Construction Specifications revised

Construction Specifications revised
GENERAL SPECIFICATIONS
FOR THE CONSTRUCTION
CONSTRUCTION
OF BURIED PIPELINES
PIPELINES
AND ROADWAY SYSTEMS
SYSTEMS
TOWN OF AURORA
INFRASTRUCTURE AND
ENVIRONMENTAL SERVICES
DEPARTMENT
DEPARTMENT
REVISED – SEPTEMBER 2015
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TABLE OF CONTENTS
Section 1 -
GENERAL SPECIFICATIONS FOR THE CONSTRUCTION OF
BURIED PIPELINES
Section 2 -
Section 3 -
1.1
Definitions
1.2
Definitions of Terms Used in Pipe Installations
1.3
Scope of Work
1.4
Contract Plans and Specifications
1.5
Protection of Adjacent Structures and /or Utilities
1.6
Construction of Buried Pipelines
1.7
Shoring and Bracing Trenches
1.8
Over Excavation of the Trench
SPECIFICATIONS FOR WATERMAINS
2.1
Materials
2.2
Corrosion Protection
2.3
Tracing Wire
2.4
Interruption of Service
2.5
Watermain Installation
2.6
Backfilling
2.7
Field Testing
2.8
Restoration of Services
2.9
Clean Up
2.10
Water Quality Testing
SPECIFICATIONS FOR SEWERS
3.1
Materials
3.2
Construction
3.3
Inspection and Testing
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Section 4 -
SPECIFICATIONS FOR THE CONSTRUCTION OF CONCRETE
SIDEWALKS
Section 5 -
4.1
Scope of Work
4.2
Materials
4.3
Construction
4.4
Protection of Sidewalk
4.5
Sidewalk Tolerances
4.6
Restoration
4.7
Basis of Payment
SPECIFICATIONS FOR THE CONSTRUCTION OF CONCRETE
CURB AND GUTTER
Section 6 -
Section 7 -
5.1
Material
5.2
Construction
5.3
Protection of Curb and Gutter Systems
5.4
Tolerances
5.5
Restoration
5.6
Basis of Payment
SPECIFICATIONS FOR AGGREGATE AND ASPHALT MATERIALS
6.1
Gradation Requirements for Crusher-Run Limestone
6.2
Physical Requirements for Coarse Aggregates
6.3
Specification for Hot Mix Asphalt
6.4
Acceptance Testing for Hot Mix, Hot Laid Asphalt
6.5
Frequency of Testing
SPECIFICATIONS FOR STREET LIGHTING
7.1
Design Specifications
7.2
Equipment
7.3
Installation
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APPENDICES
Appendix “A” -
APPROVED WATERMAIN MATERIAL AND
MANUFACTURER’S PRODUCT LIST
Appendix “B” -
APPROVED SEWER MATERIAL AND MANUFACTURER’S
PRODUCT LIST
Appendix “C” -
DESIGN CRITERIA MANUAL
INDEX OF STANDARD DRAWINGS
Appendix “D” -
SANITARY SEWER DESIGN SHEET
Appendix “E” -
STORM SEWER DESIGN SHEET
Manual Revision Record:
Revision
1
2
3
4
5
Date
99/04/13
99/12/08
15/06/03
Remarks
Converted file to “Word” format.
Revisions
Overall Updates and Revisions
Please click on the link below to access our Town of Aurora - Design Criteria Manual:
http://www.aurora.ca/TownHall/Documents/Infrastructure%20and%20Environmental%20Servic
es/TownOfAurora-DesignCriteriaManual%20Rev%20Dec%202014.pdf
Created: February 29th, 2000
K:\Infrastructure & Environmental Services\ADM\PoliciesProcess\Standards\Buried Pipeline Being
Updated\Construction Specifications revised.doc
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SECTION 1
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
GENERAL SPECIFICATIONS FOR THE CONSTRUCTION OF BURIED PIPELINES
1.1 DEFINITIONS
The word "Owner" and/or "Corporation" shall be understood as referring to the
"Corporation of the Town of Aurora".
The word "Director" and/or "Engineer" shall be understood as referring to the Director of
Infrastructure and Environment Services, who has been appointed by the Owner to
oversee all engineering activities within the Town of Aurora.
The word "Inspector" and/or "Director's designate" shall be understood as being an
authorized representative of the Director, assigned to make any or all inspections of the
work performed, materials and equipment furnished by the "Contractor".
The word "Contractor" shall be understood as referring to the Person(s), Corporation or
Partnership who have agreed to perform the work as outlined in the contract documents
and specifications.
M.T.O.
O.P.S.S.
C.S.A.
M.O.C.C.
M.O.E.
A.S.T.M.
A.W.W.A.
-
Ontario Ministry of Transportation
Ontario Provincial Standard Specifications
Canadian Standards Association
Ministry of the Environment and Climate Change
Ministry of Energy
American Society for Testing and Materials International
American Water Works Association
1.2 DEFINITIONS OF TERMS USED IN PIPE INSTALLATIONS
Foundation
-refers to the trench bottom that provides support for the
bedding material and pipe.
Pipe Embedment
-refers to the area extending from the top of the foundation to
the top of the initial backfill material.
Bedding
-the material used to support the pipe.
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Launching
-the material placed and compacted under the haunches of the pipe,
and covering the area from the bedding to the top of the
midsection or springline of the pipe.
Initial Backfill
-material extending from the top of the haunching
material to a point 300mm on top of the pipe.
Springline
-the line horizontally bisecting the pipe.
Select Native Backfill
-the material excavated on the project which has been
approved for backfilling purposes by the Director.
1.3 SCOPE OF WORK
The work to be performed shall include the furnishing of all labour, material, equipment and
plant necessary for the installation of buried pipeline, house services or any other
appurtenances or accessories as stipulated in this specification and other contract
documents.
The Contractor shall remove pavement or other improved surfaces (if appropriate),
excavate the trenches to the required alignment, grade and dimensions, provide for safety
of the travelling public, protect private and public property, provide for the maintenance of
traffic, provide proper maintenance to all utility services, sheet brace, shore or otherwise
support the adjoining ground or structures where necessary, handle all surface and ground
water, embed the pipes, services and appurtenances, backfill and consolidate trenches,
remove surplus excavated material, perform tests on the complete pipeline or provide for
an inspection as requested, restore pavements or other improved surfaces over the trench
(if appropriate) and clear the site of all debris.
1.4 CONTRACT PLANS AND SPECIFICATIONS
All pipeline installations, their appurtenances, services and connections are to be installed
in accordance with the approved contract drawings, written specifications or any other
documents as may be given to the Contractor during the tendering process or any addenda
issued thereof.
The pipelines, their appurtenances, services or other connections shall have their
dimensions indicated by figures and the Contractor's work shall be governed by such
figured dimensions. Whenever the required dimensions are not indicated by figures or
where such figures are conflicting or incomplete, the Contractor shall obtain clarification
from the Director before he proceeds with the construction of that portion of work to which
they refer.
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There will be no compensation made by the Owner in the event of a misunderstanding,
conflicting or incomplete figured dimensions causing the removal or adjustment to a section
of pipeline if the Contractor neglected to request clarification from the Director or his
designate.
1.5 PROTECTION OF ADJACENT STRUCTURES AND/OR UTILITIES
The Contractor shall at his own cost maintain adjacent structures and utilities in their place
and protect any other services, utilities, drains, conduits or other structures in the vicinity of
his work whether above or underground, and he shall assume all costs of damage which
may occur because of carelessness or neglect causing conditions unacceptable for the use
of said structure or utility for which it was intended.
1.5.1 Locating Underground Utilities
The Contractor shall have the owners of utilities indicate the location of their plant at least
two (2) days before carrying out excavation in any location. The Contractor shall take full
responsibility for protecting and maintain intact, or restoring to their original condition if
damaged, all underground utilities or other plant which are plotted on the drawings and/or
otherwise staked out or indicated by their owners. Should the Contractor fail to comply
with these requirements and as a consequence damage utilities or other underground
plant, or should he damage utilities which are shown on the drawings in their substantially
correct location, or cause damage through carelessness, he shall repair or have same
repaired by the owner of such utility, all costs of which must be absorbed by the Contractor.
1.5.2 Unknown/Unlocated Underground Plant
Should the Contractor encounter in the excavation operation, any municipality owned utility
or other plant that is operated by the Corporation of the Town of Aurora other than service
connections and catchbasin leads that are:
(a)
not shown on the construction drawings and not staked out in the field to an
acceptable tolerance as determined by the Director and as a consequence of same
are accidentally struck and damaged by the Contractor or
(b)
found unexpectedly to interfere or conflict with the construction of the proposed
pipeline.
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The Contractor shall immediately notify the Director or his designate who will expeditiously
investigate the incident. Should the Director or his designate confirm that conditions set
out in (a) or (b) above apply; the Director will direct the Contractor in writing as to what
action is required. Compensation for this work shall be paid on a "time and material" basis
using the rates tendered in the contingency section of the contract documents.
1.6 CONSTRUCTION OF BURIED PIPELINES
1.6.1
Stripping & Storing Topsoil
Prior to any excavation being undertaken, all existing topsoil shall be stripped the full width
of the excavated area. All topsoil shall be stockpiled within the limits of the contract at a
prearranged location, for respreading upon completion of the backfilling operation. Care
must be taken during the stripping of the topsoil so as not to contaminate it with the
underlying native materials.
1.6.2
Excavation and Preparation of Trenches
The trench shall be excavated to the alignment and elevations as indicated on the
drawings, with any deviations previously approved in writing by the Director. All trench
excavation work shall comply with the requirements of the current issue of the
Occupational Health and Safety Act (Ontario Regulation 691/80 and any subsequent
amendments) and with all Municipal regulations and by-laws.
The trench shall be excavated so that the pipe can be laid and jointed properly to the
required vertical and horizontal alignment and same shall be excavated in advance of the
pipe laying operation as permitted by the Director or his representative. Any excess water
discharged from the trench is to be conducted to a natural drainage channel, storm sewer,
or into a maintenance hole or valve chamber that has been isolated by plugs, and the
water so directed can then be pumped and/or controlled in a manner which will cause
minimum interference with normal activities.
1.6.3
Trench Excavation During Winter
In the event the pipeline is scheduled to be installed during winter, the Contractor must
adopt a safe method of removing frozen ground during such months, that same will not
cause excessive ground vibration or damage to adjacent structures. The Contractor shall
not use a backhoe bucket or drop weight to break frozen ground in urbanized areas.
1.6.4
Trench Work Within Surfaced Areas (Removal of Same)
The Contractor shall remove pavement or other surface material as part of the trench
excavation and the width of same shall depend upon the depth of excavation and nature of
the ground encountered. Payment for the removal of same shall be considered as being
included in the unit price tendered for sewer installation.
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The pavement required to be removed shall depend on the longitudinal installation of the
pipeline, their appurtenances, and other structures as indicated on the contract drawings
and such removal shall not exceed the maximum longitudinal dimension by more than
300mm on each end. Whenever, in the opinion of the Director, existing conditions make it
necessary or advisable to remove additional pavement, the Contractor shall remove such
only as directed by the Director.
The Contractor shall use a saw or use other approved method(s) to assure the breaking of
pavement or other improved surfaces along a straight line.
1.7 SHORING AND BRACING TRENCHES
The Contractor shall shore and brace the trench and perform all trench work in accordance
with the Occupational Health and Safety Act R.S.O 1990, c.O.1,as amended by regulations
made thereunder.
It must be noted that the Contractor is not relieved of any responsibility by absence of
direction from the Director or his representative regarding shoring and bracing, or by
approval or disapproval by the Director or his representative of measures taken by the
Contractor. It shall be the Contractor's sole responsibility to take necessary steps to safely
secure the trench and notify the proper authorities prior to commencement of the work.
It will be the Contractor's responsibility to provide, place and maintain such shoring and
bracing at such locations and elevations as are necessary or required in order to:
1.
Support and protect sides, bottom and roof (if any) of the excavation;
2.
Prevent any disturbance to or weakening of, supporting material below or beside the
works;
3.
Prevent movement of ground, which may disturb or damage the works, adjacent
pavement, property, structures or other works;
4.
Prevent inflow of ground water or soil into excavation.
Shoring and bracing which has been ordered left in place must be removed for a distance
of 1.0m below the existing or future street grade, whichever is lower, or when specified that
shoring and bracing be removed, procedures shall be followed for extracting shoring and
bracing, and placing backfill, so as to ensure that backfill load is applied gradually, and
disturbance of the works or foundation material is avoided.
Shoring, except that which has been ordered left in place, shall be removed after backfilling
reaches the level of bracing or brought up to such an elevation as to permit its safe
removal.
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It is, however, recommended that shoring be removed in 150mm increments until safely
clear of the pipeline and once clear of said pipeline, increments are to ensure that backfill
is not more than 450 to 1000mm above the toe of shoring.
Payment for shoring and bracing includes all sheeting, braces, shores, support, stringers,
wailing strips or sheet piling, labour, equipment and plant; the cost of furnishing, placing
and removing, shall be included in the price bid for the placement of the pipeline, or as
indicated under the "Schedule of Items".
When shoring and bracing has been ordered left in place by the Director, and this is not
indicated on the contract drawings, the payment for same shall be as prearranged with the
Director but in no case shall it be greater than the cost of materials involved.
1.8 OVER EXCAVATION OF THE TRENCH
During the course of construction, should the Contractor inadvertently over-excavate the
trench more than 150mm below the bottom of the bedding material of the pipe, but less
than 300mm below, he shall fill that over-excavation with acceptable native material and
compact to a density equal to that of the native soil. The Contractor shall fill any area of
over-excavation more than 300mm below the bottom of the Director's approval with HL8
stone compacted to a minimum of 95% Standard Proctor Density, the cost of which will be
borne by the Contractor.
The bottom of the trench shall be prepared so as to provide a uniform and continuous
bearing and support for the pipe on the bedding material as specified.
1.8.1 Sub-Excavation Within Unstable Soil Conditions
When an unstable soil condition is encountered and in the opinion of the Director or his
designate the trench bottom cannot support the pipe, or has non uniform bearing capacity
causing the pipe to shift or settle non-uniformly, upon written instruction from the Director,
the Contractor shall line the bottom of the trench with Geotextile or approved equal, leaving
a sufficient overlap to be able to wrap the pipe embedded into the specified bedding
material. Said filter cloth shall be laid perpendicular to the pipe, and an overlap of 100mm
is required at each side and at the joint. All edges and joints must be held down to prevent
displacement. (See Town of Aurora “Design Criteria Manual For Engineering Plans”, Index
of Standard Drawings, Standard Drawing No, S-300).
In the event that sub-excavation becomes necessary as a result of extreme soil conditions,
the contractor upon written instruction from the Director shall sub-excavate these materials
to a depth of 300mm and shall proceed with the placement of the HL8 stone to the
underside of bedding, ensuring that the pipeline will be supported by uniform depth of
materials.
Following the placement of the HL8 stone, the Contractor is required to level the material
by hand, and apply consolidation with a light compacting unit, prior to the placement of the
pipe embedment materials wrapped in Geotextile.
P a g e | 10
Payment for sub-excavation will be made at linear metre tendered, unless specified
otherwise in the contract.
Such payment shall constitute all inclusive compensation for labour, equipment, the supply,
delivery and placement of all materials and appliances including the foundation preparation
and disposal of all excess materials, backfilling and restoration of any other item required
for the satisfactory completion of the work as specified herein.
Following the placement of the HL8 stone, the Contractor is required to level the material
by hand, and apply consolidation with a light compacting unit, prior to the placement of the
pipe embedment materials wrapped in Geotextile.
Unless this work has been specified in the contract or identified on the contract drawings
the contractor shall be paid on a time and materials basis, as outlined in the General
Conditions of Contract, for the work involved in dealing with unexpected unstable soils.
