city of vaughan design standard drawings - march 2004

DESIGN

CRITERIA

“Partners With The Environment”

March 2004

TABLE OF CONTENTS

FORWARD ...................................................................................................................................1

1.0 SUBMITTALS........................................................................................................................2

1.1 SUBMISSION CONTENTS.....................................................................................2

1.2 SUBMISSION PROCEDURE..................................................................................6

2.0 DRAFTING REQUIREMENTS ..............................................................................................8

2.1 QUALITY.................................................................................................................8

2.2 DIMENSIONS..........................................................................................................9

2.3 TITLE BLOCKS ....................................................................................................10

2.4 KEY PLAN ............................................................................................................10

2.5 BASIC INFORMATION.........................................................................................10

2.6 SEWER DETAILS.................................................................................................11

2.7 WATERMAIN DETAILS........................................................................................11

2.8 ROAD DETAILS ...................................................................................................11

2.9 OTHER DETAILS .................................................................................................11

3.0 ROADS................................................................................................................................12

3.1 GENERAL.............................................................................................................12

3.2 GEOMETRIC STANDARDS .................................................................................13

3.3 LAYOUT DETAILS ...............................................................................................15

3.4 STRUCTURAL REQUIREMENTS........................................................................17

3.5 MATERIALS .........................................................................................................19

4.0 STORMWATER MANAGEMENT SYSTEM........................................................................21

4.1 STORMWATER MANAGEMENT PLAN ..............................................................21

4.2 DESIGN LEVELS..................................................................................................21

4.3 STORMWATER MANAGEMENT FACILITY DESIGN PARAMETERS ...............23

4.4 GENERAL DESIGN PARAMETERS....................................................................28

5.0 SANITARY SEWERAGE SYSTEM.....................................................................................39

5.1 GENERAL.............................................................................................................39

5.2 DESIGN FLOWS...................................................................................................40

5.3 SEWER DESIGN ..................................................................................................42

5.4 LAYOUT DETAILS ...............................................................................................44

5.5 MATERIALS .........................................................................................................46

6.0 WATER DISTRIBUTION SYSTEM .....................................................................................47

6.1 GENERAL.............................................................................................................47

6.2 WATER DEMAND ................................................................................................47

6.3 SELECTION OF MAIN SIZES ..............................................................................48

6.4 LAYOUT DETAILS ...............................................................................................50

6.5 MATERIALS .........................................................................................................51

7.0 LOT GRADING....................................................................................................................54

7.1 GENERAL.............................................................................................................54

8.0 GEODETIC CONTROL SURVEY .......................................................................................57

8.1 GENERAL.............................................................................................................57

8.2 REQUIREMENTS .................................................................................................57

9.0 SCADA SYSTEMS SPECIFICATION .................................................................................58

9.1 PUMP STATION PROCESS CONTROL..............................................................58

9.2 PLC LOGIC DEVELOPMENT ..............................................................................60

9.3 HUMAN MACHINE INTERFACE (HMI) DEVELOPMENT ...................................62

9.4 EQUIPMENT FIELD WIRING ...............................................................................64

10.0 STREETLIGHTING STANDARDS.....................................................................................65

10.1 DESIGN APPROVAL PROCESS .........................................................................65

10.2 DESIGN GUIDELINES..........................................................................................68

10.3 MATERIAL SPECIFICATIONS............................................................................73

10.4 INSTALLATION SPECIFICATIONS....................................................................77

10.5 WALKWAY LIGHTING ........................................................................................78

LIST OF TABLES Table 3.0 Road Design Geometric Features........................................................................14

Table 4.0 Stormwater Management Facility Design ...........................................................25

Table 4.1 Rainfall Intensity....................................................................................................32

Table 4.2 Proposed Land Use Runoff Coefficients.............................................................33

Table 4.3 Runoff Coefficients ...............................................................................................34

Table 4.4 Coefficients for storms larger than a 5 year return............................................34

Table 4.5 Storm sewer maintenance hole spacing .............................................................36

Table 4.6 Catchbasin Spacing ...............................................................................................37

Table 5.0 Residential Area Flows .........................................................................................40

Table 5.1 Non-Residential Area Flows ................................................................................41

Table 5.2 Sanitary Sewer Maintenance Hole Spacing ........................................................45

Table 6.0 Fire Flow Demand..................................................................................................48

Table 6.1 Values For The “C” Coefficient ............................................................................48

Table 10.0 Historical City of Vaughan R.O.W. .....................................................................69

Table 10.1 Current City of Vaughan R.O.W. ........................................................................69

Table 10.2 Standard Type Streetlight Spacing on Current R.O.W.....................................71

Table 10.3 Decorative Type Streetlight Spacing on Current R.O.W. .................................72

Table 10.4 Approved Standard “Cobrahead” Streetlight Fixtures ....................................75

Table 10.5 Approved Decorative “Springdale” Streetlight Fixtures..................................75

Table 10.6 Approved Standard Concrete Streetlight Poles ...............................................76

Table 10.7 Approved Decorative Concrete Streetlight Poles.............................................76

Table 10.8 Fixture Assembly “A” .........................................................................................79

Table 10.9 Fixture Assembly “B” .........................................................................................79

Table 10.10 Pole Assembly “A”............................................................................................79

Table 10.11 Pole Assembly “B”............................................................................................80

LIST OF FIGURES FIG. D-1 RAINFALL INTENSITY - DURATION FREQUENCY CURVES

TORONTO BLOOR ST. STATION FIG. D-2 HYETOGRAPH OF 2 - YR. DESIGN STORM TORONTO BLOOR ST. STATION FIG. D-3 HYETOGRAPH OF 5 - YR. DESIGN STORM TORONTO BLOOR ST. STATION FIG. D-4 HYETOGRAPH OF 10 - YR. DESIGN STORM TORONTO BLOOR ST. STATION FIG. D-5 HYETOGRAPH OF 25 - YR. DESIGN STORM TORONTO BLOOR ST. STATION FIG. D-6 HYETOGRAPH OF 100 - YR. DESIGN STORM TORONTO BLOOR ST. STATION FIG. D-7 OVERLAND FLOW TIMES FIG. E-1 FLOW - SLOPE RELATIONSHIP NECESSARY FOR SELF CLEANSING

DESIGN CRITERIA REVISIONS REVISIONS……………………………………………………………………………………………..81 APPENDICIES

APPENDIX A - SCANNED RECORD INFORMATION………………………….…………………82 APPENDIX B - DATA SPECIFICATIONS FOR DIGITAL DRAWING SUBMISSIONS..………84 APPENDIX C - AS BUILT SUBDIVISION / SERVICING DRAWING REQUIREMENTS………93

03/25/2004 Design Criteria – Page 1

FORWARD The design criteria herein presented are intended as a guideline to provide a sound engineering basis for municipal servicing and subdivision design, to establish a uniform criteria of minimum standards for an appropriate standard of living, and to improve processing of subdivision plans and agreements in the City of Vaughan. The criteria are intended to reflect public concern over the state of the environment and provide for a greater stewardship of our remnant urban natural heritage and landscapes. Best Management Practices shall be implemented in creating ecosystems that are able to support aquatic and terrestrial life at all times. Technological or economical changes which improve or maintain the quality of the design will not be ruled out, but must be approved by the City. This design criteria handbook is meant to be read in conjunction with City of Vaughan Standard Drawings, and with City Specifications, both available in book form or individually. Changes and revisions will be made to the design criteria and standard drawings from time to time and it is the responsibility of the Developer or Consulting Engineer to obtain and make use of the latest versions available at the time of servicing design. The Developer and or Consulting Engineer are also responsible to ensure that all construction work be carried out in full compliance with the current editions of the Occupational Health and Safety Act and regulations.

03/25/2004 Design Criteria - Page 2 1.0 SUBMITTALS

1.0 SUBMITTALS

1.1 SUBMISSION CONTENTS

1.1.1 General

The Consulting Engineer for the subdivision shall submit to the City of Vaughan Engineering Department, preliminary and as-built records related to the proposed infrastructure in both electronic and hardcopy formats. Electronic data shall be in a TIFF format. All spatial infrastructure records shall conform to the Universal Transverse Mercator (UTM) coordinate system, North American Datum of 1983, Zone 17N referenced to legal property/parcel fabric including all relevant boundary lines with legal survey descriptive annotation as produced by a registered Ontario Land Surveyor.

All submitted records and digital files will be checked for compliance with the conditions and specifications as outlined. Non-compliant submissions will result in the rejection of the submission.

All submitted records and digital files will become the property of the City of Vaughan. 1.1.2 Drawings

• COVER SHEET – showing title of the subdivision, the application number,

Developer’s information, consultant’s information, a key plan showing the subdivision’s location relative to nearby arterial roads and a drawing index.

• GENERAL NOTES SHEET – showing the approved general notes of the City of

Vaughan, other text based information not included on any other drawing and a list of all design exceptions. The approved design exceptions shall be highlighted through the use of a box.

• GENERAL SERVICE PLAN – showing all existing and proposed underground and

above ground infrastructure.

• GENERAL SANITARY PLAN – showing existing and proposed sanitary sewers and all areas tributary to each sanitary sewer inlet, including areas of future development. All external tributary areas will be spatially identified.


• GENERAL STORM PLAN – showing existing and proposed storm sewers and

channels, overland flow routes and all areas tributary to each storm sewer inlet, channel or watercourse, including areas of future development. All external tributary areas will be spatially identified.

• SANITARY AND STORM DESIGN SHEETS – showing the standard sanitary and

storm sewer design sheets which includes all sewer sections, populations, peaking factors, areas accumulated, infiltration, coefficients, expected flows, design sizes, slopes, full flow capacities, full flow velocities and actual velocities of design peak flows.

• GENERAL GRADING PLANS – showing existing contours and proposed road, lot

and block grading and elevation details as well as identifying all engineered filled lots. The details shall extend at least 30 metres beyond the subdivision boundaries. The size and base elevations of existing isolated trees to be retained shall also be included. In the event of a woodlot, only the trees along the woodlot edge shall be recorded on the grading plans.

• COMPOSITE UTILITY PLANS – showing all above ground utility locations,

underground sanitary, storm and water pipes, maintenance holes, valves and connections, driveways, regulatory street and warning signs, pavement markings, streetlights, walkway lights, mailboxes, fences, retaining walls, rear lot catchbasins and sidewalks.

• PLAN AND PROFILE DRAWINGS – showing detailed alignment and profiles of the

roads, sewers and watermains.

• STANDARD DETAIL PLANS – showing applicable City of Vaughan or Ontario Provincial Standard Drawings standard details used in the subdivision.

• OTHER PLANS – as required (section details, fence details, stormwater

management details, siltation and sediment control details etc.). All fence details shall appear in both the landscape and the civil drawings.

• LANDSCAPE AND STREETSCAPE PLANS – showing location and species of all

plant material used for streetscaping, rehabilitation and restoration, as well as fencing and entry or other decorative features as required by the Urban Design Department.

• LANDSCAPE AND PLANTING DETAILS – showing fencing, planting, decorative

feature and tree preservation details.

• STREETLIGHTING PLANS – showing the underground duct routing, streetlight schematic, photometric data as well as streetlighting standard details.


1.1.3 Supporting Information

Shall include where required:

• STORMWATER MANAGEMENT REPORT – showing, but not limited to, proposed

stormwater management practices, calculations for pre-development flows, post-development flows, required storage volumes, erosion and sedimentation control measures, water quantity and quality control measures, design capacity of the receiving watercourse and overall grading of the subdivision. More detailed information can be found in the Stormwater Management section of this document.

• STORMWATER MANAGEMENT OPERATIONS AND MAINTENANCE REPORT -

A separate operation and maintenance report for all proposed stormwater management facilities shall be submitted which includes but is not limited to the following information; the method and procedure for draining the forebay during maintenance, the techniques in removing the sediment from the facility, the procedure in diverting the storm flow away from the forebay during maintenance, the annual loading rate and the estimated sediment accumulation in the facility, the frequency when the facility must be cleaned, the inspection procedures and frequency of inspections, a description of the pond features and how the pond operates under the various storm events.

• FUNCTIONAL SERVICING REPORT – with plans showing current, interim and

ultimate service areas and the necessary supply and distribution infrastructure or capacity required to supply water or convey storm and sanitary sewage. The report shall include calculations of watermain and sewer capacities, interim and ultimate flows as well as required infrastructure improvements including but not limited to, pumping station upgrades, reservoirs, wells, forcemains and twinning to support the subdivision. Wells are to produce sufficient quantity and quality of water to meet the MOE and Regional Health Authority guidelines.

• HYDROLOGICAL - WELL IMPACT REPORT – establishing a qualitative and

quantitative baseline for local wells within a one kilometer radius of the subdivision boundary and detailing the anticipated impact the development will have on the existing wells. Mitigating measures shall also be proposed in the event the development creates a negative impact on existing wells. A follow up report shall be prepared upon the completion of the construction to document the impacts on the local wells.

• ROAD PAVEMENT DESIGN REPORT – showing proposed pavement design and

loading calculations as well as mitigating measures in the event non-ideal conditions are encountered.


• SOIL REPORT – showing calculations and recommendations for pavement design,

slope stability, beddings, foundations, retaining walls and soil corrosivity.

• NOISE AND VIBRATION REPORT – showing design calculations, assumptions and recommendations for noise and vibration attenuation features (barriers, berms, air conditioning etc.). The report shall also reflect current City of Vaughan policies pertaining to mandatory air conditioning or fencing as the policies may be more stringent. Only the latest version of STAMSON computer program is acceptable for noise prediction.

• TRANSPORTATION AND TRAFFIC IMPACT STUDY – showing the interim and

ultimate traffic volumes and levels of service at all affected intersections. Wherever poor levels of service are anticipated, mitigative measures are to be recommended. The report shall also include recommendations for traffic calming.

• ENVIRONMENTAL SITE ASSESSMENT PHASE 1 – provides an opinion as to the

environmental condition of the property and its suitability for the proposed uses based on a detailed records review. A Phase 1 report must be accepted by the City when land is to be conveyed to the City or as otherwise required through City of Vaughan policies.

• ENVIRONMENTAL SITE ASSESSMENT PHASE 2 – provides quantitative results

pertaining to the environmental condition of the site. A Phase 2 must be accepted by the City if a Phase 1 indicates that there the land is potentially contaminated, if there is a park block to be conveyed to the City or as otherwise required through City of Vaughan policies.

• TREE INVENTORY, ASSESSMENT AND PRESERVATION PLANS AND DETAILS

- includes an inventory of all existing trees, assessment of significant trees to be preserved and proposed methods of tree preservation.

• OTHER INFORMATION – as required (foundation drain calculations, pipe strength,

etc.).


1.1.4 External Authority Approvals

Shall include drawings, design sheets, contract specifications, design reports and other materials and information required for:

a) MOE b) MTO c) MNR d) TRCA e) Region of York f) Other pertinent authorities (i.e. – Hydro Vaughan)

1.1.5 Digital Files

Shall include and not necessarily be limited to Drawings, design sheets, contract specifications, Supporting Information reports and other relevant materials and information consisting of:

• Scanned copy of all record(s) approved by the City of Vaughan. Scanned file(s) shall

conform to the specifications outlined in Appendix A.

• CADD file(s) of all record(s) approved by the City of Vaughan. The CADD files shall conform to the specifications outlined in Appendix B.

• CADD or GIS file(s), which will be referred to as a master infrastructure file,

containing a compilation of all infrastructure relevant to the subdivision as noted in the Drawings section. This file shall be devoid of any Drawing Sheet Border information. TABULAR data related to the infrastructure shall be linked to the appropriate SPATIAL counterpart and conform to the specifications outlined in Appendix B.

• Digital format of Design Calculations.

1.2 SUBMISSION PROCEDURE

1.2.1 Perfect Submission

• In advance of scheduling a Perfect Submission meeting one rolled set of Drawings

including a complete list of design exceptions shall be submitted to the City of Vaughan for review.


• The Perfect Submission meeting shall be attended by the Owner or his designate, the civil consultant, the landscape architect, the electrical consultant and where required the soils, noise, environmental and transportation consultants as well as representation from the appropriate City of Vaughan departments.

• The Perfect Submission shall contain 5 (five) rolled sets of full size Drawings, 2 (two)

sets of reduced half size Drawings, 2 (two) bound copies of all Supporting Information and a letter from each consultant certifying that their design is either in accordance with the City’s Design Criteria or contains specific exceptions to the Design Criteria. Additional sets of Drawings or copies of Supporting Information may be required. All drawings and reports are to bear the seal, date and signature of the licensed Professional Engineer under whose direction they were prepared.

