual to review the applicable standard special provisions.

335.6 STANDARD DRAWINGS - none 335.7 DESIGN 335.7.1 Geotechnical Design Considerations

The CIREAM 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 or micro-surfacing has not been used as the separate wearing surface. CIREAM treatment depths typically range from 75 mm to 125 mm. For projects with variation in existing asphalt pavement thicknesses, different treatment depths should be considered by clustering the pavement into segments of similar asphalt pavement thickness. The depth of CIREAM treatment shall be selected to avoid disturbance of the underlying granular base (so called ‘breaking through’). The treatment depth shall be selected to avoid ‘breaking through’ during CIREAM processing that could lead to potential claims and performance issues. In no case shall the remaining residual asphalt be less than 25 mm. When the residual asphalt requirement cannot be met, a different rehabilitation strategy should be considered.



A typical recycling train is installed with milling drum(s) of up to 3.8 m in width and paver with extending screed of up to 4.25 m in width. Typically, CIREAM process extends to the existing pavement edge (edge of lane) only. It is not recommended to process the pavement beyond the pavement edge as it will incorporate shoulder granular into the CIREAM. After processing, CIREAM will be fluffed up 10 to 15% of the original volume of pavement due to an increase in air voids. As a result, 10 to 15% raise in grade is expected if the width of CIREAM mat does not change. If grade raise restriction applies on the geometric design of pavement, the CIREAM can be spread out to avoid the grade raise, resulting in increase in mat’s width. Pavement widening using CIREAM is not recommended. However when it is required, the Excavation for Pavement Widening standard item may be used to prepare the shoulder area. Refer to CDED B206-3 for documentation requirements. An asphalt base should be considered along the widening strip if the thickness difference between the existing asphalt pavement and the widening pavement is large. It is not recommended to incorporate shoulder granular into CIREAM mix for the purpose of pavement widening. 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. All crack sealants must be removed prior to CIREAM processing, as part of the item. 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 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 (i.e., remove and replace with acceptable binder course HMA) may be applied to shorter turn tapers, irregularly shaped pavement areas, 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. A typical CIREAM train may extend up to 80m long. A one kilometer rolling closure is typical for the CIREAM operation.



Full depth repair zones such as frost treatment, distortion/distress and culvert replacement should be excavated and replaced in accordance with the designed subbase and base materials, then reinstated with HMA prior to CIREAM operation. The depth for the overlying HMA should be the processing depth of CIREAM plus 25mm. Alternatively, reclaimed asphalt pavement (RAP) can be considered instead of HMA. To avoid bumps and inconsistent transition of materials, CIREAM operation should continue through the full depth repair zone when its length is less than 50 m; otherwise, the zone will be skipped for CIREAM operation. Pre-milling on the existing pavement surface should only be specified at selective locations when crack sealants are closely spaced, the pavement surface is severely oxidized, or where the longitudinal and/or transverse profile must be corrected. Pre-milling should be kept to a minimum. A single pass of recycling train allows a minor cross-fall correction of up to 0.5% only. If a pavement section requires a cross-fall correction of larger than 0.5%, it should be adjusted using a patching or milling method prior to CIREAM operation instead of using the CIREAM recycling train. For design purposes, CIREAM with an overlay should be compared to the following conventional technique to address nonstructural surficial distresses:

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 19.0 335.7.2 Pre-Engineering Investigation

This section describes procedures and tests to be carried out during pre-engineering investigations on potential CIREAM 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 of the asphalt thickness. 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 pavement condition and distress manifestations, and estimated sealant removal quantities.



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 extracted gradation, existing

asphalt cement content and recovered penetration.

The information does not relieve the Contractor from obtaining cores to complete a CIREAM mix design.

A mix design is recommended during the pre-engineering investigation stage to confirm the in-situ materials are suitable for CIREAM processing, and to determine whether active filler would be required for the mix to meet the minimum tensile strength requirement. When Portland cement is used as active filler, the maximum addition rate is 1%.


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.


The existing pavement depth must be included in the documents in the form of soils borings, pavement cores, or ground penetrating radar graphs, along with the results of the pre-engineering core testing.


All requirements of a project with respect to hot mix, CIREAM depths, asphalt core analysis and test results including treatment of shoulders are stated in the Pavement Design Report.



335.8.2 Method of Calculation 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 widths and depths of CIREAM.

2. 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.

3. Sealant removal is included with the CIREAM tender item.

4. For areas considered by the designer to be inaccessible to the CIREAM

equipment, hot mix is required, and is paid for under the applicable hot mix asphalt item(s). Refer to B313 for documentation requirements.

Partial depth asphalt removal and overlying HMA thicknesses shall be noted on the drawings for all areas considered inaccessible or impractical for CIREAM, such as private and commercial entrances, side roads, tapers, ramps, channelization, shoulders, irregularly shaped pavement areas 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.



335.9.1 Documentation Accuracy Calculated CIREAM quantity in square metres is recorded to the nearest whole number. Stations are recorded in whole number metres.


DETAIL ESTIMATING MICRO-SURFACING

January 2009 Pg. 1 of 7 B336

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 Geotechnical Design Considerations

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


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 (Normal, m2, PQP) Slurry Seal - Type II (Normal, m2, PQP) Slurry Seal - Type III (Normal, m2, PQP)

337.4 SPECIFICATIONS The requirements for the above tender items are contained in OPSS 337.

337.5 SPECIAL PROVISIONS The designer should refer to Chapter 'E' of this manual to review the applicable special provisions.

337.6 STANDARD DRAWINGS At present there are no standard drawings associated with these tender items.



337.7 DESIGN

337.7.1 Geotechnical Design Considerations

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.

337.8.1 Source of Information 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.

337.8.2 Method of Calculation 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 1" quantity 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 1” sheet. The column entries are automatically totaled and transferred to the Tender Item List.

337.9.1 Documentation Accuracy Station and quantity entries are recorded to the nearest whole number.

DETAIL ESTIMATING ROUTING & SEALING CRACKS IN ASPHALT


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 (normal, m, non-PQP) Sealing Cracks in Asphalt Pavement (normal, m, non-PQP)

341.4 SPECIFICATIONS The requirements for routing and sealing cracks and/or sealing cracks without routing in asphaltic concrete pavement surfaces are contained in OPSS 341.

341.5 SPECIAL PROVISIONS The designer should refer to Chapter 'E' of this Manual to review the applicable Special Provisions.

341.6 STANDARD DRAWINGS Standard drawings giving details of routing and sealing cracks and/or sealing cracks without routing in asphalt pavement are contained in the OPSD/MTOD 500 series.



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: 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.

341.8.1 Method of Calculation 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 1" 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 whole metres. Quantities and stations are to be shown in whole numbers.

DETAIL ESTIMATING CENTRELINE AND SHOULDER RUMBLE STRIPS IN ASPHALT

B342 - CENTRELINE AND SHOULDER RUMBLE STRIPS IN ASPHALT - OPSS.PROV 342 342.1 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.

342.2 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)

342.3 TENDER ITEMS Centreline Rumble Strips - Asphalt (variation item) Shoulder Rumble Strips - Asphalt (variation item) Shoulder Rumble Strips for Bicycle Buffer Zones - Asphalt (variation item)

342.4 SPECIFICATIONS The requirements for SRS and CRS are contained in OPSS.PROV 342.

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

342.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 500 series of the Ministry of Transportation of Ontario Drawings (MTOD).



342.7 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).

342.8 COMPUTATION These are Plan Quantity Payment 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

342.8.1 Sources of Information Locations for rumble strip installation are determined in accordance with the directives, policies, and guidelines listed in Section 342.2.



342.9 DOCUMENTATION 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. 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. 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.

342.9.1 Documentation Accuracy Station and quantity entries are recorded to the nearest whole metre.


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 CONCRETE SIDEWALK

B351 - CONCRETE SIDEWALK - OPSS 351 351.1 GENERAL

The design and construction of concrete sidewalks, when justified and approved in accordance with Provincial Engineering Memorandum, Director’s Office #2011-01 (February 2011), Revision June 2015, should be in accordance with Section D.8.4 of the Geometric Design Standards for Ontario Highways. The design and construction of sidewalk ramps should be in accordance with Provincial Engineering Memorandum, Design & Contract Standards Office #2014-01, May 15, 2014. 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, provided the following conditions are met: (a) Sidewalk must be requested by the Municipality. (b) Sidewalk must be recommended by the Regional Planning and Design Section 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. The Ministry will pay 100% of the cost of replacing an existing sidewalk that will be damaged or destroyed by the work.

351.1.1 Concrete Sidewalk The following work is associated with the construction of concrete sidewalk, but is not included in the Concrete Sidewalk tender item. 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.

Normal sidewalk width is 1.5 metres which is also the minimum width requirements in accordance with Ontario Regulation 413/12. Wider sidewalk widths should be considered in areas of high pedestrian traffic in accordance with guidance in the Geometric Design Standards for Ontario Highways.

351.1.2 Tactile Walking Surface Indicators for Concrete Sidewalk Ramps 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 sidewalk ramps and Tactile Walking Surface Indicator Plates to be in compliance with Ontario Regulation 413/12.

351.2 REFERENCES Provincial Engineering Memorandum, Director’s Office #2011-01 (February 2011), Revision June 2015 Provincial Engineering Memorandum, Design & Contract Standards Office #2014-01, May 15, 2014 Geometric Design Standards for Ontario Highways Ontario Regulation 413/12

351.3 TENDER ITEMS Concrete Sidewalk (variation item) Tactile Walking Surface Indicators for Concrete Sidewalk Ramps





351.6 STANDARD DRAWINGS Applicable standard drawings for concrete sidewalks are contained in the Ontario Provincial Standards Drawings Manual in the 300 Series.

351.7 DESIGN Tactile Walking Surface Indicators for Concrete Sidewalk Ramps shall only be included adjacent to controlled pedestrian crossings 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 sidewalk ramps in accordance with OPSD 310.030 (October 1, 1993) in each quadrant of an intersection may remain in place and should not be retrofitted with tactile walking surface indicator plates.

351.8 COMPUTATION This is Plan Quantity Payment item.

351.8.1 Source of Information The main sources of information for Concrete Sidewalk are the B-Plans, Cross-sections, the local Municipality and the Regional Geotechnical Section.

351.8.2 Method of Calculation The unit of measurement for Concrete Sidewalk is the square metre and is calculated using the horizontal design dimensions. The typical depth of concrete for sidewalks is 125 mm, increased to 150 mm across residential driveways, and 200 mm across commercial and industrial driveways. The 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 thickness. The grading quantity is to be added to the tender item Earth 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. Unsuitable soils below the granular foundation are typically sub-excavated and replaced with suitable earth or select subgrade material.

351.8.3 Tactile Walking Surface Indicators for Concrete Sidewalk Ramps Quantities are computed for each set of Tactile Walking Surface Indicator Plates installed at each sidewalk ramp. A set of two Tactile Walking Surface Indicators for Concrete Sidewalk Ramps at each ramp location is counted as a quantity of 1.

351.9 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. Concrete Sidewalk is a variation item. The variation is the sidewalk depth, with typical values of 125 mm, 150 mm, and 200 mm. Each variation requires a separate column on the Quantities – Miscellaneous sheet. Sidewalk locations are documented by station to station limits and offsets right or left of the roadway centreline on the Quantities - Miscellaneous sheet. The individual column entries are totalled into the tender total which is transferred to the Form of Tender. Tactile Walking Surface Indicators for Concrete Sidewalk Ramps locations are depicted on the contract drawings with the appropriate OPSD number shown. The applicable Standard Drawings shall be included in the contract.



Tactile Walking Surface Indicators for Concrete Sidewalk Ramps quantities are computed and entered on the Quantities-Miscellaneous sheet under the appropriate column heading, showing station and location, left or right of centreline. The column entries are totalled and transferred to the Form of Tender.

351.9.1 Documentation Accuracy Stations are recorded in whole numbers. Quantity entries for Concrete Sidewalk are recorded in whole number square metres. Quantity entries for Tactile Walking Surface Indicators for Concrete Sidewalk Ramps are recorded in whole numbers.


DETAIL ESTIMATING CONCRETE CURB AND GUTTER SYSTEMS

B353 - CONCRETE CURB AND GUTTER SYSTEMS - OPSS 353 353.1 GENERAL

The primary function of curb and gutter and concrete gutter outlets in the design of paved roads, is to facilitate the channelling of surface runoff from the roadway, to control erosion of shoulders and slopes.

353.2 REFERENCES MTO Highway Drainage Design Standards Roadside Safety Manual (RSM) Geometric Design Standards for Ontario Highways (GDSOH)

353.3 TENDER ITEMS Concrete Curb and Gutter (variation) Concrete Gutter Outlets (variation)

353.4 SPECIFICATIONS The requirements for concrete curb and gutter are contained in OPSS 353.


353.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 600 series of Ontario Provincial Standard Drawings (OPSDs) and the 600 series of Ministry of Transportation of Ontario Drawings (MTODs).

March 2016 Page 1 of 5 B353


353.7 DESIGN

353.7.1 Concrete Curb and Gutter

353.7.1.1 General Roadside ditches are generally the most cost effective solution for channelling surface runoff from roadways. The designer should consider curb and gutter only when a ditch is infeasible due to property constraints, topography, etc. In addition, curb and gutter is used to provide traffic guidance and control. The designer should refer to Sections C.4.2.2 and D.8.1 of the GDSOH, Section 2.7.3 of the RSM and Standard SD-2 of the MTO’s Highway Drainage Design Standard for guidance on curb and gutter type. Where guiderail is required adjacent to curb and gutter, the appropriate MTOD shall be used. When curb and gutter is selected, drainage by gutter outlets and spillways is preferred over catch basins and sewers as this is more cost effective. Excavations required for construction of curb and gutter are considered part of the work and are not documented separately. Granular quantities required for curb and gutter construction are included with the appropriate granular item and are not documented separately.

353.7.1.2 Erosion Protection on Gradients The designer should follow Section D.5.2.2 of the GDSOH for shoulder erosion protection on gradients. The designer should consider shoulder paving to mitigate shoulder and slope erosion on gradients whenever possible.

353.7.1.3 Intersections at Grade The designer should follow section E.4.4.2 of the GDSOH when determining whether curb and gutter is required at intersections to mitigate gravel tracking. Shoulder treatment options are shown in OPSD 304.010.

353.7.1.4 Interchange Ramps The designer should consider open ditch drainage for interchange ramps whenever possible. Curb and gutter may be considered where property or other constraints make such construction more cost effective than drainage by open ditch.



353.7.1.5 Structure Approaches Roadside erosion protection is required at structure approaches. The designer should consider paved shoulders as the primary method of erosion control wherever practical. Where curb and gutter is necessary to provide adequate erosion protection, the minimum length should be 20 m beyond the structure where the curb and gutter is not present on the roadway.

353.7.1.6 Bullnoses 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 gutter. The designer should follow Section F.5.3.5 of the GDSOH when placing curb and gutter at bullnose areas. All raised medians and permanent channelization islands are to be bounded by curb and gutter.

353.7.1.7 Transitions In order to achieve a smooth transition of varying types of curb and/or curb and gutter, a transition section is employed. The transition length is included on the curb and gutter standard drawings. Where a concrete curb and gutter changes from one type to another, the designer should indicate the midpoint of the transition on the plan drawings. A transition detail drawing is not required.

353.7.2 Concrete Gutter Outlets Gutter outlets discharge surface runoff from concrete curb and gutter. The type and spacing of gutter outlets shall be according to Standard SD-8 in the MTO Drainage Design Standards.




353.8.1 Source of Information The main sources of information for the computation of these tender items are the Field Note Books, B-Plans, ETR Books, Design Cross-Sections, the MTO Drainage Design Standards and Ontario Provincial Standard Drawings Manual.

353.8.2 Method of Calculation 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 the length of gutter outlets or catchbasins. The types and lengths of curb and gutter to be placed will include bullnose and transition sections, and straight and circular curb and gutter. The various lengths are scaled from the plan. Curb termination lengths are included with the length of straight and circular sections, where applicable. The unit of measurement for Concrete Gutter Outlets is each. The location of gutter outlets is determined from the profiles.

353.9 DOCUMENTATION 353.9.1 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.

353.9.2 Drawings Curb and gutter is shown on the plans by the appropriate symbol and the appropriate OPSD or MTOD number e.g. (OPSD 600.010). Where the curb and gutter changes from one type to another the transition midpoint station is identified. Termination sections are specified on the drawings by the appropriate OPSD number. Concrete gutter outlets are indicated on the construction plans of the contract drawings. The appropriate OPSD number and type is identified.



353.9.3 Quantity Sheet Concrete Curb and Gutter is a variation item. There are two variations, the OPSD or MTOD # that applies, and the type of construction, straight or circular. Each variation requires a separate column on the Quantities – Miscellaneous sheet. Locations are documented by station to station limits and location right or left of the roadway centreline. Transition and termination sections are included with the measured curb quantity and are not documented separately. 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. Concrete Gutter Outlets is a variation item. There is one variation, the OPSD # that applies. Each variation requires a separate column on the Quantities – Miscellaneous sheet. Locations are documented by station and location right or left of the roadway centreline. 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.

353.9.1 Documentation Accuracy Stations are recorded to the nearest whole number metre. Quantity entries for Concrete Curb and Gutter are recorded to the nearest whole number metres of linear measurement. Quantity entries for Concrete Gutter Outlets are recorded in whole numbers.


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.


DETAIL ESTIMATING REPAIRING RIGID PAVEMENT WITH PRECAST CONCRETE SLABS

B363 - REPAIRING RIGID PAVEMENT WITH PRECAST CONCRETE SLABS - OPSS.PROV 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 (normal, m2, PQP)

363.4 SPECIFICATIONS The requirements for repairing rigid pavements with precast concrete slabs are found in OPSS.PROV 363.

363.5 SPECIAL PROVISIONS The designer should refer to Chapter "E" of the CDED Manual to review the special provisions applicable to this tender item.



363.6 STANDARD DRAWINGS There are no Ontario Provincial Standard Drawings directly applicable to this type of work.

363.7 DESIGN Precast concrete slab repairs can be applied to composite pavement (i.e. with HMA overlay) or rigid pavement. 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 Geotechnical 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.

363.8 COMPUTATION This is a Plan Quantity Payment item, with a square metre unit of measure. Quantities are based on the length by width area of repair.

363.9 DOCUMENTATION Contract drawings and quantity sheets are required with the above tender item. The contract drawings are to show the location of each repair, including station limits and repair widths, and any other necessary details of the work. Each slab repair location is a separate row on the “Quantities Miscellaneous” sheets, showing location information such as station to station limits, lane, offsets, and traffic direction as required to relate the quantity to the location shown on the drawings. The quantity for each location is entered in the item column. The column entries are totalled and transferred to the tender document. The designer should provide pavement and base thickness and condition information from the pre-engineering investigations.