P a g e | 11
SECTION 2
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
SPECIFICATIONS FOR WATERMAINS
2.1
MATERIALS
2.1.1 Pipes & Fittings
Mains up to 400mm diameter shall be Polyvinyl Chloride (P.V.C.) pipes, in accordance with
AWWA C-900, Class 150. All P.V.C. water mains shall be blue in colour.
Watermains larger than 400mm shall be cement-lined ductile iron pipe, minimum Class 52
conforming to ANSI Specification A21-4-1974 or latest amendment. Each pipe shall be
subjected to a hydrostatic pressure of at least 3448kPa (500 p.s.i.) at the point of
manufacture.
All fittings and accessories shall be compatible with the class and type of pipe with which
they will be used and manufactured and furnished by the pipe supplier, and shall have bell
and/or spigot configuration suitable for the pipe in use. All fittings shall conform to
ANSI/AWWA specification C110/A21.10 and C-900 specifications.
The pipes shall be coated externally with standard asphaltic coating. Pipes shall also have
a cement mortar lining in accordance with ANSI/AWWA C111/A21.11 but with no internal
bituminous sealant.
Where corrosion protection is required as the result of soils investigation, as performed in
accordance with Appendix 'A' of ANSI/AWWA C105/A21.5, or as deemed necessary by
previous experience or where the Director deems it necessary, the Contractor will be
required to employ a suitable means of corrosion protection. Corrosion protection shall be
achieved by the use of Hyprotec-coated, cement-lined pipe or polyethylene encasement in
accordance with ANSI/AWWA C105/A21.5 standards.
2.1.2 Joints
Ductile iron pipe shall have Tyton joints in accordance with ANSI/AWWA specification
C111/A21.11 or latest amendment thereof.
The pipe manufacturer's installation instructions are to be followed in all respects. Close
attention shall be taken as to the proper installation of the gasket so as to ensure a smooth
and water tight fit. Gaskets shall be installed prior to lowering the pipe into the trench.
Bell, spigot and gasket shall all be wiped clean and only lubricant meeting the pipe
manufacturer's requirements is to be used in the assembly. Deflection at pipe joints in
order to install long radius curves shall be limited to those recommended by the
manufacturer.
P a g e | 12
2.1.3 Valves
Unless specified otherwise or approved by the Director in writing, all valves shall be gate
valves conforming to A.W.W.A. C509 Specifications and satisfying the following
requirements:
-
Iron body, bronze or stainless steel mounted stem
Inside screw-type with non-rising spindle and O-ring stem seal system
Designed for minimum cold water working pressure of 1035 kPA
Solid resilient seat wedge that works equally well with full pressure on either
side of gate
Open left (counter clockwise)
50mm square nut (unless noted otherwise)
Mechanical joint ends
Each valve shall have a valve box unless installed in a chamber. Watermain having a
diameter of 300mm or greater shall have valves located within a chamber and shall be
supplied with flanged ends to ANSI B16.1 Class 125. All valve boxes shall be fitted with
guide plates. (See Town of Aurora “Design Criteria Manual For Engineering Plans”, Index
of Standard Drawings, Standard Drawing Nos. W-102, W-103 and W-104).
The maximum distances allowed between valves on a watermain are as follows:
Diameter of Water Pipe
150 mm
200 mm
250 mm
300 mm
400 mm and larger
Maximum Distance Between Valves
150 Meters
150 Meters
150 Meters
200 Meters
250 Meters
Degree of valving is determined on an individual basis, a minimum of three valves are
required at a "T" intersection, four valves at a full cross intersection. The standard location
of valves at intersections shall be at the end of curb radii. Valves not located at
intersections shall be placed at a side lot line in order to avoid driveways.
2.1.4 Hydrants
All hydrants shall conform to the requirements of the A.W.W.A. C502 specification. Each
hydrant shall have two (2) nozzles and one stortz pumper connection and be shop-painted
with two (2) coats of Tremclad red enamel. Hydrants shall also be complete with a breakaway flange assembly. The hydrant base shall be a 150mm mechanical joint and shall be
located, installed and valved as specified. The maximum spacing of fire hydrants is 125m.
The drainage pit, shall be 300mm deep and 900mm x 900mm in area and shall be
excavated below each hydrant and backfilled with clear 19mm diameter limestone. The
limestone shall be compacted and carried to a point 150mm above the drainage opening
and covered with polyethylene liner. In the event of a high water table being present the
hydrant drain holes shall be plugged and no drainage pit is required.
P a g e | 13
The boot of each hydrant shall be well braced against undisturbed soil with a concrete
thrust block. Thrust blocks shall be concrete manufactured in accordance with Section
MOE-033000 Class "B" having a compressive strength of not less than 20 MPa at 28 days.
Blocks shall be placed between undisturbed ground and the fitting to be anchored. Bond
breaker is to be used between the hydrant and the concrete blocks. The blocks shall be
placed so that the boot of the hydrant will be accessible for repairs.
All hydrants shall receive one field-applied coat of paint after completion of all necessary
adjustments and the placement of top course asphalt, where required, and prior to final
completion of the contract. (See Town of Aurora “Design Criteria Manual For Engineering
Plans”, Index of Standard Drawings, Standard Drawing No. W-105).
2.1.5 Valve Chambers
Valve chambers, where called for, shall be equal to the precast concrete valve chamber
specified herein. Frames, covers and plugs shall be made of cast iron with machined seats
for close fit to prevent rocking. All casting shall be given a protective coat of asphaltic
compound before shipment from the foundry.
For all chambers greater than 1.20 meters in depth, steps are required. The bottom step is
to be located 300mm above the base. All other steps will be installed at intervals of
300mm centre to centre. All chambers shall have a standard 125mm slide-type valve box
situated directly above the valve-operating nut. Valve stem extensions and supporting
brackets are required to ensure proper alignment. Valve chamber covers shall be solid
castings complete with recessed lift pockets. Bolted type covers are required at pressure
zone boundaries. Precast concrete adjustment rings shall conform to A.S.T.M. C-478.
When using precast adjustment rings, the first ring is to be set in a full bed of mortar,
whereas successive sections have to be assembled using the sealant recommended by
the manufacturer. All brickwork, including brick at pipe inlets, must be parged externally
with a minimum mortar thickness of 15mm. Mortar shall be composed of 3 parts sand
conforming to C.S.A. A.82.56M to 1 part cement conforming to C.A.N. 3-A5-M. All valves
within a chamber shall have flanged connections. Valve chambers shall have drainage pipe
(diameter 150mm P.V.C.) connected to storm sewer where possible or to drainage pit
where sewer doesn't exist. (See Town of Aurora “Design Criteria Manual For Engineering
Plans”, Index of Standard Drawings, Standard Drawing Nos. W-102 and W-103).
2.1.6
Water Services
Water service lines, 50mm diameter and less, shall be Type "K" soft copper.
Main Stop
-
Approved main stops shall be compression type and supplied with
two-piece tails.
Curb Stop
-
Approved curb stops shall be compression type and supplied with
two-piece tails.
P a g e | 14
Couplings
-
Service Boxes -
Approved couplings shall be compression type and supplied with twopiece tails. Compression fittings shall be permitted with the approval
of the Director.
All boxes are to have a minimum 300mm adjustment and be complete
with a stainless steel operating rod and copper cotter pin.
2.1.7 Water Meters
All water meters shall be to the current Town standard complete with exterior Touchread
Pad, calibrated in cubic metres. All outside readers are to be located consistently in a
prearranged exterior location at or near the front, outside corner of the dwelling. All water
meter installations are to be inspected by representatives of the Town of Aurora
Infrastructure and Environment Services Operations Division staff, at which time the meter
assembly will be sealed.
2.2
CORROSION PROTECTION
2.2.1 Pipes
Ductile iron pipe shall be coated externally with a bituminous coating as per manufacturer's
specification, or as specified under "Pipe and Fittings" within this specification. Any pipe
with obvious coating damage shall be repaired using mastic or glass enamel anti-corrosion
spray paint or any larger area of damage shall be wrapped with Denso Tape prior to
installation.
2.2.2
Valves and Fitting in Chambers
Valves and fittings in chambers shall be protected from corrosion by wrapping all exposed
parts with the Denso System, or by installing 3/4" large protecto caps on each bolt, or
approved equal.
2.2.3
Buried Valves and Fittings
Special care must be exercised at all anchored valves and fittings. There shall be no
backfilling permitted until anti-corrosion protection devices have been installed and
inspected as specified herein. All buried valves and fittings shall be wrapped with the
Denso system. All metallic fittings and valves shall also be fitted with 12 lb zinc anodes
(anode type Z-12-24 as specified in OPSS 442) with the exception of valves that are
installed in easements or are 400mm in diameter and larger which shall be fitted with 24 lb
zinc anodes (anode type Z-24-48 as specified in OPSS 442). As an alternative to anodes,
3/4" large protecto caps can be installed on each bolt.
P a g e | 15
2.2.4
Hydrants (Grade Level Flange Connection)
In areas where the native soils exhibit corrosive characteristics and if protection against
corrosion is specified at the flange connection at grade level, the flange and all exposed
bolts and nuts shall be protected by wrapping with the Denso System or approved equal.
All hydrants below grade shall have the following protection:
•
Fittings and base shall be coated with bituminous paint or mastic as per the
manufacturer's specification
•
All hydrant bases shall be fitted with 24 lb zinc anodes (anode type Z-24-48 as
specified in OPSS 442).
2.2.5
Water Services
On water services, a 12 lb packaged zinc anode (anode type Z-12-24 as specified in OPSS
442) is to be installed using a hydro ground clamp in order to affix the anode to the copper
service. The anode can be connected directly to the mainstop if the mainstop is fitted to
receive the anode wire.
2.2.6
Denso System
Where Denso Tape is specified to be used in order to complete the seal of joints against
corrosion, the Contractor shall supply and install Denso Tape, and when required, Denso
Paste in accordance with the supplier's specifications or as specified herein. Apply a
liberal coating of Densyl Mastic over threads, cavities, shoulders and irregular surfaces
only, prior to applying the Denso Tape. Denso Tape shall not be placed on voids, concave
surfaces such as mechanical joints, couplings, valves etc. without the use of Densyl
Mastic. Where voids and awkward shapes exist, they should be filled or mounded with
Densyl Mastic until the profile of such materials softens to allow easier wrapping with
Denso Tape. There is no drying or curing time required, the backfilling may commence
immediately upon the completion of the wrapping.
2.2.7
Polyethylene Encasement System
Polyethylene encasement of pipelines and fittings shall be used only where specifically
approved and shall be performed in strict accordance with ANSI/AWWA C105/A21.5
specifications.
2.3 TRACING WIRE
Unless otherwise approved by the Director, all newly installed watermains shall have
tracing wire buried with the pipe. All tracing wire is to be 12 gauge, stranded copper with
outer plastic coating.
P a g e | 16
The wire is to be secured to the top of the watermain at every fitting, at every valve and at
intervals not to exceed 3.0m. The tracing wire is not to be looped around the watermain as
a method of securing the wire to the watermain and shall not be looped or bolted to
mechanical fittings.
In event that concrete encasement is called for on the contract drawings or specifications,
the Contractor is required to run the tracing wire on top of the concrete encasement to
ensure that the concrete covering the pipe will not "shade" the tracing wire and render said
section untraceable.
If there is no surface connection possible, each project shall start and terminate with the
installation of a "Test Station" as supplied by the Aurora Operations Division.
The Contractor is required to install a "Test Station" at locations approved by the Director
or his designate.
Tracing wire continuity must be maintained and wire shall be brought up through all valves,
including all valve boxes, chambers and secondary valves. Splicing is not permitted except
at the end of rolls. However, if it is required, waterproof electrical shrink connectors
approved for underground installation shall be used.
Tracing wire continuity will be tested and verified by the Town of Aurora Operations
Division prior to the acceptance of the contract. (See Town of Aurora “Design Criteria
Manual For Engineering Plans”, Index of Standard Drawings, Standard Drawing Nos. W104 and W-105).
2.4 INTERRUPTION OF SERVICE
Prior to the commencement of construction, a pre-construction meeting shall be held,
enabling the Town of Aurora’s Operations Division staff to have an opportunity to
familiarize the Contractor with the location and operation of valves within and immediately
peripheral to the limits of the contract. Said valves may be operated by the Contractor's
forces during scheduled operations provided proper notification is given to the Town of
Aurora Operations Division as well as to all residents so affected. Said notification shall be
given in writing a minimum 24 hours in advance enabling the residents to arrange for
sufficient water to be drawn prior to the discontinuation of service.
Should residents be left without water for an unusual length of time in the opinion of the
Director, the Contractor shall arrange for suitable alternative supply. The Contractor shall
protect the Corporation against any or all claims, public liability and/or damage to property
that may arise from such a service interruption.
At the completion of a contract a post construction inspection will be made of all valves
operated during the course of the contract in order to identify the presence of inoperative or
damaged valves. The cost of repairing same will be borne by the Contractor or the Town
of Aurora depending upon the nature of the damage involved. The Director will be the sole
judge of determining which party is to be assessed the cost of repairing same.
P a g e | 17
Any Contractor working in an unassumed development shall not be permitted to operate
any valves or other controls within the Town's water distribution system without proper
authorization from the Director, or his designate, other than for emergency purposes.
In the event of emergency, valves or other controls may be operated by a qualified
employee engaged by the contractor without prior notification, however, the Town of
Aurora Infrastructure and Environmental Services Department as well as those residents
so effected must be notified as soon as possible of the nature of the work being
undertaken and the anticipated down time.
2.5
WATERMAIN INSTALLATION
2.5.1 Pipe Installation
Proper procedure, tools and facilities satisfactory to the Director or his representative shall
be provided and used by the Contractor for the safe and convenient execution of the work.
All pipe fittings, valves and hydrants shall be carefully lowered into the trench in such a
manner as to prevent damage of watermain materials and protective coatings and linings.
Under no circumstances shall watermain material be dropped or dumped into the trench. If
damage occurs to any pipe, fitting, valve, hydrant or watermain accessory in handling, the
damaged item shall be replaced. The Contractor shall take such precautions as are
necessary to prevent foreign material from entering the pipe. The pipe shall be lowered
singly to the bottom of the trench and shall be made to rest firmly throughout its length on
the granular bedding material. The pipe shall be secured in place with bedding material
tamped under the haunches, except at the flanges. The watermain shall then be backfilled
to a minimum 300mm above the pipe, or as indicated on the drawings. During times when
pipe laying is not in progress, the open ends of pipelines shall be closed by watertight
plugs, or other means approved by the Director. If water is in the trench, the plugs shall
remain in place until the trench is pumped completely dry. The Contractor shall also
secure the pipe with sufficient backfill or other weight to prevent the pipe from floating. Any
pipe, which has floated or has otherwise been dislocated, shall be removed and re-laid at
the contractor's expense. No pipe shall be laid in wet or unstable trench conditions which
preclude proper bedding and installation. The Director or his designate shall be the sole
judge as to the acceptability of the trench condition.
2.5.2 Pipe Joints
Pipes shall be joined in strict conformance with the recommendation of the manufacturer of
the pipe being used and as herein specified.
2.5.3
Direction of Bells
The direction of the bells is not functionally related to the direction of flow within the main.
It is, however, common practice when the main is being laid on grade, that the pipe is most
frequently laid with the bells facing uphill for ease of installation.
P a g e | 18
2.5.4 Push - On Joints
This type of joint consists of a bell cast integrally with the pipe. The bell is provided with an
internal groove in which a heavy rubber gasket is retained. The spigot end of the pipe is
bevelled and the connection is assembled by pushing the spigot into the bell, thereby
compressing the gasket and forming a watertight joint. Care must be exercised to make
certain that the correct gasket is being used for the type of pipe being installed and that the
gasket faces the proper direction.
Prior to installation, the groove and the bell socket shall be thoroughly cleaned, and the
rubber gasket supplied with each pipe shall be lubricated with a thin film of lubricant
applied to the inside of the gasket which will be in contact with the spigot end of the pipe.