• Upon completion of the perfect submission meeting, the design exceptions will either

be approved or rejected, the drawings shall be red-lined and the City will be in a position to assess whether or not to recommend the MOE applications as required.

• The City reserves the right to conduct a subsequent review of the Drawings and all

further red-lined changes shall be incorporated in the Drawings.

1.2.2 Approved Drawings And Supporting Information

Upon execution of the Subdivision Agreement, the Consultant shall submit one complete set of original Drawings for endorsement by the City. Upon return of the endorsed set of originals, the Consultant shall provide the following:

• One set of Mylar original drawings; and • On Compact Disc, organized in a neat and logical fashion, the Digital

Files outlined in the Digital Files section.

03/25/2004 Design Criteria - Page 8 2.0 DRAFTING REQUIRMENTS

2.0 DRAFTING REQUIREMENTS

2.1 QUALITY

2.1.1 Originals

All drawings shall be neat, legible and the original drawings shall be completed on minimum 0.05 mm thick mylar with matt working surface with black ink and shall be corrected for As-Built information in the same manner. All information shall be neat, legible and original sheets shall be typed or completed in black ink and reproducible in a white-printing or photocopy machine. 2.1.2 Prints

All prints of drawings and information shall be neat and legible. Copies not considered legible shall be replaced by legible copies.

2.1.3 Approved Drawings

Mylars of approved drawings shall be neat, legible and suitable for reproducing on a white-printing machine. Copies of information shall be neat, legible and suitable for reproducing in a white-printing or photocopy machine. Content, Submission and Digital File requirements can be found under Submission Contents.

2.1.4 As Built Subdivision / Servicing Drawing Requirements

As-Built drawings shall be neat, legible, prepared using ink or equivalent quality on a minimum 0.05 mm polyester film with matt working surface. Copies of information shall be neat, legible and suitable for reproducing in a white-printing or photocopying machine.

Content, submission and digital file requirements can be found in Appendix C.


2.2 DIMENSIONS Metric Units are to be used for all projects.

2.2.1 Drawings Sheet Sizes

Drawings shall generally have a paper size of 610 millimetres by 914 millimetres (24 inches by 36 inches) with borders set at a minimum of 13 millimetres. Other paper sizes may be considered for use at the discretion of the City of Vaughan.

2.2.2 Scale

Standard scales to be used are 1:100, 1:500 and their factors of 10.

• COVER SHEET – appropriate scales shall be used for site key plan.

• GENERAL PLANS – shall generally use 1:1000 although other scales may be used where appropriate for larger or smaller plans. General plans should be all on one drawing wherever possible.

• GRADING PLANS – shall use 1:500 or 1:200.

• PLAN AND PROFILE – shall use 1:500 horizontal and 1:100 vertical. Detail profiles

can use 1:50 horizontal and 1:10 vertical or as required.

• DETAIL PLANS – shall use an appropriate scale for design.

• OTHER PLANS – shall use an appropriate scale for design.

2.2.3 Dimensions

S.I. units shall be used in accordance with the MOE Guidelines.

2.2.4 Reductions

Plans reduced to 215mm by 350mm may be required for inclusion in the subdivision agreement.


2.3 TITLE BLOCKS All drawings shall include; a City Standard Title Block, Revisions Block and Signing Endorsement as per the City’s Standard Drawing.

2.4 KEY PLAN A Key plan shall be provided to clearly identify focus area on each drawing.

2.5 BASIC INFORMATION

2.5.1 North Orientation

All plans shall include a north arrow in the upper right hand quadrant. All general plans and east west streets shall generally be drawn with the north arrow pointing to the top, all north south streets with the north arrow generally pointing to the right, and all cul-de-sacs or other roads where this does not apply, shall be drawn with the stations numbered from left to right. 2.5.2 Features

All existing utilities, structures and vegetation are to be shown and identified. Existing utilities shall be shown by a broken fine line as per City Standard Drawings A-2 and A-3.

2.5.3 Dimensions

The plan shall dimension the locations of all proposed utilities in the manner shown on City Standard Drawings.

2.5.4 Stations

Zero station shall start at a production of an intersection centre line generally at the south or west end of through streets and lower numbered intersections for crescents and cul-de-sacs.


2.5.5 Vertical Control

All elevation data shall be referred to a metric geodetic benchmark. The City of Vaughan Benchmarks are based on York Region datum and Ministry of Transportation information. All plan layouts shall be referred to official survey bars. 2.5.6 Horizontal Control

Horizontal controls shall be survey bars set by an Ontario Land Surveyor.

2.6 SEWER DETAILS The standard abbreviations, sewer diameter, length, grade, maintenance holes, inlets and connections to the sewer shall be shown on appropriate General Plans. This information plus sewer bedding, type and class of sewer pipe, maintenance hole inverts, rim elevations and drop structures shall be shown on Plan and Profile Drawings as per City Standard Drawing A-2 and A-3.

2.7 WATERMAIN DETAILS The standard abbreviations, watermain diameter, length, type and class of pipe, and the valves, hydrants and connections to the watermain shall be shown on appropriate General Plans and on Plan and Profile Drawings as per City Standard Drawing A-2 and A-3.

2.8 ROAD DETAILS Horizontal control data (beginning and end of curve, radius, curve length, delta, tangent and chord length) shall be shown on appropriate General Plans and on Plan and Profile drawings. Limit of accuracy shall be to 3 decimal places. Vertical control data (beginning and end of curve, radius, curve length, delta and tangent length, K value and vertical D distance between the tangent intersection and the curve) shall be shown on Lot Grading Plans and on Plan and Profile drawings. Existing and proposed center line road grades shall be shown every 20 metres with stations shown measured in metres with kilometers separated by a + sign on long runs (e.g. – STA 0+000, STA 0+020, STA 0+040 … STA 1+020). Stations of interest (curve stations, intersections, end stations, etc.) shall also be shown. Limit of accuracy shall be to 3 decimal places.

2.9 OTHER DETAILS Other details shall be according to the City Standard Drawings and Design Criteria where applicable and appear on the Standard Details drawings. City Standard Drawings may be printed on these sheets directly.

03/25/2004 Design Criteria - Page 12 3.0 ROADS

3.0 ROADS

3.1 GENERAL

3.1.1 System Type

All roads shall be designed to maximize safe usage. The street system should clearly indicate the characteristics and nature of the road function.

3.1.2 Convenience

Roads shall be designed and laid out to:

1. conform to the community design objectives 2. facilitate public transit and traffic conveyance 3. accommodate major storm drainage flows

All roads shall be designed to their functional classification (local, collector, arterial, etc.).

3.1.3 Service Area

All road designs shall include existing roads sufficient to verify that the proposed and existing road designs match and meet the City’s current criteria. Proposed road construction may include the reconstruction of existing roads to the satisfaction of the City.


3.2 GEOMETRIC STANDARDS

3.2.1 Definition of Road Types

• 5 Lane Arterial (Standard Drawing B-1) – consisting of traffic lanes, turning lanes,

mixed car and truck through traffic, separate public transportation, limited driveway access (e.g. – commercial, highrise, etc.).

• 4 Lane Arterial (Standard Drawing B-2) – four traffic lanes, mixed car and truck

through traffic, bus bays or turning lanes, limited driveway access.

• Major Collector Road (Standard Drawings B-3 and B-8) – four traffic lanes or alternatively two traffic lanes and two parking lanes, mixed car and truck through traffic, occasional driveway access.

• Minor Collector Road (Standard Drawings B-5, B-9 and B-10) – two traffic lanes and

one parking lane, residential through traffic, driveway access.

• Industrial Road (Standard Drawing B-4) – includes crescents and cul-de-sacs, two traffic lanes and one parking lane, heavy industrial or commercial truck traffic, driveway access.

• Major Local Road (Standard Drawing B-11) – two traffic lanes and one parking lane,

residential through traffic, driveway access.

• Local Road (Standard Drawings B-6 and B-12) - two traffic lanes and one parking lane, residential through traffic, regular driveway access.

• Local Road Cul-De-Sac (Standard Drawing B-7) – cul-de-sac with two traffic lanes,

one parking lane, one sidewalk required for pedestrian traffic (e.g. long cul-de-sac), driveway access.

3.2.2 Greenways Greenway widths may be added to Minor / Major Collector and Major Local road cross-sections as determined at the Block Plan approval stage to the satisfaction of the City. In situations where greenways are added to the above noted right-of-way standards, the requirements for sight triangles and reserves shall not be impacted by the additional boulevard widths imposed by the required greenway section.


3.2.3 Road Design Criteria Table 3.0 Road Design Geometric Features

Footnotes

1. Turning and crossing sight distances shall be used instead of minimum stopping sight distances at locations as determined by the City.

2. Roadway superelevation shall only be used in extreme circumstances and upon

approval by the City.

3. Minimum K-sag values according to comfort control shall only be used at locations where there is sufficient street lighting.

4. Length of vertical curve in metres should be not less than design speed in kilometers

per hour.

5. Not withstanding the minimum grade of 0.5%, a minimum curb line grade of 0.7% shall be maintained on all cul-de-sac and all angle bend road sections.

Arterial and Major Collector Industrial Minor Collector Local

Design Speed (km/h) 90 80 70 60 50 50 50

Min. Stopping Sight Distance (m) (see note 1)

170 140 110 85 65 65 65

Min. Horizontal Curve Radius (m) (see note 2)

340 250 190 120 115 115 65 - 115

K-Crest min. (m) 55 35 22 15 7 7 7

K-Sag Min. (m) comfort ctrl. (see note 3)

20 20 15 10 6 6 6

Headlight ctrl. 40 30 25 20 11 11 11

Min. C/L Grade (see note 5) 0.5 0.5 0.5 0.5 0.5 0.5 0.5

Max. C/L Grade 5 5 5 5 5 5 5


3.3 LAYOUT DETAILS

3.3.1 Bus Bays

Bus bays shall be provided as required to the satisfaction of the City.

3.3.2 Sidewalk & Walkways

Sidewalks shall be provided as required by the City’s Sidewalk Policy adopted by Council on February 26, 1996. The following guidelines shall be used to determine the need for sidewalks within new subdivision developments.

1. Sidewalks are required where they will form part of a walkway system.

2. Sidewalks are required in locations where pedestrian routes connect to local amenity areas such as schools, parks, transit routes, retail areas, etc. as follows:

a) One sidewalk where 40 to 100 units are tributary to the sidewalk route b) Two sidewalks where over 100 units are tributary to the sidewalk route c) Where only one sidewalk is required, it shall be located on the side of the

street that provides the most direct route to the local amenity

3. Sidewalks are required on both sides of collector and arterial roads.

4. Sidewalks are required on one side of industrial roads.

Sidewalks may be located at a minimum of 1.2m from the face of curb for local and minor collector residential roads as an alternative to the standard offset identified on the current standard drawings. Sidewalks may meander between the standard and alternative sidewalk location to ensure that additional landscape area is available, even if it is not desirable for the entire road.

Sidewalk platforms graded at 2% and/or sidewalks if required by the City shall be constructed on Regional Road allowances where the proposed subdivision abuts a Regional Road.


3.3.3 Signs

• Traffic signs shall be manufactured and installed in accordance with the latest

version of the Ontario Traffic Manuals and City Standard Drawings G-1, G-2 and G-3.

• Abbreviation for street name suffixes shall be as follows:

Avenue Ave. Boulevard Blvd. Circle Cir. Court Crt. Crescent Cres. Drive Dr. East E. Gate Gate Lane Lane North N. Parkway Pkwy. Place Pl. Road Rd. South S. Square Sq. Street St. Trail Tr. West W.

3.3.4 Fencing

Fencing shall be provided completely on private property, clear of the 0.3 metre reserve, where the private lot line abuts a walkway, stormwater management facility, open spaces, woodlot, park, railway, steep slopes or as requested by the City or other authorities. Mandatory fencing along the side of a residential dwelling shall include a fence return to tie it in to the foundation. The type and design of fencing will be subject to City approval. Fencing shall be installed on school property when the school abuts a private land use. Fencing shall be installed on public property only when public property abuts public property. Residential lots abutting a walkway shall receive privacy fencing, or better, along the side and rear lot lines.


3.3.5 Underground Electric Distribution and Street Lighting

Underground electrical distribution lines, lights and light poles, lot service lines and other necessary appurtenances to service all lots, blocks, walkways and road allowances shall be provided for the subdivision as required by Hydro Vaughan and detailed in the Streetlighting Standards. Provisions for future traffic signals shall be made at all collector to collector, collector to arterial and arterial to arterial intersections and at locations specified by the City in accordance with the City Standard Drawings.

3.3.6 Sodding

All portions of road allowance not covered with asphalt, concrete or other approve hard surface treatments shall be covered with 150mm of topsoil and No. 1 Nursery Sod.

3.4 STRUCTURAL REQUIREMENTS

3.4.1 Road Pavement Design Report

The road pavement design shall be prepared by a Soils Consultant and shall be included in the Soils Report. The report shall include results from soil testing of the existing subgrade and recommend a pavement design in accordance with the Transportation Association of Canada publication, “A Guide to the Structural Design of Flexible and Rigid Pavements in Canada”. The design shall include consideration of the effect of proposed underground services and non-ideal conditions. Pavement design for all urban roads shall be based on the assumption that the top lift of asphalt is a wearing surface only and does not contribute to the structural strength. Base course asphalt must be in place a minimum of two winters or as approved and directed by the City before the top lift asphalt is applied. Perforated sub-drains connected to the storm sewerage system shall be installed full length under all curbs unless otherwise directed in writing by the City.

In no case shall the road structural requirements be less than the City’s Minimum Depth Requirements.


3.4.2 Minimum Depth Requirements

Local and Rural Residential Roads

Asphalt - 40 mm compacted depth HL-3 asphalt - 50 mm compacted depth HL-8 asphalt Base - 150 mm compacted depth of 20 mm diameter crusher – run limestone - 200 mm compacted depth of 50 mm diameter crusher – run limestone

Industrial, Collector and Arterial Roads

Asphalt - 50 mm compacted depth HL-3 asphalt - 75 mm compacted depth HL-8 asphalt Base - 125 mm compacted depth of 20 mm diameter crusher – run limestone - 350 mm compacted depth of 50 mm diameter crusher – run limestone

Driveways

1. Residential - 25 mm compacted depth HL-3A asphalt top course - 50 mm compacted depth HL-8 asphalt base course - 200 mm compacted depth of 20 mm “diameter” crusher run limestone

Top course asphalt shall not be placed until the base course asphalt has been in place for one winter season. The entire driveway surface is to be paved from the curb to the garage. Other hard driveway surfaces (i.e. interlocking stone) may be installed as approved by the City.

2. Industrial (Heavy Duty Asphalt) - 50 mm compacted depth HL-3 asphalt top course - 75 mm compacted depth HL-8 asphalt base course - 150 mm compacted depth of 20 mm diameter crusher run limestone - 300 mm compacted depth of 50 mm diameter crusher run limestone

The above standard shall apply to the portion of industrial driveway between the curb and the street line. Note: The maximum asphalt cement content by mass in an asphalt mixture for driveways is 7.0%.


3.5 MATERIALS

3.51 Native Material

The use of native material for backfilling of trenches or for fill sections of roadway is subject to approval of the City. A report on the type of soil and method of compaction should be presented for prior approval.

3.5.2 Limestone

Where 20 mm or 50 mm diameter limestone is specified, this shall be prewashed crusher run limestone from a source approved by the City. Limestone “chips” may be used under certain circumstances in place of granular material and shall be from a source approved by the City.

The 20 mm diameter crusher run limestone shall meet the Ontario Provincial Standard Specification (O.P.S.S.) granular “A” gradation specification. The 50 mm diameter crusher run limestone shall meet the O.P.S.S. granular B “Type II” gradation specification.

3.5.3 Asphalt

All asphalt shall be homogeneous, free from impurities, and shall comply with the detailed requirements for the specified grades as given by the MTO and the City. The composition of base course pavements may be modified by the recycling of up to 25% by mass of reclaimed asphaltic concrete as per MTO specifications.

3.5.4 Concrete

All concrete curbs and gutters, sidewalks and walkways shall be mixed from Portland Cement A5 conforming to Canadian Standards Association Specifications. Coarse and fine aggregates shall conform to City specifications. Concrete to achieve a compressive strength of 32 MPa at 28 days, maximum water/cement ration of 0.5 by weight with 6%, + 1% air entrainment. Curing by means of burlap and water, moisture barrier, or membrane shall be according to City specifications. Concrete curbs within the road right of way shall be a two stage curb.