The contract documents must specify the permitted lane closure times to carry out the repairs. This may require a non-standard special provision.

363.9.1 Documentation Accuracy Stations are shown to the nearest whole metre. Offsets are shown to 0.1 m accuracy. Calculated areas in square metres are recorded to the nearest 0.1 m2.


DETAIL ESTIMATING CROSS-STITCHING LONGITUDINAL CRACKS

B365 - CROSS-STITCHING LONGITUDINAL CRACKS IN CONCRETE PAVEMENT AND CONCRETE BASE - OPSS.PROV 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 Cross-Stitching Longitudinal Cracks in Concrete Pavement and Concrete Base (variation, each, non-PQP)

365.4 SPECIFICATIONS The requirements for the above tender item are contained in OPSS.PROV 365.

365.5 SPECIAL PROVISIONS Refer to Chapter E to review standard special provisions that may be required for inclusion in the contract.



365.6 STANDARD DRAWINGS 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

365.8.1 Source of Information 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.

365.8.2 Method of Calculation 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 determined based on the length of cracks and the cross-stitching spacing interval specified in the standard drawing for the work. Consideration is also given to the required distance from any transverse joint, longitudinal joint or edge of concrete pavement.




The contract drawings shall show the locations requiring cross-stitching. Individual cracks may be illustrated provided that their locations are known to a reasonable accuracy. Each separate location of cross-stitching shall have only one slab thickness, with variation not greater than ± 10 mm.

365.9.2 Quantity Sheets The location of each repair area is shown 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 100 m, at the designer’s discretion, provided that the slab thickness, T, remains constant throughout. Where appropriate, groupings of cross-stitching bars are shown as left or right of the road centreline. Cross-Stitching Longitudinal Cracks in Concrete Pavement and Concrete Base is a variation item, with the variation being the slab thickness, T. The entered variation value shall be one of the T depth values shown on OPSD 560.025. Each variation requires a separate column on the quantity sheet. The quantity (estimated number of cross-stitching bars for the location) for each repair location is entered in the appropriate variation column. The individual column entries are totaled into the tender total which is transferred to the Form of Tender.

365.9.3 Documentation Accuracy Stations limits are shown to the nearest metre.


DETAIL ESTIMATING REPAIRING CONCRETE PAVEMENT AND CONCRETE BASE

March 2018 Page 1 of 5 CDED B366

B366 - REPAIRING CONCRETE PAVEMENT AND CONCRETE BASE - OPSS 366

366.1 GENERAL The specification for repair of concrete pavement and concrete base includes full depth and partial depth repairs using conventional or high early strength concrete, and full depth repairs using fast-track concrete. Full Depth Concrete Repair Full depth concrete pavement or concrete base slab repairs are typically recommended for severe distresses associated with slab cracking (transverse or longitudinal), joint spalling where spalling extends 75 mm or 1/3 of the thickness of the slab below the surface of the slab, D-cracking corner breaks, and joint faulting. Partial Depth Concrete Repair Partial depth repairs in concrete pavement are recommended where surface defects, such as spalling and scaling, are limited to a maximum depth of 1/3 the thickness of the existing concrete slab. Fast-Track Concrete Repair When early opening to traffic is required, fast-track concrete pavement repair may be used as determined by the Regional Geotechnical Section.

366.2 REFERENCES CDED B510-5 Pavement Work

366.3 TENDER ITEM Full Depth Concrete Repair (variation type, m2, PQP) Partial Depth Concrete Repair (variation type, m2, PQP) Fast-Track Concrete Repair (variation type, m2, PQP)

366.4 SPECIFICATIONS Details of the requirements for repairing concrete pavement and concrete base are contained in OPSS 366.




366.6 STANDARD DRAWINGS Standard drawings giving details of Repairing Concrete Pavement and Concrete Base are contained in the OPSD 500 series.

366.7 DESIGN Investigation of the existing concrete pavement structure should be carried out prior to the design. When conducting concrete base repairs, the removal of the surface covering the concrete base should be as directed in the Pavement Design Report. See section CDED B510-5 for more information. Existing pavement details are to be shown on the contract drawings. Theoretical tie bar and dowel bar locations and requirements are shown on OPSD drawings. Typically, the existing transverse expansion joints are removed and replaced. In the case where the transverse expansion joints are not to be replaced, it should be noted in the contract drawing. Repair materials other than conventional concrete are limited to those identified in the Materials section of OPSS 366. Existing shoulders are to be repaired and restored with similar shoulder material. Full Depth Concrete Repair In general, full depth concrete repair shall be carried out for a full lane width and a minimum length of 2 m, unless otherwise noted in the Pavement Design Report. Details of the repair area and depth are documented in the Pavement Design Report. Partial Depth Concrete Repair In general, partial depth concrete repair may be less than a full lane wide. Details of the repair area and depth are documented in the Pavement Design Report. Consideration for combining repair areas should be given, where the frequency and spacing of repair areas may impact on performance. When the defects intersect



dowel bars, partial depth repair methods should not be used. If in doubt, designers are recommended to revert to full depth repair. Fast-Track Concrete Repair Fast-track concrete repairs require specially designed concrete mixes. Consideration should be given to specifying a trial repair area that can be easily accessed and monitored to verify the performance of the concrete mix and the contractor's operation. The selected trial repair area shall be a minimum of 2 m long by 3.75 m wide and 0.25 m deep. The specification does not permit fast-track methodologies for partial depth concrete repairs.

366.7.1 Source of Information The Regional Geotechnical Section and the Pavement Design Report are the main sources of information for the above tender items. The Regional Geotechnical Section shall provide recommendations on the type of repair, size of the repair area(s), depth of repair and type of concrete to be used. Thicknesses of existing concrete pavement and concrete base are established and confirmed by the Regional Geotechnical Section. The Pavement Design Report shall be used to estimate quantities, lengths, widths depths, etc., for bidding purposes, with adjustments made in the field as required.

366.8 COMPUTATION These are Plan Quantity Payment items. The unit of measurement for these items is square metres. Quantities are based on the length by width surface areas of the repairs.

366.9 DOCUMENTATION Depending on the type of concrete repair, the duration of repairs and the associated concrete curing time should be considered when estimating the number of repairs and crew size needed for the work time estimate. For concrete base repair, staging and removal of the surface covering the concrete base, should also be considered when estimating the work duration.



The contract documents must specify the permitted lane closure times to carry out the repairs. Consideration should be given to traffic staging, as it may need to be shown in the contract documents.

366.9.1 Contract Drawings The designer shall prepare a plan view drawing to detail the location of the repair areas for review and approval by the Regional Geotechnical Section. The location of each repair area is indicated on the contract drawings by station and offset.

366.9.2 Quantity Sheets The locations and quantities are documented on a Quantities - Miscellaneous 1 sheet. The locations are identified by entering the station to station limits in the Location and Position column. Full Depth Concrete Repair, Partial Depth Concrete Repair, and Fast-Track Concrete Repair are variation items. Each variation is entered in a separate column and heading on the quantity sheet. Individual quantities are entered in the appropriate column. The variation parameters for Full and Partial Depth Concrete Repair are:

• Depth (mm). • Type of Concrete: Conventional or High Early Strength.

The variation parameter for Fast-Track Concrete Repair is:

• Depth (mm).

366.9.3 Documentation Accuracy Stations are recorded to the nearest whole metre. Individual quantities are recorded to an accuracy 0.1 m2. The item total is rounded to the nearest whole number and transferred to the Tender Item List.



366.9.4 Sample Quantity Sheet

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.


The requirements for the above tender item are contained in OPSS 369.


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 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


B405 - 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 corrugated steel (CSP) or 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 (Variation, metre, PQP) Closed-Circuit Television Inspection (Normal, metre, Non-PQP) 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. “Closed-Circuit Television Inspection” is not required for new construction less than 1000 metres.



405.4 SPECIFICATIONS Details of the construction of pipe subdrains are contained in OPSS 405.

405.5 SPECIAL PROVISIONS The designer should refer to Standard Special Provisions of the CDED Manual to review the special provisions applicable to these tender items.

405.6 STANDARD DRAWINGS 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 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.

• 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.

405.8.1 Source of Information 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.

405.8.2 Method of Calculation 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 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 1 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 installation. Such variables may be addressed in the ‘typical sections’. Column headings in the Quantities - Miscellaneous 1 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 1 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 1 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 1 sheet. If there is a need to allocate where locations of CCTV Inspection are to occur, multiple lines in the Quantities - Miscellaneous 1 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.PROV 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



410.4 SPECIFICATIONS 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.

410.6 SPECIAL PROVISIONS Refer to Chapter 'E' to review standard special provisions that may be required for inclusion in the contract.

410.7 STANDARD DRAWINGS 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, SSP 104S03 shall be included. Payment for post installation inspection work is detailed in SSP 104S03.


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 • 2 for Class 65 D-Load; or • 3 for Class 100 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 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 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 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 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 • 2 representing 2.0 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 • 3 representing 2.8 mm thick walls; or • 4 representing 3.5 mm thick walls; or • 5 representing 4.2 mm thick walls.

To define the required SSP products, the designer will specify the appropriate value as:

• 3 representing 3.0 mm thick walls; or • 4 representing 4.0 mm thick walls; or • 5 representing 5.0 mm thick walls; or • 6 representing 6.0 mm thick walls; or • 7 representing 7.0 mm thick walls.

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 SRSP products, the designer will specify the appropriate value as:




To define the required aluminum alloy SSP products, the designer will specify the appropriate value as:

• 3 representing 3.18 mm thick walls; or • 4 representing 3.81 mm thick walls; or • 5 representing 4.45 mm thick walls; or • 6 representing 5.08 mm thick walls; or • 7 representing 5.72 mm thick walls; or • 8 representing 6.35 mm thick walls.

The 6th digit is used for specifying polymer laminated or coated SRSP, CSP and SPP products.



To define the required SRSP products, the designer will specify the appropriate value as:






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 200 mm Pipe Sewer ≥ 200 mm < 300 mm 300 mm Pipe Sewer ≥ 300 mm < 400 mm 400 mm Pipe Sewer ≥ 400 mm < 500 mm 500 mm Pipe Sewer ≥ 500 mm < 600 mm 600 mm Pipe Sewer ≥ 600 mm < 700 mm 700 mm Pipe Sewer ≥ 700 mm < 800 mm 800 mm Pipe Sewer ≥ 800 mm < 900 mm 900 mm Pipe Sewer ≥ 900 mm < 1000 mm

1000 mm Pipe Sewer ≥ 1000 mm < 1200 mm 1200 mm Pipe Sewer ≥ 1200 mm < 1300 mm 1300 mm Pipe Sewer ≥ 1300 mm < 1400 mm 1400 mm Pipe Sewer ≥ 1400 mm < 1500 mm 1500 mm Pipe Sewer ≥ 1500 mm < 1600 mm 1600 mm Pipe Sewer ≥ 1600 mm < 1800 mm 1800 mm Pipe Sewer ≥ 1800 mm < 1900 mm 1900 mm Pipe Sewer ≥ 1900 mm < 2000 mm 2000 mm Pipe Sewer ≥ 2000 mm < 2100 mm 2100 mm Pipe Sewer ≥ 2100 mm < 2200 mm 2200 mm Pipe Sewer ≥ 2200 mm < 2400 mm 2400 mm Pipe Sewer ≥ 2400 mm < 2500 mm 2500 mm Pipe Sewer ≥ 2500 mm < 2600 mm 2600 mm Pipe Sewer ≥ 2600 mm < 2700 mm 2700 mm Pipe Sewer ≥ 2700 mm < 3000 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.

415.1.2 Specification

The requirements for the tunnelling methods are described in OPSS 415


The Designer should refer to Chapter È' 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.

416.1.2 Specification

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

B421-2 – PIPE CULVERTS – OPSS.PROV 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 Drainage Management Manual 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 Concrete Appurtenances 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

November 2015 Page 1 of 35 B421-2


are contained in OPSS 421. Trenching, backfilling and compaction requirements are specified in OPSS 401 while rock excavation requirements are specified in OPSS 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.



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 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 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. 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.

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. 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 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.


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.

421.9.2 Sources of Information 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: 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. 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.

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.




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. 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.

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. 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.

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 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 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. 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.

ii) Swamp excavation is included in either "Earth Excavation (Grading)" or

"Rental of Swamp Excavation Equipment". iii) 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.

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) 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.

vi) 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 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.

vii) 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.

viii) Elaborate protection systems require separate tender items. ix) 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). 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.



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:



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.



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:

• 1 for Class 50 D-Load; or • 2 for Class 65 D-Load; or • 3 for Class 100 D-Load; or • 4 for Class 140 D-Load.



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 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 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 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 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 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:








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 SRSP products, the designer will specify the appropriate value as:




To define the required aluminum alloy SSP products, the designer will specify the appropriate value as:

• 3 representing 3.18 mm thick walls; or • 4 representing 3.81 mm thick walls; or • 5 representing 4.45 mm thick walls; or • 6 representing 5.08 mm thick walls; or • 7 representing 5.72 mm thick walls; or • 8 representing 6.35 mm thick walls.

The 6th digit is used for specifying polymer laminated or coated SRSP, CSP and SPP products.



To define the required SRSP products, the designer will specify the appropriate value as:






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.



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



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.



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



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



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 200 mm Pipe Culvert ≥ 200 mm < 300 mm 300 mm Pipe Culvert ≥ 300 mm < 400 mm 400 mm Pipe Culvert ≥ 400 mm < 500 mm 500 mm Pipe Culvert ≥ 500 mm < 600 mm 600 mm Pipe Culvert ≥ 600 mm < 700 mm 700 mm Pipe Culvert ≥ 700 mm < 800 mm 800 mm Pipe Culvert ≥ 800 mm < 900 mm 900 mm Pipe Culvert ≥ 900 mm < 1000 mm 1000 mm Pipe Culvert ≥ 1000 mm < 1200 mm 1200 mm Pipe Culvert ≥ 1200 mm < 1300 mm 1300 mm Pipe Culvert ≥ 1300 mm < 1400 mm 1400 mm Pipe Culvert ≥ 1400 mm < 1500 mm 1500 mm Pipe Culvert ≥ 1500 mm < 1600 mm 1600 mm Pipe Culvert ≥ 1600 mm < 1800 mm 1800 mm Pipe Culvert ≥ 1800 mm < 1900 mm 1900 mm Pipe Culvert ≥ 1900 mm < 2000 mm 2000 mm Pipe Culvert ≥ 2000 mm < 2100 mm 2100 mm Pipe Culvert ≥ 2100 mm < 2200 mm 2200 mm Pipe Culvert ≥ 2200 mm < 2400 mm 2400 mm Pipe Culvert ≥ 2400 mm < 2500 mm 2500 mm Pipe Culvert ≥ 2500 mm < 2600 mm 2600 mm Pipe Culvert ≥ 2600 mm < 2700 mm 2700 mm Pipe Culvert ≥ 2700 mm < 3000 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.



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 600 mm Non-Circular Pipe Culvert 680 x 500 mm CSP arch pipe 680 x 540 mm SRSP arch pipe 700 mm Non-Circular Pipe Culvert 800 x 580 mm CSP arch pipe 830 x 660 mm SRSP arch pipe 800 mm Non-Circular Pipe Culvert 910 x 660 mm CSP arch pipe 900 mm Non-Circular Pipe Culvert 1030 x 740 mm CSP arch pipe 1010 x 790 mm SRSP arch pipe 1150 x 730 mm Horizontal elliptical concrete pipe 1000 mm Non-Circular Pipe Culvert 1150 x 820 mm CSP arch pipe 1160 x 920 mm SRSP arch pipe 1100 mm Non-Circular Pipe Culvert 1345 x 855 mm Horizontal elliptical concrete pipe 1200 mm Non-Circular Pipe Culvert 1390 x 970 mm CSP arch pipe 1330 x 1030 mm CSP arch pipe 1340 x 1050 mm SRSP arch pipe 1535 x 975 mm Horizontal elliptical concrete pipe 1300 mm Non-Circular Pipe Culvert 1520 x 1200 mm SRSP arch pipe 1730 x 1095 mm Horizontal elliptical concrete pipe 1400 mm Non-Circular Pipe Culvert 1630 x 1120 mm CSP arch pipe 1550 x 1220 mm CSP arch pipe 1500 mm Non-Circular Pipe Culvert 1670 x 1300 mm SRSP arch pipe 1920 x 1220 mm Horizontal elliptical concrete pipe 1600 mm Non-Circular Pipe Culvert 1880 x 1260 mm CSP arch pipe 1780 x 1360 mm CSP arch pipe 1850 x 1400 mm SRSP arch pipe 1700 mm Non-Circular Pipe Culvert 2110 x 1340 mm Horizontal elliptical concrete pipe 1800 mm Non-Circular Pipe Culvert 2130 x 1400 mm CSP arch pipe 2010 x 1530 mm CSP arch pipe 2305 x 1465 mm Horizontal elliptical concrete pipe 2080 x 1520 mm SSP arch pipe 1900 mm Non-Circular Pipe Culvert 2495 x 1585 mm Horizontal elliptical concrete pipe 2240 x 1630 mm SSP arch pipe 2000 mm Non-Circular Pipe Culvert 2230 x 1700 mm CSP arch pipe 2100 mm Non-Circular Pipe Culvert 2690 x 1705 mm Horizontal elliptical concrete pipe 2440 x 1750 mm SSP arch pipe 2200 mm Non-Circular Pipe Culvert 2500 x 1830 mm CSP arch pipe 2400 mm Non-Circular Pipe Culvert 2800 x 1950 mm CSP arch pipe 3070 x 1950 mm Horizontal elliptical concrete pipe



2590 x 1880 mm SSP arch pipe 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 AND BOX SEWERS

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

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

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

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

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

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

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

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



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

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

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

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

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

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

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

Concrete Appurtenances

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

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



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

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

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

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

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

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

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

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

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

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

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



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

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

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

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

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

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

422.7.3 Trench A. Excavation

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

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

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

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

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



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

C. Dewatering

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

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

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

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

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

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

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

D. Fill Material

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

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

A foundation or geotechnical report will include recommendations for the

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

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

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

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

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



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

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

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

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

F. Clay Seals

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

downstream ends of the box culvert.

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

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

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




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

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

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

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

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

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

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

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

4. Drainage Management Manual

The Drainage Management Manual provides overall guidance on the design of

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

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

Investigation and Design Report or Geotechnical Report shall be considered.



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

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

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

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

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

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

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

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

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

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

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



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

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

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

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

numbers.


DETAIL ESTIMATING 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.