No lubricant, other than that specified by the manufacturer shall be used. Field cutting of
push - on joint pipe whenever it becomes necessary shall be done so as to leave an end at
right angles to the axis of a pipe and the cut shall be conditioned by bevelling the outside
edge at 30 degree angle to the pipe.
2.5.5
Mechanical Joints
The mechanical joints for ductile iron pipe has four parts; a flange cast integrally with the
bell of the pipe; a rubber gasket fitting a recess in the socket; a gland to compress the
gasket; and bolts and nuts for strengthening the joint. The gland shall be placed on the
spigot end of the pipe closely followed by the gasket after both have received a coating of
lubricant. The entire section of pipe shall be pushed forward to seat the spigot end in the
bell. The lubricated gasket shall then be pressed into place within the bell, taking care that
the gasket is evenly located around the entire joint. The gland then shall be moved along
the pipe into position for the bolting.
The bolts and nuts should then be assembled by hand and partially tightened. Nuts
spaced 180 degrees apart shall be tightened alternately in order to produce an equal
pressure on all parts of the gland. The Contractor shall complete the assembly by
tightening evenly with a torque-limiting wrench and the torque shall be varied for different
sizes of bolts and shall be to the manufacturer's recommendations.
Where Hyprotec pipe is specified, the same specifications should apply, however, to
complete the assembly, the joint must be sealed using the Denso System or approved
equivalent.
2.5.6 Pipe Deflection
Wherever it is necessary to deflect the pipe from a straight line either in a vertical or
horizontal plane, the deflection angle shall not exceed that recommended by the pipe
manufacturer. In all cases, the contractor shall complete the jointing in straight line as
specified, and he shall make the deflection after the joint is assembled as recommended
by the pipe manufacturer.
2.5.7 Setting of Valves, Hydrants and Fittings
All valves, hydrants, drain valves, air release valves and other fittings shall be accurately
located as shown on the drawings. In order that the pipe will not be required to sustain
P a g e | 19
their weight, all valves and fittings shall be provided with a support, such as concrete block.
Use of wood planking as a support is not permitted.
A written instruction from the Director, or his designate is required for installing hydrants
and valves at other than that specified location. The Contractor shall install a key operated
gate valve one (1) metre from the hydrant. All hydrants installed in the Town of Aurora
shall meet the requirements of Section 2.1.4 and the "Approved Materials List" (Appendix
“A” and “B”) of this specification. Hydrants are to be plumb to proposed grade with the
bottom flange 50 to 200mm above grade, with the ground slightly sloped such that water
will not accumulate at the base of the hydrant. Lowering of the grade to expose the bottom
flange around the hydrant will not be permitted unless by doing so the appearance of the
area is improved. If by doing so the extent of restoration is extended, the Contractor shall
bear full cost of same.
A valve box or chamber shall be provided for every valve. The valve box shall be set
plumb over the operating nut of the valve, with the box cover flush with the final grade or
such other elevation as may be directed. Guide plates are to be used with all valve boxes
and the valves shall operate freely after installation.
Dead ends shall be avoided wherever possible. If a dead end can't be eliminated it shall
be terminated with an approved plug manufactured for the pipe in use and shall be
equipped with suitable blow-off properly anchored to prevent movement. (See Town of
Aurora “Design Criteria Manual For Engineering Plans”, Index of Standard Drawings,
Standard Drawing No. W-108).
The Contractor shall provide fabricated bends for any change in line or grade of 11-1/4
degrees or more. Deflections less than 11-1/4 degrees shall be made by pipe joint
deflection, however the Contractor shall never exceed the manufacturer's recommendation
in deflecting pipe joints.
An air release valve is required at all high points within the water distribution system or as
called for on the construction drawings. All air release valves shall be located in chambers.
The Contractor shall ensure the required corrosion protection for all valves, hydrants and
fittings is utilized.
2.5.8
Anchor Blocks
All plugs, caps, tees and bends deflecting 11-1/2 degrees or more shall be anchored to
prevent movement by providing suitable thrust blocks or metal harnesses, as shown on the
plans or as specified herein. The thrust blocks shall be concrete having the compressive
strength of not less than 20 MPa at 28 days. Blocks shall be placed between undisturbed
ground and the fitting. Bond breaker is to be used between the fitting and the concrete
block.
The area of bearing on the fitting and on the ground in each instance shall be as shown or
directed by the Director and shall be sufficient to prevent movement during operation. The
blocks shall be so placed that the pipe and the fitting joints will be accessible for repair.
Approved metal harnesses of tie rods and clamps, or joint restrainer glands of adequate
P a g e | 20
strength to prevent movement, may be used instead of concrete blocks. Steel rods,
clamps and nuts shall be galvanized or asphalt coated to prevent corrosion.
2.5.9 Service Connections
All service connections are to be tapped "wet" (the watermain shall be pressurized by
pumping if necessary during the tapping).
Standard waterworks equipment shall be used for the tapping of watermain pipe and the
insertion of the main stop. The tapping machine used must be in good condition. It is
important that the boring bar does not wobble and that the drilltop is clean and sharp. The
threads on the tap shall match the treads on the main stop. Depending on the wall
thickness of the watermain pipe, there should be from one to four threads showing when
main stop is inserted. The Contractor shall make a "Shop-Tap" ahead of time and make a
stop-mark on the boring bar at the proper location for the type of watermain being used.
Care must be exercised during insertion of the main stop to prevent crossing threads and
over-tightening. Main stops are to be located on the watermain at an angle of about 45
degrees. Main stops must be staggered and spaced at least 300mm apart and at least
300mm from the end of the pipe. Service pipe connected to the main stop shall be either
bent to form a proper "gooseneck" or a standard manufactured "gooseneck" shall be used.
Service pipe shall be laid in an evenly graded trench to provide a minimum of 1.7m of
cover below proposed final grade. Care must be exercised to prevent deformed sections
on the pipe caused by excessive bending. All deformed sections shall be removed and
replaced at the contractor's expense. Granular "D" bedding and backfill material shall be
used from a point 150mm below to a point 150mm above the service pipe. Curb stops
shall always be located on the street line.
All services to be tapped on P.V.C. pipe shall be installed with the use of stainless steel
saddles manufactured for this purpose. (See Town of Aurora “Design Criteria Manual For
Engineering Plans”, Index of Standard Drawings, Standard Drawing Nos. W-101, W-107,
W-108 and W-109).
2.6
2.6.1
BACKFILLING
Bedding
Unless otherwise specified or approved by the Director, all watermains shall have Granular
"D", (Limestone Screening or Approved Equivalent), bedding material. Bedding material
shall be placed to provide uniform and adequate support under the pipe. Blocking shall not
be used to bring the pipe to grade. Prior to placement of the pipe, the bedding material,
with a compacted depth of 150mm, shall be shaped to line and grade, with bell holes at
each joint to permit the joint to be assembled properly while maintaining a uniform pipe
support. The bedding material shall be compacted with approved compaction equipment
to 100% Standard Proctor Maximum Dry Density. (See Town of Aurora “Design Criteria
Manual For Engineering Plans”, Index of Standard Drawings, Standard Drawing No. W100).
P a g e | 21
2.6.2 Initial Backfilling
Initial backfilling shall be completed as soon as possible after the laying and jointing of the
pipe and associated appurtenances or as otherwise specified or approved by the Director.
The trench shall be filled by hand to the mid-point of the pipe with granular material and
compacted. Backfilling shall be carried out on each side of the pipe simultaneously. From
the mid-point of the pipe to a point at least 300mm over the top of the pipe, the trench shall
be backfilled by hand or approved mechanical method in order to prevent displacement or
physical damage to the pipe.
2.6.3 Backfilling
The remainder of the trench shall be backfilled with native material free from cinders,
ashes, refuse, vegetable or organic materials, boulders or other material which, in the
opinion of the Director, is unsuitable, in 300mm layers and compacted to a minimum of
95% Standard Proctor Density. Where the excavation is made through improved surfaces
such as pavements, shoulders, driveways or sidewalks, or where such structures are
undermine by the excavation, the trenches are to be backfilled in the same manner as
previously outlined except that the native material shall be brought up to the top of the
existing subgrade. The granular underlying such structures shall be placed in accordance
with the "150mm Layer Compaction Method" using identical granular materials and depths
which originally existed, and compacted to a minimum of 100% Standard Proctor Maximum
Dry Density. Granular backfill shall be brought up to the elevation required in order to
permit the installation of the final surfacing material that shall correspond to the material
and depth that originally existed, or in the case of hot-mix asphalt to a minimum compacted
depth of 50mm.
2.6.4
Compaction by Saturation
Flooding, jetting or puddling shall only be allowed upon special permission from the
Director of Infrastructure and Environmental Services. If permission is granted, care should
be taken to provide drainage and prevent floatation of the pipeline. Saturation shall be not
permitted during freezing weather. Erosion of pipe support at the sides and bottom by
water jetting shall be prevented. Only enough water is to be applied to give complete
saturation. Enough time is to be allowed for saturated soil to dewater and solidify.
2.7 FIELD TESTING – This Section will be updated to meet the new MOE criteria as
soon as it is available. Please refer to QMS-PRO-026 Water-main Disinfection
Procedure.
2.7.1 Pressurizing Newly Installed Watermains
The Contractor shall supply, install and remove all temporary connections, valves, drains,
blow-offs and other appurtenances that are required for the charging, testing, chlorination
and flushing of the new watermains. The cost of this work shall be included in the tender
prices. The Contractor shall make all arrangements with the Town of Aurora Infrastructure
and Environmental Services Operations Division, if necessary, for the supply of water for
P a g e | 22
this purpose and the costs, which may be incurred, shall be included in the tender price. All
watermains installed within the Town of Aurora shall be tested in the presence of a
Representative of the Director. Prior to pressure testing and sterilization, the
Representative and a competent person supplied by the contractor will inspect the
installation. If the installation is approved by the Representative, the Contractor may
proceed with the required testing.
2.7.2 Hydrostatic Leakage Test
The leakage test shall include all watermains, valves, drains, hydrants, blow-offs, services
to the streetline and other appurtenances as indicated in the approved contract drawings.
The Contractor shall operate each and every valve in the presence of the Town's
representative using the proper valve-operating key. Each valve must be fully opened and
closed as required.
Each test section of pipe shall be slowly filled with water and all the air shall be dispelled
from the main. The test section shall be subject to a continuous pressure of 1035 KPa
(150 P.S.I.) for a period of 2 hours, or as directed by the Director. The leakage is the
amount of water added to the test section in order to maintain specified test pressure for
the test duration. If the measured leakage exceeds the allowable leakage all leaks are to
be located and repaired, and the section shall be retested until a satisfactory result is
obtained. The cost involved with the repairs and retesting shall be borne by the Contractor.
The allowable leakage for mains shall be calculated in accordance with the formula:
2.2 litres per millimetre of pipe diameter per kilometre of pipe per 24 hours.
The allowable leakage for P.V.C. mains shall be calculated in accordance with the
following:
Pipe Diameter
150mm
200mm
250mm
300mm
Allowable Leakage in Litres/1000 metres/Hour
13.75 L
18.33 L
22.91 L
27.50 L
2.7.3 Flushing and Disinfecting Watermains (Sterilization)
On completion of the satisfactory pressure test, the mains shall be sterilized by the
Contractor.
Complete swabbing (flushing) of the new watermain is required prior to the commencement
of the disinfecting operation.
After the swabbing and flushing is completed, chlorine is to be applied to the pipe section
so that the chlorine concentration throughout the entire test section is 100 P.P.M.
minimum. The system is then to be left charged with the chlorine solution for 24 hours. All
valves and hydrants located in the test section are to be operated during the 24-hour test
P a g e | 23
period. Residual chlorine in the subject section is to be tested after 24 hours and if the test
indicates a residual of less than 25 P.P.M. the chlorination process is to be repeated.
Upon satisfactory chlorination, the test section is to be completely flushed using the
existing distribution system and the disinfecting water shall be diluted to an acceptable
chlorine residual of 0.5 P.P.M. or less. Flushing shall be carried out as directed by the
Inspector. All chlorinated water shall be pre-tested prior to disposal and the method of
disposal shall be subject to the approval of the Contract Administrator.
The test section is to be charged with water from the existing distribution system and
samples shall immediately be taken for bacteriological tests (see section 2.10). If tests do
not meet the necessary requirements, the chlorination procedure is to be repeated until
satisfactory results are obtained. The test system is not to be put into operation until
clearance has been given by the Director or his representative.
2.8
RESTORATION OF SERVICES
The Contractor shall restore and/or replace paving, curbing, sidewalks, gutters, shrubbery,
fences, sod or other disturbed surfaces or structures to a condition equal to, or better than,
the condition prior to the work being undertaken and to the satisfaction of the Director and
shall furnish all labour and material incidental thereto.
2.9 CLEAN UP
Surplus pipeline material, tools and temporary structures shall be removed by the
Contractor. All dirt, rubbish and excess earth from the excavation shall be disposed of at
the expense of the Contractor. The construction site shall be left neat and clean, to the
satisfaction of the Director.
2.10 WATER QUALITY TESTING
The tests used to determine quality of water within the new watermains prior to said water
being approved for public consumption, are the Membrane Filter Test and the
Present/Absent Test:
Membrane Filter Test - Total Coliform (TCMF) per 100 ml. sample of water tested
must be 0 to 1 to be classified as safe for drinking. Background (TCMFBK) per 100
ml. sample of water tested is an index of the overall bacteria colonies present and
should be less than 1000. Samples with figures 300 + have a good opportunity of
having coliform present in the sample. Standard Plate Count per 100 ml. sample of
water tested gives the total bacterial count and a figure of 500 or less is generally
acceptable.
Present/Absent Test - All samples are 100 ml. in size. The samples are tested for
the following: Coliform, Faecal Coliform, Faecal Streptococcus, Pseudomon
P a g e | 24
Aeruginosa, Aeromonas SP, Staph & Aureus. If any of the Present/Absent Tests
indicate Present, the watermain should again be disinfected, flushed and retested.
All water sampling for newly installed watermains will be conducted by the Town of Aurora
Infrastructure and Environmental Services Department staff. All samples will be taken on
Wednesdays. All requests for taking samples will be made 48 hours in advance of
sampling. Written verification of results will be continually forwarded unless the
Present/Absent Test indicates a failure of any given sample upon which verbal notification
will be made as soon as possible.
P a g e | 25
SECTION 3
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
SPECIFICATIONS FOR SEWERS
3.1 MATERIALS
Unless specified otherwise, all sanitary sewer pipe shall be either Polyvinyl Chloride
(P.V.C.), as per C.S.A. B-137.3, B-182 or B-182.4(DR 35) or better base on the pipe depth
(minimum), or Concrete pressure sewer pipe with the bell and spigot type joint complete
with "Roll-in-Gasket" or for larger pipe the confined "O" ring gasket.
Unless specified otherwise, or approved by the Director, storm sewer pipe shall be
reinforced concrete, Class III (minimum) meeting the requirements of C.S.A. specification
A257.2 or Polyvinyl Chloride (P.V.C.) pipe having concentric, external reinforcing ribs
meeting the requirements of C.S.A. B182.4.
3.1.1 P.V.C. Pipe and Fittings
Unless otherwise specified or approved by the Director, all fittings and accessories shall be
manufactured and furnished by the pipe supplier, and shall have bell and/or spigot
configuration suitable for the pipe in use. The Contractor shall supply pipe of the size and
class as shown on the contract drawings.
Polyvinyl Chloride pipe specified in the contract drawings or documents shall be
manufactured to conform to C.S.A. specifications. The joints shall be bell and spigot type
with rubber gasket. The Contractor shall supply fittings suitable for, and compatible with,
the class and type of pipe with which they will be used, and said fittings shall be
manufactured to C.S.A. B182.2 or C.S.A. B182.3 specifications, in a plant certified by
C.S.A.
All sanitary pipe material shall be coloured green to identify them as such. All storm pipe
material shall be any other colour to identify them as such.