3.5.5 Sodding

All sod shall be No. 1 Nursery Sod as classified by Nursery Sod Growers Association of Ontario, latest revision.

All sod shall be taken from a good loamy soil. It shall be well permeated with roots; be uniform in texture and free from weeds; be in a good healthy condition with no sign of decay and contain sufficient moisture to maintain its vitality during transportation and placing.

3.5.6 Topsoil and Planting Mix

All topsoil shall be obtained from a source known to be free of weeds, chemicals, and hazardous waste. Topsoil and planting mix to meet all City standards and specifications. Testing of samples shall be at the City’s discretion. All areas within the boulevard not covered by asphalt or other hard surface treatment shall have 450 mm of topsoil. All areas outside of the boulevard that are to be sodded, including parks, shall have 100 mm of topsoil.

3.5.7 Other Materials

All other materials shall be approved by the City.

03/25/2004 Design Criteria - Page 21 4.0 STORMWATER MANAGEMENT SYSTEM

4.0 STORMWATER MANAGEMENT SYSTEM Urban development has the potential to impact the quantity and quality of stormwater runoff. Accordingly, the stormwater management system is to be designed to limit flooding and minimize hazards under the major storm events. The stormwater management system should also provide a reasonable level of convenience and safety for pedestrians and traffic use by removal of lot and street surface runoff under the minor 5 year storm events. This typically leads to the installation of a storm sewer system designed to minimize the impact of development on water quality and aquatic life.

4.1 STORMWATER MANAGEMENT PLAN The stormwater management plan shall include the drainage report along with other related information. It provides an integrated means of dealing with the many impacts of urban development on water quality and quantity, erosion, sedimentation and the hydrologic cycle (preservation of groundwater resources). The preparation of a stormwater management plan shall be based on an approved Master Drainage plan, TRCA initiatives or the criteria established by the City and the TRCA. The plan shall outline all tributary areas, the minor and major system design and the stormwater management facility design including an operation and maintenance manual and the impacts of riparian rights. In addition, the plan shall identify and assess the potential environmental impact the proposed development will have on the receiving watershed. The proposed methods for controlling and minimizing erosion and siltation on site and in the downstream areas during and after construction shall also be included in the plan. The Plan shall conform to the “Provincial Urban Drainage Design Guidelines” and the “Provincial Guidelines on Erosion and Sediment Control for Urban Construction Sites”. All drainage reports and designs shall bear the seal, date and signature of the Licensed Professional Engineer under whose direction they were prepared.

4.2 DESIGN LEVELS The system is to be designed to provide convenience drainage for a variety of storm frequencies through the minor and major system and provide flood protection from the 100 year or regional storms.

4.2.1 Minor System

Storm sewers shall be designed to convey at least a 5 year return frequency storm and shall not surcharge during any storm return frequency event.


4.2.2 Major System

Runoff flows in excess of the design capacity of the minor system shall be conveyed via streets, open channels, storm sewers and walkways to a safe outlet. The combination of the overland flow system and the minor system shall be designed for a 100 year return frequency storm or regional storm, whichever is greater, to prevent flooding of private property with maximum level of road flooding and surface detention as defined below. 4.2.3 Open Channels

Open channels shall be designed:

• for the regional storm or 100 year storm event, whichever is greater, in accordance

with City and TRCA policy. • to prevent erosion damage for all frequency storms.

• to maintain the characteristics and aesthetics of the natural watercourse to the

satisfaction of the City, TRCA and MNR.

4.2.4 Stormwater Management Facilities

Stormwater management facilities shall be designed to provide an effective and efficient method of pollutant removal, flow control, augment the effectiveness of source and conveyance controls for both the major and minor systems, reduce increased runoff and provide quality control. Stormwater quality controls shall be implemented to mitigate the impact of increased sediment and pollutant loadings, temperature changes, base flow reductions, habitat changes and ground water effects on the receiving watercourse.

End-of-pipe quality control facilities should only be considered for developments greater than five hectares where source controls are impractical. For developments less than five hectares, a financial contribution in lieu of implementing quality treatment will be required. Funds collected in lieu of quality treatment will be used to finance the retrofitting of existing stormwater management facilities within the watershed.

Stormwater management facilities should generally be located adjacent to valley features and integrated into the natural environment. Tableland facilities shall be integrated with the overall community urban streetscape character.

Where a stormwater management facility is required, it shall be located on lands conveyed to the City by the landowner free of charge and encumbrances. Lands designated for a stormwater management facility shall not be considered part of the


parkland dedication.

Stormwater management ponds shall be designed to encourage safe public access and shall be integrated into the natural or trail system. This can be achieved by consolidating the ponds into larger facilities, thereby creating a larger attraction for the community while also minimizing on-going maintenance costs. The street pattern should also contain significant frontage on the pond.

The following guidelines for the design of stormwater management facilities in the City shall be considered supplementary to the latest version of the MOE Stormwater Management Practices Planning and Design Manual.

4.3 STORMWATER MANAGEMENT FACILITY DESIGN PARAMETERS

4.3.1 Temporary Stormwater Management Facilities

In situations where the ultimate downstream infrastructure or a stormwater management facility is not available, the City will consider the use of a temporary facility. All temporary facilities shall be designed to meet the same guidelines that are applied to permanent facilities. Temporary facilities will not be assumed as municipal services by the City. The Developer shall be responsible for the operation and maintenance until the ultimate facility is constructed.

4.3.2 Emergency Overflow Spillway

Each facility shall be designed with an emergency overflow spillway to allow storm drainage to safely exit the facility in the event that the outlet fails to function or the storm event is greater than the design return period. The spillway shall be designed to convey the highest design flow of the facility, while maintaining a minimum 0.3 metre freeboard around the perimeter of the facility.

4.3.3 Facility Storage Requirements

Storage volume requirements for permanent pool, quality control and extended detention shall be based on criteria established in the MOE Stormwater Management Planning and Design Manual, or site specific requirements as established in an approved Master Environmental Servicing Plan or Master Drainage Plan, or as otherwise established by the TRCA or City.


4.3.4 Outfalls

Outfall structures to proposed stormwater management facilities or existing channels or watercourses shall be designed to prevent erosion or damage in the vicinity of the outfall from maximum design flows. All outfall structures shall be accessible by maintenance equipment. The structures must be designed to stop unauthorized entrance and have appropriate handrails. In so far as possible, outfall structures shall be designed and constructed to blend in with the surroundings so as not to dominate the landscape.

4.3.5 Maintenance Access Roadway

Maintenance access roads are required to all inlet/outlet and emergency overflow spillway structures of the stormwater management facilities. The maintenance access road shall be of a granular dust free surface to provide for all-weather ingress and egress with a minimum width of 4.0 metres and a maximum grade of 12 percent. Access roads as wide as 6.0 metres may be required to provide for large trucks, as determined by the City’s Public Works department at the detailed review stage. Curves on an access road shall have a maximum centerline radius of 12.0 metres.

Where these access roads are in high profile locations or within the mow strip zone, a specialized surface treatment is to be used that results in a turf appearance. A minimum of two removable bollards shall be designed and placed at all locations where the maintenance access road outlets to a municipal right of way to the satisfaction of the City’s Public Works Department.

4.3.6 Trails and Walkways

Trails shall be 3.0 metres wide and constructed of a granular dust free stonedust surface or other suitable material. Trails shall be constructed above the maximum extended detention elevation or 5 year return frequency ponding elevation, whichever is greater. A 3.0 metre safety zone shall be provided on either side of the trail. A safety zone shall be interpreted as a space where sightlines are preserved and does not have entrapment zones. The maintenance access road may also be incorporated into the trail system.


4.3.7 Configuration and Grading

Stormwater management facilities shall be design to have curvilinear and natural configuration with varying side slopes between 3:1 and 7:1 with an average slope of 5:1. Natural materials such as ledgerock and armour stone may be used to create naturalized facilities.

Table 4.0 Stormwater Management Facility Design Design Element Wet facility Wetland facility

Permanent Pool 1.0 to 2.0 metres 0.15 to 0.3 metres

Maximum Extended Detention Storage above the permanent pool water level

1.0 metre 1.0 metre

Maximum Quantity Control Storage above the permanent pool water level

2.0 metres 2.0 metres

Maximum Depth of Water 4.0 metres 3.0 metres Minimum Freeboard above maximum water level

0.3 metres 0.3 metres

Side Slopes 5:1 slope from the bottom of the facility for a minimum distance of 3.0 metres past the extended detention upper water limit; 5:1 average slope elsewhere.

5:1 slope from the bottom of the facility for a minimum distance of 3.0 metres past the extended detention upper water limit; 5:1 average slope elsewhere.

4.3.8 Side Slopes

The grading and landscaping near the pond edges is to be designed to ensure public safety and to maximize the functionality of the pond. Terraced grading shall be implemented along the pond edges, specifically adjacent to the permanent pool, to minimize the potential for the public to fall into the pond. The land where the permanent pool meets the surrounding landscaped area shall be graded at a minimum slope of 5:1 for a minimum distance of 3.0 metres on either side of the permanent pool elevation. The remaining area of the facility shall have varying pond slopes between 3:1 and 7:1 with an average slope of 5:1. Natural materials such as ledgerock and armour stone may be used to create naturalized facilities.


4.3.9 Facility – Length to Width Ratio

The configuration of wet facilities shall be curvilinear to reflect a natural form and have a minimum length to width ratio of 3:1. The configuration of the facility forebay shall also provide a minimum length to width ratio of 2:1. The base of the sediment forebay shall be treated with a hard surface to facilitate future maintenance and the removal of sediments.

4.3.10 Berming

Berming within facilities shall be designed with a minimum top width of 2.0 metres with 3:1 maximum side slopes. 4.3.11 Transition between SWM Facilities and Urban Land Uses

A minimum setback of either 15 metres from the 5 year stormwater elevation in the facility or 3 metres from the 100 year stormwater elevation, whichever is the greater, shall be provided to residential lots and blocks that abut the facility.

4.3.12 Mow Strip

A three metre wide sodded mow strip with a maximum crossfall grade not exceeding 5% is required along the perimeter of the stormwater management facility blocks where they abut residential, commercial or industrial development. 4.3.13 Fencing

A 1.5 metre black vinyl chain link perimeter fencing is required along the property lines of residential, commercial, industrial or institutional lands where they abut a stormwater management facility block. Where walkways, commercial and institutional blocks abut stormwater management facilities, the City may require that a 1.8 metre high privacy wood fence be installed in lieu of the 1.5 m chain link fence. The stormwater management block shall be physically separated from school blocks through the use of fencing. A no-gate policy for fences along adjacent property lines (regardless of land use) shall be strictly enforced.


4.3.14 Signage

An Information/Warning sign shall be installed near pedestrian traffic routes or walkways located near the perimeter of a stormwater management facilities. The number and placement of the warning signs shall be determined in consultation with the City and shown on the Construction Drawings. Signs shall be in accordance with City Standard Drawing K-6. Stormwater management facilities which include trails must include signage that identifies the designated routes, key features and promotes community image to the City’s satisfaction.

4.3.15 Facility Buffers & Planting

Where a stormwater management facility abuts a road, it is necessary for the first 6 to 8 metres of the pond block to have a more urbanized/manicured landscape treatment to better blend into the community streetscape character and have a maximum 7:1 slope. This urbanized landscape should include plant material above the minimum acceptable standard. There should be a distinction between zones requiring regular maintenance and low maintenance zones. This distinction shall be delineated with a bold line on the appropriate stormwater management facility drawings.

Plant material shall be provided to reinforce the edge between the maintained and low maintenance zones. Plantings shall also be provided to buffer or screen views to significant engineering structures such as outfall weirs, headwall siltation forebays, service access roads, adjacent industrial lands and for safety purposes. The use of large clusters of coniferous trees immediately adjacent to street frontages are not recommended due to pedestrian safety concerns related to visibility from the street. Aquatic plants are to be planted throughout the pond while allowing for infill over a reasonable period of time.

The density of shrub planting, for safety purposes, shall vary depending on the degree of slope. Shrub planting shall prevent public access on all 3:1 slopes. 4.3.16 Topsoil

Topsoil within the entire stormwater management block, outside the permanent pool, is to be a minimum of 450mm in depth. Testing of the topsoil will be required to the satisfaction of the City.


4.4 GENERAL DESIGN PARAMETERS

4.4.1 Approvals

The system shall be designed to meet the requirements of the City of Vaughan, the Regional Municipality of York, the Ministry of the Environment (MOE), Ministry of Natural Resources (MNR), The Toronto and Region Conservation Authority (TRCA), the Ministry of Transportation (MTO), downstream municipalities and other governing authorities having jurisdiction.

4.4.2 Tributary Area Inflows

Allowances shall be made for inflows from geographically tributary adjacent subdivisions or lands in their current and ultimate conditions in accordance with the Official Plan.

4.4.3 Outlet Locations

The exact outlet location for sewers or channels shall be approved by the City.

4.4.4 Design Period

The minor system, containing catchbasins and underground storm sewers, shall be designed to convey the 5 year storm. The major system, encompassing overland flow routes, detention facilities and open channels, shall be designed to convey the 100 year or regional storm, whichever is greater. 4.4.5 Drainage Report

Potential increases in runoff rates resulting from new development shall be controlled in accordance with the approved Master Drainage Plans, TRCA initiatives or other approved criteria, before being discharged to approved outlets. The drainage report shall demonstrate: • the manner in which stormwater will be conveyed from the site; • how the subdivision relates to the surrounding area; • how it conforms with the approved Master Drainage Plan, TRCA initiatives or other

approved criteria; • how external flows will be accommodated; • the design capacity of the receiving system(s);


• the appropriate Stormwater Management Practices (SWMPs) to be used to treat stormwater to ensure there will be no negative impacts on the quality and quantity of ground and surface water resources;

• the proposed methods of controlling or minimizing erosion and siltation on-site and downstream areas during and after construction; and

• the stormwater management techniques which may be required to control minor and major flows.

The drainage report shall also include overall grading plans for the subject lands. In the absence of a Master Drainage Plan, TRCA initiative or other approved criteria, the post-development flows from a 5 year return frequency storm shall not exceed the flows for pre-development conditions. The City may permit a variance from this requirement if it is demonstrated to the satisfaction of the City that uncontrolled flows will not have an adverse effect on the existing system. Similarly for the major system, post-development runoff from a 100 year or regional storm, whichever is greater, shall not exceed the pre-development runoff for the same storm.

4.4.6 Hydraulic Losses

A sufficient drop shall be provided across each maintenance hole to offset any hydraulic losses, the obverts of inlet pipes shall not be lower than obverts of outlet pipes, and drop structures shall be used only when drops of more than 0.6 metres are necessary. Calculations for hydraulic losses shall be included with storm design information. 4.4.7 Roof Leaders

Leaders are to be discharged to the ground surface onto splash pads and flows to be directed away from the building and towards the road where possible and in such a way as to prevent ponding or seepage into the weeping tile.

4.4.8 Foundation Drainage

Foundation drains shall be connected to the storm sewer system only when it can be demonstrated that an acceptable level of protection against basement damage will be provided under major storm conditions. If required, separate foundation drain collectors shall be designed on the basis of a continuous flow rate of 0.075 litres per second per residential lot plus infiltration. The minimum foundation drain collector diameter shall be 200 mm. Material and bedding standards applicable to storm or sanitary sewers shall also be applicable to foundation drain collectors.


4.4.9 Infiltration

Where soils reports have identified that techniques such as lot level controls, infiltration trenches and perforated pipe systems are practical, the implementation of such techniques shall be encouraged.

4.4.10 Roads

Road grading must direct flows from the right of way to a safe outlet at specified low points. Outlets can be walkways or open sections of roads leading to open spaces or river valleys. Roads may be used for major system overland flow conveyance during the 100 year return frequency storm subject to the following depth constraints:

Location Constraints Open Spaces as required for overland flow outlets Local maximum depth of ponding is 0.20 m Roads above the crown of road Collector and maximum depth of ponding is 0.10 m Industrial Road above the crown of road Arterial Roads maximum depth of ponding is to the Crown of the road

4.4.11 Minimum Flood Protection

Location 100 Year Storm Return Frequency

Private Property, Schools - no structural damage and Parkland - no basement flooding - positive overland flow to outlets

Public Property - no structural damage - no erosion


4.4.12 Peak Flow Calculation

Pre-development peak flows shall be computed by the Rational Method or by a unit hydrograph method as described in the MOE Guidelines and MTO Drainage Manual.