441.2 REFERENCES CDED B206-1 Earth Grading CDED B206-2 Rock Grading CDED B314 Untreated Subbase, Base, Surface, Shoulder, Selected Subgrade, and

Stockpiling CDED B517 Dewatering CDED B902 Excavating and Backfilling - Structures SSP 100S59 Amendment to MTO General Conditions of Contract, Permits to

Take Water

441.3 TENDER ITEMS Watermains (variation, m, PQP) Valves (variation, each, PQP) Hydrant Sets (variation, each, PQP) Service Connection Pipe (variation, m, PQP) Service Connection Appurtenance Sets (normal, each, PQP) Connections to Existing Watermains (normal, each, PQP)

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.



441.7 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.

441.7.2.1 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.



441.7.2.2 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.

441.7.2.3 Valves The designer shall make an assessment of the type of valve required for the watermain network.

441.7.3 Trench

441.7.3.1 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 B206-1 and B206-2 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.

441.7.3.2 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 SSP 100S59, Amendment to MTO General Conditions of Contract, Permits to Take Water, for additional requirements that may need to be specified in the contract.

441.7.3.3 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.

441.7.3.4 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.

441.7.3.5 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 Pipe Service Connection Appurtenance Sets Connections to Existing Watermains




441.8.2.1 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.

441.8.2.2 Valves The unit of measurement for valves is each. Measurement shall be by the number of units installed.

441.8.2.3 Hydrant Sets The unit of measurement for hydrant sets is each. Measurement shall be by the number of hydrant sets installed.

441.8.2.4 Service Connection Pipe The unit of measurement for service connection pipe 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

441.8.2.5 Service Connection Appurtenance Sets The unit of measurement for service connection appurtenances is each. Measurement shall be by the number of units installed.

441.8.2.6 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 Pipe are measured to an accuracy of 0.1 m. The tender item totals are rounded to the nearest metre.



441.8.4 Trench

441.8.4.1 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.

441.8.4.2 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”.

441.8.4.3 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 “Untreated Subbase, Base, Surface, Shoulder, Selected Subgrade, and Stockpiling” of this manual. This quantity is used for Geotechnical ASL purposes only.

441.8.4.4 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

441.9.1.1 Watermain 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. 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.

441.9.1.2 Trench 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. 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.



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. 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 Quantity Sheets ‘Watermains’ is a variation tender item. Each length of watermain pipe is entered in one line in the Quantities - Miscellaneous 1 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 1 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 1 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 Pipe’ is a variation tender item, for connection pipe size. Each length of service connection pipe is entered in one line in the Quantities - Miscellaneous 1 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 1 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 1 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 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.



510-0.4 SPECIFICATIONS Details of the work of demolition, salvage, removal and in-place abandonment of materials are contained in OPSS 510

510-0.5 SPECIAL PROVISIONS 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.

510-0.6 STANDARD DRAWINGS 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.



510-0.9 DOCUMENTATION 510-0.9.1 Contract Drawings

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.

510-0.9.3 Non-Standard Special Provisions (NSSPs) 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.

510-0.9.4 Documentation Accuracy 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.

510-1.5 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.

510-1.5.1 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.



510-1.6 STANDARD DRAWINGS Applicable standard drawings are in the OPSD 100 series.

510-1.7 DESIGN Removals required are dependant upon the specific project requirements as described 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.

510-1.7.2 Information to be Provided to Bidders

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

This is a lump sum bid item. 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

This is a lump sum bid item. 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. a) Removal of Bridge Structures

The '100%' reference is entered in the "Total" line and "Lump Sum" is entered in the "Unit" line on the Quantity sheet.

b) Removal of Bridge Footings

Individual entries are totalled to form the tender quantity which is transferred to the Form of Tender.

c) Removal of Modular Bridge

The '100%' reference is entered in the "Total" line and "Lump Sum" is entered in the "Unit" line on the Quantity sheet. The weight of the modular bridge is specified.

d) Removal of Modular Bridge Substructure

The '100%' reference is entered in the "Total" line and "Lump Sum" is entered in the "Unit" line on the Quantity sheet.


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 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.

510-1.9.4 Documentation Accuracy a) Removal of Bridge Structures b) Removal of Bridge Footings 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

510-2.3 TENDER ITEMS Removal of Asphalt Curb and Gutter (variation, m, PQP) Removal of Concrete Curb and Gutter (variation, m, PQP) Removal of Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers (normal, each, PQP) Abandonment of Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers, Partial-Depth (variation, each, PQP) Capping of Maintenance Holes, Catch Basins, Ditch Inlets and Valve Chambers (normal, each, PQP) Removal of Pipes and Culverts (variation, m, PQP) Abandonment of Pipes and Culverts (normal, m, PQP) Removal of Pipe Subdrains (normal, m, PQP) Removal of Hydrants (normal, each, PQP) Removal of Valves (normal, each, PQP) Removal of Watermain Appurtenances (normal, each, PQP)

510-2.4 SPECIFICATIONS Details of removing drainage components are contained in OPSS 510.


October 2016 Page 1 of 8 B510-2



510-2.6 STANDARD DRAWINGS Applicable standard drawings are in the OPSD 100 and 700 series.

510-2.7 DESIGN Removals required are dependent upon the specific project requirements as described in Section 510-0.2 References.

510-2.7.1 Drainage Work Removals a) Removal of Asphalt Curb and Gutter 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.

b) Removal of MHs, CBs, DIs and VCs

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.

c) Abandonment of MHs, CBs, DIs and VCs, 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.

d) Capping of MHs, CBs, DIs and VCs 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.



e) 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. This item is used for the removal of circular concrete pipe. The Removal of Concrete item (see CDED B510-6) is used for the removal of concrete box and open footing culverts.

f) Removal of MHs, CBs, DIs and VCs Abandonment of MHs, CBs, DIs and VCs, Partial-Depth Capping of MHs, CBs, DIs and VCs 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

Removal of Asphalt Curb and Gutter Removal of Concrete Curb and Gutter Removal of MHs, CBs, DIs and VCs Abandonment of MHs, CBs, DIs and VCs, Partial-Depth Capping of MHs, CBs, DIs and VCs Removal of Pipes and Culverts Abandonment of Pipes and Culverts



Removal of Pipe Subdrains Removal of Hydrants Removal of Valves Removal of Watermain Appurtenances These are Plan Quantity Payment (PQP) items.

510-2.8.1 Sources of Information The main sources of information for these items are Field Note Books, B-Plans, ETR Books, and Contour plans.

510-2.8.2 Method of Calculation a) Removal of Asphalt Curb and Gutter

Removal of Concrete Curb and Gutter 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.

b) Removal of MHs, CBs, DIs and VCs Removal of Hydrants Removal of Valves Removal of Watermain Appurtenances The unit of measurement for removal of these structures is each.

c) Abandonment of MHs, CBs, DIs and VCs, Partial-Depth The unit of measurement for abandonment of these structures is each.

d) Capping of MHs, CBs, DIs and VCs The unit of measurement for the number of structures capped is each.



e) Abandonment of Pipes and Culverts 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.

f) 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 of MHs, CBs, DIs and VCs

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 MHs, CBs, DIs and VCs, Partial-Depth The contract drawings shall identify the type of structures to be partially removed (i.e., MH, CB, DI or VC) 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.




Refer to 510-0.9 for general documentation information. Information specific to each tender item is as follows: a) Removal of Asphalt Curb and Gutter

Removal of Concrete Curb and Gutter 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.

b) Removal of MHs, CBs, DIs and VCs Abandonment of MHs, CBs, DIs and VCs, Partial-Depth Capping of MHs, CBs, DIs and VCs 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.



c) Abandonment of MHs, CBs, DIs and VCs, Partial-Depth 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.

d) 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.

e) 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.

f) 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.

g) Removal of Hydrants Removal of Valves 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.

510-2.9.4 Documentation Accuracy 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 CDED B510-0 - Removal 510-3.3 TENDER ITEMS

Removal of Fence Removal of Noise Barrier


Details of removing fence and noise barrier are contained in OPSS 510.






510-3.7 DESIGN Removals required are dependant upon the specific project requirements as described 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 b) Removal of Noise Barriers

These are Plan Quantity Payment (PQP) items. The unit of measure is the linear distance in metres.

510-3.8.1 Sources of Information

The main sources of information for these items are Field Note Books, B-Plans, ETR Books, Contour plans, and Contract Drawings.



510-3.8.2 Method of Calculation 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.

b) Removal of Noise Barriers

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.


Refer to 510-0.9 for general documentation information. Information specific to each tender item is as follows: 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.

510-3.9.3 Non-standard Special Provisions

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.


510-4.3 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.






510-4.7 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

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.


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.


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 B510-0 - Removal CDED B399-2 - Reclaim Asphalt Pavement

510-5.3 TENDER ITEMS 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

510-5.4 SPECIFICATIONS 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 in CDED B510-0.2 References.

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



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

The main sources of information are field note books, B-plans, Pavement Design Report, Soils Profile, Bore Hole data, and Core Logs.


a) Cutting Existing Pavement

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.

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

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.


Refer to 510-0.9 for general documentation information. Information specific to each tender item is as follows:




Complex cutting situations should be detailed on contract drawings. 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

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.


Refer to 510-0.9 for general documentation information. 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: a) Cutting Existing Pavement

The pavement depth and type (reinforced concrete, unreinforced concrete, or asphalt) is specified.

b) Removal of Asphalt Pavement

The pavement depth and location (pvm’t, sidewalk, buried pvm’t) is specified. Pvm’t refers to pavement at the surface.

c) Removal of Asphalt Pavement from Concrete Surfaces

The pavement depth is specified. d) Removal of Concrete Pavement

The pavement depth and type (reinforced concrete, unreinforced concrete, or asphalt surfaced concrete) is specified.

e) Removal of Concrete Base

The base depth and type (reinforced or unreinforced) is specified. f) Removal of Cement Treated Base

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.

510-5.9.3 Non-standard Special Provisions 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.

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

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. The Removal of Pipes and Culverts item (see CDED B510-2) is used for the removal of concrete pipe culverts.


510-6.3 TENDER ITEM Removal of Concrete (Normal, m3, PQP)

510-6.4 SPECIFICATIONS Details of removing concrete are contained in OPSS 510.

510-6.5 SPECIAL PROVISIONS The designer should refer to Chapter “E” of this manual to review the special provisions applicable to this tender item. Include the appropriate special provisions as required.





510-6.7 DESIGN Removals required are dependent upon the specific project requirements as described in CDED B510-0.2 References.

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

510-6.8.1 Sources of Information The main sources of information are existing Drawings and Plans.



510-6.8.2 Method of Calculation 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.


510-6.9.1 Contract Drawings Refer to 510-0.9 for general documentation information. Information specific to this tender item is as follows: 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.

510-6.9.2 Quantity Sheets (Q-sheets) Refer to 510-0.9 for general documentation information. Information specific to this tender item is as follows: 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.

510-6.9.3 Non-standard Special Provisions 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.

510-6.9.4 Documentation Accuracy 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

CDED B510-0 - Removal


Removal of Concrete Sidewalk Removal of Sign Support Structure Removal of Sign Support Structure Footings Removal of Gabions

510-7.4 SPECIFICATIONS Details of removing right of way items are contained in OPSS 510.



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.




510-7.7 DESIGN

Removals required are dependant upon the specific project requirements as described in CDED B510-0.2 References.

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.



510-7.8.2 Method of Calculation a) Removal of Concrete Sidewalk

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.

b) Removal of Sign Support Structures c) Removal of Sign Support Footings

The unit of measurement for these items is each. d) Removal of Gabions

The unit of measurement for the removal of gabions is by volume in cubic metres.


Refer to 510-0.9 for general documentation information.


Refer to 510-0.9 for general documentation information. Information specific to the tender items are as follows: a) Removal of Concrete Sidewalk

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.

510-7.9.4 Documentation Accuracy a) Removal of Concrete Sidewalk

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.

b) Removal of Sign Support Structures c) Removal of Sign Support Footings

Stations and offsets are shown in whole number metres. d) Removal of Gabions

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

510-8.3 TENDER ITEMS 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 510-8.5 SPECIAL PROVISIONS

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


510-8.9 DOCUMENTATION 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 shall not be used in waterbodies if it contains concrete debris. Suitable

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

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

debris dumped or placed in random but stable manner.



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

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

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

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

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

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

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

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

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

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

(burst), tear and shear forces.

The application of geotextile is designated by its:

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

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



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

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

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

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

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

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

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



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

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

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

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

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

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

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

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

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

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



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

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

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

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

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

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

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


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

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

section. 511.9.2 Quantity Sheets

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

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



511.9.2.1 Variation Items

a) Rip-Rap

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

b) Geotextile

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

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


DETAIL ESTIMATING 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 Drainage Management Manual 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.


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


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.



512.7.1 Information to be Provided to Bidders 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

512.9.1 Contract Drawings 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.

512.9.2 Quantity Sheets The quantity for each Gabion or Gabion Structure location is shown separately on "Quantities - Miscellaneous 1" sheet. The column total provides the tender quantity.

512.9.3 Documentation Accuracy 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

B517 - DEWATERING - OPSS 517 517.1 GENERAL

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

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

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

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

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

May 2017 Page 1 of 7 B517


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

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

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

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

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

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

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



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

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

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

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

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

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

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

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



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

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

517.9 DOCUMENTATION

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

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

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



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

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



Appendix A

MOECC Dewatering Legislative Requirements and Application to Highway Construction Projects

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

Water Taking Limits/day Stormwater Groundwaterx

xx xx

xx xx

xx x

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

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

No EASR registration or PTTW

Approval Requirements

< 50 m3

> 50 and < 400 m3

> 400 m3


EASR registration - no PTTW

PTTW



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

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



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

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

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


DETAIL ESTIMATING PLACEMENT OF UNSHRINKABLE FILL

January 2018 Page 1 of 4 CDED B578

B578 - PLACEMENT OF UNSHRINKABLE FILL - OPSS 578 578.1 GENERAL

Unshrinkable fill is a controlled, low strength (28-Day compressive strength is maximum of 0.4MPa), flowable fill material that does not require compaction. It is for use in tight, restricted, irregular, and hard to access areas where placing and effective compaction of earth or granular fill would be difficult. Unshrinkable fill can be used in applications including drainage, electrical, structural, or utility cut restoration. Unshrinkable fill is also used for filling voids in culverts, sewer pipes and other conduits or drainage structures to be abandoned. Unshrinkable fill is also referred to as flowable fill, controlled density fill (CDF), controlled low strength material (CLSM), and lean concrete slurry.

578.2 REFERENCES None

578.3 TENDER ITEM Unshrinkable Fill (normal, m3, PQP)

578.4 SPECIFICATIONS The requirements for unshrinkable fill are contained in OPSS.PROV 578.

578.5 SPECIAL PROVISIONS Refer to chapter È' of this Manual to review applicable standard special provisions.

578.6 STANDARD DRAWINGS Not applicable.

578.7 DESIGN Unshrinkable fill is a self-compacting, self-levelling, low strength material with a flowable consistency. It does not “harden” but water drains from it to create a stable



fill. Future excavation of the material can be by means of hand tools due to its low strength. Unshrinkable fill is not concrete nor is it used to replace concrete. It is generally not designed to resist freezing and thawing, abrasive or erosive forces, or aggressive chemicals. The potential for differential frost action shall be considered. When placed adjacent to frost susceptible soils without a frost taper, differential frost action may occur. Unshrinkable fill has poor wear resistance properties and is unsuitable as a temporary driving surface. The material is typically placed using conventional ready-mix concrete trucks, and may be pumped using conventional concrete pumping equipment. Stabilization of the material occurs in 3 to 5 hours. Potential applications for unshrinkable fill include: 1. Fill:

a) Sewer trenches, utility trenches, conduit encasement. b) Bridge abutments, retaining walls, pile excavations, culvert embedment.

2. Void Filling:

a) Abandoned mines, underground storage tanks, wells. b) Abandoned, pipe culverts, sewers and tunnel shafts. c) Basements and underground structures. d) Under pavement in rockfill. e) In rock protection, armour stone, etc. to improve effectiveness.

When placing against abutments, retaining, and similar walls, consideration shall be given to the lateral pressures exerted on the wall by unshrinkable fill. Where the lateral fluid pressure may be a concern, the material may be specified to be placed in layers with each layer allowed to consolidate prior to placing the next layer. Placement of unshrinkable fill under flexible pavement structures should be limited to below subgrade elevation. Conventional granular subbase and base materials should be used over the unshrinkable fill. For rigid pavement, the unshrinkable fill may be extended to the underside of the concrete base or concrete pavement. Unshrinkable fill should be used only on the recommendation of foundation, structural, geotechnical, electrical, or drainage designers.



578.8 COMPUTATION This is a Plan Quantity Payment item. The unit of measurement for unshrinkable fill is m3. Estimated quantities are calculated based on the dimensions of the excavation or subsurface void to be filled. Excavation dimensions are based on the requirements as described in the applicable specification, drawings, section in this manual, and occupational health and safety regulations.

578.9 DOCUMENTATION

578.9.1 Contract Drawings The contract drawings shall show the details of the locations requiring unshrinkable fill. If not shown on standard drawings for the application, excavation dimensions should be shown. Areas of unshrinkable fill placement shall be identified by leader and an “Unshrinkable Fill” notation. For complex or non-standard work, full plan, section, and detail drawings may be required. Where existing openings must be blocked prior to unshrinkable fill placement, the opening should be shown, and the blocking requirement noted on the drawings.

578.9.2 Quantity Sheets Each unshrinkable fill location is shown on the Quantities - Miscellaneous 1 sheet. Continuous unshrinkable fill placement within a line or network (e.g. electrical conduit) is acceptable provided there is a clear link between the details in the Location and Position column, and the contract drawing details. The column entries are automatically totaled and transferred to the Tender Item List.

578.9.3 Documentation Accuracy Station limits are recorded to the nearest whole metre. Quantities are recorded and totalled to the nearest whole cubic metre.



578.9.4 Non-Standard Special Provisions An NSSP may be required for: · Placement in sequential consolidated layers to reduce fluid pressures. · Placement in inaccessible voids using pumping.

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.




703.6 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.

703.9.4 Quantity Sheets

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 TEMPORARY TRAFFIC CONTROL DEVICES

B706 - TEMPORARY TRAFFIC CONTROL DEVICES - OPSS 706 706.1 GENERAL

Temporary traffic control devices are used for guidance, information, and to control the flow of traffic during construction. Temporary traffic control devices include the following:

• Temporary Traffic Control Signs • Road Closing/Restriction Notice Sign (TC-64) • Automated Flagger Assistance Devices (AFAD) • Portable Variable Message Sign (PVMS)

Temporary Traffic Control Signs Temporary traffic control signs are all traffic control signs and associated devices identified in OTM Book 7, including vehicles and sign trailers required to support signs and equipment to supply sign lighting; but excludes highway number markers. Contract Information Signs A contract information sign is a sign installed to inform motorists of the type of construction work taking place. There are two types of contract information signs: a TC-81 sign and an Owner supplied contract information sign. Road Closing/Restriction Notice Sign (TC-64) A road closing/restriction notice sign (TC-64) is a sign installed to provide advance notice of a road or exit ramp which is to be closed or restricted. Automated Flagger Assistance Devices (AFAD) Automated fFlagger assistance devices (AFAD) are self-contained, portable traffic control systems where the signal and/or control arm are operated remotely by a traffic control person (TCP). Portable Variable Message Sign (PVMS) A portable variable message sign (PVMS) is a traffic control device that is capable of displaying digital messages. PVMS are used in work zones to provide road users with advance information of work operations which are outside their expectations such as closures or speed reductions. PVMS should be used for situations where conditions are changing and are in addition to Temporary Traffic Control Signs required by the Ontario Traffic Manual.