The list of special fittings that are accepted by the Town should also meet the requirements
of ASTM 3034.
Maintenance hole Connectors:
a) Wing adaptor complete with sand ring
b) Bell or spigot manhole section complete with sand ring
c) Kor-N-Seal connector
P a g e | 26
Service Connections:
a) 22-1/2 and 45 degree sweeps
b) Strap on saddle Tee or Wye, shall be secured onto the pipe with two straps
solvent welded and gasketed.
Cleanout Adapter:
"Crowle" test fitting, or approved equal, stamped "STM" or "SAN" by the
manufacturer and which will be located at the streetline.
Sanitary Cleanout Inspection Chambers:
Le-Ron Plastics Inc. as per ‘IC Schematic Install Diagram’ and ‘4” x 5” x 8”
Inspection Chamber’ or approved equivalent.
3.1.2 Concrete Pipe and Fittings
Unless otherwise specified or approved by the Director, all fittings, bends and accessories
shall be manufactured and furnished by the same pipe supplier and shall have bell and
spigot configuration suitable for the pipe in use.
Unless specified otherwise or approved by the Director all concrete sewer pipes shall have
the following minimum requirements:
Pipe 300mm and larger shall be reinforced Class III (65-D) meeting the
requirements of C.S.A. Specification A257.2
All rubber gaskets shall be manufactured by the extrusion or moulding of high grade rubber
compound and shall meet the "Physical Requirements for Gaskets" in accordance with
A.S.T.M. Designation C443. Only pipe produced by the supplier who is at both the date of
production and the date of delivery prequalified by the Ontario Ministry of Environment and
Climate Change in the sizes and classes required by the Contractor shall be used in any
project within the limits of the Town.
The manufacturing of all elbows, bends or fittings shall be governed by the same
requirements, and shall be supplied by the pipe manufacturer. All "Tee" connections on
concrete sanitary mains shall be pre-manufactured with factory installed P.V.C. bell - type
connections.
3.1.3 Solvent Cement
Solvent cement and primers used on P.V.C. pipe and fittings shall be the type
recommended and/or supplied by the pipe manufacturer.
The "Roll-in-Gasket" used on the concrete pipe does not require lubricant. The sealing is
completed during the homing of the pipe when the rubber gasket rolls into place by the
friction of the non-lubricated pipe spigot.
P a g e | 27
3.1.4
MAINTENANCE HOLES
3.1.4.1
Precast Maintenance Holes
Precast maintenance holes shall be manufactured to conform to the requirement of the
latest revision of the Ontario Provincial Standard Drawings. In addition, in order to comply
with the aforementioned requirements, the precast maintenance hole sections, tops,
appurtenances, bases and jointing materials shall meet the requirements of A.S.T.M.
C478.
Maintenance holes joints are to be manufactured such that a joint is formed by a male
section interconnecting with a female end of the adjoining section. All surfaces which are
designed to support the gasket shall be smooth and free from imperfections which would
adversely effect the performance of the joint, since the gasket is the sole element being
depended upon to make the joint water tight.
The Contractor shall provide a minimum of 300mm of compacted HL8 stone as bedding to
each manhole. In the event the foundation materials are found to be unstable or having
non-uniform bearing capacity because of its moisture content, the contractor is required to
line the previously prepared base with Geotextile, or approved equal before placing the
stone bedding. An overlap of 300mm is required around the manhole and an overlap of
100mm at each joint is required, if necessary. Said material shall be laid perpendicular to
centreline, and all edges and joints must be held down to prevent displacement. The
bedding material shall be hand shaped before the installation of the manhole.
It is not a requirement but a recommendation that the Contractor use cast-in-place
manhole bases.
There shall be no leakage allowed through the maintenance hole joints or walls. If the
maintenance hole section is supplied with lift holes, they shall be parged externally and
internally with non-shrinking mortar to prevent any water seepage.
Benching in all sanitary and storm maintenance holes shall be carried to the obvert (top) of
the pipe.
Rigid maintenance hole connector pipes are to be supported from the maintenance hole to
the first joint with a 20 MPa concrete cradle.
Maintenance holes shall be adjusted to final elevation using precast adjustment rings
meeting the current requirements of the A.S.T.M. C748 specification. The Contractor shall
use a minimum of three and a maximum of six adjustment rings for any installation. The
adjustment rings shall be parged externally with 1:3 non-shrink mortar applied at a
minimum 15mm thickness and sealed with a mastic compound (or approved equivalent )
after parging.
Prior to backfilling, the Contractor shall provide a 4:1 frost wedge to subgrade at each
structure. Said frost wedge shall be Granular "B", type 1 passing the 4.75mm sieve, which
shall be compacted to a minimum 95% Standard Proctor Density.
P a g e | 28
3.1.4.2
Cast In Place Maintenance Holes
Cast in place maintenance holes shall be manufactured to the requirements of the latest
edition of the Ontario Provincial Standard Drawings. In addition, all of the components of
concrete shall meet the appropriate C.S.A. Specifications, and shall conform to the
following requirements.
All concrete shall be placed, consolidated and cured in accordance with O.P.S.S. Form 904
and shall have reinforcement bars meeting C.S.A. G30.12m.
The cement shall be Type 10, with minimum cement content of 300 kg/m3 and water
cement ratio of 0.55 maximum.
Class of concrete
Coarse aggregate
Air Content
Maximum Slump
- 25 MPa at 28 days
- 19mm maximum size
- 6% + 1%
- 60mm
Lumber shall be grade marked to which allowable stress may be assigned in accordance
with the Ontario Building Code regulation 583/83. Plywood shall meet CSA CAN 3-A23.1m
specification.
In the event the Contractor is required to place concrete between the 15th of October and
the 15th of April, heating equipment shall be on site and available for use whenever the air
temperature is 5°C and falling or less, in order to maintain temperature of concrete
surfaces at not less than 10°C for 120 hours immediately after placing.
The Contractor shall notify the Director or the on-site inspector at least 48 hours prior to
concrete placement. The Contractor shall arrange for testing of the concrete by a qualified
testing agency satisfactory to the Town of Aurora.
One set of tests is required for each maintenance hole being poured. One set shall include
air, slump and the casting of compressive strength cylinders. If slump or air content falls
outside of limits specified, a second test will be immediately made on the same load. In
the event of failure, the concrete will be deemed unacceptable and the whole batch from
which the sample was taken shall be removed from the site.
If any strength requirement provision fails to meet specification, core samples will be taken
and said concrete tested to verify strength. The compressive strength of the concrete will
be considered satisfactory if averages of all sets of 3 consecutive strength tests are at least
equal to specified compressive strength and no individual test is more than 3.5 MPa below
specified strength.
Remove forms as soon as possible after the concrete has adequate strength to support its
own weight and all superimposed loads without cracking or deflection.
Wet cure the concrete structures for 10 consecutive days. During the curing period,
special provisions are required in cold or hot weather treatment as outlined O.P.S.S. Form
P a g e | 29
900. If the Contractor decides to use curing compound following the stripping of the forms,
the concrete structures shall be saturated for 24 hours prior to applying two coats of curing
compound.
Rigid maintenance hole connecting pipes must be supported from the manhole to the first
joint with a 20 MPa concrete cradle.
Benching in all sanitary and storm maintenance holes shall be carried to the obvert (top) of
the pipe.
A minimum of three and a maximum of six precast adjustment rings shall be used to obtain
the final elevation of the maintenance hole. All adjustment rings are to be parged
externally with 1:3 non-shrinking mortar mix, applied a minimum of 15mm thickness and
sealed with a mastic compound (or approved equivalent ) after parging.
During the backfilling operation, the Contractor shall provide for a 4:1 Granular "B", type 1
passing the 4.75mm sieve, frost wedge up to subgrade. Said granular wedge shall be
compacted to a minimum 95% standard proctor density.
3.1.4.3 Mortar Mixing and Concrete Finishing
All mortar mix used on structures, for any purpose, shall be mixed at a ratio of 1 part
cement to 3 parts sand. All cement shall meet CSA CAN 3-A5-M requirements and sand
to CSA A82-56M.
The mortar ingredients shall be thoroughly mixed in such quantities as are immediately
required. Do not use mortar that has been mixed more than two hours prior to placing.
All benching in the maintenance holes shall be carried to the obvert (top) of the pipe, and
finish all surfaces of benching to wood float finish. All channels shall be finished to steel
trowel finish. Brick work including the pipe inlets must be parged externally and internally
with a minimum mortar thickness of 15mm.
3.1.5
MAINTENANCE HOLE FRAMES AND COVERS
Frames and covers shall be made of cast iron with machined seats for close fit to prevent
rocking. Frame and covers are to be manufactured to the dimensions and requirements of
O.P.S. specifications. The initials or mark of the manufacturer and the year of installation
are to be distinctly cast in raised letters on the frame and cover.
Sanitary maintenance hole covers are to be of 'closed' construction per O.P.S.D-401.01,
TYPE 'A' with a 2mm rubber gasket between the frame and cover along with rubber plugs
within the covers pick holes. Storm maintenance covers are to be of 'open' construction per
O.P.S.D-401.01, TYPE 'B'.
Any maintenance hole which is located off the road allowance (in an easement, walkway,
open space, etc.) shall be equipped with a security-type cover per O.P.S.D-401.060
P a g e | 30
complete with the specified bolts and gaskets. All sanitary maintenance holes shall be
equipped with watertight seals as supplied by the manufacturer of the frame and cover.
All castings shall be given a protective coat of asphaltic compound before shipment from
the foundry.
The frames shall be square and shall be seated in a full bed of mortar on the precast
interlocking adjustment ring.
3.1.6
Precast Adjustment Rings
A minimum of one and a maximum of three precast adjustment rings shall be used to
obtain the final elevation of the maintenance holes (as per OPSD 704.010). Only precast
concrete adjustment rings meeting the requirements of ASTM C478 shall be used.
Concrete adjustment rings are to be parged externally only with minimum mortar thickness
of 15mm and sealed with a mastic compound (or approved equivalent) after parging.
Mortar shall be composed of 3 parts sand conforming to C.S.A. A.82.56M to 1 part cement
conforming to C.A.N. 3.A5.M.
The first ring is to be set in a full bed of cement mortar whereas successive sections have
to be assembled using the sealant recommended and/or supplied by the manufacturer.
3.1.7
Maintenance Hole Steps
All sewer maintenance holes shall be installed complete with maintenance hole steps
manufactured to the requirements of OPSD 405.01 "Solid Circular Aluminium".
The bottom step is to be located 300mm above the benching, all other steps will be
installed at intervals of 300mm centre to centre. The distance from the base of the frame
to the first step is to be 75mm.
3.1.8
Safety Platform
All safety platforms shall meet the requirements of OPSD-404.01 or OPSD-404.02 with the
following special requirements:
-
For all maintenance holes greater than 5.0 metres in depth, the installation of a
safety platform at the halfway point is required.
-
The distance between safety platforms shall not exceed 5.0 metres.
-
There shall be a minimum of 2.0 metre clearance between the top of
benching and the lowest safety platform
-
Install grating assemblies so that they are matched and free of deflection or
deformation.
P a g e | 31
-
3.1.9
Sewer inverts and safety platforms shall be placed such that sewage flows do
not discharge onto the platform.
Drop Structures
All drop structures shall be installed in accordance with the Town of Aurora “Design Criteria
Manual For Engineering Plans” Standard Drawing No. S-301 – Typical Drop Structure for
Standard Maintenance Holes.
3.1.10
Catchbasin and Ditch Inlets
Only precast catchbasins, ditch inlets or rear-yard catchbasins meeting the requirements of
the Town of Aurora “Design Criteria Manual For Engineering Plans” Standard Drawing No.
S-303 – Catchbasin and Subdrain Detail.
Said catchbasins shall also meet the following special requirements:
-
minimum depth, measured from the top of grade to the invert of the outlet pipe
shall be 1.4 metres.
-
all precast structures shall have a sump extending downward 600mm from the
pipe invert.
-
during the backfilling operation, the Contractor shall provide for a 4:1 Granular
"B", type 1 passing the 4.75mm sieve, frost wedge to the road subgrade; said
granular material being compacted to a minimum 95% Standard Proctor
Density.
-
catchbasins shall be adjusted to final grade by way of precast adjustment rings,
using a minimum of one and not more than three (as per OPSD 704.010).
Concrete adjustment rings are to be parged externally only with minimum
mortar thickness of 15mm and sealed with a mastic compound (or approved
equivalent) after parging.
-
rigid catchbasin lead pipes must be supported from the catchbasin to the first
joint with a 20 MPa concrete cradle.
3.1.11 Service Connections
Sanitary Services
All sanitary services shall be P.V.C. (DR28) pipe being 125mm in diameter and
green in colour. In the event the sewer main is concrete pipe, the service
connections will be completed with pre-manufactured concrete "Tees", complete
with factory installed 125mm diameter PVC bell type pipe connections. Double
sanitary connections being 150 diameters with wye connection.
P a g e | 32
Storm Services
All storm service shall be Class 3 (extra strength) unreinforced concrete pipe or
P.V.C. (DR28) being 150mm diameter and being white in colour.
Catchbasin Leads
Single catchbasin leads shall be 250mm diameter, P.V.C. (Ultra-Rib) pipe.
Double catchbasin leads shall be 300mm diameter, P.V.C. (Ultra-Rib) pipe.
3.2
CONSTRUCTION
3.2.1 Bedding Materials
Unless otherwise specified or approved by the Director, all sewer pipe (including concrete
pipe), shall have HL8 stone bedding material meeting the current OPSS Form 1001.
Bedding material shall be placed to provide uniform and adequate longitudinal support
under the pipe and will experience only slight volume change with variation of its moisture
content. Blocking shall not be used to bring the pipe to grade. Prior to placement of the
pipe, the bedding material, with a compacted depth of 150mm, shall be shaped to line and
grade, with bell depressions at each joint provided for in order to permit the joint to be
assembled properly while maintaining a uniform pipe support by having the barrel of the
pipe resting on the bedding material. (See Town of Aurora “Design Criteria Manual For
Engineering Plans”, Index of Standard Drawings, Standard Drawing No. S-300).
3.2.2 Pipe Installation - General
The proper procedures, tools and facilities that are recommended by the pipe manufacturer
and satisfactory to the Director shall be provided and used by the Contractor for the safe
and convenient execution of the work. All pipes and fittings shall be carefully lowered into
the trench piece by piece to prevent damage. Pipes and fittings shall be inspected prior to
final assembly for defect or damage. Any material found to be unsound shall be removed
and replaced at the Contractor's expense.
If there is water in the trench, the open end of pipe shall be closed by a watertight plug, or
other means approved by the Director until the trench is pumped dry. The Contractor will
also secure the pipe with sufficient backfill or other weight to prevent the pipe from floating.
Any pipe which has floated or otherwise been disturbed shall be removed and re-laid at the
contractor's expense. No pipe shall be laid in wet or unsuitable trench conditions which
preclude proper bedding and installation. The Director or his designate shall be the sole
judge as to the acceptability of trench conditions. In the event that the Contractor
encounters an unstable trench bottom, he shall then immediately notify the Director or his
designate on site and shall await instructions as to how to proceed with the base
preparation. Failing this, should the pipe shift or settle unevenly, the Contractor shall
remove the affected sections at his own cost, and shall relay affected sections with the
method recommended by the Director at his own cost.
P a g e | 33
Pipe shall be jointed in strict conformity with the recommendations of the manufacturer of
the pipe in use and as specified herein.
3.2.3 P.V.C. Pipe Joint Assembly
The most frequently used type of joint is the bell and spigot type assembly, in which the
lubricated pipe spigot end slides through the rubber gasket and into the bell. The
elastomeric gaskets may be supplied separately in cartons or be prepositioned in the bell
joint or coupling depending upon the nature of installation at the factory.
Inspect the gasket, pipe spigot bevel, gasket groove (if required) and the sealing surface
for damage or deformation. When gaskets are supplied separately, use only gaskets
recommended and/or supplied by the pipe manufacturer.