Post-development design flows may be determined using the Rational Method only where the design area is less than 40 hectares and runoff control facilities are not considered. Computer models, as outlined in the Provincial Urban Drainage Design Guidelines are acceptable in calculating major and minor systems flows. The engineer is responsible for selecting the most appropriate model to suit the drainage study area.

When the Rational Method is used, the relevant figures are to be entered on the City of Vaughan Standard Storm Sewer Design Sheets and Overland Design Sheets. When computer modeling is used, the report shall indicate model parameters, assumptions used, outflow hydrographs and hydraulic grade line levels where applicable.

Where peak flows from external areas enter a subdivision sewer system, the more critical case based on either the time of concentration including the external area or the time of concentration excluding the external area shall be used. Actual velocities of computed peak flows shall be used to estimate time of concentration

A design evaluation of inlet times must be submitted for prior approval if the design includes inlet times different from those specified above, especially in the cases where the sewer is designed for certain surcharge levels for larger storms and where the sizing is optimized for both situations.

Where the Rational Method is used, the peak rate of runoff, Q, is calculated according to the equation Q = RAIN

Where Q = flow in litres per second

R = runoff coefficient, dimensionless A = area in hectares I = average intensity in millimeters per hour N = conversion factor

Note: where A is in hectares and I is in mm/hr then N = 2.778


4.4.13 Rainfall Intensity

Rainfall intensity-duration equations appear below and the rainfall intensity-duration curves and design storm hyetographs based on these curves are shown in Figures D-1 to D-6.

Table 4.1 Rainfall Intensity

Return Frequency

Intensity

2 years I = 647.7 (T+4.0) -0.784 mm/hr

5 years I = 929.6 (T+4.0) –0.798 mm/hr

10 years I = 1021 (T+3.0) –0.787 mm/hr

25 years I = 1100 (T+2.0) –0.776 mm/hr

50 years I = 1488 (T+3.0) –0.803 mm/hr

100 years I = 1770 (T+4.0) –0.820 mm/hr

Where T = time of concentration in minutes

Where the first leg of a residential storm sewer system is sized using the Rational Method, the initial inlet time shall be 7 minutes for the 5 year storm. The above shall apply where the upstream drainage area does not include large open space areas.


4.4.14 Runoff Coefficients

Runoff coefficients are given by component of surface treatment and proposed land use.

Table 4.2 Proposed Land Use Runoff Coefficients

Residential

Composite R

Single Family, semi-Detached Duplex, Triplex, Quad,

Small Lot Single (9 m), Small Lot Semi (7.5 m),

Street Townhousing (6, 7.5 m)

Designer to calculate actual runoff co-efficient (min. 0.45)

Block Development

Composite R

Block Townhousing, Stack Townhousing, Apartments

Designer to calculate actual runoff co-efficient (min. 0.55)

Neighbourhood,Commercial, Commercial Centre, Institutional

0.75

Industrial Runoff Control Rate

New Development 180 l/s/ha*

Infill site site specific

*Note: Municipal storm sewers to be designed to convey the 5 year return frequency storm from the road allowance and 180 l/s/ha from the lots.


Table 4.3 Runoff Coefficients Open Areas R Unimproved Open Space under 7% slope 0.25 Unimproved Open Space overall 7% slope 0.30 Neighbourhood Park, Cemetery 0.45 Community Park 0.75 Sodded area 0.25 Paved and Gravel areas 0.90 Roof area 0.90

For estimating flows using the Rational Method from storms larger than the 5 year return storm the runoff coefficients should be increased to account for the increase in runoff due to saturation of the soil, with the estimate becoming less accurate for larger storms. Coefficients for the larger storms can be derived as follows:

Table 4.4 Coefficients for storms larger than a 5 year return C 10 = 0.8 C 5 + 0.2 C 25 = 0.7 C 5 + 0.3 C 50 = 0.6 C 5 + 0.4 C 100 = 0.5 C 5 + 0.5

e.g. runoff coefficient for landscape area C100 = 0.5 (0.25) + 0.5 C100 = 0.625


4.4.15 Sewer Capacities

Manning’s Formulae shall be used to determine the capacity of the sewers: V = R 2/3 S ½ and Q = 1000 A R 2/3 S 1/2 n n

Units: V (m/s), R(m), S(m/m), Q(l/s), A(m2)

For concrete or polyvinyl Chloride (PVC) sewer pipe a roughness coefficient of 0.013 shall be used. For corrugated pipe a roughness coefficient of 0.024 shall be used.

For full flow, 0.013 roughness and diameter D(m), the Manning’s Formulae becomes:

Vfull = 30.527 D 2/3 S ½ and Qfull = 23,976 D 8/3 S ½

5 Year Storm Design

minimum velocity maximum velocity

Storm Sewers 0.75 metre/sec. 5.0 metre/sec. actual flow full flow Channels 1.5 metre/sec.

Energy dissipators at outlets will be designed to reduce velocities to 1.00 metre per second or less.

Refer to figure E-1for self cleansing velocities. 4.4.16 Layout Details

Trunk and Local Sewers

MINIMUM SIZE - The minimum diameter of storm sewers shall be 200 millimetres.

LOCATION - Storm sewers shall generally be located 1.5 metres west or south of the road center line in separate trench or in a common trench. The minimum horizontal clearance between the outside wall of the adjacent sewer pipes shall be 800 millimetres. On crescent roads or roads with numerous bends, the sewer position may generally follow the same relative side of the road allowance.


DEPTH - A minimum depth of 1.2 metres to the top of pipe from the finished road or ground surface elevation, or a sufficient depth for any foundation drains or other connections shall be provided.

CLEARANCES - Minimum clearances between services shall be provided in accordance

with MOE guidelines.

ALIGNMENT - Storm sewers shall generally be straight aligned between maintenance holes, however, curvilinear or properly deflected sewer pipes within the manufactures specifications are allowed with the approval of the City. 4.4.17 Maintenance holes

LOCATION - Maintenance holes shall be placed at the top end or dead end of a sewer

line or where changes in size, material, alignment, or grade occur. SPACING - The maximum spacing between maintenance holes shall generally be

according to the following:

Table 4.5 Storm sewer maintenance hole spacing Sewer Diameter Metres 200 to 900 millimetre dia. 110 975 millimetre dia. and greater 180

DROP MAINTENANCE HOLES - Drop maintenance holes shall be sized in accordance

with OPSD 1003.020 and provided for all sewer junctions having an elevation difference in excess of 0.6 metres that cannot be eliminated by changing sewer grades.

MAINTENANCE HOLE COVERS - Where a maintenance hole is located in stormwater

detention area or flood plain areas the maintenance hole frame & cover shall be of the sealed variety. Where a maintenance hole is located where the surcharged sewer design hydraulic grade line is higher than the rim elevation, maintenance hole covers shall be perforated type and shall be bolted down. In all other areas standard maintenance hole covers shall be used.

TYPE - Maintenance holes shall be cast in place or precast concrete in accordance with City Standard Drawings and all applicable OPSD details.


4.4.18 Catch basins

LOCATION - At all low points, upstream of pedestrian crossings and not within 1.0 m of curb depressions and residential driveways.

SPACING - Catchbasins should be provided at adequate intervals to ensure that the

road drainage can be intercepted up to the capacity of the storm sewer. The spacing will vary with the road width, grade and crossfall and with the design storm frequency. The spacing will also be affected by the location of pedestrian crossing points, intersections, low points, driveway depressions, etc.

In general, for pavement width up to 9.8 m with two per cent crossfall, the maximum spacing should be as follows:

Table 4.6 Catchbasin Spacing Road Gradient Maximum Spacing 0.5% to 3% 107 m 3.1% to 4.5% 91 m over 4.5% 76 m

Stormwater management systems using inlet control catchbasins may use less frequent spacings than those outlined above. In such cases, the designers must justify whatever spacing is used.

LEADS - Minimum 200 mm at 0.7% grade for single catchbasins and 300 mm at 0.7%

grade for double catchbasins. Leads shall connect to maintenance holes were possible. Where catchbasins are designed for inlet controls, lead sizes down to 150 mm for singles or doubles can be used where such sizes will limit flows to the gravity capacity of the sewer system and surface flow does not exceed the maximum ponding depth on roads.

REAR YARD CATCHBASINS – Shall be sumpless. The rear yard catchbasin lead shall

be a minimum 250 mm diameter, class “A-A” bedding as per applicable OPSD details, located so that the catchbasins is entirely on one lot and the outlet pipe is on the same lot. The catchbasins shall be located 1.0 m clear from property lines. The rear lot catchbasin shall only be placed on a residential lot provided that the stormwater runoff from that rear lot is tributary to the rear lot catchbasin.


4.4.19 Sewer Materials

CONCRETE PIPE SPECIFICATIONS- Complying with CSA Standard A257.1 (Concrete

Sewer, Storm Drain and Culvert Pipe), CSA Standard A257.2 (Reinforced Concrete Culvert Storm Drain and Sewer Pipe), and CSA Standard A257.3 (Joints for Concrete Sewer and Culvert Pipe Using Flexible Water Tight Rubber Gaskets), ASTM C14, C76, C655.

POLYVINYL CHLORIDE (P.V.C.) - Can be used for either residential or industrial use conforming to CSA Standard B182.1,ASTM D3034 for pipe size 100 millimetre to 150 millimetre diameter, CSA Standard B182.2, ASTM D3034 for pipe size 200 millimetre to 375 millimetre diameter and CSA Standard B182.4, ASTM F-794 for pipe sizes greater than 450 millimetre diameter or current edition only as approved by the City.

4.4.20 Bedding Materials BEDDING AND BACKFILL – Bedding type selection shall be based on depth of sewer,

sewer material, trench width and configuration and soil conditions. Pipe loading calculations shall accompany the design submission. Selected native backfill maybe used with the approval of the City.

4.4.21 Service Connections

Service connections are to be in accordance with City Standard Drawings I-1, I-2, I-3, I-4 and all applicable OPSD details.

Adjacent lots with greater than 0.2 m basement elevation differences shall not be serviced by double lot storm sewer service connections.

Service connections shall be installed to the centre of the primary frontage of the park block or as otherwise specified by the Urban Design or Parks’ Department, in accordance with City Standard Drawings and all applicable OPSD details.

03/25/2004 Design Criteria - Page 39 5.0 SANITARY SEWERAGE SYSTEM

5.0 SANITARY SEWERAGE SYSTEM

5.1 GENERAL

5.1.1 System Type

The sanitary sewer system is to be designed to carry domestic, commercial and industrial sewage for each area or subdivision under consideration. Flow is to be by gravity and pumping will be considered only where other alternatives are not possible and only with the approval of the City.

5.1.2 Service Area

• DESIGN PERIOD – The system shall be designed to service all areas within the

subdivision to their maximum future development in accordance with the Official Plan.

• TRIBUTARY AREA INFLOWS - Allowance shall be made for inflows from external

lands within the drainage shed to the approval of the City.

• CONNECTION LOCATIONS – The exact location for connecting sewers to adjacent sewers shall be approved by the City

5.1.3 Drains

All floor drains are to be connected to the sanitary sewer. No foundation drains or roof water leaders shall be connected to the sanitary sewer.


5.2 DESIGN FLOWS

5.2.1 Calculations

The sewers are to be sized for maximum design flows plus an allowance for infiltration. Minimum velocities and slopes are to be determined for maximum design flows without infiltration.

• AVERAGE DAILY FLOW – the Average daily domestic flow is to be taken as 450

litres/capita/day (=1 l/s per 192 people)

• RESIDENTIAL AREAS – domestic flows for residential areas shall be calculated on a unit basis as follows:

Table 5.0 Residential Area Flows Type of Unit litre/second/unit Persons/Unit

Single Family and Semi Detached .0208 4.0

Street Townhouses, Block Townhouses and Stack Townhouses

.0182 3.5

Apartments .0130 2.5 Beds .0078 1.5


• NON-RESIDENTIAL AREAS – flows for areas intended for uses other than

residential shall be calculated as follows:

Table 5.1 Non-Residential Area Flows

A) Use

Litre/Second/Hectare Persons/Hectare

Industrial 0.500 95 Commercial 0.400 75 Institutional 0.260 50

Parks and Recreational

0.260 50

B)

Uses

Rate

Population Equivalent

School 0.0016 litre/second/student 0.30 persons/student

Hospital/Nursing Home

0.0208 litre/second/bed 4.00 person/bed

Hotel/Motel 0.0026 litre/second/bed 0.50 persons/bed

Office Commercial 0.600 litre/second/hectare of floor

115 persons/hectare of floor

Shopping Centre 0.600 litre/second/hectare of floor

115 persons/hectare of floor

The above values reflect the MOE Guidelines.


• MAXIMUM FLOWS – maximum design flows are to be determined using average daily flows and the Harmon Peaking Factor:

K = 1 + __14__

4 + p½

where K is the Harmon Peaking Factor and p is the population (or equivalent) in thousands. The maximum design flows shall be the average daily flow times the peaking factor.

• INFILTRATION - a wet weather infiltration rate of 20,000 litres/hectare/day = 0.23

litres per second per gross hectare is to be used. To satisfy self cleansing requirements in sanitary sewers, assume dry weather infiltration reduces to zero for several days during dry months.

5.2.2 Sanitary Sewer Flows

The relevant figures are to be entered on the City of Vaughan Standard Sanitary Design Sheet.

5.3 SEWER DESIGN

5.3.1 Formula

Manning’s formulae shall be used for determining the capacity of the sewers:

V = R ⅔ S½ and Q = 1000 A R ⅔ S½ n n

V in metres per second, R in metres, S in metres per metre, Q in litres per second, and A in square metres.

• A roughness coefficient of n = 0.013 shall be used for all types of pipe.


• For full flow, 0.013 roughness and diameter, D, in metres the Manning’s Formulae becomes:

V full = 30.527 D ⅔ S½, and Q full = 23,976 D 8/3 S½

5.3.2 Minimum Size

The minimum size of sewers shall be 200mm diameter in residential areas and 250mm diameter in industrial areas.

5.3.3 Minimum Velocity

The minimum velocity for sewers operating partially full shall result in self-cleaning equivalent to that produced by flow in a 200mm diameter sewer operating full at a velocity of 0.6 m/s. Reference should be made to Fig. E-1 “Flow Slope Relationship Necessary for Self Cleansing”. The self-cleansing should be achieved on a daily basis on average and the required self-cleaning full flow velocity shall be determined by:

Vs full = 0.9885 R1/6

Vs in metres per second and R in metres.

5.3.4 Maximum Velocity

The maximum velocity shall be 3.0 m/s at full flow.

5.3.5 Allowance Grades

The grades for sewers shall be the grade necessary to meet the minimum and maximum velocity requirements. The first leg of a sewer shall be a minimum grade of 1.0%. The maximum sewer grade shall be 2.0% or not greater than the road grade where the road grade exceeds 2.0%.


5.3.6 Hydraulic Losses

A sufficient drop shall be provided across each maintenance hole to offset any hydraulic losses to a maximum change in velocity of 0.6 m/s in special cases. The obverts of inlet pipes shall not be lower than obverts of outlet pipes, and drop structures shall be used only when drops of more than 0.6 metres are necessary in accordance with OPSD 1003.020.

5.3.7 Downstream Size

The downstream pipe diameter shall always be greater than or equal to the upstream pipe diameter.

5.4 LAYOUT DETAILS

5.4.1 Trunk and Local Sewers

• LOCATION – Sanitary sewers shall generally be located 1.5 metres north or east of the road centre line in separate trench or in a common trench. The minimum clearance between the outside wall of the adjacent sewer pipes shall be 800 millimetres. On crescent roads or roads with numerous bends the sewer position may generally follow the same relative side of the road allowance.

• DEPTH – A minimum cover of 2.8 metres below the centre line road elevation or

sufficient depth for basement floor drains and frost cover. Where sewers are located within an easement, a minimum frost cover of 1.2 metres may be used, provided such sewers cross below watermains.

• CLEARANCES – Minimum clearances between services shall be provided in

accordance with MOE guidelines.

• ALIGNMENT – Sanitary sewers shall generally be straight aligned between maintenance holes, however, curvilinear or properly deflected sewer pipes within the manufacturers specifications are allowed with the approval of the City.

5.4.2 Maintenance Holes

• LOCATION – Maintenance holes shall be placed at the end of each line, at changes in size and material and at abrupt changes in grade and alignment.