706.2 REFERENCES Ontario Traffic Manual Book 7 - Temporary Conditions Roadside Safety Manual

706.3 TENDER ITEMS Temporary Traffic Control Signs (LS, normal) Road Closing/Restriction Notice Signs (TC-64) (Each, Normal, PQP) Automated Flagger Assistance Devices (Each, Normal, PQP) Portable Variable Message Sign (Temporary) (Each, Variation, PQP) Portable Variable Message Sign, Relocation (Each, Variation, PQP)

706.4 SPECIFICATIONS The requirements for these temporary traffic control devices are contained in Ontario Provincial Standard Specifications (OPSS) 706.



706.7 DESIGN Bilingual Signing If the contract is in a bilingual area, separate English and French signs shall be installed. The designer shall contact the MTO Regional Traffic Section to obtain the French translation. Contract Information Sign The designer shall select the appropriate contract information sign based on the contract value and duration. Option 1 - Shall be selected for all stationary contracts that do not meet the criteria

of Option 2, Option 3 or Option 4. Option 2 - Shall be selected for all stationary contracts exceeding $500,000 in value

and a minimum of 3 months or 60 working days in duration.



Option 3 - Shall be selected for all stationary contracts exceeding $500,000 in value and a minimum of 3 months or 60 working days in duration located on the QEW.

Option 4 - Shall be selected for all stationary contracts in Northern Ontario (all

areas north of, and including the districts of Parry Sound and Nipissing) exceeding $500,000 in value and a minimum of 3 months or 60 working days in duration.

Examples of the 4 different contract information sign options can be found in the Appendix. ** Fill-in the required information (i.e. # of kilometres, location or highway number)

for the applicable contract information signs. If the contract is in a designated bilingual area the corresponding French contract information signs must also be included. For example, TC-81b and TC-81bF would both be included for a highway widening project in a designated bilingual area. Option 1

Sign Number Message Details Sign Number Message Details

TC-81a Highway Improvements Next ** km TC-81aF Amélioration de la route

sur ** km

TC-81b Highway Widening Next ** km TC-81bF Élargissement de la route

sur ** km

TC-81c Highway Resurfacing Next ** km TC-81cF Resurfaçage de la route

sur ** km

TC-81d Bridge Work ** TC-81dF Travaux sur le pont

**



Option 2


8190E Highway

** Improvements

8190F Autoroute

** Améliorations

8191E Highway

** Widening

8191F Autoroute

** Élargissement

8192E Highway

** Resurfacing

8192F Autoroute

** Resurfaçage

8193E Highway

** Bridge Work

8193F Aut. **

Travaux sur le pont

8194E Highway

** New Interchange

8194F Aut. ** Nouvel

échangeur Option 3


8200E QEW

Highway Improvements

8200F QEW

Autoroute Améliorations

8201E QEW

Highway Widening

8201F QEW

Autoroute Élargissement

8202E QEW

Highway Resurfacing

8202F QEW

Autoroute Resurfaçage

8203E QEW

Highway Bridge Work

8203F QEW

Travaux sur le pont

8204E QEW

Highway New Interchange

8204F QEW

Nouvel échangeur



Option 4


8195E Highway

** Improvements

8195F Autoroute

** Améliorations

8196E Highway

** Widening

8196F Autoroute

** Élargissement

8197E Highway

** Resurfacing

8197F Autoroute

** Resurfaçage

8198E Highway

** Bridge Work

8198F Aut. **

Travaux sur le pont

8199E Highway

** New Interchange

8199F Aut. ** Nouvel

échangeur Road Closing/Restriction Notice Signs (TC-64) The designer shall contact the Regional Traffic Section for input in determining the location and messaging of road closing/restriction notice signs (TC-64). Automated Flagger Assistance Devices (AFAD) The locations of the AFAD are determined in consultation with the Regional Traffic Section. Portable Variable Message Sign (PVMS) The designer shall contact the Regional Traffic Section for input in determining the PVMS location or relocation. Location of the PVMS should be based on the clear zone guidelines specified in the Roadside Safety Manual. If the sign has to be installed closer to the EP, then provisions for protecting traffic from the hazard should be considered and included in the design. The designer shall determine if a temporary granular pad or crib is required to install the PVMS at the specified location or relocation. If the contract is in a bilingual area, an additional PVMS sign shall be installed for the approved equivalent French message. The French and English PVMS shall be spaced a minimum of 150 m apart. PVMS sign messaging shall be provided by the Regional Traffic Section.



706.7.1 Source of Information The Regional Traffic Section is the main source of information for the above noted tender items. The Regional Traffic Section shall provide input for the preparation of the signing table for contract information signs.

706.8 COMPUTATION The basis of payment for Temporary Traffic Control Signs is lump sum. In the tender, the item is lump sum with a quantity of 100%. Road Closing/Restriction Notice Signs (TC-64) is a Plan Quantity Payment Item. The quantity is based on each road closing/restriction notice sign installation. The unit of measurement for Road Closing/Restriction Notice Sign is each. Automated Flagger Assistance Devices is a Plan Quantity Payment Item. The AFAD item price includes supply and placement at the initial location, and as many relocations of the AFAD as is required. The contract quantity of AFAD should be the maximum number of AFAD required to be in operation at any time over the contract duration. The unit of measurement for AFAD is each. Portable Variable Message Sign (Temporary) is a Plan Quantity Payment Item. The PVMS (Temporary) item price includes supply and placement at the initial location. The contract quantity of PVMS should be the maximum number of PVMS required to be in operation at any time over the contract duration. The unit of measurement for PVMS (Temporary) is each. Portable Variable Message Sign, Relocation is a Plan Quantity Payment Item. The PVMS, Relocation item price is for the number of relocations of the PVMS. The unit of measurement for PVMS, Relocation is each.

706.9 DOCUMENTATION

706.9.1 Contract Drawings Contract Information Sign The contract information sign number and message shall be detailed in a signing table and included in the contract drawings for review and approval by the MTO Regional Traffic Section.



Sample Sign Table


8190E Highway

401 Improvements

8190F Autoroute

401 Améliorations

Road Closing/Restriction Notice Signs (TC-64) The designer shall prepare a plan view drawing at a scale of 1:1000 or a scale as directed by the Regional Traffic Section to detail the location and message information for review and approval by the Regional Traffic Section. The final plan view sign lay-out drawing shall be included in the contract drawings along with the message details. AFAD The AFAD locations are shown on the contract drawings, typically on staging drawings. Where multiple AFAD or AFAD relocations are required, the AFAD are numbered, e.g. AFAD-1, AFAD-2, etc. The AFAD station location is shown along with offsets. PVMS The PVMS or PVMS relocations are shown on the contract drawings, typically on staging drawings. Where multiple PVMS locations are required, the PVMS are numbered, e.g. PVMS-1, PVMS-2, etc. Where multiple PVMS relocations are required, they are numbered, e.g. PVMS-1-R1, PVMS-2-R2, etc. A detail shall be provided in the contract drawings for the construction of a granular pad or crib if required for any PVMS locations or relocations.

706.9.2 Schedule of Materials Signs supplied by MTO are listed in the Schedule of Materials to be Supplied by the Owner.

706.9.3 Quantity Sheets Road Closing/Restriction Notice Signs (TC-64) Road closing/restriction notice signs shall be indicated on the Miscellaneous 1 Quantity Sheet by a quantity of ‘1’. The quantity shown on the q sheet shall be equal to the number of signs detailed in the Contract Drawings.



AFAD Each AFAD is shown on a separate line entry on the Miscellaneous 1 Quantity Sheet by a quantity of 1. The AFAD is identified in the Location/Description column by the same identifier used on the contract drawings, e.g. AFAD-1, AFAD-2, etc. PVMS PVMS (Temporary) shall be indicated on the Miscellaneous 1 Quantity Sheet. PVMS (Temporary) is identified in the Location/Description column by the same identifier used in the contract drawings, e.g. PVMS-1, PVMS-2, etc. Quantity Sheet information should include highway, stage, and station and offset for each PVMS (Temporary). The Portable Variable Message Sign (Temporary) is a variation item. The temporary base requirement (existing ground, granular pad, timber crib) is specified by variation. The language of message (English or French) is also specified by variation. A separate column on the quantity sheets is required for each variation. PVMS, Relocation shall be indicated on the Miscellaneous 1 Quantity Sheet. PVMS, Relocation is identified in the Location/Description column by the same identifier used in the contract drawings, e.g. PVMS-1-R1, PVMS-2-R2, etc. Quantity Sheet information should include highway, stage, and station and offset for each PVMS relocation. The Portable Variable Message Sign, Relocation item is a variation item. The temporary base requirement (existing ground, granular pad, timber crib) is specified by variation. The language of message (English or French) is also specified by variation. A separate column on the quantity sheets is required for each variation The individual column entries are totalled into the tender total which is transferred to the Form of Tender.

706.9.4 Documentation Accuracy Stations and quantities shall be recorded to the whole number. Offsets shall be recorded to the nearest 0.1 m.



APPENDIX Option 1 Contract Information Sign Examples



Option 2 Contract Information Sign Examples








DETAIL ESTIMATING MODIFIED OVERHEAD SIGNBOARDS

B707 - MODIFIED OVERHEAD SIGNBOARDS - OPSS 707 707.1 GENERAL

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

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

707.2 REFERENCES Ontario Traffic Manual (OTM) Sign Support Manual

707.3 TENDER ITEMS Modified Overhead Signboards

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





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

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

707.8 COMPUTATION

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

707.9 DOCUMENTATION 707.9.1 Signing Table

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



Signing Table: Location: Highway 400

Station Cardinal Direction

Sign Number

Symbol/ Message

Description

Existing Overlay?

Modified Signboard Size

B x H (mm)

Action

Comments

10+450 North G109 Turn-off Arrows

3050 x 4270 Partial Install at end of Stage 2

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

1520 x 1520 Full

10+600 North G112 Right Lane Ends, 500m

Y 1200 x 600 Partial

Notes:

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

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

such as existing sign, etc. 707.9.2 Contract Drawings

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


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

707.9.4 Schedule of Materials

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



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

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


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


DETAIL ESTIMATING PORTABLE TEMPORARY TRAFFIC SIGNALS

B708 - PORTABLE TEMPORARY TRAFFIC SIGNALS - OPSS 708 708.1 GENERAL

Portable temporary traffic signals (PTTS) are used where is it necessary to temporarily control traffic by signals, to facilitate construction operations i.e. lanes reduction to a single lane of traffic for both directions.

708.2 REFERENCES Provincial Engineering Memorandum Traffic Office #2016-01, November 30, 2016 OTM Book 7 & 12 Designated Sources for Materials List 6.70.60

708.3 TENDER ITEMS Portable Temporary Traffic Signals (each, normal, PQP)

708.4 SPECIFICATIONS The requirements for PTTS are covered by OPSS 708.

708.5 SPECIAL PROVISIONS The designer should refer to chapter È' of this Manual to review applicable standard special provisions.

708.6 STANDARD DRAWINGS - none

708.7 DESIGN The designer should determine whether PTTS would be a cost effective method to control traffic, with consideration of the cost of associated work meeting Ministry requirements. Traffic Office memorandum 2016-01 provides direction for the use of PTTS on Ministry projects.



The use and locations of the PTTS are determined in consultation with the regional Traffic Section. PTTS locations are shown on the contract drawings consistent with the PHM-125 legal document(s), when required. Signal timing and the fill-ins for the Generic Signal Timing Sheet(s) are to be sent to the regional Traffic Section for review and comment.

708.8 COMPUTATION The PTTS item price includes supply and placement at the initial location, and as many relocations of the PTTS as is required. The contract quantity of PTTS should be the maximum number of PTTS required to be in operation at any time over the contract duration. The quantity is paid as each. PTTS is a plan quantity payment item. The PTTS item is for the supply and operation of the PTTS only. If the use of the PTTS requires other work such as earth / rock grading, temporary concrete barrier, stop blocks, energy attenuators, etc., this work is quantified and documented according to the appropriate standard items.

708.9 DOCUMENTATION

708.9.1 Contract Drawings PTTS locations are shown on the contract drawings, typically on staging drawings, consistent with the PHM 125 drawing(s). Where multiple PTTS or PTTS relocations are required, the PTTS are numbered on the PHM-125 and the contract drawings as applicable, e.g. PTTS-1, PTTS-2, etc. The PTTS station location is shown along with offsets, as measured from the road centreline (control line) to the signal heads.

708.9.2 Quantity Sheets Each PTTS is shown on a separate line entry on the Quantities - Miscellaneous 1 sheet with a quantity of 1 in the applicable column. The PTTS is identified in the Location and Position column by the same identifier used on the PHM-125 and the contract drawings, e.g. PTTS-1, PTTS-2, etc.

708.9.3 Documentation Accuracy Stations are rounded to whole numbers. Offsets are shown to 0.1 m accuracy.



708.9.4 Non-Standard Special Provisions OPSS 708 specifies that operation of PTTS shall be permitted between April 1st and November 30th of each calendar year. When operation before April 1st or after November 30th is required, the requirements must be specified with reference to the specific PTTS. This will require an NSSP. Where MTO supplies the PTTS, the PTTS is listed in the Schedule of Materials to be Supplied by the Ministry.


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 ADJUST CGR and CGR POST REPLACEMENT

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

721-1.1 GENERAL

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

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

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

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

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

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

May 2017 Page 1 of 3 B721-1


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

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

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

May 2017 Page 2 of 3 B721-1


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

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

May 2017 Page 3 of 3 B721-1

DETAIL ESTIMATING STEEL BEAM GUIDE RAIL


B721-2 - STEEL BEAM GUIDE RAIL - OPSS 721 721-2.1 GENERAL

Design guidance and a description of Steel Beam Guide Rail systems, including various types and treatments, are provided in the Roadside Design Manual (RDM).

721-2.2 REFERENCES CDED B510-4 Removal - Delineators, Traffic Barriers and Energy Attenuator Work CDED B732 Steel Beam Energy Attenuating Terminal (SBEAT) Systems CDED B733 Steel Beam Terminal (SBT) Roadside Design Manual (RDM)

721-2.3 TENDER ITEMS Single Rail SBGR (variation, m, PQP) Single Rail SBGR, Base Plated for Shallow Culverts (variation, m, PQP) Single Rail SBGR, Relocation (variation, m, PQP) Single Rail SBGR with Channel (variation, m, PQP) Double Rail SBGR (variation, m, PQP) Adjust SBGR, Wooden Posts (variation, m, PQP) Adjust SBGR, Steel Posts (variation, m, PQP) Adjust SBGR, Steel Posts with Steel Offset Blocks (variation, m, PQP)

721-2.4 SPECIFICATION The requirements for SBGR are contained in OPSS 721.

721-2.5 SPECIAL PROVISIONS Refer to chapter “E” of this Manual to review applicable standard special provisions.

721-2.6 STANDARD DRAWINGS Applicable standard drawings for each SBGR type, treatment, terminals, transitions and connections are contained in the 900 series of Ontario Provincial Standard Drawings (OPSDs) and Ministry of Transportation of Ontario Drawings (MTODs). Grading requirements for guide rail are contained in the 200 series of OPSDs and MTODs.



721-2.7 DESIGN

721-2.7.1 Types of Steel Beam Guide Rail (SBGR) Systems Steel beam guide rail consists of the following three systems: 1) Single Rail SBGR

The single rail SBGR system is used as a roadside barrier. The Type M SBGR with rail splices located mid-span between posts has been adopted as the standard system by the ministry. The terms “single rail SBGR” and “Type M SBGR” are used interchangeably in this document. Type M SBGR should be used for all roadside barrier applications, except for structure connections as described below. Although the base plated post SBGR is available as a separate item, it is part of the Type M SBGR system. Guidance for the use of the base plated item is provided in the RDM and below.

2) Single Rail SBGR with Channel The terms “single rail SBGR with channel” and “SBGR with channel” are used interchangeably in this document. SBGR with channel is used for structure connections in accordance with applicable standard drawings.

3) Double Rail SBGR The double rail SBGR system is used as a median barrier or express-collector barrier.

721-2.7.2 Anchoring of System Ends

Each end of the SBGR system should be anchored by an appropriate end treatment, end terminal system, or structure / concrete barrier connection in accordance with policies in the RDM and applicable standard drawings.

721-2.7.3 Length of Guide Rail Systems For calculating the appropriate length of need for guide rail, refer to the RDM. As rails are 3810 mm long, SBGR installations should have a length that is a multiple of 3810 mm (except where the use of shorter rail connection elements is required in accordance with applicable standard drawings) rounded to the nearest metre.



721-2.7.4 Type M SBGR Treatments Various Type M SBGR treatments are available for different applications. The RDM provides further guidance on the available treatments which include: a) Installations Adjacent to Curb and Gutter and Sidewalks

Type M30 SBGR should be used when installed adjacent to sidewalks and adjacent to curb and gutter in accordance with applicable standard drawings.

b) Type M Transitions An appropriate Type M transition treatment should be specified when transitioning to SBGR systems with splices located at posts, as follows: - Where SBGR with channel is used for structure connections, a Type M

transition treatment should be specified beyond the length of the structure connection, in accordance with applicable standard drawings.

- When extending existing or adjusted SBGR installations with Type M SBGR,

the appropriate Type M transition treatment should be specified in accordance with applicable standard drawings.

- Where new terminal systems are installed adjacent to existing SBGR

installations, in accordance with applicable standard drawings.

c) Installations Adjacent to 2H:1V Slopes The Type M20 adjacent to 2H:1V slope installation treatment with 2438 mm long steel posts should be used when installing guide rail adjacent to existing embankments with 0.5 m minimum shoulder rounding width adjacent to slopes 2H:1V or flatter, in accordance with applicable standard drawings. The RDM provides further design guidance on the use of 2438 mm long posts. Where embankment widening is necessary, the designer should ensure that drainage requirements are properly addressed.

d) Installations Over Culverts and Buried Obstacles with Minimal Cover Long span treatment Type M SBGR may be installed over culverts or other buried obstacles with minimal cover where the length parallel to the roadway centreline is up to 7.6 m, in accordance with applicable standard drawings. Two long span treatments (5.715 m and 7.6 m) are available. Refer to the RDM for guidance on selecting the appropriate treatment.