Good alignment of the pipe is essential for the ease of assembly. Align the spigot to the
bell and insert the spigot into the bell until it contacts the gasket uniformly. The spigot end
is marked by the manufacturer to indicate the proper depth of insertion. Push the spigot
end into the bell until the reference mark on the pipe barrel is flush with the end of the bell.
3.2.4
Concrete Pipe Joint Assembly
All concrete pipes shall be manufactured with push-on, bell and spigot type joints. The
jointing procedures shall be in strict conformity with the manufacturer's recommendations,
or as specified. For all gasket type installation, it is essential to clean gasket, bell and
spigot with rag or brush to remove all dirt and foreign material which could interfere with the
proper assembly installation. Any marked or deformed gasket that may affect the sealing
of the joint shall be removed and disposed of off site.
Homing of the pipe with a backhoe bucket or other mechanical means is not permitted.
3.2.5 Haunching and Initial Backfill
The haunching material shall be placed as soon as possible after the laying and jointing of
the pipe and associated appurtenances have been inspected and approved. The
haunching material, unless otherwise specified or approved by the Director, shall be
identical to the material used for bedding (HL8 stone). The placement of the haunching
material is an important factor affecting, especially in P.V.C. material, the performance and
deflection of sewer pipes. The backfilling shall be carried out on each side of the pipe
simultaneously. Place materials under the haunches and at least halfway up the pipe
(springline) to provide side support. The material placed under the haunches shall be
compacted with a tamping rod or other approved method, all the while ensuring that the
pipe remains in place throughout this compaction procedure. The material placement up to
and including the compaction under the haunches is identical for both P.V.C. and concrete
pipe. P.V.C. pipe requires additional lateral support in order to reduce the possibility of
excessive horizontal deflection due to the presence of an imposed load. To provide this
additional side support the HL8 stone material shall be carried to the top of the PVC pipe.
P a g e | 34
For P.V.C. pipe, the initial backfill shall start from the top of said pipe to at least 300mm
above the top of the pipe. In the case of concrete pipe, initial backfill is to extend from the
mid point of the pipe (springline) to a point at least 300mm above the pipe. In both cases
the material shall be Granular "B", type 1 passing the 4.75mm sieve, free of stone larger
than 50mm, and shall meet the current requirements of OPSS form 1010.
All materials within the pipe zone shall be placed by hand or by approved mechanical
method, simultaneously on both sides in order to assure that the pipe is not disturbed, and
shall not contain stone larger than 50mm in diameter. The initial backfill material shall be
compacted with a small compacting unit (i.e. vibratory plate tamper), however, care shall
be taken not to over compact the initial backfill directly above the sewer pipe in order to
prevent displacement or physical damage to the installation.
In the event the contractor encounters ideal joint conditions and receives a written approval
from the Director, the depth of the initial backfill can be reduced to a lesser depth of
150mm over the top of the pipe, however, the minimum depth shall be maintained at all
times to protect the pipe from damage during the final backfill placement.
(See Town of Aurora “Design Criteria Manual For Engineering Plans”, Index of Standard
Drawings, Standard Drawing No. S-300 – Sewer Bedding and Backfill Details, OPSS 401).
3.2.6 Joint Deflection
Wherever it is necessary to deflect the pipe from a straight line either in a vertical or
horizontal plane, the amount of deflection shall not exceed that recommended by the pipe
manufacturer. In all cases, however, the installation as described previously shall be
completed in a straight line prior to deflection.
3.2.7 Service Connections
Fittings manufactured by the pipe supplier are required for all house connections.
Manufactured "Tees" are to be located on the main sewer line at an angle of about 45
degrees above horizontal. The use of 45 degree or 22-1/2 degree long sweeps shall be
used for such purposes in order to minimize differential settlement. Sweeps shall not be
allowed to connect onto the main. Shallow connections do not require sweeps as grade
changes can be accomplished by joint deflection.
All service connections shall have the same embedment requirements as the main line
installation.
Double connections shall not be permitted without the written consent of the Director. In
the event two house connections are located substantially at the same location or one
building requires multiple connections, the service connections must be staggered and
spaced at least 300mm apart and at least 300mm from the end of the pipe length.
Service connections to maintenance holes are permissible provided the following
requirements are met:
P a g e | 35
-
Service laterals shall not be connected into the most upstream maintenance
hole.
-
The benching needed to accommodate the lateral connection shall not be
greater than 45 degrees from the centreline alignment of the sewer.
(See Town of Aurora “Design Criteria Manual For Engineering Plans”, Index of Standard
Drawings, Standard Drawing No. S-302 – Sewer Service Connection Detail).
3.2.8 Common Sewer Trench
In the event the storm and sanitary pipes are to be located in a common trench, one of the
following requirements shall apply:
(a)
The invert of the storm sewer pipe shall be at least 300mm higher than the sanitary
pipe invert.
(b)
If the invert of both pipes are identical or are less than 300mm, apart, then the
Contractor must maintain a 300 x 300mm undisturbed berm between said pipes.
This requirement is to reduce the possibility of the sanitary sewer infiltrating into the
storm sewer.
3.2.9 Backfilling the Trenches
The area from the top of the initial backfill to the subgrade, or to within 150mm of final
grade, whichever is appropriate, shall be backfilled with native materials. Said material
shall be free from stones or boulders larger than 200mm, vegetable or organic materials or
other perishable matter that would prevent proper consolidation or that might cause
subsequent settlement, or any materials which in the opinion of the Director are not
suitable. Trenches shall be backfilled using the 150mm to 300mm layered method, each of
which shall be compacted to a minimum of 95% Standard Proctor Density.
The material native to the Town of Aurora will consist of clay, silt and very fine sand in
various compositions, but in most cases silt is prevalent, with a moisture content higher
than optimum. Such materials exhibit very low shear strength and should the Contractor
use excessive compaction or vibration, slip failure will occur causing "pumping" or "rolling".
Such deficiencies are very difficult, if not impossible to correct and usually require full
removal.
During construction proper evaluation of the composite materials is essential as a result of
the varying nature of the soil from location to location.
In the event that the Contractor encounters soil conditions, during excavation, which he
feels will present problems during the backfilling operation, he shall contact the Town of
Aurora Infrastructure and Environment Service Department, Engineering Division, in order
to obtain advice as to how to handle the material and obtain approval before proceeding.
In the event there are significant accumulations of water in the trench, a pump or well
points shall be used to control the water.
P a g e | 36
The Contractor shall exercise care in selecting the size and type of the equipment he plans
on using for compaction. If the compaction unit is too heavy, shear failure may occur as a
result of the moisture content of the materials being placed. Consolidation shall be best
achieved by static compaction, using sheeps foot rollers.
In order to select the most appropriate compaction unit, the Contractor must keep the
following in mind:
1. The contact area and the efficiency of the compacting unit will increase with
larger pegs.
2. The larger sized pegs will enlarge the surface area, thus increasing the
evaporation of excess moisture.
3. The materials should be kneaded rather than vibrated together.
In all cases, when the backfilling operation is stopped, the Contractor shall maintain a plain
surface within the trench completed with proper crossfall, produced by a bladed machine in
order to ensure a work site that will drain quickly and efficiently.
For pipe installed by jacking or tunnelling, the void between the pipe and the tunnel wall is
to be filled with a non-shrinkable cement grout, developing strength of 10-15 MPa at 28
days. This can be accomplished by pumping, or in excessively long sections vertical holes
shall be drilled from the surface.
3.3 INSPECTION AND TESTING
All projects shall be inspected and tested upon installation. All debris and obstructions are
to be removed from the new line by flushing prior to proceeding with the inspection.
All pipe installations shall be inspected by use of a video camera. All videos are to be
reviewed by the project consultant and a written report shall be submitted with the video(s).
The following is a checklist of visual inspections:
-
All inverts shall be smooth and free to sags and high points.
-
All joints must be properly sealed.
-
Service connections must be properly made.
-
Maintenance holes, vertical adjustments, frames and covers, must be properly
installed, parged and sealed with a mastic compound (or approved equivalent )
after parging externally.
-
Maintenance hole benching shall be finished to "wood float finish".
-
All channels in maintenance holes shall be finished to "steel trowel finish".
P a g e | 37
-
Cracks in the walls of concrete pipe systems shall not exceed 0.3 millimetres
wide or the pipe shall be deemed unacceptable.
-
Any noticeable water in new installations, which should otherwise be dry, shall
have the problem traced to the source and be repaired.
In all new P.V.C. pipe system installations, the Contractor will be required to test the pipe
for any excessive vertical deflection due to imposed loading which is in excess of the
recommended limits (i.e.- 5%). This shall be accomplished by way of a Mandrell Test,
pulling a "pig" through the pipe. An air pressure test is also required on all P.V.C. pipes
according to OPSS 410.
Any increase or decrease in the volume of flow must be investigated and if the source of
flow cannot readily be determined an infiltration or exfiltration test will be required.
P a g e | 38
SECTION 4
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENT SERVICES DEPARTMENT
SPECIFICATION FOR THE CONSTRUCTION OF CONCRETE SIDEWALKS
4.1 SCOPE OF WORK
Unless otherwise stipulated in the contract document, the Contractor shall furnish all
labour, materials and equipment necessary for the installation of concrete sidewalks as
specified herein. He shall excavate or otherwise prepare the foundation to the depth and
grade as shown on the drawings or as requested by the Director. The subgrade shall be
shaped to line and level, and all disturbed materials shall be thoroughly consolidated to the
satisfaction of the Director or his designate. The degree of compaction shall be a minimum
of 95% Standard Proctor Density or the in-situ density of the adjacent undisturbed ground,
whichever is less. The surplus excavated material not required for backfilling or
embankment shall be disposed of off the site at the Contractor's expense.
4.2 MATERIALS
4.2.1 Concrete
The Concrete and constituent materials shall conform to O.P.S.S. 351, O.P.S.S.1350 and
The Town of Aurora “Design Criteria Manual For Engineering Plans”, Index of Standard
Drawings, Standard Drawing No. R-200 – Concrete Sidewalk Detail along with the following
specification:
class of concrete
coarse aggregate
air content
maximum slump
30 MPa at 28 days
19mm maximum size
7% +/- 1.5%
60mm
4.2.2 Granular Foundation Material
The granular foundation material in all cases, except where otherwise specified, shall be
19mm crusher-run limestone meeting the current O.P.S. specification and having a
maximum stone size of 19mm.
4.2.3 Material For Curing
Moisture vapour barrier when used for curing shall meet the physical requirements of
O.P.S.S.1305. Burlap conforming to O.P.S.S.1306 shall be used. White pigmented
membrane curing compound shall meet the physical requirements of O.P.S.S.1315.
P a g e | 39
4.3 CONSTRUCTION
4.3.1 Excavation
The Contractor shall arrange to have all utilities located at least 2 days prior to carrying out
any excavation. Prior to any excavation, all existing topsoil shall be stripped the full width
of the excavated area. Where the topsoil is to be saved, it shall be stockpiled within the
limits of the contract at a designated area along the route of the sidewalk and shall be used
in the restoration operation. Care must be taken in selecting the storage area for the
stockpiled topsoil, so that it will not obstruct or impair the visibility of local traffic.
Excavation for the foundation shall be to the depth shown on the approved contract
drawings. Care must be taken if the excavated materials are required for embankment. All
the material used for embankment shall be free from organic or other objectionable matter
and approved by the Director. Said material shall be placed in layers not exceeding
150mm in depth and uniformity compacted throughout, whether excavation or
embankment, to a minimum of 95% Standard Proctor Density or the in-situ density of the
adjacent undisturbed ground, whichever is less. Surplus materials from the excavation
shall be disposed of off site or as directed by the Director.
Unless otherwise noted all excavation, clearing and grubbing, embankment construction,
consolidation and disposal of surplus material shall be included in the unit price tendered
for the Construction or Removal and Construction of Concrete Sidewalk.
4.3.2 Sidewalk Removal
If the contract calls for the removal of existing concrete or asphalt sidewalk, the Contractor
will remove the designated sidewalk in small sections only, sufficient to carry on a day's
work and so as not to unduly obstruct local pedestrian and vehicular traffic. The Contractor
shall only remove those sections of sidewalk previously indicated for the purpose of
removal and in doing so, will not damage any driveways or private walks adjacent to his
work. The Contractor will be held responsible for private walks adjacent to his work. The
Contractor will be held responsible for all damage to any adjacent structure caused by the
construction of the sidewalk.
At the close of each day's work, the site is to be left in such a state as to ensure the safety
of the public.
4.3.3 Granular Foundation Material
Unless otherwise specified or approved by the Director, the granular foundation material
shall be 19mm crusher-run limestone with a minimum depth of not less than 100mm. In
the case of driveway crossings, a minimum depth of 50mm is acceptable because of the
additional concrete thickness. All granular material is to be compacted to a minimum 95%
Standard Proctor Density. (See Town of Aurora “Design Criteria Manual For Engineering
Plans”, Index of Standard Drawings, Standard Drawing No. R-200).
P a g e | 40
Should the foundation materials under the existing sidewalk be contaminated or in an
unacceptable condition, the Contractor shall remove to a depth of 225mm below final
grade and the same requirements shall apply as indicated in new sidewalk construction.
The unit price tendered for the removal and construction of concrete sidewalk shall include
payment for the supply, placement and compaction of the granular foundation material.
4.3.4 Tolerances on Granular Foundation Material
The compacted granular material shall not deviate more than 12mm from the specified
grade when using a 3.0m template.
4.3.5 Setting Forms
Immediately after the granular foundation is completed, suitable forms shall be placed to a
grade conforming to the approved construction drawings or as directed by the Director.
Forms are to be placed to provide a 2.0% fall toward the curb or such slopes as indicated
on the drawings.
Forms may be either steel or wood, and shall be sufficient depth to allow the placement of
the required depth of concrete. When wood is used, the boards shall be at least 19mm
thick. All forms are to be secured by stakes and shall be adequately treated so as not to
damage the concrete during removal. The forms are not to be removed for at least 24
hours after the concrete has been placed.
4.3.6 Concrete Placement
The granular foundation shall be wetted down preceding the concrete placement but it
shall be carried out without leaving standing water. The sidewalk thickness shall be
125mm except at driveways or any other traffic lanes where it shall be 175mm. The
sidewalk slabs are to be constructed to a minimum 1.5m width or as indicated on the
construction drawings.
All concrete shall be placed, compacted, cured and protected in accordance with O.P.S.S.
904 or as specified herein.
The compaction of all concrete materials shall proceed in a manner such that no
segregation of the aggregates will take place but all entrapped air is removed. Full spading
is required along all sidewalks to ensure a smooth tight wall.
Concrete shall not be placed when it is raining or when rain is imminent. Concrete already
placed at the onset of rain will be protected until it is sufficiently hardened by covering it
with burlap or plastic.
4.3.7 Finishing
After the placement of concrete, the surface shall be struck off true to grade and cross
section by oscillating movement of a straight edge template inclining towards the
designated drainage area at a rate of 2.0% or as indicated on the contract drawings. The
surface shall be floated with a hardwood float until the mortar flushes to the top and the
P a g e | 41
entire surface presents a tight and uniform finish. To complete the finishings, a coarse
textured broom finish is to be applied.
The division between each block (dummy joints) shall be 1.5m, tooled with a proper
finishing tool designed for this purpose, to the satisfaction of the Director or his designate.
Under no circumstances will it be permitted to grout any portion of the sidewalk that does
not present a satisfactory surface. Such portions must be removed and replaced, at the
Contractor's expense.
4.3.8 Expansion Joints
Expansion joints shall be placed where the sidewalk abuts a rigid object or at intervals of
4.5m unless plans show other arrangements. The Contractor is also required to install an
expansion joint at the end of each driveway and at the centre of all manholes (See Town of
Aurora “Design Criteria Manual For Engineering Plans”, Index of Standard Drawings,
Standard Drawing Nos. R-200 and R-202).