• SPACING – The maximum spacing between maintenance holes shall be to the following:

Table 5.2 Sanitary Sewer Maintenance Hole Spacing Sewer Diameter Metres 200-900 millimetres dia. 100

975-millimetres dia. and greater 180

• DROP MAINTENANCE HOLES – Drop maintenance holes shall be sized in accordance with OPSD 1003.020 and provided for all sewer junctions having an elevation difference in excess of 0.6 metres that cannot be eliminated by changing sewer grades.

• MAINTENANCE HOLE COVERS – Where maintenance holes are located in areas

to be flooded by the major storm events, maintenance hole covers shall be of the sealed variety.

• TYPE – Maintenance holes shall be cast in place or precast concrete in accordance

with Standard Drawing M-1 and all applicable OPSD details.


• LOCATION – Single or double connections for residential and industrial use, shall generally be located at least 2.4 metres from water service connections, near the centre of lots or the common lot lines in accordance with Standard Drawings I-1, I-2 and OPSD 1006.010 or 1006.020. Connections for commercial, institutional or multiple use will be considered on an individual basis if similar locations cannot be used. Non-standard locations must be detailed on plan and profile and lot grading plans. Park service may be required by the Parks Branch.

• DEPTH – Service connections at property line shall be located at a minimum depth

of 2.6 metres. Service connections should cross under any watermains.

• TEST FITTINGS, AND MAINTENANCE HOLES – All residential connections shall have test fittings and plugs according to Standard Drawing I-1. All industrial connections shall have maintenance holes and bulkheads in accordance with Standard Drawings I-2 and all applicable OPSD details. Connection requirements for other uses (commercial, institutional, etc.) shall be determined at the design stage.


• RESIDENTIAL SANITARY CONNECTIONS – Single sanitary connections shall be a

minimum of 125 millimetres in diameter and double connections shall be a minimum of 150 millimetres in diameter. The minimum grade shall be 2%. Adjacent lots with greater than 0.2m basement elevation differences shall not be serviced by double lot sanitary sewer service connections.

• INDUSTRIAL SANITARY CONNECTIONS – Sanitary connections shall be a

minimum of 200 millimetres in diameter. The minimum grade shall be 2%.

5.5 MATERIALS

5.5.1 Sewers

SPECIFICATIONS:

POLYVINYL CHLORIDE (P.V.C.) – Can be used for either residential or industrial use conforming to CSA Standard B182.1, ASTM D3034 for pipe size 100 millimetre to 150 millimetre diameter, CSA Standard B182.2, ASTM D3034 for pipe size 200 millimetre to 375 millimetre diameter and CSA Standard B182.4 ASTM F-794 for pipe sizes in excess of 375 millimetre diameter or current edition. CONCRETE PIPE – Can be used for either residential or industrial use conforming to CSA Standard A257.2 and A257.3, ASTM C76 or current edition only at the approval of the City. VITRIFIED CLAY PIPE – Can be used for industrial use conforming to CSA Standard A60.1 M or A60.3 M, ASTM C700 or current edition only at the approval of the City.

JOINTS – All sanitary sewers shall have watertight joints.

BEDDING AND BACKFILL – Bedding type selection shall be based on depth of sewer, sewer material, trench width and configuration and soil conditions. Pipe loading calculations shall accompany the design submission.

03/25/2004 Design Criteria - Page 47 6.0 WATER DISTRIBUTION SYSTEM

6.0 WATER DISTRIBUTION SYSTEM

6.1 GENERAL

6.1.1 System Type

The water distribution system is to be designed as a network system to meet the water demand for each area or subdivision under consideration. Long dead end mains and single supply systems are to be avoided.

6.1.2 Service Area

• DESIGN – The system shall be designed to service all areas within the subdivision to

their maximum future development in accordance with the Official Plan.

• EXTERNAL AREA – Allowance shall be made for external lands within the pressure district boundaries as established by the City and Region of York,

• CONNECTION LOCATIONS – Allowance shall be made for connection to

appropriate mains to the approval of the City and Region of York.

6.2 WATER DEMAND

6.2.1 Calculations

The water demand used for main size selection should equal the Fire Flow Demand plus the Maximum Day Demand, or equal the Peak Hour Demand, whichever is greater.

• AVERAGE DAY DOMESTIC DEMAND – the average daily demand is to be taken as

450 litres/capita/day (=1l/s per 192 people)

• POPULATIONS AND AREAS – the estimated populations and areas for the different neighbourhoods shall be in accordance with Official Plans.

• MAXIMUM DAY DEMAND FACTOR – a maximum daily demand factor of 2.0 is to

be used.

• PEAK HOUR DEMAND FACTOR – a peak hourly demand factor of 4.5 is to be used.


• OTHER PEAK FLOWS – peak flows, other than domestic flows shall be determined

on an individual basis. • FIRE FLOW DEMAND – the following minimum fire flow demands shall be used in

main sizing and hydraulic network analysis for areas of the City as yet undeveloped.

Table 6.0 Fire Flow Demand Single Family / Semi Detached 7,000 l/min Townhouses 9,000 l/min Institutional 15,000 l/min Industrial / Commercial 25,000 l/min

Specific fire flow demand is to be calculated according to the latest published requirements of the Water Supply for Public Fire Protection; Fire Underwriters Survey.

6.3 SELECTION OF MAIN SIZES

6.3.1 Formula The Hazen-Williams formula shall be used for computing the size of watermains. V = 0.85 CR0.63SH

0.54

V in metres per second, C dimensionless, R in metres, SH in metres per metre (hydraulic gradient).

• VALUES FOR THE "C" COEFFICIENT – For new mains, regardless of pipe material

shall be as follows:

Table 6.1 Values For The “C” Coefficient

SIZE OF MAIN "C" VALUE 150mm dia. 100 200mm or 250 mm dia. 110 300mm dia. To 450mm dia. 120 600mm and larger 130


• MINIMUM SIZE – The minimum size of mains shall be 150 mm diameter in residential areas and 300mm diameter in industrial areas.

• MINIMUM PRESSURE – The minimum pressure during the peak hourly demand

shall be 275 kPa.

• MAXIMUM PRESSURE – The maximum pressure under static load or during the minimum hourly demand shall be 690 kPa.

• MINIMUM FIRE FLOW PRESSURE – The minimum pressure when the system is

tested for fire flow under maximum day flow shall be 140 kPa.

A hydraulic network analysis of a water distribution system shall be carried out as required to determine if the demand flow exceeds the capacity of the supply and to demonstrate that the proposed system will not adversely effect the surrounding system in terms of pressure and supply. Hydraulic analysis shall include allowances for demands of adjacent areas anticipated to be met by transmission through the design area.


Single connections shall be a minimum of 20 millimetres in diameter. Diameters of service connections shall be increased to a minimum of 25 millimetres in diameter to compensate for lower pressures in areas of minimum pressures (i.e. at boundaries of water pressure districts) as follows:

i) where static water pressure under peak hour demand periods is expected to be 310 kPa or less, or

ii) where water service connections are 30 metres or greater in length

(measured from watermain to the building envelope), or iii) where lot sizes are 500m2 or larger.

Where these areas of minimum pressures cannot be compensated for with increased service connection diameter, individual booster pumps may be provided for each building as required, to provide the required pressures, so long as the fire flow requirements (pressure and flow demand) are provided for in the watermain sizing.


6.3.3 Oversizing

Oversizing of watermains will be provided as required to provide for adjacent areas where service is expected to be extended, and to provide fire flow requirements where serviced areas are extended beyond water district boundaries in accordance with Section 6.3.2 above.

6.4 LAYOUT DETAILS

6.4.1 Mains

• LOCATION – Watermains shall be located in the boulevard as shown on Standard Drawings B-1 to B-13, B-15.

• DEPTH – A minimum cover of 2.0 metres or 2.1 metres below road centre line,

whichever is deeper. • CLEARANCES – Minimum clearance between services shall be provided in accordance

with the latest MOE guidelines.

6.4.2 Hydrants

• LOCATION – Hydrants shall be located as follows:

o generally on lot lines in residential, middle of the lot in industrial o in road allowance according to Standard Drawings B-1 to B-13, B-15 o minimum 1.0 metre clear away from edge of driveways, walkway ramps and

house service connections o at the end of all dead end watermains o at high points in watermain

• SPACING – The maximum spacing for hydrants shall be 120 metres for estate

residential and 90 metres for higher density residential, industrial, commercial and institutional or as approved by the Vaughan fire Department.

6.4.3 Valves

• LOCATION – Valves shall be located generally on side lot lines, at intersections, and as required for spacing.


• INTERSECTIONS – Generally 4 valves shall be placed at cross-intersections and 3 valves at "T" intersections, such that broken sections can be isolated without jeopardizing flow to other sections.

• SPACING – Valves shall be spaced so that no more than 40 dwelling units are isolated

along a watermain and at a maximum spacing of 240 metes for distribution watermains and 400 metres for trunk supply watermains.

• AIR VALVES – Air valves shall be considered where high points cannot be eliminated by

watermain alignment and where a hydrant is impractical. • DRAINS – Drains shall be considered at low points of all watermains and where

possible, installed together with valves in valve chambers. Where possible, all drains shall have outlets to a storm sewer system.

6.4.4 Service Connections • LOCATION – Water service connection for parkland, residential or industrial use, shall

generally be located in the centre of the lot, double on the common lot line at least 2.4 metres from any sewer connections in accordance with Standard Drawings I-1, and I-2. Connections for commercial, institutional or multiple use will be considered on an individual basis if similar locations cannot be used. All connection locations must be detailed on Plan and Profile and Lot Grading Plans.

• DEPTH – Service connections shall be located at a minimum depth of 2.0 metres.

6.5 MATERIALS

6.5.1 Standard Watermains

• SPECIFICATIONS – 150mm and larger diameter watermains, fittings and connections shall be manufactured in accordance with the latest specifications of the American Water Works Association, the Canadian Standards Association or the Canadian Government Specification Board for 1000 kPa rated working pressure as follows:

(a) POLYVYNYL CHLORIDE (P.V.C.) PIPE– Conforming to CSA B137.6, AWWA

C900-75, and AWWA C901-78, shall be used for distribution watermains, diameter 150mm to 400mm, including approved fittings compatible with ductile iron pipe and including tracer wire between hydrants, valves or other conduction appurtenances.


(b) REINFORCED CONCRETE PIPE (R.C.P.) – Conforming to AWWA A301 and C303 shall be used for trunk water supply watermains, 450mm diameter and larger, including factory installed outlets and connections, and approved fittings compatible with ductile iron pipe fittings including tracer wire.

• JOINTS – All watermain joints to be approved push-on, mechanical or flange type joints

as required for a 1000 kPa rated working pressure. • BEDDING AND BACKFILLING – According to all applicable OPSD details.. • THRUST BLOCKS – Shall only be used as approved by the City and in accordance with

all applicable OPSD details.

6.5.2 Service Connections and Water Lines

• SPECIFICATIONS – For service connections and water lines less than 150mm in

diameter, fittings and connections shall be manufactured in accordance with the latest specifications of the Ontario Plumbing Code, Canadian Standards Association, and the American Society of Testing and Materials for 1000 kPa rated working pressure as follows:

(a) Copper "Type K" tubing and fittings up to and including 50 millimeters in

diameter, and electrochemical corrosion protection where connected to ductile iron watermains.

(b) Polyvinyl chloride pipe and fittings to CSA Standard B137.6, including approved

frost protection.

• JOINTS AND CONNECTIONS – Shall be pressure tested with the watermain system, and shall be in accordance with City Specifications, the Plumbing Code and the Building Code.

• SHUT-OFF VALVES – Provided at the street line according to Standard Drawings I-1 to

I-3 inclusive.

6.5.3 Hydrants

Hydrants shall meet the requirements of A.W.W.A. Standard C-502 and according to Standard Drawing H-4.


6.5.4 Valves

• SPECIFICATIONS – Valves up to and including 300 millimeters will be gate valves of

the solid wedge, double disc type according to A.W.W.A. Standard C-500. Larger valves shall be butterfly valves or as specified by the City.

• CHAMBERS, WELLS AND BOXES – According to Standard Drawings H-1 to H-4 and

I-1 to I-3 inclusive.

03/25/2004 Design Criteria - Page 54 7.0 LOT GRADING

7.0 LOT GRADING

7.1 GENERAL

7.1.1 System Type

Lot grading shall conform to the requirements of the major and minor drainage system and shall ensure that use of the property is maximized while still providing good and positive drainage.

7.1.2 Basic Information

The following information shall be shown on the grading plan;

• Existing contours at a maximum 0.5m interval within the subdivision and 30 metres beyond the subdivision limits.

• All existing features including buildings, driveways, wells, significant individual trees

and bush areas, etc.

• All proposed above ground features including maintenance holes, catchbasins, hydrants, light poles, above ground utility hardware, street and traffic signs etc.

• Location of lot service connections.

• Proposed elevations at all lot corners and at all changes in grade.

• Direction of storm water flow in swales shall be indicated with an arrow.

7.1.3 Residential Subdivisions

• All lot surfaces including rear yard swales shall be designed with a minimum grade of 2% and a maximum of 5 %.

• Rear to front draining lots (except for front walkout dwellings) shall have overall

grades of: o 2.0% minimum to 3.5% maximum for lot with sideyard set back greater than

0.9m.

o 2.5% minimum to 3.5% maximum for lot with sideyard set back less than 0.9m.


• The maximum flow allowable to any side yard or rear yard swale shall be that flow from 4 rear yards or 750m2, whichever is less.

• The maximum depth of rear yard swales shall be 300mm.

• Swales shall not drain from one lot to another where the property lines are offset by

more than 1.0 metre or drainage swale alignment deviates by more than 45 degrees.

In these cases catchbasins are required.

• Rear yard catchbasins and outlet pipes shall be located entirely on one lot.

• Catchbasins shall be located 1.0 metre clear of property lines.

• 3:1 slopes shall only be permitted in side yard areas with a maximum height differential of 2.5 metres to accommodate walk-out dwellings.

7.1.4 Parkland

• All Blocks must be graded to provide positive drainage and seeded with soil stabilizing mix to the satisfaction of the City. All swales shall be sodded.

7.1.5 Industrial Subdivisions

• All lot surfaces to be rough graded, generally flat.

• Provide positive drainage and stormwater management requirements to approved

outlets and in accordance with the current revision of the City’s Site Plan Criteria Guidelines.


7.1.6 Other References

• Lot Grading Design Criteria for Residential Areas (Latest revision of the Building Standards Department)

• Site Plan Criteria Guidlines for Industrial/Commercial Areas (Latest revision of the

Engineering Department

03/25/2004 Design Criteria - Page 57 8.0 GEODETIC CONTROL SURVEY

8.0 GEODETIC CONTROL SURVEY

8.1 GENERAL Geodetic Control Survey Monuments should be designed to further establish, compliment and enhance the City of Vaughan permanent geodetic control survey network.

8.2 REQUIREMENTS The proposed monument shall be installed and certified by a currently practicing, licensed and registered Ontario Land Surveyor following sound, logical methodology and practices, satisfying the following requirements:

• To establish and certify Horizontal and Vertical Control. Specific data shall include Latitude, Longitude, Elevation, MTM Northing, MTM, Easting, MTM Elevation, UTM Northing, UTM Easting, UTM Elevation;

• Primarily located at intersecting roads with a designation status of Collector or greater; • Be inter-visible to a minimum of 2 or more existing or proposed Survey Control

Monuments; • Be properly documented as per City Standard Drawing A-6 • Be properly constructed as per City Standard Drawing A-4, A-5 • Be accepted and approved by the Ministry of Natural Resources for inclusion into the

COSINE database for geodetic control survey data.

Content, Submission and Digital File requirements can be found under SECTION 1.0 SUBMITTALS.

03/25/2004 Design Criteria - Page 58 9.0 SCADA SYSTEMS SPECIFICATION

9.0 SCADA SYSTEMS SPECIFICATION

9.1 PUMP STATION PROCESS CONTROL

9.1.1 Pump Station Instrumentation

Pump stations shall, as a minimum, consist of the following instrumentation for process monitoring equipment. Alternatives are to be submitted to the City for review.