In addition to long span treatments that are variations of the Type M SBGR, the base plated Type M SBGR may be installed over culverts or other buried obstacles with minimal cover where the length parallel to the roadway centreline is more than 7 m, in accordance with applicable standard drawings. Refer to the RDM for guidance on selecting the appropriate treatment.

e) Installations Requiring Reduced Deflection Type M SBGR reduced deflection treatment may be installed to shield rigid obstacles that are located 0.9 m from the face of the rail, in accordance with applicable standard drawings and guidance in the RDM.

f) Rock Cut Installations The rock cut installation treatment should be used if the rock surface is expected to be within the full standard length of post embedment, in accordance with applicable standard drawings. This installation treatment is not necessary where solid rock is not expected to be located within the full standard length of post embedment. Refer to the RDM for further guidance.

g) Installations at Entrances and Intersecting Roadways The entrances and intersecting roadways installation treatment should be used around the radius of an intersecting roadway or entrance in accordance with applicable standard drawings.

h) Leaving End Installations The Type M SBGR leaving end treatment should only be installed as described in the RDM, and in accordance with applicable standard drawings.

721-2.7.5 Structure Connections SBGR with channel should only be used for structure connections in accordance with applicable standard drawings.

721-2.7.6 Work Zone Installations Type M SBGR may be used as a barrier system on work zones for stage construction on granular roadway surfaces to provide positive protection between traffic and the work area. When used on work zones, SBGR will usually be required to be relocated for different construction stages. The system is first specified as a new installation for stage one, then relocated for subsequent stages. The designer should specify whether the system will be ultimately



removed, or relocated to remain as part of the permanent roadside barrier system at end of project. Relocation of the SBGR system to be part of the permanent barrier system of the project after completing the last construction stage is preferred. However, relocation to a permanent location may not be possible. If removal is required after the last construction stage is completed, see CDED B510-4 for design guidance. Steel beam energy attenuating terminals (SBEATs) should be used as terminal systems on work zone installations. See CDED B732 for design guidance and requirements related to SBEATs for work zone installations. The SBGR working width needs to be taken into consideration if the barrier will be installed in proximity to excavation protection systems. Refer to the RDM for further guidance. Prior to the 60% completion stage of detail design, the designer should send to the Ministry’s Design and Contract Standards Office the proposed location and quantity of reduced deflection treatments that may be required associated with work zone installations, along with a typical section(s) showing lane widths, shoulder widths, and offset of the obstacle to the reduced deflection treatment.

721-2.7.7 Adjustment of Existing SBGR Installations Mounting height tolerances for existing 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 heights. Existing SBGR installations may consist of the following configurations: a) Wooden Posts with Wooden Offset Blocks

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. There should be approximately 150 mm of space available at top of existing post 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.



b) Steel Posts 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 in the post to accommodate the wooden or plastic offset block.

c) 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 introduced 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 adjustment of each installation will ensure that the Contractor addresses the specific 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.

721-2.7.8 Review of End Terminals and Leaving End Treatments End terminals and leaving end treatments should be reviewed when existing SBGR systems are considered for adjustment. a) End Terminals

Existing end terminals may consist of eccentric loader terminal (ELT) systems or SBEATs. Replace ELT installations that are greater than or equal to 5 years in age with a new SBEAT system, provided that the ELT is located on tangent or on horizontal curves with a radius of more than 190 m. Where the existing ELT is located on a horizontal curve with a radius of less than 190 m, a steel beam terminal (SBT) should be installed. Existing SBEAT Systems consist of several different variations on wooden and steel posts. Replace SBEAT System installations on wooden posts with a new



SBEAT System. SBEAT Systems on steel posts that are in good condition and are less than 5 years in age may be adjusted. A Type M transition treatment should be used when replacing existing end terminals with SBEAT or SBT. If the existing embankment width adjacent to the existing end terminal is not according to applicable standard drawings for the new end terminal, widening should be provided in accordance with applicable standard drawings.

b) Leaving End Treatments Existing leaving end treatments may consist of buried leaving end treatments or upright “fishtail” ends. Buried leaving end treatments should be replaced with a standard leaving end treatment when the height of adjacent SBGR is being adjusted. This would require the removal of 16 m of existing SBGR and subsequent installation of at least 4 m of new SBGR for the leaving end treatment. When replacing an upright “fishtail” end treatment, ensure that the SBGR leaving end treatment extends a minimum of 4 m beyond the obstacle. 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). A Type M transition treatment should be used when replacing existing buried leaving end and fishtail end treatments.

721-2.7.9 Grading

Grading work may be required for some SBGR variations, including treatments at entrances and intersecting roadways, leaving end, and long span. Where grading work is required computation and payment should be made under the appropriate grading items.



721-2.8 COMPUTATION These are Plan Quantity Payment items. The unit of measurement is in metres. The quantity is measured horizontally from end to end of the applicable treatment along the face of the rail. Horizontal lengths should not be duplicated. Where different guide rail systems are installed abutting each other, compute the length of each system under the corresponding guide rail item. SBEAT and SBT systems should not be included in the length for the SBGR tender items. The horizontal length of SBGR systems should be computed to the back end of SBEAT and/or SBT systems. When the SBGR system is no longer required, it shall be paid under the appropriate removal items. Refer to CDED B510-4 for estimating and documentation.


721-2.9.1 Contract Drawings SBGR tender items are depicted on the contract drawings with the notation for the applicable item and the corresponding standard drawing number shown adjacent to the symbol for the applicable treatment. Detail the station and offset for the start and end of each change in type, treatment, direction and/or offset of SBGR. Where SBGR is to be mounted beside curb and gutter, document the appropriate offsets in the contract drawings. Where the installations for entrances and intersecting roadways treatment is used, document all required information on the plan drawing for the entrance or intersecting roadway, including the curve radius and angle-of-curve “D”, if a leaving end treatment or SBEAT is required on the entrance or intersecting roadway side, and if a transition treatment followed by a structure connection treatment is required on the highway side. Where the base plated SBGR item is used, document all required information on the applicable drawings, including lengths of different SBGR systems, and typical section(s) showing elevation of top of culvert and top of finished grade to help determine the required post length. Where long span treatments are used, show the embankment widening / grading work on cross-section typical drawings.



721-2.9.2 Quantity Sheets The SBGR and Adjust SBGR are variation tender items. Each item has a variation for entry of the applicable OPSD or MTOD drawing. The Adjust SBGR tender items have an additional variation for entry of "With Channel" or "Without Channel". Quantities are documented on the “Quantities - Miscellaneous 1” sheet, and a separate column is required for each variation. Locations are documented by station to station limits, the location left or right of the roadway centreline, and the offset from the roadway centreline. Separate lines should be used to document the location of each change in type, variation, direction and/or offset of SBGR items. For contracts that include multiple construction stages, separate lines should be used for each individual stage. Where the relocation length is longer than the previously installed length, the difference should be entered as a new installation.

721-2.9.3 Documentation Accuracy Stations and quantities are recorded to the nearest whole metre. Offsets are recorded to 0.1 m accuracy.

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 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, Energy Attenuators for Concrete Barrier.

723.2 REFERENCES CDED B206-1 - Earth Excavation Grading Roadside Safety Manual Highway Design Bulletin 2009-003, Energy Attenuators for Concrete Barrier

723.3 TENDER ITEMS Energy Attenuator – Permanent, Narrow (Variation) Energy Attenuator – Permanent, Wide (Variation) Energy Attenuator – Permanent, Extra Wide (Variation) Energy Attenuator – Permanent, Super 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, Super 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, Super Wide (Variation) Energy Attenuator – Relocation, Reduced Exposure (Variation) Energy Attenuator – Relocation, Dual Duty (Variation)



723.4 SPECIFICATIONS The requirements for the Energy Attenuators are contained in OPSS 723.

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

723.6 STANDARD DRAWINGS 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 1.0 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. d. Water filled energy attenuator systems should not be placed where they are

planned to be left in place during a seasonal shutdown period. 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 These are Plan Quantity Payment items. 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 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.

723.9.1 Documentation Accuracy 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 SBEAT SYSTEMS

October 2018 Page 1 of 4 CDED B732

B732 - STEEL BEAM ENERGY ATTENUATING TERMINAL (SBEAT) SYSTEMS - OPSS 732 732.1 GENERAL

Several proprietary end terminal systems are available to terminate the ends of steel beam guide rail. OPSS 732 and applicable Standard Special Provision specifies the systems that are acceptable for the SBEAT item. The contractor selects the type of SBEAT system to be installed as a terminal for SBGR. The systems meet the crash test acceptance requirements of AASHTO Manual for Assessing Safety Hardware (MASH) Test Level (TL)-3, as indicated on the applicable MTODs. Application:

1) End terminal for single-sided median and shoulder installations of SBGR. 2) End terminal for permanent concrete roadside barrier (CRB), provided that the

appropriate SBGR transition to CRB is included. 3) End terminal for work zone installations of Type M SBGR systems.

732.2 REFERENCES Roadside Design Manual CDED B206-1 (Earth Grading) CDED B721-2 (Steel Beam Guide Rail) CDED B733 (Steel Beam Terminal)

732.3 TENDER ITEM Steel Beam Energy Attenuating Terminal System (variation, each, PQP) Steel Beam Energy Attenuating Terminal System, Relocation (variation, each, PQP)

732.4 SPECIFICATIONS The requirements for SBEAT systems are contained in OPSS 732.





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

732.7 DESIGN SBEAT systems have been developed as end terminals for single-sided installations of SBGR (Type M20 or M30). SBEAT systems may be installed at the end of existing SBGR and existing SBGR with channel which have rail splices located at every other wooden or steel post. For these installations, a Type M SBGR transition will need to be specified for installation between the new SBEAT and existing SBGR or SBGR with channel. SBEAT systems may be installed at the end of CRB. For these installations, a transition from Type M SBGR to SBGR with channel and connection to CRB will be required. SBEAT systems are nominally 15 m long and contribute nominally 10.5 m to the length-of-need for SBGR installations. SBEAT systems may be installed on horizontal curves with a minimum centreline radius of 190 m. For horizontal curves with a centerline radius less than 190 m, a Steel Beam Terminal (refer to CDED B733) shall be used. It is desirable to widen the roadway platform and flare the SBEAT away from the shoulder over the length of installation, to reduce the potential of nuisance hits. Flare rates for SBEAT systems are provided in Table 1.

Table 1 Flare Rates for SBEAT Systems

SBEAT Location

Radius (Note 1)

Flare Rate

Offset at Post 1

Notes

Inside of Horizontal Curve R ≥ 190 m 50:1 0.3 m Always

Outside of Horizontal Curve R ≥ 420 m 50:1 0.3 m Always

Outside of Horizontal Curve 190 m ≤ R < 420 m 50:1 to 25:1 0.3 to 0.6 m Always

Note 1: 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 an SBEAT, ensure that drainage requirements are properly addressed. Designers have the flexibility to extend the length of SBGR installations to a location where desirable grading requirements can be accommodated. Designers also have the flexibility to reduce the desirable grading requirements for new SBEAT 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 in accordance with appropriate 200 series OPSDs.

Desirably, the area immediately downstream of the approach of the SBEAT, behind the SBGR, should be traversable and clear for a minimum distance of 22 m long by 6 m wide in accordance with appropriate 200 series OPSDs. Work Zone Installations SBEAT systems may be used on work zones as end terminals for Type M SBGR systems. When used as end terminals on work zones, SBEAT systems will usually be required to be relocated for different construction stages. The barrier system is first specified as new installation for stage one, then relocated for subsequent stages. The designer should specify whether the system will ultimately be removed, or relocated to remain as part of the permanent roadside barrier system at the end of the project. Relocation of the SBEAT to be part of the permanent barrier system of the project after completion of the last construction stage is preferred, however relocation to a permanent location may not be possible. If removal is required after the last construction stage is completed, see CDED B510-4 for design guidance.

732.8 COMPUTATION These are Plan Quantity Payment items. The quantity is based on each installation or relocation. The unit of measurement for Steel Beam Energy Attenuating Terminal System and Steel Beam Energy Attenuating Terminal System, Relocation is each.



732.9 DOCUMENTATION These tender items are variation items. For new and relocation installations, provide up to three columns (as necessary) on the quantity sheet to indicate whether each SBEAT installation or relocation is installed ‘Parallel to Roadway’, at a ‘50:1 Flare’, or at a ‘25:1 Flare’ (on curves). 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 SBGR) and indicate location, left or right of centreline. The length of an SBEAT is 15 m. Show the locations of the SBEAT system(s) on the contract drawings with “SBEAT” shown adjacent to the symbol. Relocated SBEAT systems shall be shown on the staging drawings as appropriate. Show the location of the roadway widening on the contract drawings (see section CDED B206-1 for more information) with the appropriate 200 series OPSD number shown adjacent to the terminal. Also, show roadway widening on the cross sections. Payment for all grading shall be made under appropriate grading items. Locations where SBEAT posts and/or other underground hardware require excavation of rock shall be noted in the Q-sheets.

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

DETAIL ESTIMATING SBT SYSTEMS


B733 - STEEL BEAM TERMINAL (SBT) SYSTEMS - OPSS 733 733.1 GENERAL

Several proprietary end terminal systems are available to terminate the ends of steel beam guide rail (SBGR) on curves with radius less than 190 m. The contractor selects the type of SBT system to be installed as a terminal for SBGR. The SBT systems meet the crash test acceptance requirements of AASHTO MASH TL-3 or NCHRP Report 350 TL-3. Application: 1) End terminal for shoulder installations of SBGR on horizontal curves with a

centerline radius less than 190 m. For radii greater or equal to 190 m, a Steel Beam Energy Attenuating Terminal system shall be used.

733.2 REFERENCES CDED B206-1 Earth Grading CDED B721-2 Steel Beam Guide Rail MTO Roadside Design Manual

733.3 TENDER ITEM Steel Beam Terminal System (normal, each, PQP)

733.4 SPECIFICATION The requirements for SBT are contained in OPSS 733.




733.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 200 and 900 series of the Ontario Provincial Standard Drawings (OPSDs) or Ministry of Transportation Ontario Drawings (MTODs).

733.7 DESIGN SBT systems are only installed on horizontal curves with a centreline radius less than 190 m. On curves with a radius greater or equal to 190 m, a SBEAT shall be used. SBT systems are nominally 12.4 m long, and contribute nominally between 5.9 m and 8.5 m to the length-of-need for SBGR installations. SBT systems are flared away from the shoulder over the length of installation with the face of post 1 offset 1.22 m from edge of shoulder. 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 or MTOD. Where the roadway is being widened for installation of an SBT, ensure that drainage requirements are properly addressed. Where widening is required and soft ground or muskeg is known or suspected to be present, investigation for widening and sub-excavation details will typically be required. Designers have the flexibility to extend the length of SBGR installations to a location where desirable grading requirements can be accommodated for the SBT. Desirably, the area immediately downstream of the approach end of the SBT behind the system should be traversable and clear for a minimum distance of 22 m long by 6 m wide in accordance with appropriate 200 series OPSDs or MTODs.

733.8 COMPUTATION This is a Plan Quantity Payment item. The quantity is based on each installation. The unit of measurement for SBT is each.




Show the locations of the SBT system(s) on the contract drawings with “SBT” shown adjacent to the symbol. Show the roadway widening on the contract drawings (see section CDED B206-1 for more information) with the appropriate 200 series MTOD number shown adjacent to the terminal. Also, show the roadway widening on the cross sections.

733.9.2 Quantity Sheets Enter each SBT 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 SBT and the SBGR) and indicate location, left or right of centreline. The length of an SBT is 12.4 m. Locations where SBT posts and/or other underground hardware require excavation of rock shall be noted in the Q-sheets. Quantities for all grading work shall be included with appropriate grading items.

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

DETAIL ESTIMATING CONCRETE BARRIER


B740 - CONCRETE BARRIER - OPSS 740 740.1 GENERAL

Permanent concrete median barrier (CMB - Types M, C, and TW) and permanent concrete roadside barrier (CRB) 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. Designers should refer to the Roadside Design Manual (RDM) in the selection of the applicable type of CMB or CRB systems to be used on a project.

740.2 REFERENCES Roadside Design Manual

740.3 TENDER ITEMS Concrete Barrier (variation, m, PQP) Tall Wall Barrier (variation, m, PQP) Asymmetric Concrete Barrier (variation, m, PQP) Asymmetric Tall Wall Barrier (variation, m, PQP)

740.4 SPECIFICATIONS The requirements for concrete barrier are contained in OPSS 740.

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



740.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ontario Provincial Standards Drawings (OPSD) or Ministry of Transportation Ontario Drawing (MTOD).

740.7 DESIGN For installation in a median configuration, ensure that CMB is embedded a minimum of 75 mm into pavement at least 3 m wide on both sides of the barrier system. For installation in a roadside configuration, ensure that the CRB is embedded on the backside by widening the embankment a minimum of 0.6 m between the backside of the barrier and the breakpoint of the slope. Refer to the Roadside Design Manual for additional information.

740.8 COMPUTATION These are Plan Quantity Payment items. 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 'M-2' or ‘TW-2’, they are measured as a single installation.

740.9 DOCUMENTATION CMB and CRB are depicted on the contract drawing with the OPSD or MTOD number and barrier type shown adjacent to the symbol. Barrier lengths are computed and entered on the “Quantities - Miscellaneous 1" sheet without deduction for lighting pole or overhead sign footings. Each type of CMB or CRB, back to back installations, transition treatment, or end treatments shall be identified in separate columns by specifying the appropriate OPSD or MTOD or typical section reference at the top of each column. The station to station limits and lengths for each type of installation shall be specified. The column subtotals are combined into the tender quantity for each respective tender item.



When asymmetric barriers are required the designer shall 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.

740.9.1 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 TEMPORARY CONCRETE BARRIERS


B741 - TEMPORARY CONCRETE BARRIERS - OPSS 741 741.1 GENERAL

Temporary concrete barrier (TCB) is a portable barrier system consisting of freestanding precast concrete segments that are positively connected together to form a continuous barrier system. Policies and descriptions for the various types of TCB systems accepted for use and specified on provincial highway projects are provided in the Roadside Design Manual. The systems are designed and crash tested for placement on paved surfaces, and paved surfaces should extend at least one metre beyond the back of unrestrained TCB systems.

741.1.1 TCB Restraint Systems TCBs are often used to provide separation between traffic and work zones, or at the edge of bridge decks. In locations where the offset from back of TCB to edge of excavation, edge of structure, scaffolding, temporary protection (support) system or sign support is less than one metre, 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 (or concrete); 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 Roadside Design Manual for guidance on when to restrain TCB.



741.1.1 TCB, Reduced Deflection System In locations where the offset from back of TCB to edge of excavation, edge of structure, scaffolding, temporary protection (support) system or sign support is less than one metre, the reduced deflection TCB may be used instead of the restrained system. The Type X TCB does not require any restraint systems and has been successfully crash tested to NCHRP Report 350 TL-3 and AASHTO MASH TL-3. Only the Type X TCB should be used for reduced deflection TCB and transitions to freestanding TCB as shown on the applicable MTODs.