When the concrete placement is interrupted, the Contractor will form a vertical face and
build an expansion joint using a 10mm x 125mm bituminous fibre joint filler before
reconnecting placement. The filler board is to be set perpendicular to the surface, with the
top of the board flush with the concrete surface.
4.3.9 Concrete Curing
Curing procedures for the sidewalk shall comprise of one of the following:
(a) Burlap And Water - Curing with burlap shall be with two layers of damp
burlap carefully laid on the surface and shall overlap the concrete not less than
100mm on each side. The burlap is to be secured on both sides to prevent
displacement. The burlap shall be maintained in place and kept wet for a
period of four days.
(b) Moisture Vapour Barrier (Polyethylene) - Curing with moisture vapour
barrier shall be accomplished by installing polyethylene in such a manner as to
prevent any flow of air between the concrete and the polyethylene. The
polyethylene shall overlap the sides at least 100mm, held down at the edges to
prevent displacement. The vapour barrier shall be kept in place for a period of
four days.
(c) White Pigmented Membrane - White pigmented membrane curing
compound (O.P.S.S.1315) will be applied as soon as the surface is free of any
bleed water. The compound shall be applied by means of approved spraying
equipment including the provision for agitation and be capable of providing an
even application.
P a g e | 42
4.4 PROTECTION OF SIDEWALK
The Contractor shall provide barricades, watchpersons or any other means for adequate
protection of all sidewalk surfaces. Protection from pedestrian traffic shall be for not less
than 24 hours. Protection from vehicular traffic shall be for a minimum of 7 days. The
Contractor shall be responsible for the replacement of all damaged concrete as a result of
failure to protect said areas.
The Contractor shall at all times, prior to opening to traffic, provide a suitable bridging or
other means of providing access to adjacent properties. Wooden heather will be required
at all private driveways or any other unpaved laneways.
4.5 SIDEWALK TOLERANCES
The surface of the finished concrete shall not deviate more than 5mm at any place when
using a 3.0m template.
If the sidewalk thickness does not deviate more than 15mm downward, the sidewalk may
be accepted, subject to the approval of the Director and a downward payment calculated. If
the thickness deficiency exceeds 15mm downward, the sidewalk shall be removed and
replaced with all costs absorbed by the Contractor.
4.6 RESTORATION
All disturbed areas are to be landscaped with 150mm topsoil and No. 1 nursery sod. When
the sidewalk is placed within surfaced areas, the Contractor shall restore and/or replace
paving, curbing, shrubbery, fences or other disturbed surfaces or structures to a condition
equal to or better than before construction began and to the satisfaction of the Director.
The Contractor shall furnish all labour and material incidentals thereto.
4.7 BASIS OF PAYMENT
For the basis of payment, all sidewalks will be measured by the length and width as laid
with measurements computed in square metres.
Such payment shall constitute compensation in full for all labour, equipment, supply, deliver
and placement of all materials and appliances including the foundation excavation and
preparation and the disposal of all excess materials as indicated and all items of work
herein required for the completion of the work, excepting those items for which a specific
payment item is herein provided.
There will be no compensation of any kind for removing and replacing any sidewalk
disfigured by footprints or any other marks for a construction deficiency that was caused
by faulty material, poor workmanship or neglect on behalf of the Contractor, his agent
or his employees.
P a g e | 43
SECTION 5
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
SPECIFICATION FOR THE CONSTRUCTION OF CONCRETE CURB & GUTTER
5.1 MATERIAL
The concrete and constituent materials shall be of the quality requirements of O.P.S.S. 353
and 1350 and conform to the following requirements:
class of concrete
coarse aggregate
air content
maximum slump
30 MPa at 28 days
19mm maximum size
7% +/- 1.5%
60mm
The granular foundation material preceding the curb placement shall be wetted down but it
shall be carried out without leaving standing water.
All concrete shall be placed, compacted, cured and protected in accordance with O.P.S.S.
904 or as specified herein.
The concrete shall be placed within the formwork at or near its final position. Compaction
of the concrete shall take place in such a manner so as all the entrapped air shall be
removed. Full spading is required along the sidewalls to ensure a smooth and tight wall. If
the Contractor chooses to use an internal vibrator for compaction, the vibrator is to be
applied at the point of deposit and for the purpose of consolidation only, it shall not be used
to make the concrete flow or spread into place.
5.2 CONSTRUCTION
5.2.1 Curb Removal
If the contract calls for the removal of existing concrete or asphalt curbs, the Contractor will
remove the designated curbs in small sections only, sufficient to carry on a day's work and
so as not to unduly obstruct local traffic and access to property. The Contractor shall only
remove those sections of curb previously indicated for removal and in doing so, will attempt
not to damage any driveways or property adjacent to his work. The Contractor will be
responsible for all damage to any adjacent structure or property caused by the removal or
construction of the curbs.
At the close of each day's work, the site is to be left in such a state as to insure the
safety of the public.
P a g e | 44
5.2.2 Granular Foundation Material
Should the foundation material under existing curb and gutter be contaminated or in an
unacceptable condition, the Contractor shall remove same to a depth of 300mm from the
underside of the curb and replace the foundation material using identical granular material,
compacted to 100% Standard Proctor Density, or to the satisfaction of the Director. All
excavated material shall be disposed of off the site at the Contractor's expense.
Where curb and gutter is to be constructed on new roads it shall be placed on the new
road base (limestone) material after shaping and compacting has been completed, all in
accordance with Aurora and O.P.S. Specifications (see Town of Aurora standard road
sections).
In cases where the granular foundation material proves to be in an acceptable condition,
the Contractor shall shape and consolidate all granular material to a minimum 100%
Standard Proctor Density prior to the casting of the curbs.
5.2.3 Forms
The forms shall be of wood or metal and of sufficient strength to resist displacement due to
the placing of the concrete. All forms shall be installed to conform to the dimensions
specified in the current O.P.S., Type C, Curb and Gutter standard or as indicated on the
contract drawings, also without internal ties but shall be secured enough to prevent bulging
or the leakage of mortar. All forms shall be adequately treated with an approved non
staining oil so as not to damage the concrete during removal.
5.2.4 Construction Joints
A 10mm bituminous fibre joint filler, pre-cut from a single piece to a shape of the curb and
gutter cross-section, shall be used at each end of the newly placed concrete curb or at any
other place where the curb abuts sidewalks or other structures including catchbasin
frames, setbacks and gutter outlets. The Contractor shall form the dummy joints with a
"guillotine" knife in the fresh concrete at an interval of not more than 5.0m. The joints shall
be a minimum of 3mm - 5mm wide and 60mm deep.
5.2.5 Finishing
After the placement of concrete, the surface shall be struck off and floated true to grade
and cross-section. Care shall be taken to avoid over finishing or working more mortar to
the top as required.
To insure a uniform surface, prior to setting of the concrete, the Contractor shall carefully
remove that part of the forms that is shaping the face of the curb and apply a coarse
textured finish with a minimum 100mm wide stiff bristled brush. Under no circumstances
will it be permitted to grout any portion of the curb that does not present a satisfactory
surface. Such portions must be removed and replaced at the Contractor's expense. Any
honeycombed areas along the formed surfaces may be filled with mortar, composed of one
part Portland Cement and two parts sand.
P a g e | 45
5.2.6 Concrete Curing
Curing shall be applied to all surface areas after the finishing operation as soon as it can
be achieved without damaging the surface.
Curing procedures for the curb and gutter shall comprise of one of the following:
(a) Burlap And Water - Curing with burlap shall be with two layers of damp burlap
carefully laid on the surface and shall overlap the concrete not less than 100mm
on each side. The burlap is to be secured on both sides to prevent
displacement. The burlap shall be maintained in place and kept wet for period
of four days.
(b) Moisture Vapour Barrier (Polyethylene) - Curing with moisture vapour barrier
shall be accomplished by installing polyethylene in such a manner as to prevent
any flow of air between the concrete and the polyethylene. The polyethylene
shall overlap the sides at least 100mm, held down at the edges to prevent
displacement. The vapour barrier shall be kept in place for a period of four
days.
(c) White Pigmented Membrane - White pigmented membrane curing compound
(O.P.S.S.1315) will be applied as soon as the surface is free of any bleed
water. The compound shall be applied by means of approved spraying
equipment including the provision for agitation and be capable of providing a
homogenous application.
5.3 PROTECTION OF CURB AND GUTTER SYSTEMS
The forms shall not be removed for a minimum of 24 hours after the placement of the
concrete.
The Contractor, at all times prior to opening to traffic, shall provide a suitable bridging or
other means of access to adjacent properties.
5.4 TOLERANCES
The exposed surfaces of the finished concrete shall be such that when tested with a 3m
long straight edge placed on the surface, there shall be no deviation greater than 3mm
between the bottom of the straight edge and the surface of the concrete.
5.5 RESTORATION
All disturbed areas are to be landscaped with 150mm topsoil and No. 1 nursery sod. When
the curb and gutter systems are placed within surfaced areas, the Contractor shall restore
and/or replace paving, sidewalks or other disturbed surfaces or structures to a condition
P a g e | 46
equal to or better than before construction began and to the satisfaction of the Director.
The Contractor shall furnish all labour and material incidentals thereto.
5.6 BASIS OF PAYMENT
For the basis of payment, all curbs and gutters shall be measured by the length as laid in
metres. Payment will be made at the unit contract price tendered.
Such payment shall constitute full compensation for the various components making up the
curb and gutter system, all labour, equipment, supply, delivery and placement of all
material and appliances including the excavation of the granular foundation, preparation of
the base if required, the disposal of all excess materials as indicated and all items of work
herein required for the completion of the work, excepting those items for which a specific
payment item is herein provided.
P a g e | 47
SECTION 6
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
SPECIFICATIONS FOR AGGREGATE AND ASPHALT MATERIALS
6.1 GRADATION REQUIREMENTS FOR CRUSHER-RUN LIMESTONE
The 19mm and 50mm crusher-run limestone material shall meet gradation requirements in
the following tables and give a smooth curve without sharp breaks when plotted on a semilog grading chart.
19mm
50mm
M.T.O. Sieve Designation
19.0mm
3/4"
13.2mm
0.53"
9.5mm
3/8"
4.75mm
#4
1.18mm
#16
300Fm
#50
75Fm
#200
63.0mm
50.0mm
33.0mm
26.5mm
13.2mm
4.75mm
1.8mm
300Fm
75Fm
% Passing by Mass
100%
75 - 95
55 - 80
35 - 55
15 - 35
5 - 20
3 - 10
2 1/2"
2"
1 1/4"
7/8"
3/8"
#4
#30
#50
#200
100%
85 - 100
70 - 90
55 - 80
35 - 55
20 - 35
10 - 23
5 - 12
2-8
6.2 PHYSICAL REQUIREMENTS FOR COARSE AGGREGATES:
Los Angeles Abrasion
35% Maximum Loss
Petrographic Number
200
Plasticity Index
0
Percentage Crushed
100%
(Percent passing the 75Fm shall be determined by washing and sieving).
P a g e | 48
6.3 SPECIFICATION FOR HOT MIX ASPHALT
Town of Aurora's requirements for Hot Mix Asphalt properties is to use O.P.S.S 310 on all
paving contracts.
TABLE 1. AGGREGATE GRADATION FOR ASPHALT MIXES
M.T.O. Sieve
Designation
Percent Passing
HL8
HL3
HL3A
HL2
26.5mm
100
19.0mm
94 - 100
16.0mm
77 - 95
100
100
13.2mm
-
98 - 100
98-100
9.5mm
48 - 78
75 - 90
85 - 94
100
4.75mm
30 - 55
45 - 65
65 - 80
85 - 100
2.36mm
21 - 54
36 - 64
52 - 80
70 - 90
1.18mm
12 - 49
25 - 58
36 - 72
50 - 75
600ųm
6 - 38
16 - 45
23 - 56
30 - 55
300ųm
3 - 22
7 - 26
10 - 32
15 - 35
150ųm
1-9
3 - 10
3 - 12
5 - 16
75ųm
0-6
0-5
0-6
3-8
The Town will accept mixing tolerances according to O.P.S.S. 1003 and O.P.S.S 1101
respectively.
A mix design shall be sent to the Director for approval at least two weeks prior to the start
of this operation. The Contractor is required to demonstrate his ability to produce the
desired mix before initial placement. This will be done at the plant by a minimum of two
samples. If the test samples are found to be unacceptable, corrections will have to be
made and the testing procedure repeated.
Asphalt cement shall be PG58-28 for top courses and PG52-28 for binder courses. All
suppliers shall ensure that all asphalt cement meets the physical requirements of O.P.S.S.
Form 1101 and that all aggregates comply with the material specifications as outlined in
O.P.S.S. Form 1003.
The composition of all binder course asphalt may be modified by the recycling of up to 25%
by mass of reclaimed asphaltic concrete. Said proposal must include the composition of
the mix, including recovered penetration of the asphalt cement in the blended mix at the
P a g e | 49
design proportions. The resultant penetration of the mix at the time of placement shall
comply with the penetration range of 55 to 90. The Contractor shall not proceed with his
proposal until he receives approval in writing from the Director or his representative.
6.4 ACCEPTANCE TESTING FOR HOT MIX, HOT LAID ASPHALT
Pavement acceptance will be based on, but not necessarily limited to, the following tests
and inspections:
-
asphalt cement content
full aggregate gradation
air voids, Marshall flow and stability, voids in mineral aggregate
recovered penetration
mix discharge temperature
compaction
compacted thickness
visual inspections - including segregation, flushing, surface deformations,
cracking
6.5 FREQUENCY OF TESTING
The following is the Town of Aurora's minimum requirements for the frequency of testing
but may be altered for specific site/project conditions:
a)
Extraction Test
asphalt content
aggregate gradation
one in a.m.; one in p.m.
b)
Marshall Compliance Test A.C. Content
Bulk Relative Density
Marshall Stability
Marshall Flow
Air Voids
V.M.A.
one per day; or
aggregate gradation one
per 1000t
c)
Compaction Test
test in a.m.; test in p.m.
P a g e | 50
SECTION 7
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
SPECIFICATIONS FOR STREET LIGHTING
7.1
DESIGN SPECIFICATIONS
7.1.1 General
Lighting designs shall be based on the latest version of American National Standards
Institute/Illuminating Engineering Society of North America's American National Standard
Practice for Roadway Lighting; (ANSI/IESNA RP-8-00).
Roadway lighting must provide uniform lighting at a level that is adequate and comfortable
for vehicular and pedestrian movement on the roads and sidewalks. All roadway lighting
systems shall be designed by an Engineer experienced in roadway lighting. Designs shall
be carried out using the luminance method as described in RP-8-00 (unless noted
otherwise) by a qualified engineer, while incorporating the Town standards and
specifications as given below.
As per the current roadway lighting policy, all proposed lighting shall be reviewed and
approved by the Infrastructure and Environmental Services Department. Lighting design
submissions to the Town must include:
a) Photometric distribution diagram
b) design criteria used
c) design calculations
d) contract drawings and specifications
e) manufacturers literature
All roadway lighting design and construction must satisfy Electrical Safety Authority (ESA)
requirements, and is subject to ESA inspection and approval. All materials used for
roadway lighting must meet Canadian Standards Association (CSA) specifications.
7.1.2
IES Illumination and Luminance Design Criteria
The illuminance method of roadway lighting calculations determines the amount or quality
of light incident on the roadway surface and the luminance method of roadway lighting
calculations determines how ‘bright’ the road is by determining the amount of light reflected
from the pavement in the direction of the driver. The recommended illuminance and
luminance values, uniformity ratios and the disability veiling ratios are given in Table 1. The
design values for luminance (and illuminance in the case of sidewalks) in Table 2 are taken
from ANSI/IES RP-8, 2000.