• Ultrasonic Differential Level Transmitter (one (1) per wet well) – Milltronics

MiniRanger Plus and Level Transducer approved by the City of Vaughan • Float Switches (2) – Flygt ENM-10 c/w sway rings and necessary support hardware

(304 SS) • Pressure Transducer (1) – ASCO model K1-7-M02-42-F2 c/w diaphragm seal 50-

101SS-02TXCG • Pump Motor Current Monitor (one (1) per pump) – Carlo Gavazzi A82-2050 • Pump Temperature Thermocouples (one (1) per pump) – ‘J’ type from approved

manufacturer by the City of Vaughan • Generator Temperature Thermocouples (1) – ‘J’ type from approved manufacturer by

the City of Vaughan • Building Temperature Thermocouples (1) – ‘J’ type from approved manufacturer by

the City of Vaughan

Refer to the City of Vaughan SCADA System Design Guidelines, Design Guideline #1 Pump Station Process Control Narrative for additional instrumentation associated with environmental monitoring.


9.1.2 Pump Station Operation

Under normal operation the pumps are operated in AUTO mode of control based on the level in the wet well.

Refer to the City of Vaughan SCADA System Design Guidelines, Design Guideline #1 Pump Station Process Control Narrative for complete description of control modes, program variables, virtual points, normal operation, fault response operation and alarms.

9.1.3 Fault Response Operation

The station shall respond to faults as indicated.

• In the event of PLC failure, all pumps will STOP

• A pump failure will result in the automatic replacement of the pump by the standby

pump through the PLC program • In the event of a failure of the level signal, all pumps will STOP • In the event of a power failure, the station is powered by the diesel generator.

Normal operation of the facility will resume once standby power is available at the starter control panel

• During a communications failure between the station and the Joint Operations

Centre, the station is to continue operating

Refer to the City of Vaughan SCADA System Design Guidelines, Design Guideline #1 Pump Station Process Control Narrative for complete description of fault response operation.


9.2 PLC Logic Development 9.2.1 Field Controller Hardware

The City of Vaughan has standardized on Allen Bradley SLC5/05 Ethernet capable PLCs. Contact the City to obtain the current addressing practices for a specific Ethernet project to ensure consistency.

9.2.2 I/O Cards

The standard I/O layout for field controller I/O cards is as follows.

• CPU installed in first slot (Slot 0) • Digital Inputs • Analog Inputs • Digital Outputs • mV Analog Inputs • Digital Inputs • Digital Outputs

The standard CPU and I/O cards are as follows.

• CPU (16k) – 1747-L551 • 120 VAC Digital Input – 1746-IA16 • 120 VAC Digital Output – 1746-OW8 • Analog Input – 1746-NI4 • Analog Output – 1746-NO41 • mV Analog Input – 1746-NT4

The selection of all I/O cards must be confirmed with the City prior to completing the detailed design.

9.2.3 Process Control Software

The IEC language identified as Ladder Diagram, also commonly referred to as ladder logic is the standard language for the development of PLC logic.

Standard program modules have been developed by the City of Vaughan for use in the development of all PLC software. Refer to the City of Vaughan SCADA System Design Guidelines, Design Guideline #2 PLC Logic Development for the PLC modules and standard program layout.


9.2.4 SLC 5/05 Standard Program Layout

The standard program is to be developed using the concept of a ‘Base’ PLC load. The base load begins with a new RSLogix project file. The processor name and file name for the base load will consist of the approved acronyms for the City of Vaughan stations identified below.

• MAPLEVI1 Mapleview SPS • MAPLEWO1 Maplewood SPS • KERROWO1 Kerrowood SPS • NASHVIL1 Nashville SPS • CAMLARE1 Camlaren • SEVILLA1 Sevilla • YESHIVA1 Yeshiva SPS • PINEGRO1 Pine Grove SPS • PINEVAL1 Pine Valley SPS • TESTONR1 Teston Road Methane Station • ADNWATE1 ADN Water Station • MAPLEWA1 Maplewood Water Station

Any deviations form these acronyms must first be approved by the City.

Acronyms for new facilities are to be developed using the same guidelines. The acronyms must first be approved by the City before commencing PLC programming.

Refer to the City of Vaughan SCADA System Design Guidelines, Design Guideline #2 PLC Logic Development for the PLC coding standards.


9.3 HUMAN MACHINE INTERFACE (HMI) DEVELOPMENT

9.3.1 HMI Software

The HMI application is to be developed using Rockwell Software’s RSView32, version 6.30. A floating license system shall be implemented in which the main SCADA workstation at headquarters will have an RSView32 Runtime license (32k tags) and the Active Display Server installed. All laptops and other workstations that will need to access the HMI application will have a Floating Client license installed.

All HMI applications will be programmed in such a way that the same application will run on all nodes in the SCADA system, regardless of whether the node is a view node, a polling node, or has some other responsibility to the system such as historical data collection.

9.3.2 HMI Tag Database

The HMI tag database shall be divided into three (3) distinct subdirectories or fragments. The root directory will be used to define the location of the PLC. The first subdirectory will be used to define the specific device that the tag is referring to. The final fragment of the tag will be used to define what element of the device the tag is referring to. All tagnames are to be in capital letters.

9.3.3 Fragment One - Root Directory

The root directory is to be identical to the RSLogix filename and processor name. The approved acronyms for the City of Vaughan stations to be used for the root directory names are identified above in Section 9.2.4.

9.3.4 Fragment Two - Device

The second fragment will be six (6) characters in length and will adhere to ISA standards where possible. The first three (3) characters will be letters and the last three (3) characters will be numbers.


9.3.5 Fragment Three – Device Element

The third fragment must be exactly the same as the RSLogix symbol in the ladder logic program. This configuration allows the RSLogix symbols to be directly imported into the RSView32 database. The RSLogix description will become the RSView32 tag description.

Refer to the City of Vaughan SCADA System Design Guidelines, Design Guideline #3 HMI Development for examples of database tagnames.

9.3.6 HMI Graphics

The HMI graphics and the HMI windows are to be developed in conjunction with the City of Vaughan and the City is to approve the final design.

Refer to the City of Vaughan SCADA System Design Guidelines, Design Guideline #3 HMI Development for sample HMI graphics and windows.

9.3.7 Device Control Modes

There will be two (2) control modes for devices: Hand and Auto. An alarm will be generated whenever the device is not in “Auto”.

9.3.8 Alarming

The HMI alarm configuration and setup is to be developed in conjunction with the City of Vaughan and the City is to approve the final design.

Refer to the City of Vaughan SCADA System Design Guidelines, Design Guideline #3 HMI Development for alarm configuration and setup samples.

9.3.9 Data Logging

The HMI data logging configuration and setup is to be developed in conjunction with the City of Vaughan and the City is to approve the final design.

Refer to the City of Vaughan SCADA System Design Guidelines, Design Guideline #3 HMI Development for data logging configuration and setup samples.


9.4 EQUIPMENT FIELD WIRING

9.4.1 PLC Card Wiring Diagrams

PLC card wiring diagrams shall provide a detailed record for the City of each I/O point that is connected to the PLC and the location of the connection in the field.

Refer to the City of Vaughan Engineering Standard Wiring Diagrams I01 – I07.

9.4.2 Interconnection Diagram and Starter Schematic

The interconnection diagram and starter schematic is intended to provide the information required to complete the field wiring. Each input/output to/from the PLC that is associated with the pumps(s) is identified on these drawings.

Refer to the City of Vaughan Engineering Standard Interconnection Diagram I08 and the City of Vaughan Engineering Standard Starter Diagram I09.

9.4.3 Instrument Loop Diagrams

Loop diagrams shall follow the ISA standard format for instrumentation drawing, depicting the instrument, process location, power and control wiring to the PLC and/or other remote locations.

Refer to the City of Vaughan Engineering Standard Wiring Diagrams I10 – I17.

03/25/2004 Design Criteria - Page 65 10.0 STREETLIGHTING STANDARDS

10.0 STREETLIGHTING STANDARDS

10.1 DESIGN APPROVAL PROCESS The following section outlines the basic procedure required to obtain signed streetlight design drawings.

10.1.1 Prior to Detailed Design • The Streetlight Design Consultant (SDC) is responsible for determining the style

of streetlight assembly required by the City of Vaughan from the City of Vaughan Engineering Department. The type of Walkway Lights are to be determined by the City of Vaughan Engineering Department in consultation with other appropriate departments.

• The SDC is responsible for accurately determining the applicable cross-sections to be utilized for the project. Typically, this information would be given by the Prime Subdivision Consultant (usually the Civil Engineer).

• Once the above information is known, the SDC is responsible for determining which lighting levels apply {Reference Tables 10.0 and 10.1} together with the spacing required to achieve these levels {Reference Tables 10.2 and 10.3}. Note that where City Standard Drawings B-1 through B-13, B-15 are utilized, the SDC is responsible to complete a photometric analysis to determine spacing which meets City requirements and to include this information on the Detailed Design Drawings.

10.1.2 Detailed Design • The SDC is responsible for ensuring that the streetlight design is in complete

accordance with City of Vaughan Standards and Specifications in terms of all materials, location of plant, levels of lighting and absence of conflict.

• All Streetlight Design Drawings and Documentation will be submitted to the City of Vaughan through the Prime Subdivision Consultant as part of the complete Subdivision Submission Package.

• The SDC is responsible for ensuring that the Streetlight Design is accurately shown on the Hydro Distribution Design Drawings prepared and submitted to Hydro Vaughan Distribution Inc.

• Streetlight Drawings shall be identified utilizing an “SL-00” nomenclature in the lower right hand corner of the drawings.


• Streetlight Submissions will include the following drawings identified as follows: o Detailed Streetlighting Design Drawing (SL-01 to SL-x as required). Where

applicable, Photometric Analysis should be included on these sheets in a table format.

o General Streetlighting Detail Drawing (SL-(x+1)) o All drawings must be submitted on the City of Vaughan Standard Border

complete with the City of Vaughan Standard Signature Block. o All drawings must be sealed by a qualified Professional Engineer.

10.1.3 Cost Estimate As part of the Subdivision Submission Package, the SDC will provide a detailed cost estimate for the installation.

10.1.4 Streetlight Design Certification Letter • As part of the Subdivision Submission Package, the SDC will provide a letter

stipulating that the design is in complete accordance with current City of Vaughan Standards and Specifications.

• If the Design deviates from City Standards in any way, the SDC is responsible for listing the exception and detailing why it is necessary. The City will review the exception and advise the SDC whether or not it is acceptable.

• The list of exceptions pertaining to the Streetlighting must also be noted on the Civil Drawings. The SDC is responsible for ensuring an accurate representation of the streetlighting exceptions on the Civil Drawings.

10.1.5 Submission to the City of Vaughan • The SDC will provide the Prime Subdivision Consultant with six (6) full sets of the

following: o The Detailed Design Drawings o The General Detail Drawings o The Streetlighting Cost Estimate o The Engineers Certification Letter

• The SDC is required to be present at the Submission Meeting with the Prime Consultant and the City of Vaughan.


10.1.6 Review by the City of Vaughan • City Staff will review the Streetlighting Submission as part of the complete

Subdivision Submission Package. Comments will be made, as deemed necessary, and forwarded to the Prime Subdivision Consultant. Note that comments from the City do not preclude the Certifying Engineer’s responsibility for the design. If the City suggests changes compromising the integrity of the design, then it is incumbent upon the Engineer to advise the City of Vaughan, in writing, and to have the matter resolved.

• Once the City of Vaughan is satisfied that the drawings are acceptable for approval, they will notify the Prime Subdivision Consultant.

10.1.7 Mylar Signature by the City of Vaughan The Prime Subdivision Consultant will organize the resubmission of all drawings in mylar form. At this time, the SDC will resubmit the Certification Letter and Estimate together with the mylar copies of drawings to the Prime Subdivision Consultant.

10.1.8 Shop Drawing Approval: • The SDC will be responsible for reviewing and approving all manufacturer’s

streetlight assembly shop drawings to ensure compliance with City of Vaughan Standards and Specifications.

• The SDC will note on all fixture shop drawings the I.E.S. file to which the fixture must adhere.

10.1.9 Engineer’s Certification: The SDC will be responsible for providing formal Certification to the City that the Streetlighting System is in good working order at various points in the Subdivision process.

• Design Certification: The SDC will certify that the Streetlight System has been designed in accordance with the City of Vaughan Standards and Specifications. {Ref. Section 10.1.4}

• Pre-Maintenance Certification: The SDC will certify that the streetlight assemblies are all straight, undamaged, operating in a proper manner and located as per the design drawings.


• Pre-Assumption Certification: The SDC will certify that the streetlight assemblies are all straight, undamaged, operating in a proper manner and located as per the design drawings.

Note that at various times throughout the Subdivision Process the City of Vaughan may require, at their discretion, formal certifications of streetlight operation.

10.2 DESIGN GUIDELINES

The following Section outlines the Design Guidelines to which the Streetlighting Design Consultant must adhere.

10.2.1 Professional Certification Streetlight System designs must be completed by a Professional Engineer licensed to practice professional engineering in the Province of Ontario, who has expertise in this field of endeavor.

10.2.2 Approved Streetlight Assemblies Two types of streetlighting assemblies are to be utilized in new developments:

• Decorative – Streetlights with decorative scroll arms mounted on a tapered, octagonal, black, direct buried concrete pole.

• Standard – Streetlights with tapered elliptical aluminum arms mounted on a tapered,

round, mould finished, direct buried concrete pole.

The SDC will be responsible for establishing whether the Decorative or the Standard type of streetlight is required for a project with the City of Vaughan Engineering Department prior to submission of the streetlight design.

Note that in the case of in-fill type subdivisions, it is the SDC’s responsibility to confirm with the City whether or not the new specification is to be utilized or if she/he is to match the existing streetlight installation.


10.2.3 Service Area All roadways and walkways within the limits of the subdivision and boundary roads shall be designed to have full illumination as per City Standards and Specifications. Reference Tables 10.0 and 10.1.

Table 10.0 Historical City of Vaughan R.O.W.

City R.O.W. Drawing I.E.S Classification

Average Illumination

Average to Minimum Uniformity

B-1 (5 Lane Arterial Road) Major Commercial 17 lux 3:1

B-2 (4 Lane Arterial Road) Major Intermediate 13 lux 3:1 B-3 Major Collector Road Major Intermediate 13 lux 3:1

B-4 Industrial Road Intermediate Collector 10 lux 3:1

B-5 Minor Collector Road Intermediate Collector 10 lux 3:1

B-6 Local Road Local Residential 6 lux 5:1 B-7 Cul-De-Sac Local Residential 6 lux 5:1 Note that the above R.O.W. are typically not used in new development areas. In cases where the Engineering Department has required their usage, the SDC will be responsible for providing a streetlighting design to meet these requirements.

Table 10.1 Current City of Vaughan R.O.W.

City R.O.W. Drawing I.E.S Classification Average Illumination

Average to Minimum Uniformity

B-13 Buffer Road Local Residential 6 lux 6:1

B-12 Local Road Local Residential 6 lux 6:1 B-11 Major Local Road Local Residential 6 lux 6:1 B-9 Minor Collector Road

With Greenway Intermediate Collector 10 lux 3:1

B-10 Minor Collector Road Intermediate Collector 10 lux 3:1 Walkway N/A 5 lux 6:1


10.2.4 Specifications • The streetlighting system is to be designed to meet the average maintained

illumination level and minimum uniformity ratio for each type of road and walkway.

• Tables 10.2 and 10.3 stipulate Minimum and Maximum spacing distances, however, the Design Engineer should ensure that deviations within these limits are minimized on any given street to ensure proper uniformity.

• In accordance with I.E.S. RP8-83 Lighting Guidelines, illumination criteria will be the prime consideration governing the lighting design on residential and industrial roadways. Where the roadway pattern allows, luminance criteria may be utilized by the SDC in determining the lighting design, provided that the roads are straight and level for a minimum length of ten(10) luminaire mounting heights (~85m) without intersections.

• Intersections shall have an illumination equal to the sum of the current design levels of the intersecting roadways. This criteria also applies where new development roads intersect with existing roads. For the purposes of photometric analysis, asphalt within the limits of the daylight corners of intersections shall constitute the intersection.

• Streetlights and Streetlight Pedestals must be installed on the extension of side lot lines. If the road pattern and subdivision lotting prevent the illumination requirements from being met with this stipulation, the SDC is required to notify City Staff in writing, and obtain approval for the non-standard pole location prior to installation. Lot flankages and intersections are excluded from this stipulation. In the event that the house faces the flankage, the SDC must ensure that the streetlights are placed such that they are on the daylight bar or the back lot line.

• A minimum of 3.0m clearance is required between streetlights and hydro transformers, fire hydrants and street trees. A minimum of 1.0m clearance is required between streetlights and driveways. In locations where streetlights and hydrants/transformers must be located on the same extension of the side lot line, an offset of 1.5m will be permitted for both appurtenances. In locations where streetlights are to be placed adjacent to a catchbasin lead, the streetlight shall be offset 1.0m from the extension of the property line to ensure adequate clearance. In locations where streetlights conflict with storm/sanitary lateral connections, the storm/sanitary lateral connections are to be relocated by the Civil Consultant to avoid the conflict. These clearance requirements shall have priority over Section 10.2.4.