741.2 REFERENCES Roadside Design Manual

741.3 TENDER ITEMS Temporary Concrete Barrier (Normal, m, PQP) Temporary Concrete Barrier, Relocation (Normal, m, PQP) Temporary Concrete Barrier, Drainage Gap (Normal, each, PQP) Temporary Concrete Barrier Restraint System, Pinned (Normal, m, PQP) Temporary Concrete Barrier Restraint System, Strapped (Normal, m, PQP) Temporary Concrete Barrier Restraint System, Bolted (Normal, m, PQP) Temporary Concrete Barrier, Reduced Deflection (Normal, m, PQP) Temporary Concrete Barrier, Reduced Deflection, Relocation (Normal, m, PQP) 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.

741.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ontario Provincial Standards Drawings (OPSD) and 900 series of the Ministry of Transportation Ontario Drawings (MTOD).

741.7 DESIGN TCB should be used on a paved surface, such as asphalt or concrete. 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. In constrained areas where it is necessary to reduce the width of the level area behind the TCB to the upper edge of each wall of an excavation or temporary protection (support) system to less than one metre, an Engineer shall design and provide



documentation according to the Policies in the Roadside Design Manual, for use during construction according to Ontario Regulation 213/91.

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. Transitions from reduced deflection TCB to unrestrained TCB are included in the computed length for reduced deflection TCB. 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 lengths, temporary concrete barrier, relocation lengths, temporary concrete barrier, reduced deflection lengths, and temporary concrete barrier, reduced deflection, 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. Reduced deflection TCB system lengths are depicted on the contract drawings with the designation “TCB-RD” shown adjacent to the TCB symbol. The minimum 32 m long transitions required on each end of the TCB-RD system are depicted with the designation “TCB-RD-T” shown adjacent to the TCB symbol. Detail the station and offset for the start and end of each change in direction and/or offset of TCB-RD and TCB-RD-T.

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 MOVABLE TEMPORARY CONCRETE BARRIER

B741-2 - MOVABLE TEMPORARY CONCRETE BARRIER - SSP 741S02 741-2.1 GENERAL

Quickchange® moveable barrier (QMB) is a proprietary system by Barrier Systems Inc. that consists of freestanding precast concrete segments that are positively connected to form a continuous barrier that can be frequently shifted laterally with a QMB barrier transfer machine. QMB has been successfully crash tested to NCHRP Report 350 TL-3. Like temporary concrete barriers (TCBs), movable temporary concrete barriers (MTCBs) are used to provide separation between traffic and work zones. MTCBs are shifted laterally to allow for peak hour traffic, expanding work zones, and used in contracts with complex staging. MTCB should only be used when it is more cost effective than standard TCB.

741-2.2 REFERENCES Roadside Safety Manual CDED B723 - Energy Attenuators

741-2.3 TENDER ITEMS Movable Temporary Concrete Barrier (normal, m, PQP) Movable Temporary Concrete Barrier, Relocation (normal, m, PQP) Movable Temporary Concrete Barrier, Shift (normal, LS) The tender item “Movable 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 “Movable Temporary Concrete Barrier, Relocation” is used for the following work: a) Relocating the barriers from one location to another within the work area as

required for staging, which typically occurs when construction operations move from one stage to the next, or seasonal shutdown for carryover projects; and

August 2016 Page 1 of 4 B741-2


b) The temporary storage of barriers at the site or other designated locations as

necessitated by staging or seasonal shutdown for carryover projects. The tender item “Movable Temporary Concrete Barrier, Shift” is used for the following work: a) The lateral displacement of the barriers, which is typically completed to facilitate

the opening or closing of traffic lane(s). The lateral displacement may vary throughout the length of a barrier installation.

741-2.4 SPECIFICATIONS The requirements for Movable Temporary Concrete Barrier are contained in SSP 741S02 as an amendment to OPSS 741.

741-2.5 SPECIAL PROVISIONS Refer to Chapter 'E' of this manual to review the applicable standard special provisions.

741-2.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ministry of Transportation Ontario Drawings (MTOD).

741-2.7 DESIGN MTCB shall be used on a solid surface, such as asphalt or concrete pavement. Prior to the 60% completion stage of detail design, the designer shall send to the Ministry’s Design and Contract Standards Office the proposed location and quantity of MTCB along with a typical section(s) showing lane widths, shoulder widths, and staging configurations. MTCB is only compatible with the Absorb 350 Energy Attenuator System.



741-2.8 COMPUTATION The following are Plan Quantity Payment items: • Movable Temporary Concrete Barrier • Movable Temporary Concrete Barrier, Relocation Quantities are computed in metres. Measurements are scaled or measured along the centreline of each installation. The following are Lump Sum items: • Movable Temporary Concrete Barrier, Shift The number of shifts required for construction is determined by the contractor and paid as lump sum.

741-2.9 DOCUMENTATION 741-2.9.1 Movable Temporary Concrete Barrier

MTCBs are depicted on the contract drawings with the applicable MTOD drawing number. Detail the station and offset for the start and end of each change in direction and/or offset of movable barrier. Movable 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. Movable Temporary Concrete Barrier, Relocation - This item will be comprised of all barrier relocations during the contract. Measurement is from end to end of each individual relocation. Movable Temporary Concrete Barrier, Shift - This item will be comprised of all lateral displacements during the contract. MTCB relocation lengths, and shifts are computed and entered on the “Quantities-Miscellaneous” sheets, showing station to station and location, left or right of centreline. Provide offsets if required. Shifts are paid as lump sum but station locations should still be shown on Q-sheets. For contracts that include multiple construction stages, the quantities shall be broken down by each individual stage.



The designer should include sufficient detail in the Contract Documents (e.g. drawings detailing typical staging cross sections and plan drawings) showing barrier alignment and offsets for conditions before and after the shift operation.

741-2.9.2 Energy Attenuator MTCB is only compatible with the Absorb 350 Energy Attenuator System (MTOD 924.130). Where required, the energy attenuator(s) shall be shown at the end(s) of the MTCB on the contract drawings with the applicable MTOD drawing number. When energy attenuators are required for use with MTCB, separate tender items shall be included for their placement and relocation. Shifting of energy attenuators is covered under the Movable Temporary Concrete Barrier, Shift tender item. The energy attenuator tender items applicable for use with MTCB are: • 0723-4108 Energy Attenuator - Temporary, Reduced Exposure • 0723-4113 Energy Attenuator - Relocation, Reduced Exposure Energy attenuator tender items shall be as per CDED B723.

741-2.9.3 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.

741-2.9.4 Non-Standard Special Provisions Non-standard special provisions are required to specify and provide payment for: • The identification of specific temporary storage sites for MTCB that cannot be

accommodated within the project limits during staging or seasonal shutdown on carryover projects.


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 Roadside Safety Manual 753.3 TENDER ITEM

Connecticut Impact Attenuation System 753.4 SPECIFICATIONS The requirements for the Connecticut impact attenuation system are contained in

OPSS 753. 753.5 SPECIAL PROVISIONS Refer to Chapter "E" of this Manual to review the applicable standard special

provisions. 753.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ontario Provincial

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 This is a Plan Quantity Payment item. 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

shown adjacent to the symbol. 753.9.1 Documentation Accuracy 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 NOISE BARRIER SYSTEMS

B760 - NOISE BARRIER SYSTEMS – OPSS 760 760.1 GENERAL Proprietary noise barrier systems are designed and manufactured by the noise barrier

companies in accordance with the Canadian Highway Bridge Design Code (CHBDC) and the Ministry's acoustical, material and construction requirements including CSA Standard for Certification of Noise Barriers Z107.9-00. Noise barrier systems accepted for use on ministry contracts are listed in the ministry’s "Designated Sources for Materials" (DSM).

760.2 REFERENCES Canadian Highway Bridge Design Code (CDHBC) Bridge Office Design Bulletin dated Dec. 6, 2006 CSA Standard Z107.9-00 for Noise Barriers Acoustical Design Advice Reports for Noise Barriers MTO Roadside Safety Manual 1993 MTO DSM – Noise Barriers 760.3 TENDER ITEMS Noise Barrier System* Noise Barrier System including Precast Noise/Traffic Barrier* Noise Barrier System on Structures* Noise Barrier Access *Each height of noise barrier requires a separate tender item. See Tender Items Master

File (CPS). 760.4 SPECIFICATIONS The requirements for noise barrier systems are contained in OPSS 760. 760.5 SPECIAL PROVISIONS

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



760.6 STANDARD DRAWINGS There are no standard drawings for noise barrier systems. 760.7 DESIGN 760.7.1 General The tender package should be prepared in a manner so as to permit the contractor to

select appropriate noise barrier systems from the DSM meeting the requirements of the contract.

Working drawings for noise barrier systems are prepared by the manufacturer of the system selected by the contractor.

760.7.2 Noise Barrier Design Elements Refer to DSM about product attributes for each noise barrier system. 760.7.3 Design Loads Structural design of noise barrier systems is by the noise barrier system manufacturer

based on loadings specified in the CHBDC and the Contract Documents. Reference wind load along with its respective area or city (e.g. 415 Pa for Hamilton

area) shall be specified in SSP 760F01. 760.7.4 Acoustics The Acoustical Design Advice Reports for noise barrier systems prepared during the

design phase of the project, will contain recommendations for reflective barriers or for single or double-sided sound-absorptive barrier material on a project and/or site specific basis. The acoustical characteristics of the noise barrier system shall be specified in SSP 760F01.

760.7.5 Aesthetics The number of colours, texture and their proportions of the overall noise barrier area

shall be specified in SSP 760F01. 760.7.6 Noise Barrier Footings Sub-surface conditions along the barrier alignment should be investigated during the

design phase of the project. The borehole data shall be included in the contract



drawings. The rock line, based on the summary of borehole logs, shall be shown on profile drawings. The related soil design parameters shall be specified in SSP 760F01.

In areas where unsuitable soils, shale, rock, non-level ground surface (slopes) or high

water table are encountered, additional investigations may be required to determine if any non-standard special provisions or operational constraints are required in the Contract.

760.7.7 Noise Barrier Systems on Structures A separate tender item is required for noise barrier systems anchored onto bridge,

culvert headwall, and retaining wall structures. When a noise barrier is to be installed on or within 6 m of a structure (bridge, culvert

or retaining wall), the designer shall consider Bridge Office Design Bulletin for “Interim Guideline for Noise Barrier Walls on Bridges” dated Dec 6, 2006.

760.7.8 Noise Barrier Systems including Precast Noise/Traffic Barrier A separate item is required for Noise Barrier System including Precast Noise/Traffic

Barrier.

Noise barrier systems are considered to be roadside obstacles and should be treated as such according to the Roadside Safety Manual. Any required protection (i.e. guiderail) shall be detailed under their respective tender items.

In some cases where there is not enough physical room adjacent to the roadway to

install a separate noise barrier behind a guide rail system, combined proprietary noise/traffic barrier systems are available and listed on the applicable noise barrier DSM.

Transitions from standard guide rail systems to proprietary noise/traffic barrier

systems are available and should be specified accordingly in the Contract. 760.7.9 Noise Barrier Access A separate tender item is required for noise barrier access. When required, the Contract shall include the installation of access openings for fire

hose access, person door access, or any other purposes. The designer shall establish locations for the access openings.



760.8 COMPUTATION Tender items for all Noise Barrier System items are Plan Quantity Payment Items. 760.8.1 Noise Barrier Systems Noise Barrier Systems including Precast Noise/Traffic Barrier Noise Barriers Systems on Structures 760.8.1.1 Sources 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 but not limited to the Acoustical Design Advice Reports for noise barrier systems. 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.

Geotechnical investigation report include borehole data, description of subsurface

conditions and soil design parameters along the barrier alignment. Structural information if required include existing structure details, design

recommendations for noise barriers mounted on or within 6 m of structures and typical mounting and/or footing details related to these conditions.

Surveys and Plans include B-plans, ETR plates, "as constructed" plans, and field

survey notes as needed. 760.8.1.2 Method of Calculation The basic unit for the computation of quantities is the linear metre. Quantities are

determined from the plans, along the horizontal barrier alignment. Stepping of the noise barrier panels at termination points, shall 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 Barrier Systems 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. The maximum height of the



noise barrier system including precast noise/traffic barrier shall be 5.0m above the pavement elevation.

Quantities for 'Noise Barriers Systems on Structures' are computed along the

horizontal barrier alignment between the end posts connected to the structure wall. The maximum height of the noise barrier system on structures shall be 5.0m above the pavement elevation or top of sidewalk.

760.8.2 Noise Barrier Access 7608.2.1 Source of Information The designer shall establish locations for the access openings for fire hose, person

door, or any other accesses. 7608.2.2 Method of Calculation The basic unit for the computation of quantities is "each". 760.9 DOCUMENTATION 760.9.1 Noise Barrier Systems Noise Barrier Systems including Precast Noise/Traffic Barrier

Noise Barrier Systems on Structures 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.

760.9.2 Noise Barrier Access

Each fire hose access opening is entered on the Miscellaneous 1 Quantity Sheets by station, location and by the fire hydrant sign number (km). Fire hydrant sign numbers, which are based on official highway kilometre posts, are recorded to the nearest 50 metres.

Each person door access opening is entered on the Miscellaneous 1 Quantity Sheets by station, location and by the fire hydrant sign number (km).



All other access openings are entered by station number, type and size. Stations are recorded in whole numbers.

The item is totalled and the total transferred to the tender form along with the proper

item description, unit and specification entry. 760.9.3 Contract Drawings Noise barrier system location and height are to be provided in the contract drawings

through plans, profile, typical sections and quantity sheets. Soils information consisting of a summary of borehole logs, shall be included for all ground-mounted noise barrier systems.

760.9.3.1 Plan Noise barrier systems, shall be represented on the plan view by a distinctive

prominent line for each type of barrier with appropriate labels defining the type of the noise barrier systems.

In order to define the exact location of the barrier, the following information shall 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)

760.9.3.2 Profile Profiles of the top and base of the noise barrier systems shall 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 shall be shown:

- original ground line, - rock line (where applicable), - bottom-of-barrier profile - top-of-barrier profile, - where applicable, a profile inset for any section of barrier at an angle to the

control line, Stepping required maintaining barrier height, horizontal panel position along a

gradient transition and end treatments shall not be shown on the profile.



b) Noise Barriers on Structures The profile view for noise barrier systems mounted on structures (bridge, culvert or

retaining wall) shall show the top of noise barrier systems and details of the structure. Noise barrier height shall be indicated.

The profile of the structure barrier wall, culvert headwall, or retaining wall shall show

the station and elevation at each end of the structure. The percent gradient between break points shall be indicated.

760.9.3.3 Typical Sections and Details Typical sections for noise barrier systems shall be detailed on contract drawings:

- grading details, - design features of earth berms and the installation of noise barrier systems along

these berms, - top soil, seeding/sodding, or paving requirements adjacent to noise barrier

systems, - drainage details (ditches, culverts, ditch inlets, sub-drains), - installation requirements for noise barrier systems 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. shall be shown in typical drawings and details.

760.9.4 Quantity Sheets The entry of quantities for all noise barrier items on the Miscellaneous 1 Quantity

Sheets is described in Chapter F. 760.9.5 No-Plans Contract Format The use of the no-plans contract format is not recommended for noise barrier projects.


DETAIL ESTIMATING STANDARD 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 Administration Property Directive APR-B-003.

771.2 REFERENCES Administration Property Directive APR-B-003

771.3 TENDER ITEMS Highway Fence (Normal, metre, PQP) Gates (Normal, each, PQP) Brace Panels (Normal, each, PQP)

771.4 SPECIFICATIONS The requirements for construction of highway fence are contained in OPSS 771.


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 locAPR-B-003ations 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 1" 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 1 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 Administration Property Directive APR-B-003.

772.2 REFERENCES Administration Property Directive APR-B-003 Roadside Safety Manual

772.3 TENDER ITEMS Chain-Link Fence (Variation, Metre, PQP) Gates (Normal, Each, PQP)

772.4 SPECIFICATIONS The requirements for the construction of chain-link fence are contained in OPSS 772.




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 1" 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 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 HIGH TENSION THREE CABLE GUIDE RAIL

B799-8 - HIGH TENSION THREE CABLE GUIDE RAIL AND HIGH TENSION CABLE GUIDE RAIL TERMINAL SYSTEMS - SSP 799S15

799-8.1 GENERAL High Tension Three Cable Guide Rail (HT3CGR) is a proprietary flexible roadside

barrier system consisting of three 19 mm diameter steel cables attached to steel line posts with cables anchored at each end into a proprietary High Tension Cable Guide Rail Terminal System (HTCGRTS).

HT3CGR is configured either as a shoulder installation or as a slope installation. The

shoulder installation has the traffic face of the system located at the edge of shoulder in front of the rounding breakpoint. The slope installation has the traffic face of the system located beyond the shoulder and rounding breakpoint on the frontslope or sideslope.

The cable mounting heights for each cable need to be maintained for the full service

life of the installation. HT3CGR meets the crash test acceptance requirements of AASHTO MASH TL-3. HTCGRT systems include several steel line posts that are used to transition the cable

downward from HT3CGR over a specified length to ground level where they are attached to the anchor assembly in the ground.

HTCGRTS meet the crash test acceptance requirements of NCHRP Report 350 TL-3

and/or AASHTO MASH TL-3 as noted on the applicable standard drawing. 799-8.2 REFERENCES Highway Standards Branch DCSO #2016-12 Highway Design Bulletin #2011-003 Roadside Safety Manual 799-8.3 TENDER ITEMS High Tension Three Cable Guide Rail - Shoulder Installation (normal, m, PQP) High Tension Three Cable Guide Rail - Slope Installation (normal, m, PQP) High Tension Cable Guide Rail Terminal System (normal, each, PQP)



799-8.4 SPECIFICATION The requirements for HT3CGR and HTCGRTS are contained in SSP 799S15. 799-8.5 SPECIAL PROVISIONS Refer to Chapter “E” of this Manual to review applicable standard special provisions. 799-8.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ministry of

Transportation Ontario Drawings (MTODs). 799-8.7 DESIGN For calculating length of need for HT3CGR refer to the Roadside Safety Manual and

Highway Design Bulletin #2011-03. The length of the HTCGRTS at both ends of the HT3CGR are located beyond the calculated length of need.

For determining type of HT3CGR installation, shoulder installation or slope

installation, refer to Highway Standards Branch DCSO #2016-12. HT3CGR may be installed on the inside and outside of horizontal curves with

centreline radii of 250 m and greater. One HTCGRTS is required at each end of a HT3CGR installation. There are no

requirements for intermediate anchors within a HT3CGR installation. There are no transitions currently available that transition HT3CGR to or from Steel Beam Guide Rail or Concrete Barrier.