P a g e | 51
TABLE 1
Illuminance & Luminance Design Criteria for Mid-Block Sections (Non-Intersection Areas)
Luminance Values for Mid-Block Roadways
Average
Road and
Maintained Average
Uniformity Uniformity
Pedestrian
Maintained Ratio
Ratio
Conflict Area Illuminance Luminance (Maximum (Maximum
2
Classification (R2 & R3)
(cd/m )
Allowed)
Allowed)
(Lux)
Eavg
Residential
(Local– Low)
Industrial
(Local–
medium)
Residential
(Collector –
Low)
Industrial
(Collector–
Medium)
Lavg
Lavg / Lmin Lmax / Lmin
Illumination for
Sidewalks
Veiling
Luminance
Ratio
(Maximum
Allowed)
Average
Uniformity
Maintained
Ratio
(Maximum
Illuminance
Allowed)
(Lux)
Lvmax /
Lavg
Eavg
Eavg /
Emin
4.0
0.3
6.0 to 1
10.0 to 1
0.4 to 1
3.0
6.0 to 1
7.0
0.5
6.0 to 1
10.0 to 1
0.4 to 1
5.0
4.0 to 1
6.0
0.4
4.0 to 1
8.0 to 1
0.4 to 1
4.0
4.0 to 1
9.0
0.6
3.5 to 1
6.0 to 1
0.4 to 1
5.0
4.0 to 1
The above illuminance and luminance values are to be used in calculating the spacing
for standard and decorative street lighting fixtures on local residential, local industrial,
residential collector and industrial collector streets.The above illuminance and
luminance values were used in calculating the spacing for standard and decorative
fixtures on local residential, residential collector and local industrial streets as given in
Table 2, below.
7.1.3 Maximum Spacings for Street Lights on the Town of Aurora’s Standard Road
Sections:
Using the luminaire/pole combinations listed in Section B, the table below gives the
allowable spacing for street lights for straight sections, gradual curves and gently sloping
grades for two sided and single sided arrangements.
P a g e | 52
TABLE 2
MAXIMUM SPACINGS ON STRAIGHT SECTIONS
One Sided S/L on Same
Type of Luminaire
Two
Sided
Type of R.O.W.
One Sided S/L on Opposite
One Sided
Same side as SW Opposite side as SW
100 Watt Standard
(9.6m pole)
20m Local Residential
(Std. Dwg. R-210)
52m
48m
37m
100 Watt Decorative
(8.8m pole)
20m Local Residential
(Std. Dwg. R-210)
47m
45m
27m
150 Watt Standard
(11.3m pole)
26m Residential Collector
(Std. Dwg. R-212)
67m
N/A
54m
150 Watt Decorative
(9.6m pole)
26m Residential Collector
(Std. Dwg. R-212)
55m
N/A
49m
150 Watt Standard
(11.3m pole)
20m Local Industrial
(Std. Dwg. R-213)
65m
62m
60m
Notes:
3)
4)
5)
This spacing covers placing the streetlights on the same side or opposite side of the sidewalk.
This spacing is based on a two meter off-set from curb face. If the standard offset of five meters is
used, the spacing is reduced to 40 meters.
Assumes the brackets will be mounted on the hydro poles at a height that will result in a luminaire
mounting height of at least 10.5 meters (34.5 feet)
7.1.4 Intersections
Luminance is difficult to use with the design of lighting for intersections due to the basic
assumptions inherent in luminance design and the methods used in its calculation.
Therefore illuminance criteria and calculations are recommended for use in the design of
intersections.
Intersections should be illuminated to a level equal to the sum of the recommended
average levels for each of the intersecting roads. These levels are given in Table 3, below.
TABLE 3
Intersection Type
Local residential with a
local residential
Local residential with a
residential collector
Local industrial with an
industrial collector
Required Average
Illumination Level
for Road #1
Required Average
Illumination Level
for Road #2
Total Required
Average
Illumination in
Intersection
8.0 lux
4.0 lux (local)
4.0 lux (local)
4.0 lux (local)
6.0 lux (collector)
10.0 lux
7.0 lux (local)
9.0 lux (collector)
16.0 lux
P a g e | 53
Typical lighting layouts for intersections are given in ANSI/IES RP-8, 1983 in Appendix “A”,
Figure A2 on page 16 and in MEA - MSL-95, Section V, Figures 3 to 9 inclusive on pages
V-5 to V-8.
7.1.5 Curves and Hills
Table 2, Maximum Spacing on Straight Sections, is to be used on relatively straight and
level sections only. When lighting curves and/or hills, the spacings in Table 2 should be
modified in accordance with the procedures given in ANSI/IES RP-8, 1983 in Appendix “A”,
Figure A3 (page 17) and in MEA - MSL-95, Section V, Figures 1 and 2, pages V-3 and V-4.
7.2
EQUIPMENT
7.2.1 Standard Street Lighting ("Cobra-Head")
7.2.1.1 Standard Street Light Poles
Standard street light poles must conform to the Municipal Electrical Association (MEA)
Guide to Municipal Standard Construction, Street Lighting, Part 6, Section VIII, Sub-section
5 (Specification for Poles), latest revision.
The pole for use with the 100 watt standard luminaire shall be a 31.5 foot (9.6 m) direct
buried Class B prestressed round concrete pole with provision for electrical ground, mold
finish and suitable for a Powerlite RE6MA bracket, being either a StressCrete catalogue
#
E-315-BPR-G-MOO-s/f126, or a Utility Structures Inc. catalogue #CP315B10.
The pole for use with the 150 watt standard luminaire shall be a 37.0 foot (11.3 m) direct
buried Class B prestressed round concrete pole with provision for electrical ground, mold
finish and suitable for a Powerlite RE8MA bracket, being either a Stress-Crete catalogue
#
E-370-BPR-G-MOO-s/f128, or a Utility Structures Inc. catalogue #CP37B10.
7.2.1.2 Standard Street Light Brackets
Standard street light brackets must conform to the MEA Guide to Municipal Standard
Construction, Street Lighting, Part 6, Section VIII, Sub-section 4 (Specification for Tapered
Aluminium Brackets), latest revision.
The bracket for use with the 100 watt standard luminaire shall be a 6 foot (1.8 m) tapered
elliptical aluminium bracket - Powerlite catalogue RE6MA.
The bracket for use with the 150 watt standard luminaire shall be an 8 foot (2.4 m) tapered
elliptical aluminium bracket - Powerlite catalogue RE8MA.
P a g e | 54
7.2.1.3 Standard Luminaires
Standard luminaires shall be “cobra-head” style and shall conform to the MEA Guide to
Municipal Standard Construction, Street Lighting, Part 6, Section VIII, Sub-section 2.1
(Specification for High Pressure Sodium Roadway Lighting Luminaires), latest revision. All
luminaires shall come complete with a bird stop.
The 100 watt standard luminaire shall be a Powerlite 100 watt HPS R47 luminaire, 120
volt supply voltage, HPF Reactor ballast complete with photo control cell - Powerlite
catalogue #R47G10S4W2MSRCS (photometric distribution to match photometric curve
#TR1348.IES), or a Cooper Lighting 100 watt HPS OVZ luminaire, 120 volt supply
voltage, HPF Reactor ballast complete with photo control receptacle - Cooper Lighting
catalogue #OVZ10S12RHTL (distribution type to match photometric curve #31605.IES).
The 150 watt standard luminaire shall be a Powerlite 150 watt HPS R47 luminaire, 120
volt supply voltage, HPF Reactor ballast complete with photo control cell - Powerlite
catalogue #R47G15S4W2MSRCS (photometric distribution to match photometric curve
#TR1379.IES), or a Cooper Lighting 150 watt HPS OVZ luminaire, 120 volt supply
voltage, HPF Reactor ballast complete with photo control receptacle - Cooper Lighting
catalogue #OVZ15S12RHTL (distribution type to match photometric curve #32520.IES).
7.2.1.4 Photo-Electric Controllers for Standard Luminaires
Photo-electric controllers shall conform to the MEA Guide to Municipal Standard
Construction, Street Lighting, Part 6, Section VIII, Sub-section 6 (Specification for PhotoElectric Controllers), latest revision and ANSIC136, 10 - 1979 or equivalent latest issue.
The photo-electric controller shall be positioned to face north.
A Fisher Pierce 7760N-SS5 or a Precision 8660SS (with a 1.5 fc nominal turn on level)
shall be used.
7.2.1.5 Lamps for Standard Luminaires
Lamps shall conform to the MEA Guide to Municipal Standard Construction, Street
Lighting, Part 6, Section VIII, Sub-section 3 (Specifications for Lamps), latest revision.
Lamps shall be clear high pressure sodium 100 or 150 watt as specified, with a minimum
average rated life of 24,000 hours.
The 100 watt lamps shall be a Osram/Sylvania Clear ED23-1/2 LU100 or approved equal
(GE or Philips) and the 150 watt lamps shall be a Osram/Sylvania Clear ED23-1/2
LU150/55 or approved equal.
7.2.1.6 Ballasts for Standard Luminaires
Ballasts shall be HPF Reactor ballasts and shall conform to the MEA Guide to Municipal
Standard Construction, Street Lighting, Part 6, Section VIII, Sub-section 2.1.4.2 (Ballasts)
and ANSI Standard C82.9, latest revision. All ballasts shall be factory connected for use at
120 volts. The ballast factor shall be no less than 0.95.
P a g e | 55
7.2.1.7 Hand Hole Connections for Standard Luminaires
Each streetlight shall be terminated using marrette connectors with no provision for fusing.
7.2.2 Decorative Street Lighting
7.2.2.1 Decorative Street Light Poles
Decorative street light poles must conform to the MEA Guide to Municipal Standard
Construction, Street Lighting, Part 6, Section VIII, Sub-section 5 (Specification for Poles),
latest revision.
The pole for use with the 100 watt decorative luminaire shall be a 29.0 foot (8.8 m) direct
buried Class A prestressed octagonal concrete pole with a black finned cap, provision for
electrical ground, black polished finish and suitable for a Powerlite AS5SEBK or a Cooper
SCA5001BK bracket, being either a StressCrete catalogue #E-290-APO-G-S11-FC(Blk)S/F
a Powerlite AS5SEBK or a Cooper SCA5001BK bracket (specify one) or a Utility Structures
Inc. catalogue #CP29ASOBE.
The pole for use with the 150 watt decorative luminaire shall be a 31.5 foot (9.6 m) direct
buried Class B prestressed octagonal concrete pole with a black finned cap and provision
for electrical ground, black polished finish and suitable for a Powerlite AS6SEBK or a
Cooper SCA6001BK bracket, being either a StressCrete catalogue #E-315-BPO-G-S11FC(Blk)S/F Powerlite AS6SEBK or Cooper SCA6001BK bracket (specify one), or a Utility
Structures Inc. catalogue #CP315BSOBE.
7.2.2.2 Decorative Street Light Brackets
Street light brackets must generally conform to the MEA Guide to Municipal Standard
Construction, Street Lighting, Part 6, Section VIII, Sub-section 4 (Specification for tapered
Aluminum Brackets), latest revision, with the changes necessary to apply to arms for
decorative fixtures.
The bracket for use with the 100 watt decorative luminaire shall be a 5 foot (1.5 m) black
bracket/scroll arm - Powerlite catalogue #AS5SEBk or Cooper Lighting catalogue
#
SCA5001BK.
The bracket for use with the 150 watt decorative luminaire shall be a 6 foot (1.8 m) black
bracket/scroll arm - Powerlite catalogue #AS6SEBk or Cooper Lighting catalogue
#
SCA6001BK.
7.2.2.3 Decorative Luminaires
Luminaires are to be “coach light” style and shall conform to the MEA Guide to Municipal
Standard Construction, Street Lighting, Part 6, Section VIII, Sub-section 2.1 (Specification
for High Pressure Sodium Roadway Lighting Luminaires), latest revision.
The 100 watt decorative luminaire shall be a Cooper Lighting 100 watt HPS
"Springdale" black coach style luminaire, 120 volt supply voltage, HPF Reactor ballast
P a g e | 56
#
complete with photo control receptacle - Cooper Lighting catalogue DL10S12RH2RBK
#
(distribution type to match photometric curve C4731.IES)
The 150 watt decorative luminaire shall be a Cooper Lighting 150 watt HPS
"Springdale" black coach style luminaire, 120 volt supply voltage, HPF Reactor ballast
#
complete with photo control receptacle - Cooper Lighting catalogue SDL15S12RH2RBK
(distribution type to match photometric curve #C4731.IES).
7.2.2.4 Photo-Electric Controllers for Decorative Luminaires
Photo-electric controllers for decorative luminaires shall be as per section B.1.4, PhotoElectric Controllers for Standard Luminaires.
7.2.2.5 Lamps for Decorative Luminaires
Lamps for decorative luminaires shall be as per section B.1.5, Lamps for Standard
Luminaires.
7.2.2.6 Ballasts for Decorative Luminaires
Ballasts for decorative luminaires shall be as per section B.1.5, Ballasts for Standard
Luminaires.
7.2.2.7 Hand Hole Connections for Decorative Luminaires
Each street light shall be terminated using marrette connectors with no provision for fusing.
7.2.3 Street Light Cables
Street light cable (from the transformer to the street light handhole and from street light to
street light) must conform to the MEA Guide to Municipal Standard Construction, Street
Lighting, Part 6, Section VIII, Sub-section 8.1 (Specification for Insulated Cable Rated
600V for Ducted or Direct Burial Installation), latest revision. It shall consist of 2 - #2
aluminium cross-linked polyethylene insulated, polyvinyl chloride jacketed cable and 1 - #6
green jacketed copper ground in a triplexed assembly suitable for in-duct application.
Street light cable (from the street light handhole to the luminaire) must conform to the MEA
Guide to Municipal Standard Construction, Street Lighting, Part 6, Section VIII, Sub-section
8.2 (Specifications for Non-metallic Sheathed Cable for Street light Pole and Bracket
Wiring - Streetlight Raceway Cable), latest revision except that the voltage rating shall be
changed to 300 volts throughout. It shall be 2 - #12 solid and 1 #14 bare MW-10 cable.
P a g e | 57
7.3 INSTALLATION
7.3.1 General
The Contractor shall ensure that the construction and installation of the street lighting
system will be completed in a good and workmanlike manner and in accordance with the
latest revisions of the specifications, standards and drawings of the Association of
Municipal Electrical Utilities (of Ontario) Guide to Municipal Standard Construction, Part 3, Underground - MSU (AMEU Guide). Street lights shall be located on the boulevard in
accordance with the Town's requirements and as shown on the electrical and composite
utility plans and typical road sections with due respect to fire hydrants, driveways,
transformers, switching unit and other aboveground and underground services.
7.3.2 Cable
Street light cables shall be installed in conformity with the AMEU Guide’s standards and
requirements for the placement of cables. The cable is to be installed in 50 mm direct
buried flexible duct with a minimum of 0.8 meters cover. Where possible, the street light
cable/duct shall be placed in the common trench on the same level as the secondary or
communication cables.
Where the street light poles are not in place at the time of the cable installation, the end the
cable shall be coiled and staked at the intended pole location in a similar manner to the
secondary service cables except that at least 3 m of cable and duct shall be left above
grade. Where the cable is to continue on to another light, the cable shall be looped and
not cut and at least 6 m in total shall be left above grade.
Cables and ducts are to be inserted into the poles via the cable access ports and the
neutral shall be connected to the internal ground lug at the hand hole by means of a short
length of #12 bare copper wire. Marrette type tap connectors are to be used for all
connections. All connections to ground and to the luminaire conductors are to be made at
the hand hole and taped or otherwise insulated after installation.
Each luminaire shall be individually controlled by its own integral photo-control cell.
Each street lighting circuit shall be fused in the transformer by means of a separable fused
secondary cable connector kit utilizing a 30 amp fuse. This connector is to be CSA
approved and shall be installed on the line supply conductor. All connections inside the
transformer shall be made by PowerStream Inc.