• Spacing of streetlights shall be adjusted, as required, around bends in the roadway and grade changes to ensure that the illumination criteria is maintained.

• Ninety-Degree Bends will be treated as an intersection with regard to lighting.

• Where pavement widths widen at major intersections to accommodate turning lanes, the SDC may locate streetlights on both sides of the street as required, in order to maintain the required illumination.


• Where medians are utilized, double fixtured streetlights mounted at 180 degrees apart should be installed on the centerline of the medians wherever possible.

• Where walkways intersect with the Municipal Right of Way, the SDC must ensure that there is either a walkway light or a streetlight located within 2.0m of the walkway entrance to ensure pedestrian safety.

Table 10.2 Standard Type Streetlight Spacing on Current R.O.W. City R.O.W. Drawing

Spacing Orientation

Minimum Distance

Maximum Distance

Luminaire Wattage

Pole Height3

B-13 Single Sided 40m 50m 100W 9.9m B-12 Single Sided 40m 50m 100W 9.9m B-11 Single Sided1 40m 50m 100W 9.9m B-9 Single Sided2 30m 35m 150W 9.9m B-10 Single Sided2 30m 35m 150W 9.9m


Table 10.3 Decorative Type Streetlight Spacing on Current R.O.W. City R.O.W. Drawing

Spacing Orientation

Minimum Distance

Maximum Distance

Luminaire Wattage

Pole Height4

B-13 Single Sided 40m 50m 100W 9.9m B-12 Single Sided 35m 45m 100W 9.9m B-11 Single Sided1 35m 45m 100W 9.9m B-9 Single Sided2 30m 35m 150W 9.9m B-10 Single Sided2 30m 35m 150W 9.9m 1 Single Sided spacing has been utilized to calculate the appropriate ranges for lighting along the B-11 Roadway. The light location for the B-11 R.O.W. is 1.0m behind the face of curb. Should the SDC’s design utilize an alternate arrangement, either staggered lighting or 3.2m behind face of curb, the SDC will be required to submit to the City of Vaughan photometric calculations indicating that the lighting is in accordance with the requirements set out in Table 10.1. 2 Single Sided spacing has been utilized to calculate the appropriate ranges for lighting along the B-10 and B-11 Roadways. The light location for the B-10 and B-11 R.O.W. is 1.25m behind the face of curb. Should the SDC’s design utilize an alternate arrangement, either staggered lighting or 1.75m behind face of curb, the SDC will be required to submit to the City of Vaughan photometric calculations indicating that the lighting is in accordance with the requirements set out in Table 10.1. 3 Refer to Table 10.6. 4 Refer to Table 10.7.

10.2.5 Lamp Wattages: Lamp wattages must be specified on the streetlight drawings by the SDC to meet the required lighting levels without causing adverse glare. Within residential and industrial subdivisions wattages of 100 and 150 are standard. On major right of ways external to subdivisions, wattages of 200, 250 and 400 may be utilized as required.

10.2.6 Fixture Voltages: All ballasts must be dual voltage 120/240. In residential subdivisions, the ballast should typically be wired for 120V usage. In industrial subdivisions, the ballast should typically be wired for 240V usage.


10.3 MATERIAL SPECIFICATIONS The following Section outlines the Streetlight Material Specifications to be utilized in the City of Vaughan.

10.3.1 Canadian Standards Association All streetlighting material must be CSA Approved where and as applicable.

10.3.2 Warning Tape In accordance with E.S.A. standards and specifications, warning tape must be placed 0.3m below final grade over all streetlight ducts.

10.3.3 Ducts • Duct for streetlight is to be 50mm PVC DB2 Type Duct.

• 50mm Black Poly Pipe is to be used to protect the cable entering the wiring aperture in the concrete pole.

10.3.4 Streetlight Supply Pedestal • Pedestal to have a steel, weatherproof lockable enclosure factory finished in powder

coat green.

• Base to be an approved pre-cast base suitable for disconnect pedestal.

• Panel to have 60Amp 22k Main Breaker with four(4) 15-Amp Breakers for the streetlight feeds.

• Grounding must be in accordance with all applicable E.S.A. standards and specifications.

10.3.5 Streetlight Cables: • Streetlight Pedestal Supply Cables from transformer to Pedestal are to be 3-#2

Copper RWU-90. No ground is to be installed between transformer and pedestal.

• Streetlight Cables from power supply to hand hole in pole are to be 2-#6 Copper RWU-90 c/w 1#6 stranded copper green jacketed ground wire.

• Streetlight Cables from hand hole in pole to fixture are to be 2-#12 Copper RWU-90 c/w 1#12 stranded copper green jacketed ground wire.


10.3.6 Fusing In-Line Fuse Holders are to be Elastimold Catalogue # 65U c/w 15Amp Fuses. Each pole is to be fused in the handhole. 10.3.7 Individual Photo Control Each fixture is to be controlled by an individual photo control mounted in the fixture’s twist lock photo control receptacle.

10.3.8 Lamps: • All lamps shall be High Pressure Sodium.

• All lamps shall be rated for a minimum life of 24,000 hours.

• Wattage of the lamps shall be specified by the SDC to conform with the standards and specifications of the City of Vaughan.

10.3.9 Mounting Arms • Tapered elliptical arms are to be used in conjunction with the Standard Streetlight

assemblies. The length of the arm is dependent upon the offset from pavement and the height of pole.

• Five foot factory finished powder coat black scroll arms are to be used in conjunction with and to match the Decorative Streetlight assemblies.

10.3.10 Fixtures • Tables 10.2 and 10.3 provide the approved manufacturers, catalogue numbers,

wattages and photometric analysis files applicable to current streetlight standards.

• Where the City requires that the streetlighting system match existing, then the SDC will be responsible for specifying the matching fixture complete with photometrics that meet or exceed City Specifications.

• All Fixtures must have a CWI Ballast rated for dual voltage 120/240 and wired as required for the project. Typically, 120V is used throughout residential subdivisions and 240V is used in industrial subdivisions.

• All Fixtures must be equipped with a twist lock receptacle for the photo control.


Table 10.4 Approved Standard “Cobrahead” Streetlight Fixtures Wattage Manufacturer Catalogue Number Photometric File

Cooper OVZ10SCF**4-CSA 765038.IES 100W A.E.L. 105-10SCT-DT1 R2DG-M2

UP CS EC HK AE2035I.PHT

Cooper OVZ15SCF**4-CSA 765038.IES 150W A.E.L. 105-15SCT-DT1 R2DG-M2

UP CS EC HK AE2035I.PHT

Table 10.5 Approved Decorative “Springdale” Streetlight Fixtures Wattage Manufacturer Catalogue Number Photometric File

Cooper SDL10S12IS*BKRCSA C4717.IES 100W

Powerlite GRS10S3YR***W1RCSA PW3991.IES

Cooper SDL15S12IS*BKRCSA C4732.IES 150W

Powerlite GRS15S3YR***W1RCSA PW3995.IES

Note that the photometric nomenclature has been removed from the catalogue numbers since the SDC must specify the photometric file to which the manufacturer must adhere.

10.3.11 Concrete Poles • Tables 10.6 and 10.7 provide the approved manufacturers and catalogue numbers

applicable to current streetlighting standards.

• Where the City requires that the streetlighting system match existing, then the SDC will be responsible for specifying the matching pole.

• The cable runway in the pole must be of sufficient diameter to accommodate a double run of streetlight cable.

• The handhole shall have an inside diameter of 267mm x 89mm and shall be box type of 50,000 P.S.I. High Density Cast Zinc A.S.T.M. ingot spec. #B669-82 complete with a close fitting inset cover (flush with the outside of the pole) of the same material and tamperproof screws.

• The pole must have a copper ground wire at the handhole in accordance with CSA Standards.


Table 10.6 Approved Standard Concrete Streetlight Poles Overall Length Class Manufacturer Catalogue Number

Sky Cast SC099AROCONDCGP-CSA

StressCrete E-325-APR-G-MOO-SF120-CSA 9.9m A

U.S.I. HA-325-A-1-PG-10-X-CSA

Sky Cast SC104BROCONDCGP-CSA

StressCrete E-375-BPR-G-MOO-SF120-CSA 10.4m1 B

U.S.I. HA-375-B-1-PG-10-X-CSA

Sky Cast SC130BROCONDCGP-CSA

StressCrete E-425-BPR-G-MOO-SF120-CSA 13.0m2 B

U.S.I. HA-425-B-1-PG-10-X-CSA

Table 10.7 Approved Decorative Concrete Streetlight Poles Overall Length Class Manufacturer Catalogue Number

Sky Cast SC099AOCNSPDCGP-CSA

StressCrete E-325-APO-G-S10-SF170-CSA 9.9m A

U.S.I. MA-325-A-2-BE-60-CSA

Sky Cast SC104BOCNSPDCGP-CSA

StressCrete E-375-BPO-G-S10-SF170-CSA 10.4m1 B

U.S.I. MA-375-B-2-BE-60-CSA

Sky Cast SC130BOCNSPDCGP-CSA

StressCrete E-425-BPO-G-S10-SF170-CSA 13.0m2 B

U.S.I. MA-425-B-2-BE-60-CSA

1 For use on the B-3 R.O.W. only. 2 For use on the B-1 and B-2 R.O.W.’s only.


10.4 Installation Specifications The following Section outlines the Streetlight Installation Specifications to be utilized in the City of Vaughan.

10.4.1 E.S.A. Inspection Contractor to apply for E.S.A. Inspection prior to commencing installation of plant. The obtaining of an E.S.A. Connection Authorization will be the sole responsibility of the installing Contractor. 10.4.2 Ducts • All streetlight cables are to be installed in 50mm PVC Type 2 Direct Buried Ducts

(DB2) in the main trench from the power source to the streetlight location.

• From the main trench to the inside of the streetlight aperture, the streetlight cables are to be installed in black poly pipe.

• All ducts are to be solvent welded together as part of the installation procedure.

• Where streetlight conductors cross the road, the 50mm duct is to be installed through the 100mm road crossing duct in a continuous installation.

• All turning radii in duct are to be sized sufficiently so as to facilitate the pulling of the streetlight conductors.

10.4.3 Trench • Streetlight ducts are to be co-located in Joint Use Trenches.

• Trenches are to be of sufficient depth so as to provide a minimum cover of 750mm over the direct buried streetlight duct.

• Streetlight ducts are to be surrounded by a 150mm Brick Sand Envelope.

• Warning tape must be installed 300mm below final grade, over all streetlight duct locations.

10.4.4 Streetlight Cables • Streetlight cables may only be installed through ducts after trench is backfilled.

• Streetlight cables cannot be spliced.


10.4.5 Fusing Streetlight cables must be fused in the transformer and in the streetlight hand hole.

10.4.6 Pole Installation Poles must be installed via auger method of installation. Should field conditions prevent the use of the auger method of installation, then the Streetlight System Inspector will dictate an alternate method.

10.4.7 Grounding Streetlight pedestals are to be grounded to E.S.A. requirements by utilizing a ground plate at the pedestal location. A continuous ground from the pedestal to each circuit shall be installed with the streetlight conductor. The last streetlight on each circuit from the pedestal shall be grounded with a ground plate. No ground is to be installed between the transformer and the pedestal as per Hydro Vaughan Distribution Inc.

10.4.8 Energization of the Streetlighting System Energization of the streetlighting system will be subject to Electrical Safety Authority approval. Once the E.S.A. has authorized the system to be energized, the local hydro authority will make all required connections at the supply points for the system on behalf of the City of Vaughan.

10.5 WALKWAY LIGHTING The following Section outlines the Walkway Lighting Specifications to be utilized in the City of Vaughan.

10.5.1 Pre-Design The SDC will consult the Parks and Recreation Department to determine the type of walkway lighting to be utilized on a given subdivision. Typically, the Walkway Assembly “A” is to be utilized throughout Vaughan.


10.5.2 Design • The SDC is to complete the Walkway Lighting System Design in complete

accordance with Section10.1.2 of this document, and Section 10.2, Table 10.1.

• Due to the variety of walkway arrangements, it is incumbent upon the SDC to complete a photometric analysis to determine the spacing which meets City requirements, and to include this information on the Detailed Design Drawings.

• Where walkways intersect with the Municipal Right of Way, the SDC must ensure that there is either a walkway light or a streetlight located within 2.0m of the walkway entrance to ensure pedestrian safety.

10.5.3 Materials • All material pertaining to the Walkway Lighting System must be C.S.A. approved in

accordance with the E.S.A. standards and specifications.

• All material pertaining to the Walkway Lighting System must be in complete accordance with Section 10.3 of this manual.

Table 10.8 Fixture Assembly “A” Wattage Manufacturer Catalogue Number Photometric File

70 Ruud MPR2507 LS12 SBL 12 PC-1 Black/Bronze

MPR515-2.IES

Table 10.9 Fixture Assembly “B” Wattage Manufacturer Catalogue Number Photometric File

70 King Luminaire K108-EOR-10-70-HPS-240-K12-PE-P

108-EOR.IES

Table 10.10 Pole Assembly “A” Overall Length Class Manufacturer Catalogue Number

Sky Cast SCO61AOC***DTGPCSA

StressCrete E-200-APO-G-***-CSA c/w 140-25/20 6.1m A

U.S.I. MA-200-A-*-**-20-CSA

*** Colour and finish to be confirmed by the City of Vaughan Parks and Recreation Department.


Table 10.11 Pole Assembly “B” Overall Length Class Manufacturer Catalogue Number

Sky Cast SCO61ADEOXPDT(30/45)GPCSA

StressCrete KCC15-S10-G-T-30/45-CSA 6.0 A

U.S.I. ST-200-A-2-BE-30(30/45)-CSA

10.5.4 Installation Installation of the walkway lighting system is to be in accordance with Section 10.4 of this manual.

03/25/2004 Design Criteria - Page 81 DESIGN CRITERIA REVISIONS

REVISIONS

No. Date Page(s) Comments

03/25/2004 Design Criteria - Page 82 APPENDIX A

APPENDIX A Scanned Record Information Record(s) are to be scanned into image type file(s) and information is to be populated into a reference database table supplied to the City of Vaughan. 1. Scanning Specifications

• Records must be scanned into TIFF Group 4 Format (.tif). • Images larger than 10 Megabytes in size must also be compressed into MRSID (.sid)

format. • Quality of scans must be such that all line types can be easily differentiated with a

minimum scan resolution of 400 dots per inch (DPI). • Image size must be at 1:1 scale with original record and printed items must maintain

original drawing scale. • Orientation of the Title Block and/or Descriptive Text must be horizontal. • Drawing text of 5 point or higher must be legible and all characters easily

differentiated on scanned image. • Full size scanners must be used in processing scan. • Microfilming will not be accepted. • Scanners must contain adaptive area thresholding ability. • Image must not be skewed where an acceptable skew is limited to ½ degree. • Minimum of 25.4mm (1 inch) white space border provided around image, where

image is defined as the area within the drawing neat-line.

03/25/2004 Design Criteria - Page 83 APPENDIX A

2. Reference Database Table The reference database table shall be in DBF or Microsoft Access format. The table shall contain the following fields and specifications: Field Name Field Type Field Description FILEID Text Unique Identifying Attribute (no duplicates)

FILENAME Text Name of Drawing such as the Street Name or Subdivision

DWGNUMBER Text Designation or drawing number within the Title Block

DWGTYPE1 Text Type of Drawing such as a Plan and Profile, General Plan, Legal or Topographical Survey, Grading Plan, etc.

DWGTYPE2 Text Whether drawing is “Approved for Construction”, “As Built” / “As Constructed”

FROM Text From Street or Station, etc. TO Text To Street or Station, etc.

LEGAL Text The Registered M or R Plan number that the area is related to.

PROJECT Text The 19T number or Capital Works Number assigned to the project.

GENERATOR Text Name of company responsible for creating the design and/or drawing.

DATE Text Last date of issue or amendment recorded on the drawing.