The granular base and earth or rock frontslopes or sideslopes for the roadway in

vicinity of HTCGRTS shall be widened according to the applicable 200 series MTOD and detailed accordingly on the design cross sections to accommodate the HTCGRTS. For shoulder installations, the HTCGRTS is flared away from the edge of shoulder to provide a 0.6m offset from edge of shoulder to the centre of anchor to minimize nuisance impacts and snow plow damage. For HT3CGR slope installations, the HTCGRTS does not need to be flared away from the shoulder as the centre of anchor should already be offset approximately 0.45 m from the edge of shoulder. HTCGRTS are designed to release the cables from the anchor assembly when errant vehicles from either direction impact the terminal in vicinity of where the cables are attached to the anchor assembly.



Designers have the flexibility to extend the length of HT3CGR installations to a location where roadway widening requirements for the HTCGRTS can be accommodated.

Desirably, the area immediately downstream of the approach end of the HTCGRTS

behind the HT3GR where the cables are attached to the anchor assembly, should be traversable and clear of fixed obstacles for a minimum distance of 23.0 m long by 6.0 m wide according to the applicable 200 series MTOD.

Delineation of the HTCGRTS shall be provided at edge of shoulder adjacent to the

approach and leaving ends of the HT3CGR installations according to the applicable 900 series MTOD.

799-8.8 COMPUTATION These are Plan Quantity Payment items. For the HT3CGR items, compute measurement in metres, from the anchor point

located at the end of each HTCGRTS installation, with no reductions made for the length of the HT3CGR within the HTCGRTS.

For HTCGRTS item, the quantity is based on each installation. The unit of measurement for HTCGRTS is each. 799-8.9 DOCUMENTATION Enter HT3CGR, onto the “Quantities Miscellaneous” sheet, showing station to station

and location, left or right, with offsets. Use a separate line for each installation of HT3CGR.

HT3CGR are shown on the contract drawings with “HT3CGR-Shoulder” or

“HT3CGR-Slope” shown adjacent to the “guide rail” symbol according to OPSD 101.013.

Enter HTCGRTS onto the “Quantities Miscellaneous” sheet, showing station to

station and location, left or right, with offset to the centre of the anchor at the end of HTCGRTS. The length of HTCGRTS is 12.0 m. Use a separate line for each installation of HT3CGR.

HTCGRTS are shown on the contract drawings with “HTCGRTS” shown adjacent to

the “guide rail” symbol according to OPSD 101.013 at each end of the HT3CGR installation.



Show the location of the roadway widening on the contract drawings (see section

CDED B206-1 for more information) with the appropriate 200 series MTOD number shown adjacent to the HTCGRTS. Also show roadway widening on the cross sections. Payment for all grading shall be made under the appropriate grading items.

On contracts where HT3CGR 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 HT3CGR 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.

Where excavation of rock may be required for installation of the anchor assembly or

line posts within the HTCGRTS, identify each location in a separate column in the Q-sheet with the heading “Rock Excavation”.

799-8.9.1 Documentation Accuracy Record station and quantity entries for HT3CGR to the nearest whole metre. Record station entries for each HTCGRTS to the nearest whole metre. Quantity is the

number of installations required. Record offsets to 0.1 m accuracy and indicate left or right side of road.


DETAIL ESTIMATING PERMANENT INTERMEDIATE SIGN SUPPORT SYSTEM

B799-10 - PERMANENT INTERMEDIATE SIGNS AND SUPPORT SYSTEMS - SSP 799S17

799-4.1 GENERAL

A permanent ground mounted intermediate sign support system is defined as a permanent sign(s) and its breakaway support system with the total sign panel area including any tab(s) greater than 3.6 m² and less than or equal to 7.2 m². The sign panel(s) shall be plywood with a maximum width of 2.4 m and height ranging from 1.5 m to 3.0 m maximum. The intermediate sign is attached to the Slip-Safe Supreme™ system which is a proprietary breakaway support system developed by Nucor Marion Steel. This system consists of two steel posts each composed of two Rib-Bak posts bolted together along with associated hardware including breakaway components at ground level. This breakaway steel sign support system has been designed to appropriate wind speed and pressure for a 10 year return period in Ontario according to the Canadian Highway Bridge Design Code and meet the crash test acceptance requirements of NCHRP Report 350, Test Level 3. This system is acceptable for installations on all provincial highways.

799-4.2 REFERENCES Design and Contract Standards Office Memo # 2017-01 Roadside Safety Manual Ministry of Transportation Ontario Drawings (MTOD) Ontario Traffic Manual

799-4.3 TENDER ITEMS Intermediate Signs, Ground Mounted, New (Normal, each, PQP) Intermediate Signs, Relocation (Normal, each, PQP) Intermediate Signs, Removal (Normal, each, PQP)

799-4.4 SPECIFICATIONS The requirements for Permanent Ground Mounted Intermediate Sign Support Systems are contained in Standard Special Provision (SSP) 799S17.



799-4.5 SPECIAL PROVISIONS Refer to Chapter “E” of this manual to review the applicable standard special provisions.

799-4.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ministry of Transportation of Ontario Drawings (MTODs).

799-4.7 DESIGN Design shall be in accordance with the appropriate MTODs. The total sign(s) area including all tabs should be from 3.6 m² to 7.2 m². The maximum width (B) of the sign shall be 2.4 m and range of height (H) of the sign including all tabs shall be from 1.5 m to 3.0 m. While 2.4 m wide small signs with heights less than 1.5 m and areas less than 3.6 m² may be installed on intermediate sign support system, it is generally more economical to install small signs on a small sign support system. 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. Sign installations are intended for installation on traversable roadsides with sideslopes 3H:1V or flatter, and posts should be offset more than 1.5 m from bottom of drainage ditches, and offset more than 2.1 m from the traffic face of a guide rail system. Design cross-sections shall ensure these minimum offsets are provided. Sign locations shall adhere to the minimum offsets specified in the applicable MTOD. Sign installations should not be installed within the 22 m x 6 m obstacle clear area behind guide rail terminal systems. Sign installations are intended for installation in competent soils of uniform composition. Site foundation conditions requiring a modification to the design or use of another sign support system include: • Rock cut • Rock fills • Soil is exceptionally soft or loose.



799-4.7.1 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.

799-4.8 COMPUTATION These are Plan Quantity Payment Items. The quantity is based on each intermediate sign assembly installation, relocation, and removal. The unit of measurement for Intermediate Signs is for each intermediate sign assembly installed, relocated, and removed.


799-4.9.1 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, 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, 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.



799-4.9.2 Sample Signing Table Location: Highway 400 – Northbound Station Offset

From ES (m)

Sign Number

Symbol/ Message Description

Size BxH (cm)

Sign Area (m²)

Sign Supplied

By

Action Comments

10+650 5.0 Gt1c + Gt1cB

Conservation Park Advance + Conservation Park Advance (French)

240x120+ 240x120 5.76 MTO Rel Existing at

11+175

12+100 4.0

Gd17 + Gd17t + Gd17B + Gd17tB

Municipality Centre off Hwy + Tab + Municipality Centre off Hwy (French) + Tab

240x120+ 240x30+ 240x120+ 240x30

7.20 MTO New None

24+950 3.6 Gt1A + Gt1aB

Provincial Park Advance + Provincial Park Advance (French)

240x120+ 240x150 6.48 N/A Rem Not required

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. 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. 799-4.9.3 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.

799-4.9.4 Quantity Sheets 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.



799-4.9.5 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.)

799-4.9.6 Documentation Accuracy 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 Temporary Transition Barrier

July 2018 Page 1 of 3 CDED B799-11

B799-11 - TEMPORARY TRANSITION BARRIER - SSP 799S19 799-11.1 GENERAL

The temporary transition barrier is a system that provides a crashworthy transition between permanent concrete median barrier or concrete roadside barrier and temporary concrete barrier (TCB). The system meets the crash test acceptance requirements of the AASHTO Manual for Assessing Safety Hardware (MASH) Test Level 3. The system should be used for transitions where TCB will be in place for a long duration, typically three months or greater, and for transitions where TCB will be in place over a winter season. When TCB will be in place for short duration, or when relocations are required to accommodate multiple construction stages, temporary energy attenuators should be used.

799-11.2 REFERENCES MTO Roadside Design Manual

799-11.3 TENDER ITEMS Temporary Transition Barrier (normal, each, PQP) Temporary Transition Barrier, Relocation (normal, each, PQP)

799-11.4 SPECIFICATIONS The requirements for temporary transition barrier are contained in Standard Special Provision (SSP) 799S19.




799-11.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ministry of Transportation of Ontario Drawings (MTOD).

799-11.7 DESIGN Design shall be in accordance with the appropriate MTODs. The first three TCB segments downstream of the temporary steel transition plate shall be Type X and shall be restrained by pinning or bolting as applicable. When a transition from Type X barrier to a different type of TCB is required, at least one length of unpinned Type X TCB downstream of the pinned Type X TCB shall be provided in advance of the transition. Where transitions are required for multiple stages, they may be relocated using the relocation item. However, left-side installations may only be relocated to left side locations and right-side installations may only be relocated to right side locations. Quantities of transitions and relocations shall reflect this.

799-11.8 COMPUTATION These are Plan Quantity Payment Items. The quantity is based on each completed installation. The first three TCB segments installed as part of the system shall be part of the transition barrier item. The unit of measurement for temporary transition barrier is each. The unit of measurement for temporary transition barrier, relocation, is each.

799-11.9 DOCUMENTATION 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 upstream 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. Each transition barrier on the contract drawings shall be shown and labelled.



Each temporary transition barrier and relocation on the contract drawings shall be shown and labelled.

799-11.9.1 Documentation Accuracy 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.

DETAIL ESTIMATING Temporary Transition Connection


B799-12 - TEMPORARY TRANSITION CONNECTION - SSP 799S18 799-12.1 GENERAL

The temporary transition connection is a system that provides a crashworthy transition between temporary concrete barrier (TCB) and permanent or temporary steel beam guide rail. The system meets the crash test acceptance requirements of the AASHTO Manual for Assessing Safety Hardware (MASH) Test Level 3. Design guidance and a description of this system is provided in the Roadside Design Manual.

799-12.2 REFERENCES MTO Roadside Design Manual (RDM)

799-12.3 TENDER ITEMS Temporary Transition Connection (normal, each, PQP) Temporary Transition Connection, Relocation (normal, each, PQP)

799-12.4 SPECIFICATIONS The requirements for temporary transition connection are contained in Standard Special Provision (SSP) 799S18.


799-12.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ministry of Transportation of Ontario Drawings (MTOD).

799-12.7 DESIGN Design shall be in accordance with the appropriate MTODs.

DETAIL ESTIMATING Temporary Transition Connection


The steel posts for the adjacent steel beam guide rail system adjacent to the connection shall not be driven through asphalt pavement. Details regarding the minimum area of existing pavement that would have to be removed at each post under the applicable items are detailed on the appropriate MTOD. The two steel beam rails and associated steel brackets immediately adjacent to the connection to TCB are part of the temporary transition connection. The first five TCBs may be installed on existing granular or paved surfaces as detailed on the appropriate MTODs. The first four TCBs are part of the temporary transition connection. Temporary transition connections installed on the right side of the roadway may only be relocated to another right-side location. Temporary transition connections installed on the left side of the roadway may only be relocated to another left-side location. Quantities of transitions and relocations shall be documented accordingly.

799-12.8 COMPUTATION These are Plan Quantity Payment Items. The quantity is based on each completed installation. The unit of measurement for temporary transition connection is each. The unit of measurement for temporary transition connection relocation is each.

799-12.9 DOCUMENTATION Each installation is entered as a separate line entry under the appropriate column heading on a "Quantities - Miscellaneous 1" sheet. The station at the upstream end of the temporary transition connection which is the first temporary concrete barrier (A) is entered and location left or right of centreline is indicated. Each column is totalled, added together, and transferred to the tender document. Each temporary transition connection and temporary transition connection relocation on the contract drawings shall be shown and labelled with applicable MTOD number with Lt or Rt indicator.

799-12.9.1 Documentation Accuracy 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.

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 È' 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 È' 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: a) On existing sodded or lawn areas where construction activities will necessitate

removal of the existing lawn, b) On channelized islands over 7.5 m in width from face to face of curb and gutter, c) On ditch bottoms having a 0 to 3% gradient, where there is concern for the

susceptibility of the soil to erosion, d) On the slopes of ditches having a 3 to 5% gradient, e) On medians and boulevards in areas of high pedestrian traffic or on roads with an

urban cross-section design, f) 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, m2, PQP)

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 1" 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

This item includes surface preparation, seeding and fertilizer application and the appropriate cover application of erosion control blanket.

Seed and Matrix

This item includes surface preparation, seeding and fertilizer application and the 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



804.7.3 Sources of Information 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.


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.



804.9.3 Documentation Accuracy 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

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 may be required when permanent cover will not be established prior to winter shut down.



• Winter construction may 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

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 removal of the measures 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 time limit (e.g. 45 days) for the placement of specified, permanent cover after the completion of grading.

• Placement of erosion and sediment control measures should always take into account the access needs for maintenance and final removal.

805.2 REFERENCES

MTO Environmental Guide for Erosion and Sediment Control during Construction of Highway Projects HSB Provincial Engineering Memorandum 2015-05, New Erosion and Sedimentation Control Program – Design Policy

805.3 TENDER ITEMS Unit of Measure - By Metre Light-Duty Sediment Barriers Light-Duty Straw Bale Barriers Light-Duty Silt Fence Barriers Light-Duty Fibre Roll Barriers



Heavy-Duty Sediment Barriers Heavy-Duty Silt Fence Barriers Heavy-Duty Wire-Backed Silt Fence Barriers Berm Barriers Sandbag Barriers Fibre Roll Grade Breaks Turbidity Curtains Unit of Measure - By Each Flow Check Dams Straw Bale Flow Check Dams Fibre Roll Flow Check Dams Sandbag Flow Check Dams Rock Flow Check Dams Sediment Traps Slope Drains Diversion Ditches Sediment Traps for Dewatering Filter Bags Cofferdams

805.4 SPECIFICATIONS Details of the work are contained in OPSS 805.

805.5 SPECIAL PROVISIONS Refer to Chapter “E” of this Manual to review the applicable special provisions. The timing for installation and removal of measures is specified in SSP 805F01.

805.6 STANDARD DRAWINGS 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 including:



1) the use of mitigation measures that control erosion by slowing the velocity of

water in channelized flow;

2) the use of mitigation measures that control sedimentation by ponding water from overland flow and allowing sediment to settle out; and

3) the use of mitigation measures that minimize damage from sediment release by isolating environmentally sensitive areas and work areas.

Under each approach a number of items are available for selection by the designer through OPSS 805. Table 1 provides design criteria and limits of use for temporary erosion and sediment control measures addressed in OPSS 805. The MTO Environmental Guide for Erosion and Sediment Control during Construction of Highway Projects shall be consulted for more detailed guidance on selection and design of temporary erosion and sediment controls including development of Erosion and Sediment Control Plans when required.

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 Fibre Roll Flow Check Dams Sandbag Flow Check Dams Rock Flow Check Dams

805.7.2 Ponding Water to Control Sediment OPSS 805 addresses two kinds of temporary sediment control measures to pond water:

• sediment barriers; and

• sediment 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 including private property: Light-Duty Sediment Barriers Light-Duty Straw Bale Barriers Light-Duty Silt Fence Barriers



Light-Duty Fibre Roll Barriers Heavy-Duty Sediment Barriers Heavy-Duty Silt Fence Barriers Heavy-Duty Wire Backed Silt Fence Barriers Berm Barriers Sandbag Barriers Fibre Roll Grade Breaks 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: Sediment Traps Sediment Traps for Dewatering Filter Bags

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 waterbody and sediments generated in the work area must be prevented from entering the adjacent waterbody; 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 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 Slope Drains Diversion Ditches



805.8 COMPUTATION

805.8.1 Sources of Information The main sources for information are field investigations, drainage plans, grading plans, fisheries assessments, erosion and sediment overview risk assessments, the Regional Geotechnical Section and the Regional Environmental Section.

805.8.2 Method of Calculation All tender items in this specification are PQP and are measured in metres or by each. The quantity for items measured in metres is calculated following the alignment of the item and the contour of the ground. All elements, including the rock flow check dam, required for the construction of a sediment trap are included with the sediment trap tender item. All elements, including the barrier and rock flow check dam, required for the construction of a sediment trap for dewatering are included with the sediment trap for dewatering tender item. All elements, including the corrugated pipe, inlet and outlet end sections, sediment trap and berm barrier, required for the construction of a slope drain are included with the slope drain tender item. All elements required for the construction of diversion ditches, including the excavation of the ditch, flow check dams, and other applicable components, are included with the diversion ditch tender item. All elements required for the construction of berm barriers, including the berm material, geotextile, and other applicable components, are included with the berm barriers tender item. Removal of materials used in the construction of measures and sediment removal are paid under the appropriate tender item for the temporary measure involved. Sediment removal is part of the maintenance component of the work.

805.9 DOCUMENTATION 805.9.1 Contract Drawings Show the location and, where applicable, the plan alignment of the following items.

Include a reference to the appropriate OPSD number. In some cases, a drawing detail will be required to clearly show the requirements.



Light-Duty Straw Bale Barriers Light-Duty Silt Fence Barriers Light-Duty Fibre Roll Barriers Heavy-Duty Silt Fence Barriers Heavy-Duty Wire-Backed Silt Fence Barriers Sandbag Barriers Fibre Roll Grade Breaks Straw Bale Flow Check Dams Fibre Roll Flow Check Dams Sandbag Flow Check Dams Rock Flow Check Dams Sediment Traps Slope Drains Sediment Traps for Dewatering Turbidity Curtains With the OPSD reference, show applicable dimensional information, as follows:

Light Duty Fibre Roll Barriers – roll diameter, ‘d’ Fibre Roll Grade Breaks - roll diameter, ‘d’ Fibre Roll Flow Check Dams - roll diameter, ‘d’ Sediment Traps - basin length, ‘L’ m Slope Drains - pipe diameter, mm Sediment Traps for Dewatering - basin dimensions, ‘L x L’ m Typical fibre roll diameters are 150, 200, and 300 mm. When a silt fence barrier is used for property delineation, a notation (“For Property Delineation”) shall be included under the OPSD reference. When the contract drawings do not include removal or new construction drawings, the above information may be included in table format on the location or typical section drawings. There is no OPSD for the cofferdams, filter bags, diversion ditches, and berm barriers items. The work required for these items shall be shown on a drawing detail. Details and components may include but not be limited to: Cofferdams - alignment, offset from waterbody

Filter Bags - volume of water to be filtered, geotextile filtration opening size (FOS)

Diversion Ditches - alignment, dimensions, erosion control blanket, check dams, riprap

Berm Barriers - alignment, dimensions, geotextile, outlet, riprap




Record all items on the Quantities - Miscellaneous Sheets. Each tender item requires a separate column. Enter each separate installation on one line of the Q-sheet. Show the chainage and offset in the location column. For linear measured (metre) tender items, enter the calculated installation length. For items with ‘each’ measure, enter the unit quantity ‘1’ for each installation.