7.3.3 Poles
Installation of street light poles is to be in accordance with the manufacturer's
requirements. In general, poles are to be installed in augured holes to a depth of 1.5 m for
the 8.8 m pole and 1.7 m for the 9.6 m and 11.3 m poles. The bottom of the hole must be
cleaned of loose material before placing the pole. It is recommended that a 100 to 150
mm layer of coarse gravel be placed at the bottom of the hole to give a firm base on which
to set the pole and allow for minor adjustments to the burial depth.
P a g e | 58
The 8.8 m pole shall be backfilled with 0.925 m of limestone screenings compacted to a
minimum of 95% Standard Proctor Density above which 0.3 m of compacted “brick” sand
shall be placed in the area of the wiring aperture followed by 0.3 m of well tamped native
material (including 10 cm of topsoil).
The 9.6 m and the 11.3 m poles shall be backfilled with 1.075 m of limestone screenings
compacted to a minimum of 95% Standard Proctor Density above which shall be placed
0.3m of “brick” sand and 0.3 m of native material as described above. For more details
regarding installation please refer to the Town of Aurora Design Criteria Manual, Section
10.0 – Street Lighting.
The diameter of the augured hole for any of the above referenced poles shall be no greater
than 0.6 m (2.0 ft.).
The Contractor shall take care to ensure that no damage occurs to the electrical or street
lighting system or other utilities during the installation of street light poles.
7.3.4 Luminaires and Brackets
Installation of street light luminaires and brackets shall be in accordance with the
manufacturer's requirements. In general, luminaires and brackets are to be installed and
wired prior to the pole being erected.
The Contractor shall take care to ensure that no damage occurs to the pole, luminaire,
bracket or wiring during their assembly and erection.
7.3.5 Ducts
The 50 mm flexible duct(s) shall be installed in accordance with the Association of
Municipal Electrical Utilities (of Ontario) Guide to Municipal Standard Construction, Part 3 Underground - MSU, Section VII - Ducts. In general, they shall be direct buried or placed
in the sand cushion supplied for PowerStream's cables and ducts on the same level as the
Bell and Rogers cables.
Street lighting system shall be designed by a qualified consulting engineer and incorporate
the above suggested details. Upon completion of the installation of the street lighting
system the consultant shall be required to certify that the lighting has been installed in
accordance with these standards and is providing satisfactory lighting levels.
APPENDIX "A"
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
APPROVED WATERMAIN MATERIAL AND MANUFACTURER'S PRODUCT LIST
Product
Pipe
Comments
Ductile iron manufactured to A.W.W.A. C151/A21.51,
CL-52 with cement lining to A.W.W.A. C104/A21/4
(No bituminous lining or pressure class pipe).
450mm dia. and larger
Polyvinyl chloride manufactured to A.W.W.A. C900,
Class 150 SDR 18.
400 dia. and smaller
Pipe and
Service
Fittings
Copper, ASTM B88, Type "K" - soft copper water service
up to 50mm.
Shall be only ductile iron cement lined, conforming to the
requirements of A.W.W.A. C110/C111/A21.10.
Joint
Retainer
Glands
Shall be used as requested to increase the strength of
mechanical joints.
Manufacturer and Model
Canada Pipe
Diamond Plastics Corp.
IPEX Inc.
Rehall Industries Inc.
Royal Pipe Co.
Bibby Waterworks Corp.
STAR Pipe Products
SIGMA Class 350
Gate Valves Valves 75mm and up shall be gate valves conforming to
Mueller - NRS, Resilient
the requirements of A.W.W.A. C509 (resiliant wedge type Wedge A-2360
only/no double disk); includes tapping valves.
CLOW - R/W - F6100
AVK – Resilient Seat
Glands,
Manufacturer to C.S.A. B131.9 and C.S.A. B131.10.
Plugs, Caps
Watermeter
Hydrants
Main Stops
Clow Canada, Series 400,
1300, 1350
EBAA Iron Inc. - Series 1100,
1600, 2000, 2100, 2500, 2800
Romac Industries Inc. - Grip
Ring
Sigma - PV-Lok
Star Pipe Products - All Grip
Uni-Flange - Series 400, 1300,
1350, 1360
Sensus S.R./ECR complete with exterior Touchread Pad, Sensus
calibrated in cubic metres 1m³ read.
Conforming to the requirements of A.W.W.A. C502, base Mueller Canada Inc. - Century
to be a 150mm mechanical joint dry barrel, Storz nozzle, CLOW - McAvity M-67
yellow body and caps. Height adjustments at ground
AVK #2780
level.
Plug valve type, A.W.W.A. C800-89, compression joint.
Cambridge Brass - Series 102
Ford Meter Box Co. - F1000-G
Mueller Canada Inc. - H15008
Product
Tapping
Sleeve
Comments
On PVC pipe, use stainless steel only.
On D.I. pipes any of the listed materials may be used.
Curb Stops
Ball valves only - compression joints A.W.W.A. C800-89
Valve Boxes Shall be slide type 125mm diameter with 0.6m
adjustment.
Service
Boxes
#D-1 size No. 8 c/w stainless steel rods and pins.
Chambers
Pre-cast Section to be manufactured to A.S.T.M. C-378.
Frames and
Covers
Cast iron conforming to A.S.T.M. A48, Class 30. 3 piece
with centre plug or plain sanitary cover with no markings
for chambers with off set valve box access.
Manufacturer and Model
Ford Meter Box - Style FAST
SS
Mueller - H-615, All Stainless
Steel
Robar Industries Ltd. - 6606SS
Romac Ind. – Model SST304,
FTS420
Smith Blair – 622 & 663 S S
Cambridge Brass – Century
Ford Meter Box Company B44G
Mueller Canada – Oriseal
Bibby Waterworks
Domestic Foundry Ltd.
Mueller Canada Inc.
Bibby Waterworks
Clow 9DI
Mueller Canada A726-28
Bibby Waterworks
Domestic Foundry Ltd.
McCoy Foundry Co.
Mueller Canada Inc.
Couplings
Compression type A.W.W.A. C800-89
Cambridge Brass Serice 118
(service)
Ford Meter Box Company
C44G
Mueller Canada Inc.
Couplings
Must meet all A.W.W.A. C219 requirements. Centre
Ford Meter Box - Style FC1,
(mains)
sleeves and end rings must be DI and meet A.W.W.A.
FC2A
C219 requirements. Centre sleeves and end rings shall
Robar Industries - Style 1408
be shop coated. Bolts and nuts must be high strength
Rockwell - Style 441
(>#6), low alloy steel to A.W.W.A. C111-85 requirements. Romac Industries - Style 501
Viking Johnson Ltd. - Maxi-fix
Universal Coupling (50mm to
300mm - Rilsan Coated)
Corrosion Protection
Note: the use of 1 of the 3 systems or any combination thereof is accepted.
Protecto Caps
1) Zinc Cap Installed on every bolt.
(Watermain
Sac Nuts
Fittings)
Zinc
Install 4 collars per service
Protecto Collars
Collars
(Services)
2) Zinc
Cad weld 1 anode per fitting.
Corexco
Packaged
Rustrol
Anodes #6
(Watermain
Fittings)
Product
Comments
Manufacturer and Model
Zinc
Attach 1 Anode per service via hydro contact clamp fitting Erico
Packaged
Anodes #6
(Services)
3) AntiEntire fitting to be treated and covered.
Denso Systems
Corrosion
Royston
Wraps &
Coatings
(Watermain)
Tracing Wire 12 gauge, stranded, plastic coated copper wire, T.W.U.
75C, 600V.
APPENDIX "B"
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
APPROVED SEWER MATERIAL AND MANUFACTURER'S PRODUCT LIST
Product
Pipe Concrete
Pipe P.V.C.
Fittings
Services
Comments
300mm diameter and larger - reinforced, minimum Class
65-D, manufactured to C.S.A. specification A257.2.
Manufacturer and Model
Loc-Pipe
Waterloo Concrete Prod. Ltd.
Centennial
LaFarge
Munroe
Sanitary sewers - DR35 manufactured to C.S.A.
Diamond Plastic Pipe
specification B182.2 (green in colour).
IPEX Inc.
Loc-Pipe
Storm lines up to 450mm diameter ribbed pipe
Rehau Industries Inc.
manufactured to C.S.A. specification B182.4 (any colour but Royal Pipe Co.
green)
Pre-manufactured and compatible with the type and class of Same as pipe
pipe.
PVC - DR28, manufactured to C.S.A. specification B182.1. Same as pipe
Maintenance Pre-cast concrete conforming to ASTM-C478
Holes &
Catchbasins
Adjustment
Rings
Frames,
Covers &
Grates
Con Cast Pipe
Duracon
Lafarge Ind.
Loc-Pipe
Monroe Concrete
Waterloo Concrete Prod. Ltd.
Pre-cast concrete conforming to ASTM-C478
Gray iron castings or Ductile Iron castings conforming to
ASTM-A48 Class No. 30B or ASTM-A536.
Sanitary -"Closed" Type Marked "Sanitary"
Storm - "Open" Type Marked "Storm"
Maintenance Hollow aluminum steps conforming to C.S.A. specification
Hole
HA.5-M.
Steps
Safety
Aluminum platform with self-locking hinge.
Platforms
Inlet Control P.V.C. plug or frame type
Devices
Bibby Waterworks Corp.
Domestic Foundry Ltd.
McCoy Foundry Co.
Mueller Canada Inc.
Ipex
APPENDIX "C"
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
DESIGN CRITERIA MANUAL FOR ENGINEERING PLANS
INDEX OF STANDARD DRAWINGS
No.
Description
Date
E-500
Electrical Abbreviations and Symbols
Nov/09
E-501
Electrical Legend
Nov/09
E-510
Underground Electrical Ducts in Trenches
Nov/09
E-511
Underground Electrical Ducts – Profiles
Nov/09
E-512
Underground Electrical Ducts at Utility Crossings
Nov/09
E-520
Electrical Handhole and Ducts – Details
Nov/09
E-521
450mm Diameter Precast Concrete Handwell
Nov/09
E-522
675mm Diameter Precast Concrete Handwell
Nov/09
E-530
Pole Base for Base Mounted Lighting Poles
Nov/09
E-531
Anchorage Assembly for Lighting Poles
Nov/09
E-540
Direct Buried Poles in Slopes
Nov/09
E-541
Base Mounted Poles in Slopes
Nov/09
E-542
Wood Lighting Pole Direct Buried
Nov/09
E-543
Wood Pole with Overhead and Underground Services
Nov/09
E-544
Concrete Lighting Pole Direct Buried
Nov/09
E-545
Decorative Lighting Pole Direct Buried
Nov/09
E-546
Metal Lighting Pole Direct Buried
Nov/09
E-547
Telecom/Street (Trafalgar) Lighting Pole Direct Buried
Nov/09
E-550
1.8m or 2.4m Elliptical Bracket
Nov/09
E-551
Elliptical Brackets Mounting Details
Nov/09
E-552
60inch or 72inch Decorative Scroll Arm
Nov/09
INDEX OF STANDARD DRAWINGS
No.
Description
Date
E-560
Pole Wiring for 120/240 System
Nov/09
E-561
Pole Wiring for 120/240 System on Structure
Nov/09
E-570
Underground Power Supply Mounting Details
Nov/09
E-571
Power Supply on Steel Poles with Buried Hydro Supply
Nov/09
E-572
Pedestal Service Enclosure Installation Details
Nov/09
E-573
Underground Hydro Supply Details
Nov/09
E-580
Aerial Cable Attachment Details
Nov/09
E-581
PVC Junction Box Mounting Details
Nov/09
E-582
Typical Pole Guying Details
Nov/09
R-200
Concrete Sidewalk
Feb/09
R-201
Sidewalk Ramps
Jul/15
R-201a
Detectable Warning Plate
Jul/15
R-202
Driveway Entrance Detail
Feb/09
R-203
Walkway Detail
Feb/09
R-204
Monolithic Concrete Sidewalk And Retaining Wall
Jan/13
R-205
Typical Cul-de-Sac
Feb/09
R-206
Typical Angle Bend Detail
Feb/09
R-207
Traffic Sign and Pavement Marking Installation Detail
Feb/09
R-208
Street Name Sign Detail
Feb/09
R-209
Typical 18m Residential Right-of-Way
Jan/09
R-210
Typical 20m Residential Right-of-Way
Jan/13
R-211
Typical 23m Industrial Right-of-Way
May/09
R-212
Typical 26m Residential Right-of-Way
Jan/09
R-213
Typical 20m Industrial Right-of-Way
Jan/09
R-215
Industrial, Commercial & Multi-Residential Entrances Curb
Detail
Jul/12
INDEX OF STANDARD DRAWINGS
No.
Description
Date
S-300
Sewer Bedding and Backfill Details
Feb/09
S-301
Typical Drop Structure for Standard Maintenance Holes
Mar/09
S-302
Sewer Service Connection Detail
May/09
S-303
Catchbasin and Subdrain Detail
Dec/14
S-304
Sanitary Service Inspection Chamber
May/09
S-305
Fish Pattern Catchbasin Crate
Jan/13
M-400
Front Lot Drainage
Nov/09
M-401
Split Lot Drainage
May/09
M-402
Lot Drainage for Walkout and Backsplit Dwellings
May/09
M-403
Lot Grading Plan Requirements for Infill Lots
Nov/09
M-404
Siltation Control Fencing
May/09
M-405
Granular Erosion Control Device
May/09
M-406
Temporary Sediment Basin
May/09
M-409
Single Lot Servicing
Oct/13
M-410
Semi-Detached Lot Servicing
Oct/13
M-411
Townhouse Unit Servicing
Oct/13
M-412
Single Lot Servicing (2C Lands only)
Oct/13
W-100
Watermain and Water Service Bedding Detail
Jan/09
W-101
Standard Water Service Connection for 19mm and 25mm
Diameter
Jan/09
W-102
Circular precast Valve Chamber for 300mm Watermain
Jan/09
W-103
Precast Valve Chamber for 350mm and Larger Watermains
Jan/09
W-104
Valve and Box Installation for 150mm, 200mm, and 250mm
Diameter Watermains
Jan/09
W-105
Hydrant and Valve Installation
Jan/09
W-106
Watermain and Water Service Insulation Detail
Jan/09
INDEX OF STANDARD DRAWINGS
No.
W-107
Description
Standard Water Service Connection 32mm, 40mm, & 50mm
Diameter
Date
Jan/09
W-108
50mm Diameter Blow-off Assembly
Jan/09
W-109
Sampling Station
Jan/09
W-110
Air Valve and Chamber
Jan/09
W-111
Drain Valve and Chamber
Jan/09
W-112
Check Valve and Chamber Detail
Jan/09
W-113
Meter Chamber and By-pass Detail for Domestic Service
100mm, 150mm, and 200mm
Oct/15
W-114
Combined Fire and Domestic Water Connections
Oct/15
W-115
W-116
W-117
W-118
Single Building Commercial & Industrial Lot Servicing with
Private Hydrants
Single Building Commercial & Industrial Lot Servicing without
Private Hydrants
Multiple Building Commercial & Industrial Lot Servicing with
Single Water Connection
Multiple Building Commercial & Industrial Lot Servicing with
Two Water Connections
Oct/15
Oct/15
Oct/15
Oct/15
W-119
Multiple Unit Industrial/Commercial Lot Servicing
Oct/15
W-120
Townhouse Condominium Servicing
Oct/15
W-121
Water Valve Locations at Intersections
Jan/09
W-122
19mm to 25mm Meter Installation in Building
Jan/13
W-123
38mm to 50mm Meter Installation in Building
Jan/13
W-124
75mm Tru-Flo Compound Meter in Building
Jan/13
W-125
Total Isolation of Existing and New Systems
Jan/13
W-126
Connection at Existing Valve 300mm or Greater Watermain
Jan/13
W-127
Colour Coding of Hydrants
Mar/14
APPENDIX "D"
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
SANITARY SEWER DESIGN SHEET
APPENDIX "E"
TOWN OF AURORA
INFRASTRUCTURE AND ENVIRONMENTAL SERVICES DEPARTMENT
STORM SEWER DESIGN SHEET
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