03/25/2004 Design Criteria - Page 84 APPENDIX B

APPENDIX B Data Specifications for Digital Drawing Submissions The City of Vaughan requires that data with respect to infrastructure reside as Object Data native to the AutoCAD MAP environment or a database table native to the ESRI GIS Shapefile format. All data records will be linked to the corresponding SPATIAL component. drafting is to be neat with connectivity maintained at node. Piping line work will be drawn in accordance with the direction of flow within the pipe. 1. Sewer Pipe System Database Specification All sewer and catchbasin lead pipe and open channel flow routes will contain the following data linked to the corresponding SPATIAL component:

Field Name Field Type Field Description PIPEID Text Unique Pipe Identifier

ie. [Upstream Maintenance Hole or Headwall ID]_[Downstream Maintenance Hole or Headwall ID]

DIAMETER Text Pipe size (mm) HEIGHT Text Pipe size (mm) WIDTH Text Pipe size (mm) MATERIAL Text Pipe Material LENGTH Number 0.000 Pipe length (m) SLOPE Number 0.000 Pipe Slope (%) CAPACITY Number 0.000 Theoretical Pipe Capacity (m3/s) VELOCITY Number 0.000 Theoretical Pipe Velocity (m/s) TIME Number 0.000 Time of Flow in Pipe (minutes) BEDDING Text Bedding Type RC Number 0.000 Roughness Coefficient DEPTH Number 0.000 Average Depth of Pipe (m) UP_MH_ID Text Upstream Manhole ID UP_INV_ELE Number 0.000 Upstream Invert Elevation (m) DN_MH_ID Text Downstream Manhole ID DN_INV_ELE Number 0.000 Downstream Invert Elevation (m) YEAR Number 0 Year of Construction NOTES Text Notes and/or Observations


Additional Fields For Storm Sewer Pipe STM_AREA Number 0.000 Tributary Area (ha) RUN_COEF Number 0.000 Runoff Coefficient AREA_RC Number 0.000 Section ARC [STM_AREA]*[RUN_COEF] ACC_AREA_C Number 0.000 Accumulative Area, Runoff Coefficient INTENSITY Number 0.000 Rainfall Intensity (mm/hr) ACC_TC Number 0.000 Accumulative Time of Concentration (minutes) STM_TOT_Q Number 0.000 Total Flow Q (l/s) Additional Fields For Sanitary Sewer Pipe SAN_AREA Number 0.000 Tributary Area (ha) PPHA Number 0.000 Persons Per Hectare POP Number 0.000 Population ACC_POP Number 0.000 Accumulative Population HPF Number 0.000 Harmon Peaking Factor SAN_PD_FLOW Number 0.000 Peak Day Flow (l/s) SAN_SEC_AREA

Number 0.000 Section Area (ha)

SAN_ACC_AREA

Number 0.000 Accumulative Area (ha)

SAN_INF_FLOW Number 0.000 Infiltration (l/s) SAN_TOT_Q Number 0.000 Total Flow (l/s) MIN_SLOPE Number 0.000 Minimum slope for self cleansing (%) Additional Fields For Foundation Drain Collector Sewer Pipe NO_LOTS Number 0.000 Section numbers of lots ACC_LOTS Number 0.000 Accumulative number of lots FDC_LOT_FLOW

Number 0.000 Total Lot Flow (l/s)

FDC_SEC_AREA

Number 0.000 Section Area (ha)

FDC_ACC_AREA

Number 0.000 Accumulative Area (ha)

FDC_INF_FLOW Number 0.000 Infiltration (l/s) FDC_TOT_Q Number 0.000 Total Flow (l/s)


2. Maintenance Hole, Headwall, Catchbasin Database Specification All maintenance holes and headwalls will contain the following data linked to the corresponding SPATIAL component:

Field Name Field Type Field Description ICID Text Unique Maintenance Hole Identifier HWID Text Unique Headwall Identifier CBID Text Unique Catchbasin Identifier SYSTEM Text System Type (eg. Storm, Sanitary, F.D.C.) MATERIAL Text Type of Material (Concrete, CSP, etc.) CONFIG Text Type of Structure (Pre-cast, Cast in Place,

etc.) CONFIG2 Text Type of Structure (Single or Double, Ditch

Inlet, etc.) STANDARD Text Applicable Standard(s) SIZE Text Size of structure (mm) TOP_ELEV Number 0.000 Top elevation (m) COVER Text Type of Cover (Standard No.) HEIGHT Number 0.000 Height of Structure (m) GRATE Text Type of Grate (Standard No.) PLATFORM Text Type of Safety Platform (Standard No.) FR_TYPE Text Type of Flow Restriction (Orifice Plate) FR_SIZE Text Size of Flow Restriction on Device FR_RATE Text Rate of Flow Restriction (l/s) BENCHING Text Benching BEDDING Text Bedding Type N_PIPE_ID Text North Pipe ID N_INV_ELE Number 0.000 North Invert Elevation (m) N_INV_ELE2 Number 0.000 North Invert Drop Elevation (m) NE_PIPE_ID Text Northeast Pipe ID NE_INV_ELE Number 0.000 Northeast Invert Elevation (m) NE_INV_ELE2 Number 0.000 Northeast Invert Drop Elevation (m) E_PIPE_ID Text East Pipe ID E_INV_ELE Number 0.000 East Invert Elevation (m) E_INV_ELE2 Number 0.000 East Invert Drop Elevation (m) SE_PIPE_ID Text Southeast Pipe ID SE_INV_ELE Number 0.000 Southeast Invert Elevation (m) SE_INV_ELE2 Number 0.000 Southeast Invert Drop Elevation (m) S_PIPE_ID Text South Pipe ID S_INV_ELE Number 0.000 South Invert Elevation (m) S_INV_ELE2 Number 0.000 South Invert Drop Elevation (m)


SW_PIPE_ID Text Southwest Pipe ID SW_INV_ELE Number 0.000 Southwest Invert Elevation (m) SW_INV_ELE2 Number 0.000 Southwest Invert Drop Elevation (m) W_PIPE_ID Text West Pipe ID W_INV_ELE Number 0.000 West Invert Elevation (m) W_INV_ELE2 Number 0.000 West Invert Drop Elevation (m) NW_PIPE_ID Text Northwest Pipe ID NW_INV_ELE Number 0.000 Northwest Invert Elevation (m) NW_INV_ELE2 Number 0.000 Northwest Invert Drop Elevation (m) YEAR Number 0 Year of Construction NOTES Text Notes and/or Observations

3. Stormwater Management Pond Database Specification All Stormwater Management Pond will contain the following data linked to the corresponding SPATIAL component. Additional fields and/or alternate dataset(s) may be required given the nature of this infrastructure. Please consult with the City of Vaughan to determine our exact requirements prior to submittal:

Field Name Field Type Field Description PONDID Text Unique Pipe Identifier NAME Text Pond name TYPE Text Pond Type CAPACITY Number 0.000 Capacity (m3/s) LINING Number 0.000 Lining material BOTTOM Text Bottom treatment MF_LEVEL Number 0.000 Maximum flood level (m) CON_AREA Number 0.000 Contributing area (ha) CNT_AREA Number 0.000 Controlled area (ha) RUN_COEF Number 0.000 Runoff Coefficient OPEN_PER Number 0.000 Open space percentage (%) SFRES_PER Number 0.000 Residential percentage (%) IND_PER Number 0.000 Industrial percentage (%) COM_PER Number 0.000 Commercial percentage (%) ROAD_PER Number 0.000 Roads percentage (%) SED_BAY1 Number 0.000 Sediment forebay volume (m3) SED_BAY2 Number 0.000 Sediment forebay volume (m3) QUAL_RR Number 0.000 Quality release rate (l/s) MOE_RR Number 0.000 MOE quality release rate (l/s) Q_STOR Number 0.000 Storage volume (m3/s) Q_STOR_MAX Number 0.000 Maximum storage volume (m3/s) Q_PP Number 0.000 Permanent pool storage volume (m3/s)


Q_PP_MAX Number 0.000 Maximum permanent pool storage volume (m3/s)

E_STOR_MAX Number 0.000 Maximum event storage volume (m3/s) E_ELV_MAX Number 0.000 Maximum event level (m) STM_EVENT Text Storm Event DETENTION Number 0.000 Detention time W_RATIO Text Water quality ratio F_CL Number 0.000 Flood control level (m) F_STOR_MAX Number 0.000 Maximum flood storage volume (m3/s) F_RR_MAX Number 0.000 Maximum flood release rate (l/s) SPILLWAY Text Spillway MECH_CON Text Mechanical controls FENCE Text Fence type GATE Text Gate type SIGN Text Sign type ACCESS Text Access road type TURN Text Vehicle turn around type YEAR Number 0 Year of Construction NOTES Text Notes and/or Observations

4. Water Distribution Pipe Database Specification All water distribution system pipe will contain the following data linked to the corresponding SPATIAL component:

Field Name Field Type Field Description WPIPID Text Unique Pipe Identifier DIAMETER Text Pipe size (mm) MATERIAL Text Pipe Material LENGTH Number 0.000 Pipe length (m) BEDDING Text Bedding Type DEPTH Number 0.000 Average Depth of Pipe (m) YEAR Number 0 Year of Construction NOTES Text Notes and/or Observations


5. Water Distribution System Appurtenances Database Specification All water distribution system appurtenances will contain the following data linked to the corresponding SPATIAL component: Field Name Field Type Field Description WAID Text Unique Maintenance Hole Identifier

TYPE Text Type (eg. Valve, Chamber, Hydrant, Tee, Bend, etc.)

MATERIAL Text Type of Material (Cast Iron, Steel, etc.)

CONFIG Text Type of Structure (Pre-cast, Cast in Place, etc.)

COLOUR Text Colour of Hydrant STANDARD Text Applicable Standard(s) SIZE Text Size of structure (mm) TOP_ELEV Number 0.000 Top elevation (m) COVER Text Type of Cover (Standard No.) HEIGHT Number 0.000 Height of Structure (m) BEDDING Text Bedding Type PRESSURE Text Pressure OPEN Text Direction to Open (Left or Right) YEAR Number 0 Year of Construction NOTES Text Notes and/or Observations


6. Streetlight Database Specification All streetlight poles and fixtures will contain the following data linked to the corresponding SPATIAL component:

Field Name Field Type Field Description SLID Text Unique Streetlight Pole Identifier POLE_NO Text Assigned Pole Number POLE_TYPE Text Pole Type POLE_MAN Text Pole Manufacturer ARM_TYPE Text Arm Style ARM_MAN Text Arm Manufacturer ARM_OR Number 0.000 Arm Outreach FIX_TYPE Text Fixture Style FIX_MAN Text Fixture Manufacturer LUM_TYPE Text Luminaire Type LUM_MAN Text Luminaire Manufacturer LUM_WAT Text Luminaire Wattage YEAR Number 0 Year of Construction NOTES Text Notes and/or Observations


7. Survey Control Monument Specification All Survey Control Monuments will contain the following data linked to the corresponding SPATIAL component:

Field Name Field Type Field Description MONID Text Unique Monument Identifier YEAR Number 0 Year of Construction PROJECT Text Project Constructed By TYPE Text Monument Type RELATE Text Relationship to Ground INV1 Text Monument No. Inter-visible with INV2 Text Monument No. Inter-visible with INV3 Text Monument No. Inter-visible with INV4 Text Monument No. Inter-visible with LAT Number 0.000 Latitude LONG Number 0.000 Longitude ELEV Number 0.000 Elevation MTM_N Number 0.000 Ministry of Natural Resources COSINE

Northing MTM_E Number 0.000 Ministry of Natural Resources COSINE EastingMTM_ELEV Number 0.000 Ministry of Natural Resources COSINE

Elevation UTM_N Number 0.000 Universal Transverse Mercator Northing UTM_E Number 0.000 Universal Transverse Mercator Easting UTM_ELEV Number 0.000 Universal Transverse Mercator Elevation LOCATION Text Description of the monument physical location

in the surrounding environment


8. Regulatory/Traffic Sign and Traffic Signal Database Specification All regulatory/traffic sign and traffic signal will contain the following data linked to the corresponding SPATIAL component: Field Name Field Type Field Description POSTID Text Unique Maintenance Hole Identifier

TYPE Text Type (eg. Stop, No Parking, Pedestrian Crossing, Signal etc.)

TYPE2 Text Electrical Signal (Yes or No) MATERIAL Text Type of Material (Wood, Concrete, Steel, etc.) STANDARD Text Applicable Standard(s) YEAR Number 0 Year of Construction NOTES Text Notes and/or Observations

03/25/2004 Design Criteria - Page 93 APPENDIX C

APPENDIX C As Built Subdivision / Servicing Drawing Requirements The Engineering Department requires that the Consulting Engineer submit the following prior to the issuance of the Completion Approval Notice for the start of the guarantee maintenance period. 1. One COMPLETE set of bound “As Built” civil engineering and electrical street

lighting drawings, paper copy, including “As Built” design calculation sheets showing the as constructed works for our preliminary review. The Engineering Drawings to conform to City’s Design Standards, Specifications and Drawing Standards. • Revise COVER PAGE and ALL DRAWINGS, the title block to include the Planning

File Number, 19T-# and Registered/ Reference Plan Number(s), 65M-#/ 65R-#.

• Identify Lot/ Block Numbers and Municipal House Numbers on ALL OF THE DRAWINGS. Contact the City’s Planning Department for municipal addresses at 905 832-8565.

• Identify on the GENERAL PLAN(S) the local or established benchmark(s) and

elevation(s) used to complete the drawings.

• Revise all drawings to state “As Built” along with the date. The term “Record Drawing” is not acceptable nor should any “” copyright symbols appear on any of the drawings.

• Revise Director’s signature block to include their typed name and date of their

original signature, if the drawings were not hand drawn.

• Revise all invert elevations, slopes, lengths and locations for the Storm Sewer, Foundation Drain Collector Sewer (if applicable), Sanitary Sewer, Rear Lot Catch Basins, House/ Commercial Connections, Watermain, Hydrants, Valve Chambers and any other revisions to reflect actual as built site conditions ON ALL OF THE DRAWINGS.

• Identify Lateral Ties and Invert Elevations for SAN & STM/ FDC Connections at

property line from house corners or side yard lot lines on all Plans & Profile Drawings. A chart format is acceptable.

• Revise all UTILITY COORDINATION DRAWINGS including electrical street

lighting drawings for all above ground utilities/ features/ driveways/ sidewalks/ mailboxes and for all underground services.


• Remove any notes stating “to be removed”, “future”, “by others”, “proposed”, etc. from ALL OF THE DRAWINGS. Obsolete Drawings and any phasing to be properly identified on the Cover Page of the project.

• Provide a set general plans (or registered plan) marked in red indicating all

easements and their purpose within the plan of subdivision.

• All plan views to include the following:

o All street names per registered plans. o Maintenance hole identifications.

o Items to be revised if different than proposed include and not necessarily

limited to:

Piped Infrastructure and Appurtenances locations Curb widths Sidewalk locations Curb radii

• All profile views to include the following:

o All as built sewer invert elevations are to be shown. If difference is greater than 300mm between the as built and the proposed location, the sewer must be redrawn.

o Any maintenance holes that differ by more than 3m from their proposed

location must be redrawn.

o As built items to be changed if different than proposed include and not necessarily limited to:

Types of maintenance holes Pipe sizes Pipe Fitting locations Road grades Sewer grades Sewer material Class of pipe Bedding type

o Remove all flags. o Maintenance hole identifications to be left on. o Existing road profile to be removed (if applicable).


o Lot grading elevations are to be as built and all proposed elevations to be

removed.

o All stormwater management pond drawings and related details shall be revised to capture all key hydraulic data relating to inlet / outlet structures and storage characteristics of the stormwater management facility.

• An engineer’s completion certificate for stormwater management facilities shall be

provided.

UPON OUR APPROVAL AND REQUIRED PRIOR TO THE ASSUMPTION OF THE PROJECT:

2. One COMPLETE set of civil engineering & electrical street lighting “As Built” mylar

drawings including “As Built” Design Calculation Sheets showing the as constructed works. “As Built” Design Calculation Sheets that were not incorporated as part of the original mylar set must be included.

3. One COMPLETE set of civil engineering & electrical street lighting “As Built” drawings including “As Built” Design Calculation Sheets scanned into a Compressed Tiff Group 4, 400 dpi Image File as outlined in Appendix A. “As Built” Design Sheets that were not incorporated as part of the original mylar set must be scanned as a Compressed Tiff Group 4, 400 dpi Image file and included in the submission.

4. One COMPLETE set of “As Built” CADD/GIS files on CD Rom diskette(s) formatted

as outlined in Appendix B.

Contact Denny Boskovski, Infrastructure Management Systems Supervisor at 905 832-8525, ext. 3105 if you have any questions.

city of vaughan design standard drawings - march 2004

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