Stations are recorded to the nearest metre. Offsets are recorded to the nearest 0.1 m. Quantity entries are recorded to the nearest metre.

805.9.4 Non-Standard Special Provisions

Write project and item specific requirements in an NSSP using the standard format described in this manual. Topics that may require an NSSP are:

• a filter bag geotextile with different properties than those specified is required;

• the retention of riparian vegetation constraint must be relaxed;

• a different timing constraint for the protection of erodible stockpiles is required;

• changes to the earth layer compaction method.



TABLE 1 OPSS 805 Design Criteria and Limits for Temporary Erosion and Sediment Control Temporary

Control Measure

Catchment Area

Flow Velocity

Channel Slope Barrier Length/Unit

Area Upstream

Life Expectancy

****

Slowing Water to Control Erosion in Channelized Flow

Flow Check Dams*** 2 ha 0.15 m/s 0.5 % N.A. N.A. 45 days

Straw Bale Flow Check Dams 2 ha 0.3 m/s 0.5 % N.A. N.A. 45 days

Fiber Roll Flow Check Dams 2 ha 0.15 m/s 0.5 % N.A. N.A. 6 months

Sand Bag Flow Check Dams 2 ha 1 m/s 0.5 % N.A. N.A. 6 months

Rock Flow Check Dams* 4 ha 2 m/s 0.5 % N.A. N.A. 6 months

Ponding Water to Control Sediment

Light-Duty Sediment Barriers *** N.A. 0.15 m/s N.A. 3:1 30 m/1000m2 45 days

Light-Duty Straw Bale Barriers N.A. 0.3 m/s N.A. 3:1 30 m/1000m2 45 days

Light-Duty Silt Fence Barriers N.A. 0.15 m/s N.A. 3:1 30 m/1000m2 6 months

Light-Duty Fibre Roll Barriers N.A. Roll size

dependent N.A. 3:1 30 m/1000m2 45 days

Heavy-Duty Sediment Barriers *** N.A. 0.3 - 1.0 m/s N.A. 2:1 30 m/1000m2 45 days

Heavy-Duty Silt Fence Barriers N.A. 0.3 - 0.5 m/s N.A. 2:1 30 m/1000m2 6 months

Heavy-Duty Wire-Backed Silt Fence Barriers

N.A. 0.3 - 1.0 m/s N.A. 2:1 30 m/1000m2 2-3 years

Berm Barriers N.A. 1 m/s N.A. 2:1 30 m/1000m2 6 months

Sand Bag Barriers N.A. 1 m/s N.A. 2:1 30 m/1000m2 6 months

Fibre Roll Grade Breaks N.A. 1 m/s N.A. Up to

1:1 30 m/1000m2 6 months

Sediment Traps 2 ha 1.5 m/s N.A. N.A. N.A. 6 months

Sediment Traps for Dewatering Pump size dependent N.A. N.A. N.A. N.A. 6 months **

Filter Bags Pump and sediment particle size dependent N.A. N.A. N.A. N.A.

Variable per manufacturer’s

direction



Temporary Control Measure

Catchment Area

Flow Velocity

Channel Slope Barrier Length/Unit

Area Upstream

Life Expectancy

****

Isolating Sensitive Areas and Work Areas

Turbidity Curtains N.A. 0.3 m/s all in-water body controls require site specific engineering design

Coffer Dams all in-water body controls require site specific engineering design

Light-Duty Sediment Barriers *** 2 ha 0.15 m/s N.A. 3:1 30 m/1000m2 45 days

Heavy-Duty Sediment Barriers *** 2 ha 0.3 - 1.0 m/s N.A. 2:1 30 m/1000m2 45 days

Slope Drains 2 ha N.A. N.A. 1.5:1 N.A. 6 months

Diversion Ditches 2 ha N.A. 6 months * Rock Flow Check Dams intended for placement in situations which exceed the limits outlined in this

table require site specific engineering design.

** Life Expectancy of Sediment Traps for Dewatering is dependent on the type of sediment barrier used in its construction.

*** Minimum design criteria have been used for the general category control measures. If this limit is to be exceeded, the designer must specify a specific measure.

**** Life Expectancy assumes that regular maintenance is being undertaken.


DETAIL ESTIMATING ROOTWAD STRUCTURES

B810 - ROOTWAD STRUCTURES - OPSS 810 810.1 GENERAL

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

810.2 REFERENCES - None 810.3 TENDER ITEMS

Rootwad Structure (Normal, each, PQP) 810.4 SPECIFICATIONS

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


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.

May 2017 Page 1 of 4 CDED B810


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

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

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

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

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

desirable.



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

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

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

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

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

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

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

810.8 COMPUTATION

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


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


DETAIL ESTIMATING LARGE WOODY DEBRIS

B811 - LARGE WOODY DEBRIS - OPSS 811 811.1 GENERAL

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


811.3 TENDER ITEMS Large Woody Debris (Normal, m)

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


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

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



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

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

811.9 DOCUMENTATION

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

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




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

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


DETAIL ESTIMATING LUNKERS

B812 - LUNKERS - OPSS 812 812.1 GENERAL

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

812.2 REFERENCES MTO Environmental Guide for Fish and Fish Habitat

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

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


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

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



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



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

812.9 DOCUMENTATION

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

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

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

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


DETAIL ESTIMATING RIFFLES ON STREAMBEDS

B820 - RIFFLES ON STREAMBEDS - OPSS 820 820.1 GENERAL

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

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

820.3 TENDER ITEMS Riffles (Normal, m², PQP)

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





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



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

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

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

820.9 DOCUMENTATION

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



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

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


DETAIL ESTIMATING POOLS IN STREAMBEDS

B821 - POOLS IN STREAMBEDS - OPSS 821 821.1 GENERAL

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

821.2 REFERENCES OPSS 1005 Aggregates – Streambed Material

821.3 TENDER ITEMS Pools (Normal, m², PQP)

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



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



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

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

821.9 DOCUMENTATION

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



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


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


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


DETAIL ESTIMATING ROCKY RAMPS ON STREAMBEDS

B822 - ROCKY RAMPS ON STREAMBEDS - OPSS 822 822.1 GENERAL

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

822.2 REFERENCES OPSS 1005 Aggregates – Streambed Material

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

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



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



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

• The water levels and discharge rates;

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

• The water depth required for fish passage;

• The distance available downstream for the ramp; and

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

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



822.8 COMPUTATION

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

822.9 DOCUMENTATION

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

width and length dimensions for each.

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

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

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

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

• Depth of streambed material(s).

• Normal and high water levels.

• References to applicable OPSD.

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




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


DETAIL ESTIMATING LOW FLOW CHANNELS

B823 - LOW FLOW CHANNELS - OPSS 823 823.1 GENERAL

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

823.2 REFERENCES OPSS 1005 Aggregates - Streambed Material

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

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



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



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

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

823.9 DOCUMENTATION

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

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

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

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

• Overall slope of the low flow channel.

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



• Depth of streambed material.

• Low and normal water levels.

• References to applicable OPSD.

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


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

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


DETAIL ESTIMATING BAFFLES IN A CULVERT

B824 - BAFFLES IN A CULVERT - OPSS 824 824.1 GENERAL

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

824.2 REFERENCES OPSS 1005 Aggregates - Streambed Material

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

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



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



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

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

824.9 DOCUMENTATION

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

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



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

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


DETAIL ESTIMATING LOCAL SEED BANK


B830 – LOCAL SEED BANK – OPSS 830 830.1 GENERAL

Use of local seed banks is a simple and highly effective technique to quickly re-establish vegetation cover. They provide a good diversity of native species adapted to the area versus planting of nursery stock or seeding with imported seed.

830.2 REFERENCES Environmental Reference for Highway Design - Terrestrial Chapter Terrestrial Ecosystem Report

830.3 TENDER ITEMS Local Seed Bank (Normal, m2, PQP)

830.4 SPECIFICATIONS The construction requirements for the installation of local seed bank are contained in OPSS 830.


830.6 STANDARD DRAWINGS None.

830.7 DESIGN This application is suitable in almost any area where re-establishment of native vegetation cover is necessary and when rapid results are desirable such as areas temporarily disturbed by construction or by new or relocated habitat (e.g. created wetlands, channel realignments, riparian areas), particularly near watercourses.



It is important to be aware of variations within the donor site and recognize that the areas to be transplanted should have similar site conditions (i.e. adaptations to light and moisture conditions). Local seed bank salvage, stockpile and installation areas shall be identified in the Terrestrial Ecosystem report and in consultation with the regional Environmental Planning Section. Where the local seed bank salvage areas require an excavation depth other than 150 to 300 mm, the designer shall include a detail in the contract drawings. The design may require erosion and sediment control measures to be selected for installation in disturbed areas prior to the application of local seed bank. Erosion and sediment control measures required are paid under the appropriate temporary erosion and sediment control measures item (see Section B805 for estimation and documentation). The design may require vegetation to be installed to stabilize the local seed bank stockpile areas. The required vegetation is paid under the appropriate vegetation item (see Section B804 for estimation and documentation).

830.7.1 Source of Information The Terrestrial Ecosystem Report and the regional Environmental Planning Section are the main sources of information for the above tender items.

830.8 COMPUTATION This is a Plan Quantity Payment item. The quantity is based on the local seed bank installation area. The unit of measurement for local seed bank installation area is square metres. The local seed bank item is measured from the design cross sections or scaled from the contract drawings for each local seed bank installation area. On sloped earth areas, contour measuring applies.

830.9 DOCUMENTATION

830.9.1 Contract Drawings The local seed bank salvage, stockpile and installation areas should be delineated on the contract drawings by symbol and legend.



When the excavation depth required is other than 150 to 300 mm, a detail shall show the profile of the local seed bank salvage area and the required excavation depth.

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

830.9.3 Documentation Accuracy Quantity entries are recorded to the nearest whole number in square metres. Stations are recorded to the nearest whole number in metres. Station offsets are recorded in 0.1 of a metre.

DETAIL ESTIMATING WILDLIFE FENCE

March 2018 Page 1 of 6 CDED B899-1

B899-1 - WILDLIFE FENCE - SSP 899S02 899-1.1 GENERAL

This section covers the requirements for the construction of wildlife fence items. Wildlife fence is used to prevent wild animal access to the right-of-way and/or to funnel animals to an associated crossing structure(s). Typically, wildlife fence is erected within the right-of-way limits, although it is preferable to place it as close to the limits of the right-of-way as possible to allow sufficient space for maintenance work on other roadside appurtenances while still allowing for maintenance work on the wildlife fence itself.

899-1.2 REFERENCES Foundation Investigation and Design Report - Project Specific Roadside Safety Manual MTO Environmental Guide for Mitigating Road Impacts to Wildlife Ministry of Natural Resources and Forestry Best Management Practises for Mitigating the Effects of Roads on Amphibian and Reptile Species at Risk in Ontario

899-1.3 TENDER ITEMS Wildlife Fence - - Type A (normal, metres, PQP) - Type A, with Apron, Type B, 6.35 mm Fabric Opening (normal, metres, PQP) - Type A, with Apron, Type B, 9.53 mm Fabric Opening (normal, metres, PQP) - Type B, 6.35 mm Fabric Opening, Steel Posts (normal, metres, PQP) - Type B, 9.53 mm Fabric Opening, Steel Posts (normal, metres, PQP) - Type B, 6.35 mm Fabric Opening, Wood Posts (normal, metres, PQP) - Type B, 9.53 mm Fabric Opening, Wood Posts (normal, metres, PQP) - Type A Access Gate (normal, each, PQP) - Type A Brace Panel (normal, each, PQP) - Type B Brace Panel, Wood (normal, each, PQP) - Type B Brace Panel, Steel (normal, each, PQP) Wildlife Escape (normal, each, PQP)

899-1.4 SPECIFICATIONS There are no OPSS documents applicable to wildlife fence.



899-1.5 SPECIAL PROVISIONS

The requirements for wildlife fence are contained in SSP 899S02.

899-1.6 STANDARD DRAWINGS Applicable standard drawings are contained in the 900 series of the Ministry of Transportation Ontario Drawings (MTODs).

899-1.7 DESIGN The MTO Environmental Guide for Mitigating Road Impacts to Wildlife and the Ministry of Natural Resources and Forestry (MNRF) Best Management Practices for Mitigating the Effects of Roads on Amphibian and Reptile Species at Risk in Ontario may be referenced for guidance. The designer shall consult with the regional Environmental Section in determining the location and type of fence required, including any wildlife escapes and crossing structures. MNRF staff with qualifications and species-specific expertise related to large mammals, reptiles including turtles and snakes, and amphibians, and, as applicable, species at risk, should be consulted during design of wildlife fence, wildlife escapes and crossing structures. Fence Fabric Wildlife Fence - Type A shall be specified when wildlife fence is required for large mammals. Wildlife Fence - Type A with an apron made of Type B fence fabric attached at the bottom shall be used when wildlife fence is required for both large mammals and reptiles and/or amphibians. Wildlife Fence - Type B shall be specified when wildlife fence is required for reptiles and/or amphibians. Although the target species and the cost are important considerations in the selection of fence fabric, durability and fence maintenance requirements must also be carefully considered when selecting an appropriate material. Wildlife Fence - Type B shall be designed in consideration of the location and the species that the fence is being implemented to protect from road mortality and/or to



funnel to an associated wildlife escape or crossing structure. For example, some reptiles and amphibians may become entrapped in the larger Type B fence fabric opening (9.53 mm) and some snakes may be able to climb up to a metre. In some cases, the smaller Type B fence fabric opening (6.35 mm) may be more suitable or a solid plastic fence type may be considered on a non-standard basis. However where a fence will be situated closer to the roadway such that it may be impacted by snow load from ploughing during winter maintenance, the 9.53 mm opening should be considered. Where Type B fence is installed in earth sections the buried portion of the fence fabric shall be covered with material excavated during installation. Where Type B fence fabric is required to be buried under earth above grade in a rock installation, it shall be included in the item for earth depths up to 300 mm. Where required earth depth exceeds 300 mm, the earth shall be included in the earth borrow item. Posts Wildlife Fence - Type A shall be designed with steel posts when in earth or rock terrain. Wildlife Fence - Type B may be designed with either steel posts or wood posts. The designer shall specify wood posts on sections of Type B fence located within the clear zone described in Chapter 2 of the Roadside Safety Manual. Where Wildlife Fence - Type A or Type B must be installed in locations inundated with water such as wetlands or surface water bodies, these locations shall be clearly shown on the Contract Drawings. Timing windows for in-water work shall be obtained from MNRF and provided in the Contract Documents along with methods and constraints for back-filling steel T-bar or tubular posts in-water. In addition, additional fence height may need to be specified for Type B reptile fence depending on the depth of water. Fence Ends Installing a wildlife fence without providing a crossing opportunity limits reduction in road mortality and increases fence-end/gap effects. Ensuring that the fence spans the entire identified habitat area along the right-of-way to the greatest extent possible will help reduce the fence-end/gap effect. The fence-end/gap effect can also be significantly mitigated by ensuring that the design provides for terminal posts being tied in or installed as close to each wildlife escape and crossing structure (culvert) as possible without compromising the integrity of the escape or structure so that animals cannot squeeze through between them and the fence-end.



Where a fence ends at an interchange ramp, measures to deter wildlife from entering the highway where the fence ends at both sides of the interchange shall be considered such as rip-rap or cattle guards/Texas gates, unless the fence can be tied into a natural or engineered barrier such as a vertical rock face or a retaining wall that wildlife would not be able to traverse. Where a fence ties into adjacent wildlife underpasses on a divided highway, lengths of wildlife fence shall be included between the underpasses such that wildlife access to the median is eliminated. Where a Type B fence does not terminate at a natural or engineered barrier, or where the fence is interrupted by entrances such as driveways, the ends of the fence shall be doubled back with a turnaround to redirect wildlife along the length of the fence and away from openings that may provide access to the roadway. The additional length of fence shall be included in the quantity sheets on the same line as the adjacent length of fence. Total length shall be either 6.0 m or 9.0 m. The turnaround shall be shown on the contract drawings with the appropriate drawing number, and any required modifications to suit field conditions. Gates A gate shall be provided where access is required from the highway right-of-way to adjacent property such as utility corridors. Wildlife Escapes Where wildlife escapes are used in conjunction with Wildlife Fence - Type A, all clearing, grubbing, excavation, earth and retaining walls are included in the item. The designer shall include topsoil, and seed and cover under the appropriate tender item. Topsoil under landing areas shall be 300 mm thick. A Foundation Investigation and Design Report shall be prepared for each retaining wall location and included in the contract documents. The design of the wildlife escape, including the retaining wall, shall be the responsibility of the contractor.

899-1.8 COMPUTATION These are Plan Quantity Payment items. For Plan Quantity, base measurement on the units shown below: Wildlife Fence - Measure the wildlife fence length in metres following the

contour of the ground for the actual length of wildlife fence erected with no deductions for gate openings, brace panels and



wildlife escapes or wildlife crossing structures. The tender quantity is measured to the nearest whole metre.

Gates - The unit of measurement for gates is “each”. Brace Panels - The unit of measurement for brace panels is "each", regardless of

material type. Wildlife Escapes - The unit of measurement for wildlife escapes is each.


899-1.9.1 Contract Drawings Fences are to be shown on the contract drawings, including the following information: 1) Fence and gate symbols; and 2) MTOD number; and 3) Fence terminal post tie-ins to wildlife crossing structures (culverts) and escapes. Wildlife escapes shall be shown in the Contract Plan Drawings.

899-1.9.2 Contract Documents Fence quantities may be entered directly onto the "Quantities - Miscellaneous" sheet, showing beginning and end stations, and offsets. 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 the gate opening width (m), against each gate entry. 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 or two brace panels. 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 or 2) 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. Show the station and offset for the centre of each wildlife escape. Show the wildlife escape width of (m), against each entry.




Record stations and quantities to the nearest whole metre. Record offsets to 0.1 m accuracy.

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

902.3.1 Contract Drawings

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

902.3.2 Contract Documents

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


904.2.1 Sources of Information

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

a) Contract Drawings

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

a) Contract Drawings

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

907.8.2 Sources of Information

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.


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.PROV 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.


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.


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


The requirements for the above tender items are contained in OPSS 914.

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.


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.


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.


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


The requirements for the above tender items are contained in OPSS 932.


The designer should refer to Chapter 'E' of this manual to review any applicable special provisions.


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





942.6 STANDARD DRAWINGS 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

942.8.1 Sources of Information 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.

942.9.2 Quantity Sheets 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.